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HomeMy WebLinkAbout47-96 James Wood High School Athletic Fields - EAW - Gainesboro - Backfile (2)March 4, 1997 Frederick County School Board Attn: Thomas Sullivan, Assistant to the Superintendent P.O. Box 3508 Winchester, Virginia 22604 Dear Mr. Sullivan: COUNTY of FREDERICK Department of Planning and Development 540/665-5651 FAY: 540/678-0682 The Frederick County Planning Department administratively approved Site Plan #047-96 for James Wood High School on March 4, 1997. The approved site plan calls for the construction of a new lighted baseball field that will contain a press box, concessions, restroom facilities, bleachers, a batting cage facility and a storage building, the construction of a new multi -purpose field that will be accessible by the provision of a concrete walkway with stairs, the remodeling of the existing softball filed to provide for concessions, restroom facilities, lighting, and access by the provision of a concrete walkway with stairs, the remodeling of the existing parking lot to include asphalt, raised islands for traffic control, 73 regular parking spaces, three disabled parking spaces with appropriate signage and pedestrian crosswalks, the construction of a new entrance onto Apple Pie Ridge Road that will provide new driveway access to the remodeled parking lot, and all appropriate erosion and sedimentation control measures. I have provided you with two copies of the approved site plan. Please provide a copy to the contractor to utilize on -site and maintain a copy for your records. Please contact this office to schedule an on -site inspection when all improvements have been complete. Sincerely, i Evan A. Wyatt, Deputy Director Enclosure cc: Richard C. Shickle, Gainesboro District Supervisor T. Roy Jennings, Frederick County Real Estate Joe C. Wilder, Engineering Technician Todd Poff, P.E., Mills, Oliver & Webb, Inc. 107 North Kent Street • Winchester, Virginia 22601-5000 SITE PLAN CHECKLIST The checklist below indicates all the information that needs to be submitted as part of the site plan application. All required information must be submitted prior to the final approval of any site plan. The Department of Planning and Development will review the application to ensure that it is complete. If any portion is not included or complete, the site plan application will not be accepted and retumed to the applicant(s). Site Plan Package 1. One set of approved comment sheets are required from the following review agencies prior to final site plan approval. It is recommended that applicants contact the Department of Planning and Development to determine which review agencies are relevant to their site plan application. oK- Z%lo l41 i Virginia Department of Transportation (VDOT) OK- 10115p EL Fredenck County Sanitation Authority OK 2121 l l_ / Department of Planning and Development OK-"L141 Inspections Department oK- 17. 19194t_L Frederick County Engineer (Public Works) OK- 7-I2-71 Qj-.'/ Frederick County Fire Marshal 1O1Z-2-'9L Department of Parks and Recreation 2. One copy of the Site Plan application 3. Five Copies of the Final Site Plan for approval 4. One reproducible copy of the Site Plan (if required) 5. A 35mm slide of the Site Plan (if required) County Health Department City of Winchester Town of Stephens City Town of Middletown Airport Authority Soil & Water Conservation District tea COUNTY OF FREDERICK, VIRGINIA DEPARTMENT OF INSPECTIONS Caller DA-4A M ILLS Time Called Date Called I A-7 Phone No. -7 - -7-70D Time Requested T Date Requested I I -7 Received By F'ft-o A Date of Inspection - I /±/i -7 PERMIT HOLDER NAME Jftck, RT. NO. 3`1 Lot No. SEC. No. SUBDIVISION STREET NAME APPLE P1Z: r)c,c- Ra C DIRECTIONS SZZ fJ Ty KT\ 13-1 BUILDING NO. --__ PLUMBING NO. ELECTRICAL NO. MECHANICAL NO. SIGN NO. DISTRICT PERMIT FOR: Type of Inspection ResidentTal N ST -ru'n V JA'Z--- Commercial Footers Setbacks: FR BK L _ _ _ __ — R Slab Draintile Gas Fire -up Final Electrical Water Service Framing Final Mechanical Sewer Rough Electric Final Site Plan Rough Plumbing Rough Mechanical Final Building Fire Marshall _ Gr r 4...nrlrc Gas Pininn/Test Final Plumbing Special/Complaint _ ou Other Time In: u 00 0LM Temperature ~ 4SS" __ Cut in No. Time Out: I ZO r Weather 0,J Results: Approved Rejected Comments: Signature Date COIVIX1'01 lWL-:"LTI-1 of I/IRQII I.': DEPARTMENT OF TRANSPORTATION EDINBURG RESIDENCY DAVID R. GEHR 1.1031 OLD VALLEY PIKE JERRY A. COPP co%"MS5101tF[I P O 13OX 278 '1 ,LF'.- L'.Gi".LL;I EDINBURG. vA 22e24-0278 ;ELL zrc f AX . SGO1 March 14, 1997 Ms. Denise Baker Ref: James Wood High School Athletic Fields C/O Perry Engineering Co., Inc. Route 739 1945 Millwood Pike Frederick County Winchester, VA 22602 Dear Ms. Baker: Enclosed is your approved Land Use Permit #855-03873 to cover the construction and maintenance of one commercial entrance at the referenced location. Please ensure a copy of the approved permit assembly is kept at the job site whenever working within the Route 739 right-of-way. I would also like to remind you of the need to erect and maintain proper traffic control in accordance with our Virsinirt Work Area Protection Manmal. Please give Mr. S. A. Melnikoff a call at (540) 722-3460 at least 48 hours in advance of the start of construction to arrange for any necessary inspections. If you have any questions concerning the permit requirements or during construction, please give me a call. I t,1 Sjcerely, William C. Gochenour Hwy. Permits & Subdivision Specialist WCG/ rf Enclosure xc: Mr. R. B. Childress Mr. W. C. Gochenour Mr. Kris Tierney Mr. Tom Sullivan WE KEEP VIRGINIA MOVING s U SITE PLAN APPLICATION 1. Project Title: James Wood High School Athletic Fields 2. Location of Property James Wood High School street address) 161 Apple Pie Ridge Road Winchester, VA 22603 3. Property Owner: Frederick County Public Schools Address: 1415 Amherst Street P. 0. Box 3508 Winchester, VA 22604-2546 Telephone: 540) 662-3888 c7 •.' j4. Applicant/Agent Mills, Oliver & Webb, Iiic :` <r, ;) Address Attn: Todd Poff _ `"A 200 Country Club Drive cf'. C Plaza I, Building -) Blacksburg, VA 24060 Telephone: 540) 552-2151 5. Designer: Same as Applicant/Agent Address: Telephone: Contact: 6 6. Is this an original or revised site plan? Original X Revised 7a. Total acreage of parcel to be developed: 10 T 7b. Total acreage of parcel. 69 Acres 8. Property Information: a) Property Identification Number: 42-A-5-D b) Current Zoning: RA c) Present Use: Educational d) Proposed Use: Educational e) Adjoining Property Use(s) see attached sheet f) Adjoining Property Identification Number(s) See attached sheet g) Magisterial District(s) Gainesboro I have read the material included in this package and understand what is required by the Frederick County Planning Department. I also understand that all required material will be complete prior to the submission of my site plan. Signature: - Date: U f g ' 0- C4 7 0 James Wood High School Athletic Fields A/E Commission No. 9541.1 Ad —jointing Property P.I.N. Use 42-A-214 Residential 42-A-213 Residential 42-A-212 Residential 42-A-227 Residential 42-A-210 Residential 42-A-7-1-A No Use 42-A-7-1 No Use 42-A-205 No Use 42-A-199 No Use 42-A-198 No Use 42-A-6-A Education 42-A-6-B Education 42-A-5-DI Religious Attachment to Site Plan Application Mills, Oliver & Webb, Inc. Architects/Engineers r I-I\GIM^_ COMMONWEALTH of VIRQ1NIA DEPARTMENT OF TRANSPORTATION EDINBURG RESIDENCY DAVID R. GEHR 14031 OLD VALLEY PIKE COMMISSIONER P 0 BOX 278 EDINBURG, VA 22824-0278 Mr. Todd D. Poff, P.E. C/O Mills, Oliver & Webb, inc. 200 Country Club Drive Plaza One, Building E Blacksburg, VA 24060 Dear Mr. Poff: February 10, 1997 JERRY A. COPP 1I ,DENT ENG1':EER L:E (54C1184 5rA 1 .;'. .540, ,84 SG37 Ref: James Wood High School -Athletic Fields R-Lite 729 Frederick County We have received your revised site plans dated October 11, 1996 for the referenced project. It appears all of our earlier review comments have been satisfactorily addressed. Please advise the owner of our approval. A land use permit may now be applied for to cover work within the Route 739 right-of-way. Said permit is issued by this office and will require a minimal proc'ssing fee and surety bond coverage. Once satisfactory application has been made a permit of this nature will normally take approximately thirty days to process and issue. If you have any questions, please feel free to call. SAM/rf Enclosure xc: Mr. R. B. Childress Mr. W. C. Gochenour Mr. R. D. Hawkins Mr.- Kris Tierney Mr. Tom Sullivan Sincerely, r \ /?UI ri Steven A. Melnikoff ! ( Hwy. Permits & Subdivision Specialist Senior WE KEEP VIRGINIA MOVING Request For Site Plan Cor'4Tnents Virginia Department of Transportation F= Mail to: Hand deli' er to i- 9 Virginia Department of Transportation Local VDOT;Offie e Atten: Resident Engineer 1550 Comm rcezStre e tblt ' P.O. Box 278 Winchester, VA Edinburg, Virginia 22824-0278 (703) 722-3460 703) .948-4133 q `I' — Please fill out the information as accurately as possible in order to assist the VDOT with their review. Please attach four copies of your site plan with this sheet. Applicant's name: Todd D. Poff, P.E. Mills, Oliver & Webb, Inc. Address: 200 Country Club Drive Blacksburg, VA 24060 Phone number: (540) 552-2151 Name of development and/or description of the request: James Wood High School - Athletic Fields Location of development: School State Route 739 adjacent to James Wood High Virginia Department of Transportation's Comments: See attached letter from Steve Melnikoff dated 02/10/97 to Mr. Todd D. Poff. COMMONWEALTH of vIRGIN1A DEPARTMENT OF TRANSPORTATION EDINBURG RESIDENCY DAVID R. GEHR 14031 OLD VALLEY PIKE COt.1.MuSSIONER P O- BOX 278 EDINBURG. VA 22824-0278 January 15, 1997 Mr. Todd D. Poff, P.E. C/O Mills, Oliver & Webb, Inc. 200 Country Club Drive Plaza One, Building E Blacksburg, VA 24060 Dear Mr. Poff: JERRY A. COPP RESIDENT ENGINEER TELE (540)984-5600 FAX (5401 984.5607 Ref: James Wood High School Athletic Fields Route 739 Frederick County As requested, we have reviewed your site plan dated October 11, 1996 for the referenced project. Our comments may be found on the attached plans marked in red and as follows: 1. The entrance must be set back 10' from the edge of pavement to the face of gutter pan. 2. The entrance must be designed to be 30' from face to face of gutter pan. 3. CG-6 curb & gutter is required with CG-12 handicap ramps. 4. The tapers are to be designed 30' long. 5. Mitered pipe ends will be required in lieu of EW-6's. 6. The typical section for the entrance design is to be: 1.5" Type SM-2A, 3" Type BM-2 and 8" Type 21-B asphalt concrete and is to be installed to the right-of-way. 7. Standard EC-1 outlet protection must be designed for the twin 18" R.C.P. culverts under the entrance. 8. VDOT general notes are to be added to the plans. Please revise and resubmit six copies of the plans for final approval. Should any changes be deemed necessary, please design them to meet or exceed the above recommendations. Should you have any questions, please feel free to call at 722-3460. Sincerely, 19 o Al Steven A. Melnikoff, Permits/Subd. Specialist Senior DE EN SAM/ rf.d Attachment xc: Mr. R. B. Childress, Mr. R. D. Hawkins, Mr. Kris Tierney, Mr. Tom Sullivan WE KEEP VIRGINIA MOVING S AM/rf Attachments xc: Mr. R. B. COMMONWEALTH of VIRQINIA DEPARTMENT OF TRANSPORTATION EDINBURG RESIDENCY DAVID R. GEHR 14031 OLD VALLEY PIKE COMMISSIONER P O. BOX 278 DecemgerV l z2eN96 Mr. Mike Perry C/O Perry Engineering Co., Inc. 1945 Millwood Pike Winchester, VA 22602 Dear Mr. Perry: JERRY A. COPP RESIDENT ENGINEER TELE-(540)984-5600 FAX (540) 984.5607 Ref: Apple Pie Ridge Ball Field Route 739 Frederick County In accordance with your request on December 10, 1996 you are given permission to install a temporary construction entrance at the referenced location. This letter is to be considered your permit to do so. The following provisions will be required: Work area protection signage in accordance with the attached while working on the right-of- way will be required. All work on the right-of-way is to be confined to the temporary entrance location only. A minimum 6" depth of VDOT #1 (2-3 inch stone) course aggregate by 30' in width will be required. It is to be placed from the edge of pavement and extended back onto private property far enough to prevent the carrying of mud onto the roadway. Positive drainage is to be maintained within the right-of-way at all times. A 15"x20' culvert will be required. Any disturbed areas of the right-of-way or damages to the pavement structure adjacent to this entrance will be repaired by you to our satisfaction. This permit is being issued for 180 days. All work is to be completed in accordance with the enclosed Virginia Erosion & Sediment Control Handbook, Specification 3.02. The Department of Transportation will not be held liable for suit should such result from this operation nor is it granting permission to grade on the property of others or disturb underground utility lines. If the above listed items are not followed this permit may be revoked. Should you have any questions, please let me know. Sincerely, 7N;9 rr Steven A. Melaikoff, Permits/Sub pec. Sr. Childress, Mr. R. D. Hawkins, Mr. H. E. Strawsnyder, Mr. Kris Tierney, Mr. Tom Sullivan WE KEEP VIRGINIA MOVING COMMONWEALTH of VIRQINIA DEPARTMENT OF TRANSPORTATION EDINBURG RESIDENCY DAVID R. GEHR 14031 OLD VALLEY PIKE COMMISSIONER P.O. BOX 278 EDINBURG. VA 22824.0278 November 7, 1996 Mr. Todd D. Poff, P.E. C/O Mills, Oliver & Webb, Inc. 200 Country Club Drive Plaza One, Building E Blacksburg, VA 24060 Dear Mr. Poff: WILLIAM H. BUSHMAN, P.E. RESIDENT ENGINEER TELE(540)984.5600 FAX (540)984.5607 Ref: James Wood High School Athletic Fields Route 739 Frederick County We have received your site plan dated October 11., 1.996 for the referenced project. The plan has been forwarded to our District Office in Staunton for review. Once we receive any comments, we will forward them to you. For your information a review of this nature may take approximately sixty days. If you have any questions, please let me know. Sincerely, Steven A. MelnikYionHwy. Permits & Sub Specialist Senior SAM/ rf xc: Mr. R. B. Childress Frederick Co. Dept. of Planning WE KEEP VIRGINIA MOVING a Na Request For Site Plan Comments Frederick County Sanitation Authority Mail to: Hand deliver to: Frederick County Sanitation Authority 199 Front Royal Pike Atten: Engineer Director Winchester, VA P.O. Box 618 (703) 665-5690 Winchester, VA 22604 703) 665 - 5690 Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach two copies of your site plan with this sheet. Applicant's name: Todd D. Poff, P.E. Mills, Oliver & Webb, Inc. Address: 200 Country Club Drive Blacksburg, VA 24060 Phone number. (540) 552-2151 Name of development and/or description of the request: James Wood High School --Athletic Fields Location of development: State Route 739 adjacent to James Wood High School Frederick County Sanitation Authority's Comments: .)J/ 13Z !F Ti c S F i s i x SST s C31, r3Y r Request For Site Plan Comments Department of Planning and Development Mail to: Hand deliver to: Department of Planning and Development 107 N. Kent Street Atten: County Planner Fourth Floor P.O. Box 601 Winchester, VA Winchester, VA 22604 (703) 665-5651 703) 665 - 5651 Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach two copies of your site plan with this sheet Applicant's name: Todd D. Poff, P.E. Mills, Oliver & Webb, Inc. Address: 200 Country Club Drive Blacksburg, VA 24060 Phone number: (540) 552-2151 Name of development and/or description of the request: James Wood High School - Athletic Fields Location of development: State Route 739 adjacent to James Wood High School 1 Planning and Development's Comments:_ Planning and Development use only Date received 102t % Date revision received f 57 Incomplete Incomplete Date reviewed it 4 /its © Date reviiewed,, `` Z Z t 47 Signature and Date 0. • W t Signature and Date (revision) QD t.-MQ, I . Date approved 2 21117 '' 0 FAX TRAANSMISSION FREDERICK COUNTY PLANNING DEPARTMENT 107 NORTH KENT STREET WINCHESTER, VA 22601 540) 665-565 1 FAX: (540) 678-0682 To: Todd Poff Date: Fax #: 540) 951-0219 Pages: From: Evan A. Wyatt Subject: James Wood High School Athletic Fields COMMENTS: o February 21, 1997 2, including this cover sheet. e I spoke with Steve Melinkoff of VDOT and he advised me that an approval letter was ready to be mailed. Our department will be in a position to approve the site plan once the Fire Marshal has provided an approved comment sheet. I will contact you as soon as that occurs so that final site plans can be forwarded for final signature. Please contact me if you have any questions. Have a good weekend! Fred*ck County Public Schools 1415 Amherst Street Post Office Box 3508 Winchester, Virginia 22604-2546 Telephone: (540) 662-3888 — FAX (540) 722-2788 Administrative Assistant to the Superintendent January 21, 1997 Mr. Evan Wyatt, Planning and Development County of Frederick P. O. BOX 601 Winchester, VA 22604 Dear Evan: As you know, baseball and multi -purpose athletic fields are being constructed for use by James Wood High School. In addition, an existing softball practice area is being upgraded to permit the playing of games. We expect attendance for baseball and softball games to range from 100 to 400 per contest. It is anticipated the new fields will be completed and available for use by fall, 1997. The number of existing parking spaces at James Wood High School is sufficient for students, staff members, and visitors during the regular school day. In addition, we have reviewed the attendance data of James Wood High School for a variety of events, such as athletic contests, concerts, plays, and various meetings held throughout the year. The number of parking spaces at the school is adequate for the attendance we currently experience at these events. We are confident the existing parking space will be sufficient for events held in connection with the new athletic fields which are being constructed for James Wood High School. If you should have any questions or concerns in regard to this matter, please do not hesitate to contact me at your earliest convenience. Sincerely, Thomas Sullivan Administrative Assistant to the Superintendent cc: Todd Poff, Mills, Oliver, and Webb, Inc. COUNTY of FREDERICK Department of Planning and Development 540/665-5651 FAX: 540/ 678-0682 December 10, 1996 Mills, Oliver & Webb, Inc. Attn: Mr. Todd Poff, P.E. 200 Country Club Drive Plaza I, Building E Blacksburg, Virginia 24060 I:_ • t •0I - •• l • t Dear Mr. Poff: The above referenced site plan was presented to the Frederick County Planning Commission and Board of Supervisors for consideration. During these meetings, questions were asked of the Frederick County School administration; however, no formal revisions were requested for this plan. Therefore, our department will provide administrative approval for this site plan once all review agency comments are adequately addressed. The following comments will need to be addressed in order to receive approval from the Frederick County Planning Department: Order of Civil Drawing Sheets Due to the amount of information on Sheet C 1, it would make it easier to follow this plan if Sheet C 1 and C2 were reversed. For the purpose of this review, comments made for Sheets C 1 and C2 reflect the sheets that are indicated on the marked -up site plan. Please include the name, address and telephone number for the owner and the developer, revise the telephone number for the designer, provide your Professional Engineer Seal with the appropriate signature and date, include a signature and date block for the Zoning Administrator that contains a narrative stating, "Site Plan Shall Be Valid For Five (5) Years From Date Of Approval", provide a location map for this property that provides names and route numbers for all roads, provide the magisterial district, provide the zoning of the property, include the property identification number, use, and zoning for this property as well as all adjoining properties, provide the acreage for the property, and incorporate the metes and bounds description for the subject properties from the survey information that was prepared by Marsh & Legge Land Surveyors. 107 North Kent Street - Winchester, Virginia 22601-5000 0 Poff Letter Page -2- December 10, 1996 Please revise the telephone number for the designer. Please provide a sixty -foot building restriction line on this property along Apple Pie Ridge Road, provide the posted speed limit for this road, provide the heights for the press box structure and the equipment storage structure, provide the location, height and specifications for all outdoor lighting fixtures, reconfigure the remodeled asphalt parking lot to reflect the marked -up site plan, revise the parking space dimensions, provide parking space calculations, provide a pedestrian crosswalk and signage as indicated on the marked -up site plan, provide the location of all utility and drainage easements, provide the percentage of steep slope that is being disturbed on this site, and revise the telephone number for the designer. Sheet C4 Please insert the revised information as indicated on the marked -up site plan. Sheet CS Please provide the location, height and specifications for all outdoor lighting fixtures, and revise the telephone number for the designer. Sheet C6_ Please provide the location, height and specifications for all outdoor lighting fixtures, provide all utility easements, provide the height for the concessions and restroom structure, and revise the telephone number for the designer. Poff Letter Page -3- December 10, 1996 Please revise your site plan to reflect the comments in this letter and resubmit one copy for my review and approval. I will need your firm to provide me with five copies of the final site plan that address all review agency comments, as well as copies of the approved review agency comment sheets. Once I have received this information, I will recommend final approval of this site plan. Please do not hesitate to contact me if I may answer any questions regarding this process, or if I may be of further assistance. Sincerely, Evan A. Wyatt, Deputy Director EAW enclosure cc: Tom Sullivan, Assistant to the Superintendent SITE PLAN CHECKLIST The checklist below indicates all the information that needs to be submitted as part of the site plan application. All required information must be submitted prior to the final approval of any site plan. The Department of Planning and Development will review the application to ensure that it is complete. If any portion is not included or complete, the site plan application will not be accepted and retumed to the applicant(s). Site Plan Package 1. One set of approved comment sheets are required from the following review agencies prior to final site plan approval. It is recommended that app Icanfs contact the Department of Planning and Development to determine which review agencies are relevant to their site plan application. Virginia Department of Transportation (VDOT) Fredenck County Sanitation Authority Department of Planning and Development Inspections Department Frederick County Engineer (Puclic Works) Frederick County Fire Marshal Department of Parks and Recreation 2. One copy of the Site Plan application 3. Five Copies of the Final Site Plan for approval 4. One reproducible copy of the Site Plan (if required) 5. A 35mm slide of the Site Plan (if required) County Health Department CIty of Winchester Town of Stephens City Town of Middletown Airport Authority Sod & Water Conservation Distnct Site Plan Information Checklist The following information must be included on your site plan. If your site plan is incomplete or is missing information, it will not be reviewed and returned to you for revisions. Administrative Information Y N 1. Name of proposed development OName, address, and phone number of owner. 3 Name, address, and phone number of developer. Name, address, and phone number of designer. O5 Certificate of surveyor, engineer, or architect. 6. Date plan prepared and date of revisions. 7. A listing of all conditions placed on the site as a result of a conditional use permit or conditional zoning approval. 0. A space labeled "Approved by the Zoning Administrator" for the approval signature and date of approval. 9. A description of setbacks or conditions placed on the site as a result of a variance approval. (Reference the vanance application number.) General Site Information Y N 10. Location map (scale 1:2000) 1. Magisterial District 12. Scale of site plan (not to exceed 1:50) 13. North Arrow 14 Zoning of site 15. Use, zoning, and Property Identification Number (PIN"-") of all adjoining properties. This includes properties located across n t-ofstreams, and railroad tracks. 16 Surveyed boundaries for all lots and parcels. L----'- I N co 2 Poe -^ME- ~L.S 14 c LJET04 c S u2V ey I u FO , General Site (con't) Y N 17 Acreage of all lots included in the plan. 18 The location and dimensions of all required setbacks and yard areas. N A 19. The location and type of all dwelling units. 20. Location and description of all recreation facilities. 21. Location of sidewalks and pedestrian ways. 22. Location and area of common open space. 3 The location, height, and dimensions of all signs. 24 Location, height, and specifications of outdoor lighting fixtures. 25. Location and nature of outdoor storage areas. 26. Location of outdoor trash receptacles and dimensions of structure (fencing, etc.) required to enclose receptacles. Building Information Y N CThe 28. height of all buildings and structures. Location buildings, of all structures and uses. 29. The proposed use of each building, structure and area. Al La 30. Ground floor area and total floor area of all buildings with FAR calculations for commercial and industrial zoning districts. Roads Y N 31. Name and number of existing and planned streets on and adjoining the site. 32. Location of existing and planned streets on and adjoining the site. 33 Posted speed limit of existing adjacent roads. 34 Location and dimensions- of all proposed entrances from public right-of-ways. 1-D SE AKIR JFD -XY VDcrT— Utilities Y 35. Location of all entrances on adjoining roads within 200 feet of the proposed or existing entrance. 36. Dimensions, boundaries, width, pavement, and construction of planned roads. N 37. Location of all utilities, including sewer and water lines with the size of lines, mains, and laterals. 3- Location and width of all easements, including access, utility, and drainage easements. 39`1 Location and nature of fire lanes, fire hydrants, and all other facilities necessary to meet Fire Code requirements. TT) 8 r,- APPR&4e!,) IVY THE F i Oc rM A+e SF+ ^ram Parking Y N Natural Features Y N 40 Calculations describing the required number of parking and loading spaces. 41 Location and dimensions of all parking and loading spaces, driveways, parking aisles, curbing and other features to be used. 42. Location and dimension of all disabled parking spaces and ramps. TD iBE 4P P-ovcD 8Y T4*C Bu uD t-JG OFF O.IA't_ 43. Existing and finished contour lines. 44 Location of steep slopes, woodlands, floodplains, wetlands, sinkholes, and other environmental features. PRogiDic % D STURZM 45. Location of streams and drainage ways. Landscaping Y N OLandscaping plan describing location and types of plants to be used. 47. Location of required buffers and screening with cross sections or profiles. Erosion and Sediment Control Y N 48 A stormwater management plan with run off calculations and tlocation and description of facilities to be used. 49 Soil erosion and sedimentation control plan describing the I and methods to be used to minimize erosion and sedimentation during development. TO 6 E APPR o vCD By C.c v J N fc'E7Z 0 FAX TRANSMISSION FREDERICK COUNTY PLANNING DEPARTMENT 107 NORTH KENT STREET WINCHESTER, VA 22601 540) 665-565 1 FAX: (540) 676-0682 To: Todd Poff Date: December 11, 1996 Fax #: (540) 951-0219 Pages: 4, including this cover sheet. From: Evan A. Wyatt Subject: James Wood High School Athletic Fields CO MMENTS: A f1 Todd: Our department will mail the original letter, site plan checklist and marked -up site plan to your attention today. Please contact me if you have any questions. Request For Site Plan Comments Frederick County Inspections Department Mail to: Frederick County Inspections Dept. Atten: Building Official P.O. Box 601 Winchester, VA 22604 703) 665 - 5650 Hand deliver to: 107 N. Kent Street Fourth Floor Winchester, VA 703) 665-5650 Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach one copy of your site plan with this sheet. Applicant's name: Todd D. Poff, P.E. Mills, Oliver & Webb, Inc. Address: 200 Country Club Drive Blacksburg, VA 24060 Phone number (540) 552-2151 Name of development and/or description of the request: James Wood High School - Athletic Fields Location of development: State Route 739 adjacent to James Wood High School Inspections Department's Comments: Comments on the back of this page. Inspections Dept. use only, Inrmm lnla fnrrmntata Request For Site Plan Comments Frederick County Engineering Department Mail to: Frederick County Engineering Dept. Atten: Director of Engineering P.O. Box 601 Winchester, VA 22604 703) 665 - 5643 Hand deliver to: 107 N. Kent Street Fourth Floor Winchester, VA 703) 665-5643 Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach two copies of your site plan with this sheet. Applicant's name: Todd D. Poff, P.E. Mills, Oliver & Webb, Inc. Address: 200 Country Club Drive Blacksburg, VA 24060 Phone number: (540) 552-2151 Name of development and/or description of the request: James Wood High School - Athletic Fields Location of development: state Route 739 adjacent to James Wood High School Engineering Department's Comments: Vpm +4,, —61 cfi i COUNTY OF FREDERICK, VIRGINIA FIRE MARSHAL'S OFFICE LAND DEVELOPMENT COMMENTS Control No.SP97-0014R Date Received 2/10/97 Date Reviewed 2/27/97 Applicant Mills, Oliver, ans Webb Address Plaza One, Building E Blacksburg, Virginia 24060 Project Name James Wood H.S. Athletic Fields Phone No. 540-552-2151 Type of ApplicationSite Plan (Revised) Current Zoning RA 1st Due Fire Co. 15 1st Due Rescue Co. 15 Election DistrictGainesboro Tax I.D. No. RECOMMENDATIONS Automatic Sprinkler SystemXX Residential Sprinkler System Automatic Fire Alarm SystenXX Other REQUIREMENTS Emergency Vehicle Access Adequate XX Inadequate Not Identified Fire Lanes Required Yes XX No Comments Posted Fire Lanes required as shown on approved site plan. Roadway/Aisleway Widths Adequate XX Inadequate Not Identified Special Hazards Noted Yes XX No Comments The need for identifying the various fields must still be addressed prior to completion of the project. Hydrant Locations Adequate XX Inadequate Not Identified Siamese Location Adequate Inadequate Not Identified XX Additional Comments Attached? Yes No XX Plan Approval Recommended? Yes XX No Signature — « Title /—«%ii i_ Note- All outstanding Fire and Rescue Dept. iss ies have been addressed. COUNTY OF FREDERICK, VIRGINIA FIRE MARSHAL'S OFFICE LAND DEVELOPMENT COMMENTS Control No.1219960419 Date Received 101796 Date Reviewed 122096 Applicant Mills, Oliver & Webb Address 200 Country Club Dr. Blacksburg, Virginia 24060 Project Name James Wood H.S. Athletic Fields Plione No. 540-552-2151 Type of ApplicationSite Plan Current Zoning 1st Due Fire Co. 15 1st Due Rescue Co. 15 Election DistrictGainesboro Tax I.D. No. RECOMMENDATIONS Automatic Sprinkler SystenrXX Residential Sprinkler System Automatic Fire Alarm SysternYX Other REQUIREMENTS Emergency Vehicle Access Adequate Inadequate XX Not Identified Fire Lanes Required Yes XX No Comments 20' Fire Lane needed for access to proposed concession building Roadway/Aisleway Widths Adequate Inadequate XX Not Identified Special Hazards Noted Yes No XX Comments Hydrant Locations Adequate XX Inadequate Not Identified Siamese Location Adequate Inadequate Not Identified XX Additional Comments Attached? Yes XX No Plan Approval Recommended? Yes No XX Signatur Title i December 20, 1996 Todd D. Poff, P.E. c/o Mills, Oliver & Webb 200 Country Club Drive Blacksburg, Virginia 24060 Dear Mr. Poff, I have completed my review of the Site Plan submittal for the Athletic Fields, planned for the James Wood IIigh School campus. There are several issues that I would like to address at this time, as a follow up to today's telephone conversation: 1.) In order to have adequate access to the Baseball Field concession building, the asphault walkway must be treated as a Fire Lane, constructed 20' wide, and capable of supporting a 40,000 lb. truck. The 20' width must only be carried as far as the concession building itself. 2.) The walkway to the Multi -purpose Field must be constructed in such a manner that it will adequately support the weight of an ambulance. We will also need an area at the upper end of this access rosd, configured in a manner that allows a turn around space for an ambulance. 3.) Prior to completion of the project, I am requesting a manner of identification for the individual fields. This may have to come from the school system itself, but a numbering system or field name is going to be necessary to assist responding Fire and Rescue persomiel in identifying the various fields. 4.) There is inadequate access, to the concession building, at the Softball Field. As shown, it is more than 200' from the road surface. A Fire Lane will be necessary for access to this building. Mills, Oliver and Webb Page 2 I don't see any reason to suspend site work while these changes are being made to the site plan, but will need these changes before I can recommend approval of the site plan. If you have any questions, please do not hesitate to contact me. Sincer-el- , Douglas A. iracofe Fire Marshal cc: Evan Wyatt, Deputy Director Mike Garrett, Chief Round Hill Fire and Rescue file Request For Site Plan Comments Frederick County Department of Parks and Recreation Mail to: Hand deliver to: Frederick County Dept. of Parks and Recreation 107 N. Kent Street Atten: Director of Parks and Recreation Second Floor P.O. Box 601 Winchester, VA Winchester, VA 22604 703) 665-5678 703) 665 - 5678 Please fill out the information as accurately as possible in order to assist the agency with their review. Please attach one copy of your site plan' with this sheet. Applicant's name: Address: Phone number: Todd D. Poff, P.E. 200 Country Club Drive Blacksburg, VA 24060 540) 552-2151 Mills, Oliver & Webb, Inc. Name of development and/or description of the request: James Wood High School - Athletic Fields Location of development: State Route 739 adjacent to James Wood High School Parks and Recreation Dept.'s Comments: From a planning perspective, the site plan appears to meet standards for athletic field development-. Oliver-bb ARCHITECTS ENGINEER 200 Country Club Drive Plaza One, Building E Blacksburg, VA 24060 Tel: (540) 552-2151 FAX: (540) 951-0219 We are sending you The following items: Department of Planning and Development 107 North Kent Street Winchester, VA 22601 Attached Via: Prints Specifications Copy of Letter Change Order Documents 1 I I I Sheet C3 - Line weights revised on existing utilities These items are transmitted: For approval For your use As requested For review and comment Remarks: Bill Thomas - Shockey Copy to: Curtis Walker - FCPS Signed: d Todd D. Poff, P.E. If enclosures are not as noted, please notify zis at once. 541DT008.WPD Oliveri Webb, ARCHITECTS ENGINEERS 200 Country Club Drive Plaza One, Building E Blacksburg, VA 24060 T61:1(540) 552-2151 FAX (540) 951-0219 We are sending you: ® Attached Via: Department of Planning and Development Attn: County Planner 107 N. Kent Street, Fourth Floor Winchester, VA 22601 The following items: ® Prints ® Specifications Copy of Letter Change Order 2 Site Plans and Division 2 of Specifications These items are transmitted: Remarks: Copy to: For approval For your use As requested ® For review and comment Signed: Mills, Oliver & Webb, Inc. If enclosures are not as noted, please notify its at once. 5418T0 OMM ARCHITECTS ENGINEERS 200 Country Club Drive Plaza One, Building-E. Blacksburg, VA 274060 Tel: (540) 552-2.151 FAX: (540) 951 021,9 f)(f'iQF PfAili;litG. . tif{ i1 C P.VFtOPt,1E.t1% , We are sending you: The following items: artment of Planning and Development Attn: County Planner 1 107 N. Kent Street, Fourth Floor Winchester, VA 22601 1 Attached - Via: Prints Specifications Copy of Letter Change Order I 1 I I I Site Plan Application with list of adjoining properties These items are transmitted: Remarks: Copy to: For approval For your use As requested For review and comment Signed: Todd D. Poff, P.E. If enclosures are not as noted, please notify us at once. 5418T013. WPD Oliver-bb ARCHITECTS ENGINEERS 200 Country Club Drive Plaza One, Building E Blacksburg, VA 24060 Tel: (540) 552-2151 FAX: (540) 951-0219 We are sending you: ® Attached Via: The following items: ® Prints Specifications Department of Planning and Development 107 North Kent Street Winchester, VA 22601 Copy of Letter Change Order ® Documents 1 Site Plan revised per review letter dated 12/10/96 1 Request for Site Plan Comments 1 Site Plan Approval - Frederick County Engineering Dept. 1 Site Plan Approval - Frederick County Sanitation Authority 1 Site Plan Approval - Frederick County Parks & Rec. Dept. 1 Site Plan Approval - Frederick County Inspections Dept. These items are transmitted: For approval For your use As requested For review and comment Remarks: Bill Thomas - Shockey (Plans only) Copy to: Curtis Walker - FCPS (Plans only) Signed` Todd D. Poff, P.E. If enclosures are not as noted, please notify us at once. 541 DT007.WPD I I H Mills, Oliver & Webb, Inc. ARC HITECTS ENGINEERS; 200 Country Club Drive, Plaza One, Building E, Blacksburg, VA 24060 Tel: (540) 552-2151 FAX: (540) 951-0219 1 JAMES WOOD HIGH SCHOOL t ATHLETIC FIELDS DIVISION 2 SPECIFICATIONS FREDERICK COUNTY, VIRGINIA MILLS, OLIVER & WEBB, INC. ARCHITECTS/ENGINEERS BLACKSBURG, VIRGINIA OCTOBER 11, 1996 J SITE WORK DIVISION 2 SECTION 02200 - EARTHWORK PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. Extent of earthwork is indicated on drawings. 3. In general, the work included under this section consists of, but is not limited to, the following: a. Excavation for building foundations b. Preparation of subgrade for building slabs, walks, pavements and other structures as indicated on the drawings C. Drainage fill course for support of building slabs d. Excavating and backfilling of trenches C. Controlled fill f. Grading site to subgrade as indicated by contours, cross -sections and details g. Spreading topsoil h. Grading site to finished grade as indicated by contours, cross -sections and details 02200-1 9541.1 SITE WORK DIVISION 2 C. rol RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Erosion control b. Paving and surfacing JOB CONDITIONS: 1 2 Subsurface Investigation: a. Triad Engineering, Winchester, Virginia performed a subsurface investigation on July 9, 1996. Data in subsurface investigation reports was used for the basis of the design and are available to the Contractor for information only. The Owner and Architect/Engineer make no representations or warranties of accuracy or continuity between soil borings. The Owner does not accept responsibility for interpretations or conclusions drawn from this data by Contractor. The Owner may grant permission to perform additional test borings and other exploratory operations, at the Contractor's option, with prior notification to the Owner. The Owner will not authorize a change in the Contract Sum for such additional exploration. b. For design purposes only, an allowable soil bearing capacity is assumed to be 2000 pounds per square foot. Existing topographic information is taken from a field survey prepared by Marsh Legge, Winchester, Virginia dated October 25, 1995. 3. Existing Utilities: Underground utility locations shown are approximate and were determined from above ground features and existing utility maps. Locate existing underground utilities in areas of work by hand dug test holes. If utilities are to remain in place, provide adequate means of protection during earthwork operations. a. Should uncharted, or incorrectly charted, piping or other utilities be encountered during excavation, notify Architect/Engineer and Owner and consult utility owner immediately for directions. Cooperate with Owner and utility companies in keeping respective services and facilities in operation. Obtain approval from Owner for any additional costs related to non -emergency repairs prior to making such repairs. Repair damaged utilities to satisfaction of utility owner. I 02200-2 9541.1 SITE WORK DIVISION 2 b. Do not interrupt existing utilities serving facilities occupied and used by Owner or others, during occupied hours, except when permitted in writing by Architect/Engineer and then only after providing or arranging for acceptable temporary utility services. C. Provide minimum of 48-hour notice to utility owner and to Architect/ Engineer, and receive written notice to proceed before interrupting any utility. d. Demolish and completely remove from site existing underground utilities indicated to be removed. Coordinate with utility companies for shut-off of services if lines are active. 4. Use of Explosives: Do not bring explosives onto site or use in work without prior written permission from authorities having jurisdiction and Owner. Contractor is solely responsible for handling, storage and use of explosive materials when their use is permitted. a. Where blasting is required for building footings and/or utility trenching to within 50' outside of the building line, blast prior to placing any concrete masonry building walls. b. It is suggested that a pre -blasting survey of adjacent buildings be conducted with the adjacent building owners to ascertain the existing conditions of these buildings in the event that blasting is authorized. 5. Protection of Persons and Property: Barricade open excavations occurring as part of this work and post with warning lights. a. Operate warning lights as recommended by authorities having jurisdiction. b. Protect structures, utilities, sidewalks, pavements and other facilities from damage caused by settlement, lateral movement, undermining, washout and other hazards created by earthwork operations. 6. Definitions: a. Excavation consists of removal of material encountered to subgrade elevations indicated and subsequent disposal of materials removed. 1 02200-3 9541.1 SITE WORK DIVISION 2 1 E. b. Unauthorized excavation consists of removal of materials beyond indicated subgrade elevations or dimensions without specific direction of Architect/Engineer. Perform unauthorized excavation, as well as remedial work directed by Architect/Engineer to correct such unauthorized excavations, at no additional cost to the Owner. C. Additional excavation consists of removal of materials beyond indicated subgrade elevations or dimensions at the specific direction of Architect/ Engineer or soils engineer employed by Owner. Additional excavation may be required if bearing materials at required subgrade elevations are unsuitable. Payment for removal of unsuitable material and its replacement as recommended by the soils engineer, when authorized by the Architect/Engineer, will be based on unit prices established in the Contract Documents. d. Subgrade: The undisturbed earth or the compacted soil layer immediately below granular subbase, drainage fill, or topsoil materials. e. Structure: Buildings, foundations, slabs, tanks, curbs, or other man-made stationary features occurring above or below ground surface. QUALITY ASSURANCE: 1. Codes and Standards: Perform work in compliance with applicable requirements of governing authorities having jurisdiction. 2. Testing and Inspection Service: The Owner shall employ an independent testing laboratory to perform soil testing and inspection service for quality control testing during earthwork operations, including testing of controlled backfill of all exterior pipe trenching and utility trenching which occurs under the building. 3. Soils engineer of the testing agency shall be a registered engineer, geologist or his representative, subject to approval by the Architect/Engineer, regularly engaged in soils and foundation engineering with expertise in and full capability to do all material analysis and supervision of earthwork operation. The soils engineer or his representative shall be present on site sufficient time during grading, excavation and controlled fill placement to ensure compliance with these specifications. 0 4. The applicable standards and specifications of the Virginia Department of Transportation apply to work of this section. I J 02200-4 9541.1 1 SITE WORK DIVISION 2 5. The American Society of State Highway and Transportation Officials (AASHTO) standards listed apply to work of this section. 6. The American Society for Testing and Materials (ASTM) standards listed apply to work of this section. F. SUBMITTALS: 1. Test Reports: Submit the following reports, in duplicate, directly to Architect/Engineer from the testing services, with copy to the Owner and the Contractor: a. Test reports on borrow material. b. Verification of suitability of each footing subgrade material in accordance with specified requirements. C. Field reports; in -place soil density tests. d. One optimum moisture -maximum density curve for each type of soil used in the controlled fill. PART 2 - PRODUCTS A. SOIL MATERIALS: 1. Definitions: a. Satisfactory soil materials are defined as those complying with ASTM D 2487 soil classification groups GW, GP, GM, SM, SW, SP, and those deemed suitable by the soils engineer. The plasticity index should not exceed 25 and liquid limit should not exceed 50. b. Unsatisfactory soil materials are defined as those complying with ASTM D 2487 soil classification groups GC, SC, ML, MH, CL, CH, OL, OH, PT, and those deemed unsuitable by the soils engineer. C. Satisfactory soil materials shall be free of clay, rock or gravel larger than 2" in any dimension for backfill and controlled fill material and 6" in any dimension for fill material within 1 foot of subgrade and 12" in any dimension for fill material placed below a depth of one foot and shall be free of all debris, waste, frozen materials, vegetable and other deleterious matter, including mica or graphite in quantities which affect the quality of 02200-5 9541.1 SITE WORK DIVISION 2 the soil to the extent of rendering it unsuitable, in the judgement of the soils engineer. d. Capillary water barrier beneath slabs -on -grade and drainage fill shall consist of 6" of VDOT No. 68 coarse aggregate unless otherwise indicated. B. TOPSOIL: 1. Topsoil is to be free from organic material, rock or gravel larger than 2" in any dimension, debris, waste, frozen material, vegetable and other deleterious matter. C. PIPE BEDDING MATERIAL: 1. Virginia Department of Transportation crushed aggregate #21-A or #21-B, or as specified. D. INFIELD COVER MATERIAL: 1. Brick dust shall consist of fine material, 100% passing a No. 10 sieve, constructed from crushed clay brick. 2. Ball diamond mix shall consist of fine material, approximately 22% silt and clay and 78 % sand. The analysis for the sizing of the components in the mixture is as follows: 1 millimeter or larger - maximum 25 % of mixture 1/8 to 1 millimeter - minimum 50 % of mixture Smaller than 1/8 millimeter - Silt and Clay) PART 3 - EXECUTION A. GENERAL: minimum 22 % of mixture 1. The soils engineer employed by the Owner shall be on the site sufficient time during all excavation, filling and compaction operations to certify conformance with these specifications. The soils engineer shall make recommendations in the event that excavation activities encounter unusual or unsuitable site conditions, including but not limited to, unsuitable soil materials, rock, springs, and undesirable surface and subsurface drainage conditions. 02200-6 9541.1 SITE WORK DIVISION 2 I 2. Coordinate compaction requirement inspections with the soils engineer. 3. Remove and replace all controlled fill placed in the absence of the soils engineer at no additional cost to the Owner. EXCAVATION: 1. Excavation is unclassified and shall be bid as "earth," and includes excavation to subgrade elevations indicated, regardless of character of materials and obstructions encountered. a. Excavation includes excavation of pavements and other obstructions visible on ground surface; underground structures, utilities and other items indicated to be demolished and removed. 2. Excavation For Structures: a. Footings have been designed for a minimum bearing capacity of 2000 pounds per square foot. b. Conform to elevations and dimensions shown within a tolerance of plus or minus 0.10 foot , and extending a sufficient distance from footings and foundations to permit placing and removal of concrete formwork, installation of services, other construction, and for inspection. C. The soils engineer shall observe excavation for footings and foundations. g g The soils engineer may require some undercutting below indicated foundation elevations due to soft spots. Proofroll excavations with a loaded tandem -axle dump truck with a minimum weight of 15 tons or otherwise test the subgrade as directed by the soils engineer. Undercut areas that exhibit excessive pumping under proofrolling or other undesirable conditions in the opinion of the soils engineer and replace with controlled fill as specified under Paragraph E, CONTROLLED FILL. Adhere to the following criteria: 1) Do not leave footing excavations exposed to weather for any prolonged time. Cover and protect footing excavations from the elements. I 2) Provide true and straight footing excavations with uniform level bottoms of the width indicated to ensure proper placement and cover of all reinforcement. Remove all loose materials from the excavation prior to placement of concrete. 02200-7 9541.1 SITE WORK DIVISION 2 3. 9 3) Provide a minimum of 2'-6" from finished grade to bottom of all exterior wall footings. 4) Unless otherwise indicated, center footings on columns, walls, or piers above. 5) Footings which support concrete masonry units may be stepped provided the vertical step does not exceed one-half of the horizontal distance between steps and horizontal distance between steps is not less than two feet. 6) If rock is encountered in a footing excavation, undercut it a minimum of 12" below the bottom of the footing and fill the resulting over -excavation with controlled fill. Compact as specified under paragraph E, CONTROLLED FILL. d. Replace unauthorized excavation as follows: 1) Under footings, foundation bases, or retaining walls, fill unauthorized excavation by extending indicated bottom elevation of footing or base to excavation bottom, without altering required top elevation. Such excavation shall be filled with controlled fill as hereinafter specified. 2) In locations other than those above, backfill and compact unauthorized excavations as specified for authorized excavations of same classification, unless otherwise directed by the Architect/ Engineer. Excavation for Pavements: Cut surface under pavements to comply with cross - sections, elevations and grades as indicated. Trench Excavation for Pipes and Conduit: a. Excavate trenches to uniform width conforming to VDOT Standard UB-1, Type 2 for water and sanitary sewer piping, and to VDOT Standard PB-1 for storm drainage piping. For cables in conduit or pipes 2" diameter or smaller, trench shall conform to VDOT Standard UB-1, Type 1, except as specified in Division 16. b. Excavate trenches and conduit to depth indicated or required to establish indicated slope and invert elevations and to support bottom of pipe or conduit on undisturbed soil. Beyond building perimeter, excavate trenches to allow installation of top of pipe below frost line. P, rt I 9541.1 1 I SITE WORK DIVISION 2 fl iJ I 11 5. 31 7 1) Where rock is encountered, carry excavation 6 inches below required elevation and backfill with an 6-inch layer of bedding material prior to installation of pipe. 2) At each pipe joint, dig bell holes to relieve pipe bell of loads and to ensure continuous bearing of pipe barrel on bearing surface. C. Backfill trenches in accordance with the referenced standards to the compaction specified in paragraph CONTROLLED FILL. Where trenches occur under pavement, backfill completely with compacted bedding material. Otherwise, backfill with satisfactory material as specified in PART 2. Stability of Excavations: a. General: Comply with local codes, ordinances, and requirements of agencies having jurisdiction. b. Slope sides of excavations to comply with local codes and ordinances having jurisdiction. Shore and brace where sloping is not possible because of space restrictions or stability of material excavated. Maintain sides and slopes of excavations in safe condition until completion of backfilling. Shoring and Bracing: a. Provide materials for shoring and bracing, such as sheet piling, uprights, stringers and cross -braces, in good serviceable condition. b. Establish requirements for trench shoring and bracing to comply with local codes and authorities having jurisdiction. C. Maintain shoring and bracing in excavations regardless of time period excavations will be open. Carry down shoring and bracing as excavations progress. d. Provide permanent steel piling or pressure -creosoted timber sheet piling wherever subsequent removal of sheet piling might permit lateral movement of soil under adjacent structures. Cut off tops a minimum of 2'6" below final grade and leave permanently in place. Dewatering: a. Prevent surface water and subsurface or ground water from flowing into excavations and from flooding project site and surrounding area. 02200-9 9541.1 SITE WORK DIVISION 2 b. Do not allow water to accumulate in excavations. Remove water to prevent softening of foundation bottoms, undercutting footings, and soil changes detrimental to stability of subgrades and foundations. Provide and maintain pumps, well points, sumps, suction and discharge lines, and other dewatering system components necessary to convey water away from excavations. C. Convey water removed from excavations and rain water to collecting or run-off areas. Establish and maintain temporary drainage ditches and other diversions outside excavation limits for each structure. Do not use trench excavations as temporary drainage ditches. 8. Material Storage: a. Stockpile satisfactory excavated materials where directed, until required for backfill or fill. Place, grade and shape stockpiles for proper drainage. b. Locate and retain soil materials away from edge of excavations. C. Dispose of excess soil material and waste materials as herein specified 9. Cold Weather Protection: Protect excavated bottoms of all footings and trenches against freezing when atmospheric temperature is less than 35 degrees F (1 degree C). C. BACKFILLING: 1. Compact the backfill around the outside of all buildings to a minimum of 85 % of maximum dry density in accordance with ASTM D 698 (Standard Proctor). Do not allow heavy compaction equipment such as rollers, etc., closer to any footing than the horizontal distance subtended by a 45 degree angle with the top edge of the footing and the surface of the ground. 2. Do not backfill behind walls until permanent construction which braces the wall is in place or temporary bracing of the wall is properly installed. Complete the following items prior to backfilling: a. Acceptance of construction below finish grade including dampproofing. b. Inspection, testing, approval, and recording locations of underground utilities. 11 Cl 02200-10 9541.1 SITE WORK DIVISION 2 C. Removal of concrete formwork. d. Removal of trash and debris. D. GRADING: 1. General: Uniformly grade areas within limits of grading under this section, including adjacent transition areas. Smooth finished surface within specified tolerances, compact with uniform levels or slopes between points where elevations are shown, or between such points and existing grades. 2. Grading Outside Building Lines: Grade areas adjacent to building lines to drain away from structures and to prevent ponding. 3. Finish surfaces free from irregular surface changes, and as follows: a. Lawn or Unpaved Areas: Finish areas to receive topsoil to within not more than 1 inch above or below required subgrade elevations. b. Walks: Shape surface of areas under walks to line, grade and cross- section, with finish surface not more than 1 inch above or below required subgrade elevation. C. Pavements: Shape surface of areas under pavement to line, grade and cross-section, with finish surface not more than 1/2" above or below required subgrade elevation. 4. Grading Surface Under Building Slabs: Grade smooth and even, free of voids and to required elevations. Provide final grades within a tolerance of 1/2" when tested with a 10' straightedge. The soils engineer shall verify compaction by density testing where controlled fill is required under all building footings and slabs -on - grade. 5. Compaction: After grading, compact subgrade surfaces to the depth and indicated percentage of maximum or relative density for each area classification. 6. Topsoil: After grading, spread and rough grade top soil to a minimum depth of 4 inches in grassed areas and/or where required. 7. Protection of Graded Areas: a. Protect newly graded areas from traffic and erosion. Keep free of trash and debris. 02200-11 9541.1 E. SITE WORK DIVISION 2 b. Repair and re-establish grades in settled eroded and rutted areas toPg , specified tolerances. 8. Fine Grading: Grade site to finished grade as indicated by contours, elevations, and details. Protect site from traffic and weather until permanently stabilized with turf or landscaping. CONTROLLED FILL: 1. General: Fill required to bring the site to the grades indicated shall be controlled fill as herein specified. 2. Ground Surface Preparation: a. Remove vegetation, debris, unsatisfactory soil materials, obstructions, and deleterious materials from ground surface prior to placement of fills. Plow strip or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that fill material will bond with existing surface. b. When existing ground surface has a density less than that specified under f Compaction" for particular area classification, break up ground surface, pulverize, moisture -condition to optimum moisture content, and compact to required percentage of maximum dry density, at the direction of the soils engineer. C. Prior to placement of any fill, proofroll the area upon which fill material is to be placed with a loaded tandem -axle dump truck with a minimum weight of 15 tons or otherwise test the subgrade as directed by the soils engineer. Make a minimum of two passes at right angles to each other. Undercut areas which exhibit excessive pumping or undesirable conditions in the opinion of the soils engineer and replace with controlled fill prior to placing any additional lifts on the area. d. If undercutting for footings is required due to unsuitable material, the , minimum width of the undercut shall equal the sum of the depth of undercut plus the footing width. Bring undercut to subgrade by properly placed controlled fill. e. Fill undercuts which encounter groundwater with crusher -run stone or , VDOT 21-A and bring to subgrade in controlled lifts. Comply with dewatering requirements of this section. 1 02200-12 9541.1 1 SITE WORK DIVISION 2 3. Placement of Fill Material: a. Place backfill and fill materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand -operated tampers. b. Before compaction, moisten or aerate each layer as necessary to provide moisture content to within 2% of optimum. Compact each layer to required percentage of maximum dry density for each area classification. Do not place fill material on surfaces that are muddy, frozen, or contain frost or ice. C. Control soil and fill compaction, providing minimum percentage of density specified for each area classification indicated herein. d. Percentage of Maximum Dry Density Requirements: Compact soil to not less than the following percentages of maximum dry density, in accordance with ASTM D 698 (Standard Proctor): 1) Under foundations, future building slabs, sidewalks, and pavements compact each layer to 100 percent maximum dry density (Standard Proctor). 2) Under lawn or unpaved areas, compact subgrade and each layer to 85 percent maximum dry density. I I e. Moisture Control: Where subgrade or layer of soil material must be moisture conditioned before compaction, uniformly apply water to surface of subgrade or layer of soil material. Apply water in minimum quantity as necessary to prevent free water from appearing on surface during or subsequent to compaction operations. 1) Remove and replace, or scarify and air dry, soil material that is too wet to permit compaction to specified density. 2) Stockpile or spread soil material that has been removed because it is too wet to permit compaction. Assist drying by discing, harrowing, or pulverizing until moisture content is reduced to a satisfactory value. 4. The soils engineer must laboratory test and approve all areas from which material will be obtained for the construction of controlled fill before construction of the fill may proceed. 02200-13 9541.1 SITE WORK DIVISION 2 5. Compaction, Supervision and Testing: a. The soils engineer shall continuously supervise all filling and compacting operations so that he can certify that the fill was constructed in accordance with these specifications. The soils engineer shall ensure that the subgrade has been adequately prepared for filling, that acceptable quality and quantity of fill material is used in each lift, that the specified compaction is achieved in each lift, and that the proper size fill with proper slopes is built. The soils engineer shall certify compliance with these specifications by letter mailed to the Owner, with copy to the Architect/Engineer, upon completion of the compaction. b. Notify the soils engineer prior to starting excavation and/or construction on a controlled fill. Give ample lead time in order to facilitate coordination with the soils engineer. Do not fill unless coordinated with the soils engineer. Remove and replace all fill constructed in the absence of the soils engineer at no additional cost to the Owner. C. Perform field density tests in accordance with ASTM D 2922, the nuclear method. Density and moisture gages shall be laboratory calibrated in accordance with ASTM D 2922 before beginning of work for each different type of material used for fill and at intervals as necessary to insure accurate readings. At the option of the soils engineer, tests may be done in accordance with ASTM D 1556, Sand -Cone method. d. The soils engineer shall direct the number and location of tests performed. Perform not less than one field density test for every 2,500 sq. ft. of area, but in no case fewer than four tests no further apart than 50 feet. In utility trenches, perform one test per 50 linear feet of trench per lift. e. When the tests indicate that the density of any layer of fill or portion thereof is below the required density, rescarify, moisten or dry that layer or portion thereof as required, and recompact until the specified density has been obtained as determined by field tests. f. Perform compaction with sheepsfoot rollers, vibratory rollers, pneumatic rollers, or any other type of roller or compaction equipment acceptable to the soils engineer. g. When filling operations are ceased due to weather (rain, freezing, snow, etc.), do not resume construction until the soils engineer or his representative has verified that the soil strength has not been adversely affected. If the soil strength has been decreased, rework or remove it prior to placement of another lift of material upon it. 11 02200-14 9541.1 SITE WORK DIVISION 2 h. Ensure that the site is properly graded to permit adequate drainage during and after construction. Control all surface water which will hinder construction and/or the quality of the controlled fill. Water may be encountered which was not anticipated, at which time the soils engineer 1 will make recommendations for its control. Meet or exceed these requirements prior to the soils engineer certifying the work. rF. CERTIFICATIONS: 1. Certification of rough grading elevations by a registered civil engineer or land surveyor shall certify that the general grading has been completed and that the resulting grade elevations are in substantial conformity (not exceeding two -tenths of a foot) with the site grading plan. 2. The soils engineer shall submit certification of all controlledgolld fill, subgrade, and trench backfill in writing to the Owner, with copy to the Architect/Engineer. G. DISPOSAL OF WASTE MATERIALS: 1. Remove waste materials, including unacceptable excavated material, trash and debris and dispose of off Owner's property. 1 r END OF SECTION r r r r r 02200-15 9541.1 Report of Geotechnical Investigation JWHS RIDGE CAMPUS ATHLETIC FIELDS Frederick County, Virginia Triad Project No. G-1075 Submitted to Mr. Tom Sullivan, Administrative Assistant to the Superintendent Frederick County Public Schools P.O. Box 3508 Winchester, VA 22604 Prepared by Triad Engineering, Inc. P.O. Box 2397 200 Aviation Drive Winchester, VA 22604 July 9, 1996 P.U. 13ox 2397 Winchesler, VA 22604 Phonc 540-667-9300 FAX 5110-667-2260 July 9, 1996 iMr. Tom Sullivan, Administrative Assistant to the Superintendent Frederick County Public Schools P.O. Box 3508 Winchester, Virginia 22604 RE: Report of Geotechnical Investigation Planned JWHS Ridge Campus Athletic Fields Frederick County, Virginia Triad Project No. G-1075 Dear Mr. Sullivan: Triad Engineering, Inc. has completed an evaluation of the subsurface conditions at the site planned for the new athletic fields at the JWHS Ridge Campus in Frederick County, Virginia. This report outlines the exploratory methods and findings and presents our conclusions and recommendations for construction of the project. SCOPE OF SERVICES Our services were performed in general accordance with our written proposal dated June 18, 1996 and executed based on a purchase order provided by Frederick County Public Schools on June 20, 1996. The services for the project included drilling two (2) auger probes within the planned parking areas and eighteen (18) air -track probes within the planned athletic fields. Laboratory testing was performed in accordance with applicable ASTM and VTM standards. This report completes our scope of services for the project and includes the following: 1) A detailed discussion of the site geology and subsurface conditions encountered. 2) Detailed air -track probe logs with a Air -Track Probe Location Plan. 3) Site preparation and structural fill requirements. 4) Results of CBR testing and recommendations for preparation of subgrade for pavement construction. 5) Construction recommendations as they relate to the geotechnical aspects of the project. Tf11Cl-nC InBCI'lI1C), 1I1C. Ivlorganlown • SI Al a w; • I oOun Greensliur{I Wrncheslor • I IarnsonhurO We:;l VrrOunn 1'r!nnsylV,uu,r VuO1111a Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 2 Our scope of services did not include surveying, geophysical studies, environmental site assessment, structural design, quantity and cost estimates and inspection and testing services. SITE DESCRIPTION The project site is located on the north side of Frederick County Route 739, east of the existing JWHS Ridge Campus. Specifically, the planned athletic fields and additional parking area are located adjacent to the existing Apple Pie Ridge Elementary School. A site location map is included as Plate A-1 in Appendix A. The site for the planned athletic fields generally consists of gently to moderately sloping terrain that is grass covered to the east and partially wooded with thick underbrush to the west. Numerous rock outcrops were observed in the vicinity of probes sr P-11 through P-18. The area planned for the additional pavement section is relatively flat and covered with isolated areas of asphalt, base stone and grass. PROTECT DESCRIPTION A site plan, dated April 10, 1996, was developed by Mills, Oliver and Webb. A partial copy of this plan which shows the proposed locations of the athletic fields and pavement areas is included as Plate A-2. Also, this plan shows the approximate location of each air -track and auger probe. We understand that the project will involve construction of an additional paved parking area, a soccer field and a new baseball field immediately adjacent to the existing Apple Pie Ridge Elementary School. The fields will be constructed by both cut and fill, with the majority of the excavation being performed in the northwestern corner of the soccer field. According to the provided site plan, existing grades within the site generally range from 825 to 912. Based on the existing and proposed grades, maximum excavations will be approximately 20 feet and maximum fills will be approximately 15 feet. GEOLOGIC SETTING General A review of the Geologic Map of Frederick County, Virginia indicated that the project site is located within the Valley and Ridge Physiographic Region. The project site is generally Il I h I Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 3 underlain by the Conococheague Formation of Cambrian age. The Conococheague Formation generally consists of algal limestone with interbedded aphanitic limestone and dolomite. Siliceous and dolomitic laminations are common. The lower portion contains oolites, intraformational conglomerates and stromatolite structures. Minor sandy beds occur throughout. Residual overburden soil weathered from the parent carbonate rock generally consists of low to high plasticity silt, silty clay, and clayey silt with various amounts of sand and rock fragments. The carbonate rock formation at the site is moderately solution -prone, highly calcareous and weathers differentially to produce a pinnacled or "sawtooth" top of rock profile. The degree of weathering or solutioning within the bedrock is controlled by joint orientation and frequency. Where joints intersect or are highly fractured, subsequent solutioning is intensified creating low areas and seams that are generally filled with residual clay soils. Conversely, more competent high areas represent slightly to non -fractured rock units that are often coarse grained and only slightly solution prone. Development in Karst Areas Karst terrain is characterized by topographic features such as sinkholes, caves, internal drainage and lack of surface streams. These features are the result of the dissolution of soluble bedrock, such as limestone or dolomite, by groundwater and/or infiltration of surface water. As groundwater enters fractures and bedding planes in soluble bedrock, it slowly dissolves the rock and enlarges the fractures. This results in the formation of solution channels or underground streams or ravines. Sinkholes are created by the subsidence of unconsolidated materials (soils) into underlying voids such as solution channels or caves. Usually, subsidence occurs slowly and steadily over geologic time. Many sinkholes, however, are caused by a sudden collapse of a solution cave when the roof of the cave becomes too thin to support the overburden materials. Sinkholes recently created by such a collapse can usually be identified by the presence of freshly broken rock outcrops around the rim or throat of the sinkhole. Currently, the site consists of gently to moderately sloping terrain. Based on our observations within the project site and review of the U.S.G.S. quadrangle map, no apparent depressed areas were observed within the specific project site. It is important to note, however, that there will always be some risk that an owner must accept when developing in karst areas. These risks can include groundwater contamination, subsidence and flooding. In all 1 Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 4 these instances, water is the primary cause of the problem. rTherefore, implementing proper site drainage both during and after construction can help significantly reduce this risk. The level of these risks, however, can not be clearly defined since they are partially controlled by nature. Detailed investigations, such as a geophysical study combined with additional drilling work can be performed to help better define these risks, if desired. SUBSURFACE EXPLORATION AND CONDITIONS The subsurface conditions at the project site were evaluated ' by drilling two (2) auger probes within the planned pavement area and eighteen (18) air -track probes within the planned athletic fields. The probe locations were selected by Mills, Oliver & Webb and were located in the field by Marsh and Legge Land Surveyors. The ground surface elevations of the probes were also provided by Marsh and Legge. The approximate locations of the probes are shown on Plate A-2. In summary, hard limestone was encountered in eleven (11) of the eighteen (18) air -track -probes at levels ranging ,from the surface to approximately 16 feet below the ground surface. Numerous soil seams were encountered below the hard limestone in the majority of the probes. The residual soil encountered in the probes was classified in the field as clayey silt and silty clay with various amounts of sand and rock fragments. A geotechnical engineer from our office was present full-time t during the drilling operations to direct the drill crews, log all recovered soil samples, and observe groundwater and rock conditions. Descriptions of materials encountered in the probes are contained in Appendix B on the air -track probe logs. In addition, Plate B-1 contains a description of the classification system and terminology utilized. All probes were dry during and after completion of the drilling operations. It is emphasized that groundwater levels can vary during prolonged periods of rain and they are typically a function of seasonal and climatic conditions which may not have been evident at the time measurements were made. LABORATORY TESTING Laboratory tests were performed in ASTM Standard test methods. Detailed tests are contained in Appendix C. A is presented below. accordance with appropriate results of the laboratory summary of the test results Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 5 1 1) Two (2) Atterberg Limits tests performed on the CBR bulk samples indicated liquid limits of 36 and 52 with plasticityindicesof17and32, respectively. 2) Two sieve2) analyses with washed No. 200 sieve tests performed on these samples indicated that approximately 79 to 86 percent of the soil passed the No. 200 sieve. Based on the Unified Soil Classification System, the samples were classified as a medium plasticity silty clay (CL) and a high plasticity silty clay (CH). 3) Two (2) CBR tests indicated CBR values of 4.0 and 4.8 percent in a soaked condition for specimens compacted to approximately 100 percent of the laboratory maximum dry density of the Standard Proctor method. CONSTRUCTION RECOMMENDATIONS Site Preparation MAll topsoil and unsuitable materials should be completely removed within the limits of the planned pavement and controlled fill areas. After removal of the unsuitable surface soils and any additional excavation that is required for the project, subgrade areas should be proof -rolled with approved construction equipment to help further density the subgrade and to locate any isolated, soft spots or areas of excessive "pumping" which are too wet for controlled fill construction. Any soft/wet areas should be either scarified, air-dried to a sufficient moisture content and re - compacted prior to fill placement or they should be excavated and removed to the level of stable soils. The exposed subgrade should be inspected and tested by the geotechnical engineer of record. We believe that proper storm water management control and site grading will help prevent ponding of water, softening of surface soils and help reduce the potential for additional undercutting in Ii the low-lying and/or otherwise unsuitable areas. Therefore, it will be very important that proper storm water management control be developed during the initial stages of construction. I Cut Areas As indicated in previous sections of this report, the I carbonate bedrock present beneath the site generally weathers differentially to produce a very irregular top of rock profile. Consequently, it is quite impossible to predict where rock will be encountered at locations between specific exploration points. In general, the residual soils present can be excavated with Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 6 conventional earth moving equipment such as backhoes, pans and rtrackedloaders. Decomposed rock encountered can possibly be removed to a limited extent with a ripper. However, hard bedrock or large boulders will require blasting or hoe -ram chipping for effective removal. Based on our site observations, rock outcrops were observed within the majority of the planned cut areas. Therefore, we anticipate that an appreciable amount of hard rock will be encountered in some of the cut areas of the site, and blasting will be required to effectively remove the hard rock. Blasting should be performed in a safe and controlled manner to prevent any damage to nearby structures, and all blasting operations should be performed in accordance with local and state regulations. Controlled Fill Satisfactory Soils On -site residual materials excavated from cut areas can generally be used for fill provided that compaction criteria are strictly maintained. The medium to high plasticity soils are relatively sensitive to moisture fluctuations and typically can be effectively placed and compacted only during drier seasons. Use of these soils during wet or rainy seasons is often futile due to the time and effort required to dry the material to achieve adequate compaction. Fill materials should not contain any debris, waste, or frozen materials and they should contain less than two (2) percent vegetation -organic materials by weight. Also, materials classified as OL, OH, or Pt are not suitable for use as structural fill. Blasted or "shot" limestone rock can be utilized for fill provided that certain construction procedures are observed. These procedures include maintaining the maximum particle size of the rock, prohibiting nesting of boulders, and mixing sufficient amounts of soil fines with the rock to fill in open voids between the rock particles. In summary, satisfactory materials placed within the top one (1) foot of subgrade for both the athletic fields and the pavement subgrade should be free of rock or gravel larger than six (6) inches in anydimension. Satisfactory materials placed below a depth of one 1) foot in the athletic fields and the pavement area should be free of rock or gravel larger than twelve (12) inches in any dimension. Representative samples of the fill material should be obtained by the testing laboratory one week prior to il 1 Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 7 placement of that material to allow time for completion of the necessary laboratory tests. Placement and Compaction Before compaction, each layer should be moistened or 1 aerated as necessary to obtain the required compaction. Each layer should be compacted to the required percentage of maximum dry density. Fill should not be placed on surfaces that are muddy or frozen, or have not been approved by testing and/or proof -rolling. Free water should be prevented from appearing on the surface during or subsequent to compaction operations. Soil material which is removed because it is too wet to permit proper compaction can be stockpiled, or spread and allowed to dry. Drying can be facilitated by discing or harrowing until the moisture content is reduced to an acceptable level. When the soil is too dry, water should be applied uniformly to the subgrade surface or to the layer to be compacted. All fill material compacted by heavy compaction equipment should be placed in maximum 12-inch loose lifts. All fill material compacted by hand -operated tampers or light compaction equipment should be placed in maximum 6-inch loose lifts. IFill placed within the top one (1) foot of the pavement subgrade should be compacted to not less than 100 percent of the maximum dry density as determined by ASTM D 698. Fill placed below the top one (1) foot of pavement subgrade and within the planned athletic fields should be compacted to not less than 95 percent of the maximum dry density as determined by ASTM D 698. The moisture content of the soils should be at or within two (2) percentage points of their optimum moisture content. In areas where mixtures of shot rock and clay fill are placed, a minimum number of passes with compaction equipment should be established during construction, and all areas should be proofrolled with approved equipment for acceptance of compaction where density tests can not feasibly be performed. All fill pad areas should be sufficiently sloped and properly sealed with a smooth drum roller at the end of each work day. These measures should help reduce delays and reworking of existing fill materials created from adverse weather conditions. 11, Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 8 Pavement Subgrade and Construction Two bulk soil samples were collected from the auger probes performed within the proposed parking area for laboratory CBR testing. The bulk samples were identified as samples S-1 (CBR-1) and S-2 (CBR-2) on the laboratory summary included in Appendix C. The results of the California Bearing Ratio (CBR) tests on the potential subgrade material indicated CBR values of 4.0 and 4.8 percent in a soaked condition and compacted to approximately 100 percent of the maximum dry density of the Standard Proctor (ASTM D 698). Therefore, based on the test results and our past experience with similar limestone derived soils, we recommend that a CBR value of 3.0 percent be utilized for flexible pavement design. Drainage ditches and/or inlets should be constructed for the access roads and parking areas to maintain drainage and divert runoff away from the pavement subgrade. Also, it is very important that proper sloping of the pavement subgrade be performed during construction to help maintain proper drainage after construction. Hard rock which may be encountered in some of the pavement area excavations should be over -excavated to the level of the bottom of the pavement section (i.e. the bottom of the aggregate base material). Final pavement subgrade soils should be proof -rolled with approved construction equipment immediately prior to placement of base stone in order to help densify the existing soils and to help locate any "pumping" areas that may exist. Wet/unstable soils encountered at the subgrade level should be either scarified, aerated and re -compacted or should be removed and replaced with suitable fill materials. It is very important that placement of both the base stone and asphaltic concrete be conducted immediately after final subgrade approval has been obtained due to the potential for softening from adverse weather conditions. In addition, heavy construction traffic should be limited from travelling across approved final subgrade areas that have been subjected to adverse weather conditions in order to help maintain a stable subgrade prior to pavement construction. Construction Monitoring We recommend that the geotechnical engineering firm of record, Triad Engineering, be retained to monitor the construction activities to verify that the field conditions are consistent with the findings of the investigation. If significant variations are encountered, or if the design is altered, we should be notified. F1 I 11 1 I Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 9 The geotechnical engineer of record should provide personnel full-time to: 1) observe and approve proof -rolling operations of original subgrade materials prior to initial foundation construction. 2) monitor and test subgrade and soil layers before, during, and after fill placement. Field density tests should be performed in accordance with ASTM D 2922 (nuclear method) . At least two 2) field density tests should be performed for each lift of fill placed to confirm the required soil compaction. LIMITATIONS This report has been prepared for the exclusive use of Frederick County Public Schools and their design team for specific application to the proposed Athletic Fields and Additional Pavement areas at the existing JWHS Ridge Campus in Frederick County, Virginia. This report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranty, either expressed or implied, is applicable to this project. The analysis and recommendations submitted in this report are based in part upon the data obtained from the air -track and auger probes. Variations in the top of rock can be anticipated between exploration points due to the karst geology at the site. The nature and extent of variations between the probes may not become evident until construction. If variations then appear evident, it may be necessary to re-evaluate the recommendations presented herein. Similarly, in the event that any changes in the assumed design or location of the facilities are planned, the conclusions and recommendations contained herein should not be considered valid unless we have been given the opportunity to review changes. Identification of soils have been conducted in accordance with recognized standards. The strata lines on the probe logs represent the approximate changes between materials. Changes in these materials can be gradual and variable between probe locations. It is recommended that we be provided the opportunity for a general review of the final design and specifications in order that earthwork recommendations may be properly interpreted and implemented. If we are not accorded the privilege of making this review, we can assume no responsibility for misinterpretation of our recommendations. It is suggested that we be retained to provide continuous soil engineering services during the excavation and fill construction phases of the work. This is to observe r 1 1 Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 10 compliance with the design concepts, specifications and/or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to iconstruction. We appreciate the opportunity to provide our services duringthedesignphaseoftheproject. If you have any questions regarding this report or require additional information, please do not hesitate to contact us. Sincerely, TRI ENGINEERING NC. y rad A. e old .I.T. iProjectEngineer u RAINDY L. MOULfON - q Na. 019214 Y — Ra L. Moulton, P.E. e President Attachments: 1 Appendix A - ILLUSTRATIONS Appendix B - FIELD EXPLORATION Appendix C - LABORATORY TESTING I I 1 I 11 Appendix A ILLUSTRATIONS q00 . c in- ACl\b' 6-r' rfy/BM897- •. - li;1 ! _ _ , '', p• _; :_ 1 ` I - 1 =- _"^-'`` I ' l IIl\ r ,;` ' I APPR, Oi: XP;v ' II M-, A_TE SITE IT-ELOCATION - i71.1 n I •r\ I Jamee'f n- ''l _=--' I IW/ —'', It High Sch, mil\ . — Stincs . I , • 1 / - 1\\ • ' l \ / \ /^ - - .. Cftn el'. o' rl OS Fo, x994. -_ \ r(\ \_ ti •/ .7.f1„", `Nlnch 1'cry'1 1 - _`. `.•i[ J/; /) ' _ . l , r.• \' ' ll i jl S' ysidG' OElm f °' 150 725, Radi• Jrfiigh ch r. T . ''/::\U-,, BB7• -°. 6.,, .. l - 1 T' N— J • /; ,II.' Watrr It e7s/ / / .r. tfA1fibyU • Oo Q jib. D , _l 7 d)'• .,. l (:.':(aft'.`:>:' ( ``'^,. ,o. SCALE 1:24 000 1 0 1 MILE 1000 0 1000 2000 3000 4000 5000 6000 7000 FEET 1 5 0 1 KILOMETER CONTOUR INTERVAL 10 FEET NATIONAL GEODETIC VERTICAL DATUM OF 1929 WINCHESTER, VA. 39078- 82-TF- 024 VIRGINIA , 1966 QUADRANGLE LOCATION PHOTOREVISED 1987 DMA 5362 II NW -SERIES V834 PLATE NO. SITE LOCATION PLAN A-1 Z 89 P-11 - - - -- _7P- 1 - r P-6 P t I EL=854.75 f _ f P-1 - P- 1 45^PARKi' ACES r- I . CBR-1 %• CBR-2 - 1, • • i I : / . lI NOTES: 1) Base plan taken from Preliminary Plan - Scheme Cby Mills, Oliver & Webb, Inc. 2) Scale: 1„- 40 LEGEND: Approximate location of air track probe. Approximate location of auger probe for CBR sample. AIR TRACK PROBE LOCATION PLAN PLATE NO. 1AD A-2 I Appendix B FIELD EXPLORATION 1 I L FIELD EXPLORATION The subsurface conditions at the site were investigated by drilling two (2) auger probes and eighteen (18) air -track -probes. The auger probes were drilled utilizing a truck mounted B-52 drill rig and the air -track -probes were drilled with an ECM-370 Hydratrac drill rig subcontracted from Buckley-Leges. The field exploration was supervised by a geotechnical engineer from our office. The method utilized to classify the soils is defined in Plate B-1, Soils Classification System. 1 1 1 F TRIAD ENGINEERING, INC. KEY TO IDENTIFICATION OF SOIL SAMPLES The material descriptions on the logs indicate the visual identification of the soils recovered from the exploration and are based on the following criteria. Major soil components are designated by capital letters and minor components are described by terms indicating the percentage by weight of each component. Unified Soil Classifications Symbols are used only when lab tests have been performed. Standard Penetration Testing (SPT) and sampling was conducted in accordance with ASTM D 1586. N-Values in blows per foot are used to describe the RELATIVE DENSITY of Coarse -grained Soils or the CONSISTENCY of Fine- grained Soils. The MAJOR components constitute more MINOR components have than 50% of sample and have the the following percentage following size designation. designation. COMPONENT PARTICLE SIZE ADJECTIVE PERCENT Boulders 12 inches plus "and" 35 - 50 Cobbles 3 to 12 inches 'rsome" 20 - 35 Gravel -coarse 314 to 3 inches "little" 10 - 20 fine #4 to 314 inch 11trace'l 0 - 10 Sand -coarse #10 to #4 medium it to 7r fine n200 to #40 Silt or Clay Minus #200 (Fine-grained Soil) RELATIVE DENSITY CONSISTENCY Term N-Value Term N-Value Very Loose 0 to 4 Very Soft 0 to 2 Loose 5 to 10 Soft 3 to 4 Medium Dense 11 to 30 Medium Stiff 5 to 8 Dense 31 to 50 Stiff 9 to 15 Very Dense over 50 Very Stiff 16 to 30 Hard over 30 SOIL PLASTICITY PLASTICITY INDEX MOISTURE DESCRIPTION none 0 Dry - Dusty, dry to the touch slight 1 to 5 low 6 to 10 Moist - Damp but no visible medium 11 to 20 water high 20 to 40 very high over 40 Wet - Visible free water PLATE B-1 LBE -AM SOIL CLASSIFICATION SYSTEM III P L E F- L 11 I 1 1 1 I Job Number: G-1075 TRIAD ENGINEERING, INC. AIR TRACK PROBE LOG Probe Number: P - 1 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 location: Frederick Co., VA Top of Hole Elev.: 853.40 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Completion PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 Orange -tan clayey SILT, moist. 2 3 4 5 6 7 8 Blue -gray hard LIMESTONE. 9 10 PROBE TEf214INATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 RPTg1i7ICS Job Number: G-1075 TRIAD ENGINEERING, INC. AIR TRACK PROBE LOG Probe Number: P - 2 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 854.45 Designation of Drill: Hydro -Track EC14-370 Groundwater Elev.: Dry During DrillingGroundwaterElev.: Dry At Ccanpletion PEHEI'. SEC/FT ELEV DEPTH GBDLOGIC DESCRIPTION 1 2 Tan -brown clayey SILT, moist. 3 4 5 6 7 8 9 10 PROBE TII ATFD AT 10.0 FEEL' 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 3 rClient: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 856.41 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Completion PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCR=ON 1 2 Tan -orange clayey SILT, moist. 3 4 5 6 7 8 Very moist. 9 10 PROBE TEF;a ID AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 F:E[RIGS TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 4 Client: Frederick County Public Schools Total Depth of Hole: 10.0 Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 859.18 Designation of Drill: Hydro-Jlrack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At CcfTpletion PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 Tan -brown clayey SILT, moist. 2 3 4 5 6 7 8 9 10 PROBE TERvD2U= AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS : TRIAD ENGINEERING, INC. I 1 1 1 1 1 I 1 1 Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 5 Client: Frederick County Public Schools Tonal Depth of Hole: 10.,0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 IDcation: Frederick Co., VA Top of Hole Elev.: 862.95 Designation of Drill: Hydro -Track EC14-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Cmpletion PENET. SEC/FT ELEV DEPTH GBOLCGIC DESCRIPTION 1 Tan -brown clayey SILT, moist. 2 3 4 5 6 7 8 9 10 11 PROBE TER41NATM AT 10.0 FEET 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 r77: TRIAD ENGINEERING, INC. Job Number: G-1075 AIR ZRACK PROBE LDG Probe Number: P - 6 Client: Frederick County Public Schools Total Depth of Hole: 10.0 Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 860.10 Designation of Drill: Hydro -Track ECM--370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Ccanpletion PE[JEI'. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 Blue -gray hard LIMESTONE. 2 3 4 5 6 7 8 Soil seam from 6.0 feet to 10.0 feet. 9 10 PROBE TERMINATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS: Initial probe drilled at location indicated 10.5 feet with soil. Offset 1.5 feet onto surface rock for layered probe. 1 11 it 11 11 11 u r TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 7 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 861.07 Designation of Drill: Hydro -Wrack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Completion PENET. SEC/FT ELEV DEPTH GEOLCGIC DESCR=ON 1 Tan -brown clayey SILT, moist. 2 3 Blue -gray MIESTONE. 4 5 6 7 8 Soil seam from 7.0 feet to 10.0 feet. 9 10 PROBE TE24INATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REi GS TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 8 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., vA Pop of Hole Elev.: 862.45 Designation of Drill: Hydro -'rack ECM-3701 Groundwater Elev.: Dry During DrillingGroundwaterElev.: Dry At CcaTpletion PEKEP. SEC/FP ELEV DEPTH GDOLOGIC DESCRIPTION 1 Blue -gray LIMESTONE. 2 Soil seam. 3 4 I TMFSmNE. 5 6 7 8 9 Soil seam. 10 PROBE TEWINATED AT 10.0 FEED 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 R.U%MWS : 1 1 1 I 1 1 1 TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 9 Client: Frederick County Public Schools Total Depth of Hole: 16.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 865.64 Designation of Drill: Hydro-JItack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Ccapletion PENEI'. SEC/FT EL,EV DEPTH GEOLOGIC DESCRTF1'ION 1 Tan -brown clayey SIFT, moist. 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Rock at 16.0 feet. 16 PROBE TE10U2V= AT 16.0 FEET 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS: TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - to Client: Frederick County Public Schools Total Depth of Hole: 20.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 870.70 Designation of Drill: Hydro r ck EC24-370 Groundwater Elev.: Dry During DrillingGroundwaterElev.: Dry At Completion PENET. SEC/FT EL,EV DEPTH GEOLOGIC DESC:R=ON 1 Tan -brown clayey SILT, moist to very moist. 2 3 4 5 6 Blue -gray LIMESTONE. 7 8 9 Soil. 10 11 12 13 14 15 Soft LIMESTONE. 16 17 Soil seam from 17.0 feet to 18.0 feet. 18 19 RorJc from 18.0 feet to 20.0 feet. 20 PROBE 'TERMINATED AT 20.0 FEET 21 22 23 24 25 26 27 28 29 30 REMARKS: I TRIAD ENGINEERING, INC. 1 F I I 1 I Job Number: G-1075 AIR TRACK PRDBE LCG Probe Number: P - 11 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 872.43 Designation of Drill: Hydro-JI'rack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Completion PENE.T . SEC/ET ELEV DEPTH GEOLOGIC DESCRIPTION 1 Tan -orange clayey SILT, moist. 2 3 4 5 6 7 8 Blue -gray T dNE=E . 9 10 PRDBE U04INATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS: TRIAD ENGINEERING, INC. Job Number: G-1075 AIR 'TRACK PROBE LOG Probe Number: P - 12 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96. Location: Frederick Co., VA Top of Hole Elev.: 874.23 Designation of Drill: Hydro -Track BCM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Ccanpletion PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION Tan -brawn clayey SILT, moist. 1 2 Small rock at 2.0 feet to 2.5 feet. 3 4 5 6 Soft weathered rock frcm 6.5 feet to 8.0 feet. 7 8 Blue -gray LIMESTONE. 9 10 PROBE TERMINATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 RII"IARKS: Rock outcrop located 3.0 feet north of probe. TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 13 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 876.90 Designation of Drill: Hydro-jrrack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Codpletion PENET. SEC/FT ELEV DEPTH GEOIjOGIC DESCRIPTION 1 Tan -brown clayey SILT, moist. 2 3 4 5 6 7 8 9 10 PROBE AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS a Job Number: G-1075 TRIAD ENGINEERING, INC. AIR TRACK PROBE LOG Probe Number: P - 14 Client: Frederick County Public Schools Total Depth of Hole: 15.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 885.26 Designation of Drill: Hydro -rack EC14'370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Conpletion PENET. SEC/ FT' ELEV DEPTH GEOLCIGIC DESCRIPTION 1 2 Blue -gray LIMESTONE on surface. 3 4 Soil from 4.0 feet to 5.0., feet. 5 6 7 8 Soil from 8.0 feet to 10.0 feet. 9 10 11 12 13 14 15 PROBE 2U= AT 15.0 FEET 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 RII fA zKS: Located 1.0 foot east of rock outcrop. TRIAD ENGINEERING, INC. j 1 1 I 1 n I I Job Number: G--1075 AIR TRACK PROBE LOG Probe Number: P - 15 Client: Frederick County Public Schools Total Depth of Hole: 20.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 890.80 Designation of Drill: Hydro -Track EC14-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At CuTpletion SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 2 Tan -}gown clayey SILT, moist. 3 4 5 6 7 8 9 10 11 Very moist. 12 13 14 Blue -gray LIMESTONE. 15 16 17 18 19 20 PROBE TERAINATED AT 20.0 FELT21 22 23 24 25 26 27 28 29 30 REMARKS: TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 16 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 891.87 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Curpletion P=. SEC/FT MW DEPTH GEC)LOGIC DESCRIPTION 1 Tan -brown clayey SILT, moist to very moist. 2 3 4 5 6 Blue -gray LIMFSIONE. 7 Soil from 6.0 feet to 10.0 feet. 8 9 10 PROBE '1 2U ED AT 10. 0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 TRIAD ENGINEERING, INC. Job Number: G-1075 1 11 1 1 1 I I 1 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 898.55 Designation of Drill: Hydro-Erack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Ccanpletion T. SEBC/FFT ELEV DEPTH GEOLOGIC DESCRIPTION 1 Tan -brown clayey SILT, moist. 2 3 4 5 6 7 Very moist and soft. 8 9 10 PROBE TEIMIN= AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 F EI RKS TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE IrJG Probe Number: P - 18 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., vA Top of Hole Elev.: 904.83 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Ompleti.on PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPITON 1 Tan -brown clayey SILT, moist. 2 3 4 5 6 7 8 9 Very moist and soft. 10 PROBE TTIMINATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 RF3'iARKS rj Appendix C LABORATORY TESTING 11 1 u I I I J LABORATORY TESTING The soil samples obtained from the drilling operations were visually classified in the field by an engineering geologist from Triad. The recovered soils were further evaluated by laboratorytesting. Laboratory soil tests were conducted in accordance with applicable ASTM Standards as listed below: 1) Atterberg Limits tests, consisting of the liquid limit, plastic limit, and plasticity index were performed in accordance with ASTM D 4318. 2) Sieve analyses with a No. 200 wash sieve tests were performed in accordance with ASTM D 422. 3) A Standard Proctor compaction test was performed in accordance with VTM-1. 4) A California Bearing Ratio test was performed in accordance with VTM-8. Results of the tests are included on the following pages of this appendix. TRIAD ENGINEERING, INC, SOIL DATA SUMMARY SAMPLE ID, SHMPL.E HPIH ft SAMPLE TYPE NATURAL MOISTURE ATTERBERG LIMITS LL PL PI GRADATION x V. V. gravel sand f ones USCS SOIL CLASS, PROCTOR MAX, DID OPT,M pcf? (Y,) ADDIT10HAL TESTS CONDUCTED S-1 0-5 Bulk 36 19 17 3 18 79 CL 102.5 23 California Bearing Ratio S-2 0-5 Bulk 52 1 20 32 3 11 1 86 CH 106.5 18.5 California Bearing Ratio NOTES; t) So1 tests performed in accordance PROJECT NUMBER C-1075 w i t h recognized A S T M orV T M testing PROJECT NAME JWHS ATHLETIC FIELDSStandards,, PROJECT LOCATIONFrederickCo., VA DATE 715196 2) SS _ Sp I i t Spoon UD _ Un d, s t u r b e d PLATE NO, C-1 i m m m m m m m m m m m m m m" i m we 100 90 80 t- 70 60 m Z 50 LL 1- u, 40 U C a 30 2C 10 0 r Emil 11mommmm 11111 OEM n m oil 60 milliIii0iiii1ill tI i i I i fill] I I I I I I I I 1 I I III I I I I I I III I I I I I 1 1 1 1 1 1 1 1 1 1 1100 00 I 50 10 5 1 05 0.1 0.05 0.01 0.005 0001 GRAIN SIZE - mm. COBBLES COARSE FINE FINE COARSE MEDIUMAND FINE SILT OR CLAY E 1 R I N(, CjR nf,,IPLF I.dO , ELEV, OR DEPTH ( f t) SAMPLE DESCRIPTION GRAVEL SAND FINES NAT. X M LL PL P I U. S. C. S. SYMBOL S-1 0-5 Tan -brown silty CLAY, trace gravel, 3 18 79 36 19 17 CL little sand. I h I H D Protect No, G-1075 JWHSATHLETICFIELDS Frederick Co., VA SIZE ANAI_.YSIS IEST REPORT Plate C-2 11 IN FINE 1 I 111MEM OEM NEEMINE mom momII IAVEL SILT OR CLAY COARSE DEPTH (f t) SAMPLE DESCRIPTION SYMBOL I H I r10 Project NO, JWHS ATHLETIC FIELDS GRAIN SIZE ANALYSIS I"ES T REPORT P l a t e C-1075 Frederick Co., VA C-3 M r w M i W M M= WI r IM IM M M" M M I MEN W NONE am No ON NNE lMMEN LIN M MEN l son MEN MN s NE EN au. III too NME E MIll NE, MOMERWERM 101,111 EEEE ENEENM . e KEEMEM No J1,11INI MWIMMINE NNNNMENMEEEEE NW ME MOM N ENM ONE NE no MEMNON MEN NEON MEN so, mono NONE 1 mono o..... E.......LIVE ENEMM NEEM M\MIN EEM ENEEMESEENE"IEuMENEMMEN EMEMNONN MNE E\\E MMEMMEMEMEMMMN ENEW NMENEEMENENNNNMMU'L N MEN ENNNOM EN MO Is MEMMOOM O NNE MMEMENMEN NEON EMNMENENEESE MEEESE N.a MENEMENN ONE ONEON MEN EN O NOMM ON EN-aN, MMEMMNE ONE MNM EMOME MMANN ENNMEE NMNEN NNEMMN M/IMEN MEN NNNN SEEM EMENEMNNMNMMMMMEMMM HME N MN SENNESN ENSN I/EMEMMN\i NMOENM MNEEE NM NF/MENNEENEN\ON' am NNE MMNNNMNOEEEO MNEOMEN MEMNONONME mom NME NN MENMN mom MMOSOMMEEMEN\. mom MMMMEMIM no No C CAL= FORN=A aE^R=NG FRAT=O TEST REPORT PROJECT SOIL NO: S-1 DATE: 715196 SAMPLE DESCRIPTION: Tan -brown si1Ly CLAY, Lrace gravel, little sand LOCATION SAMPLED: Auger Probes ELEVATION OR DEPTH (ft): 0-5 TEST METHOD: VTM-8 250 — L 0 200 - A D 0 N 150IF P I S T 100 - I O p 50 - s i 0 - 5 IF 0 1 PENETRATION 2 3 inches) 11E 4 1) SAMPLE CONDITION: • UNSOAKED o SOAKED DRY DENSITY (pcf) : 102.4 Before: 102.5 _ After: 102.2 t) MOISTURE CONTENT (%): 23.1 Before: 23.1 Avg. After: 23.9 SURCHARGE WEIGHT (lb): 10 10 5) SWELL (%): Not Applicable 0.25 t) LOAD INCREASES (lb): a) 0 to 0.1" 181 b) 0.05 to 0.15" 89 c) 0.1 to 0,2" 56 LARGEST LOAD INCREASE (lb): 181 120 99 87 12.0 CORRECTED CBR (%) : 6.0 4.0 TRIAD Project No. G-1075 Jk71S ATHLETIC FIELDS Frederick Co. , VA CALIFORNIA BEARING RATIO TEST REPORT Plate C-6 GALTFtJRN=A BEARING RATIO TEST FR17-F31ORT PROJECT SOIL NO: S-2 SAMPLE DESCRIPTION: Tan LOCATION SAMPLED: Auger ELEVATION OR DEPTH (ft): DATE: 7/5/96 brown silty CLAY, trace gravel, little sand Probes 0-5 TEST METHOD: VTM-8 500 - L 0 400 - A D 0 N 300 - P I S T 200 _ I 0 N p .100 - s i i I 1 .2 PENETRATION 0 3 inches) 4 5 1) SAMPLE CONDITION: UNSOAKED o SOAKED 2) DRY DENSITY (pcf) : 106.1 Before: After: 106.2 105.5 3) MOISTURE CONTENT (%): 18.8 Before: Avg. After: 18.8 24.2 4) SURCHARGE WEIGHT (lb): 10 70 5) SWELL (%): Not Applicable 0.68 6) LOAD INCREASES (lb): a) 0 to 0. 1 " 366 b) 0.05 to 0.15" 320— c) 0.1 to 0 . 2 " 233 LARGEST LOAD INCREASE (lb): 366 144 75 63 144 7) CORRECTED CBR (%) : I TRIAD Project No. G-1075 12.2 J'WHS ATHLETIC FIELDS Frederick Co., VA 4.8 CALIFORNIA BEARING Plate RATIO TEST REPORT C-7 I H 1 I I I n SITE WORK DIVISION 2 i SECTION 02270 - EROSION CONTROL PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Erosion control devices as noted on drawings. b. Removal of temporary erosion control measures at the completion of the project. C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Earthwork, excavation, and backfilling - Section 02200 D. QUALITY ASSURANCE: 1. The Virginia Erosion and Sediment Control Regulations, effective September 13, 1991, and the Virginia Erosion and Sediment Control Handbook, 1992 edition. 2. The Virginia Department of Transportation (VDOT) Road and Bridge Specifications, 1994 edition. 02270-1 9541.1 SITE WORK DIVISION 2 PART 2 - PRODUCTS A. MATERIALS: 1. General: Standards shall be in accordance with applicable provisions listed in Chapter 3 of the Virginia Erosion and Sediment Control Handbook and applicable sections of the VDOT Road and Bridge Specifications (referenced to hereafter by section). 2. Channel and Slope Stabilization: a. Fabric lining: Provide non -woven natural or synthetic web manufactured for the purpose of soil stabilization on slopes or in drainage channels to permit the establishment of vegetation. Provide ENKAMAT, Miramat, or approved equivalent. The product shall conform to the requirements of VDOT Section 244.02(k). b. Temporary seeding shall consist of the following: Species Rate Dates Annual Ryegrass 601bs. per acre 3/1-4/30 + 8/15-11/1 German Millet 501bs. per acre 5/1-8/15 C. Rpprap: Provide Class I riprap conforming to VDOT Section 204 and Section 414. Mortar and grout shall conform to VDOT Section 218, geotextile bedding to Section 245, and sand to Section 202. PART 3 - EXECUTION A. PERMITS: 1. Obtain necessary permits from state and local governing officials prior to commencement of work. B. INSTALLATION: 1. General: Construction methods shall be in accordance with manufacturer's instructions, applicable sections of the Virginia Department of Transportation Road and Bridge Specifications, and the Virginia Erosion and Sediment Control Handbook. 2. Install temporary and permanent structures as noted on the drawings. 02270-2 9541.1 SITE WORK DIVISION 2 3. Remove temporary structures upon completion of construction and when the areas which they serve have stabilized. C. INSPECTIONS: 1. The Frederick County Engineering Department shall conduct land alteration inspections. Required inspections shall be made of the ungraded land before the permit is issued and on termination of land alteration. Termination is achieved by a written statement by the Frederick County Engineering Department that the permit holder has complied with the approved erosion and sediment control plan and any governing ordinances. END OF SECTION r 02270-3 9541.1 EROSION & SEDIMENTATION CONTROL NARRATIVE JAMES WOOD HIGH SCHOOL ATHLETIC FIELDS PREPARED FOR: FREDERICK COUNTY SCHOOL BOARD WINCHESTER, VIRGINIA PREPARED BY: MILLS, OLIVER & WEBB, INC. ARCHITECTS/ENGINEERS BLACKSBURG, VA OCTOBER 11, 1996 CONTENTS Erosion Control Narrative Specification Section 02200 - Earthwork Specification Section 02270 - Erosion Control Specification Section 02900 - Lawns and Planting Storm Drainage Calculations Drainage Area Map I 1 PROJECT DESCRIPTION The purpose of this project is the construction of new athletic facilities for the Frederick County School Board at James Wood High School. The project will consist of new baseball and multi -purpose fields and the remodeling of an existing softball field. The baseball and multi -purpose fields will be located on the east side of the high school adjacent to State Route 739 Apple Pie Ridge Road) and south of the nearby Apple Pie Ridge Elementary School. The softball field to be remodeled is located to the north of the high school. In all, approximately 10 or 11 acres will be disturbed during construction. EXISTING SITE CONDITIONS As mentioned above, the softball field is actually an existing field which will be remodeled. Therefore, except for some minor grading for walkways, bleacher pads, building pads, and the new infield, the grading will be limited to "dressing up" existing grades to insure proper drainage through the outfield. The area of the new baseball and multi -purpose fields is an open, grassy area with a few trees and a relatively steep slope (30 % average) near the western end of the area where the multi -purpose field will be built and more moderate slopes (3 %-5 % average) near the eastern end where the baseball field will go. With the exception of a couple poorly defined swales, the area basically sheet drains to the southeast where the runoff enters a concrete ditch and then an existing 48" CMP culvert beneath Route 739. ADJACENT PROPERTY The site of the remodeled softball field is located in the center of the high school campus with an on -site road to the north and various playing fields and open areas around other sides of the remodeled field. The new baseball and multi -purpose fields are bordered on the south and east by State Route 739, on the west by the high school building and parking lot and on the north by Apple Pie Ridge Elementary School. OFF -SITE AREAS Any areas disturbed off -site for the purpose of obtaining borrow material, including any areas on the school property which are not indicated to be disturbed by the plans, shall be controlled by an approved Erosion Control Plan prepared by the Contractor. The plan shall follow applicable criteria in the Virginia Erosion and Sediment Control Handbook, Third Edition, 1992. These areas shall not be disturbed until approval of the plan has been obtained. I 1 SOILS From the Soil Survey of Frederick County, Virginia, the following soils may be found on site: 17E Frederick-Poplimento-Rock outcrop complex 15 %-45 % Slopes 39B Swimley Silt Loam 2 %-7 % Slopes 39C Swimley Silt Loam 7 %-15 % Slopes fThe Frederick-Poplimento-Rock is deep well drained soils and rock outcrop consisting of about 30 % Frederick soil, 25 % Poplimento soil, 25 % rock outcrop and 20 % other soils. Permeability is moderate in the Frederick soil and moderately slow in the Poplimento soil. The surface runoff is rapid with severe erosion hazard in both soils. The available water capacity is moderate. The Swimley Silt Loam varies in steepness as indicated above. It is very deep, gently sloping and well drained. This soil has moderate permeability and available water capacity with medium runoff. CRITICAL AREAS Due to the location of the steep bank above the multi -purpose field in the Frederick-Poplimento- Rock outcrop soils, extra caution must be taken during construction to maintain control of erosion in this area. Additional erosion control measures may be necessary above those indicated on the plans and will be installed by the Contractor at the direction of local inspectors or the Owner's agent. EROSION AND SEDIMENT CONTROL MEASURES All vegetative and structural erosion and sediment control practices will be constructed and maintained according to standards and specifications of the Virginia Erosion and Sediment Control Handbook. Structural Practices 1. Silt Fences - 3.05 Silt fences are to be placed at all locations of concentrated runoff as shown on the drawings and as determined by appropriate officials during site investigations. They will also be placed around the base of any soil stockpiles. 2. Temporary Construction Entrance - 3.02 Temporary construction entrance will be constructed at the entrance into the site as shown on the site plans. Equipment operators will use this area to clean or rinse their vehicles and control the tracking of mud, rocks, or other debris onto the existing roads. 3. Inlet Protection - 3.07 All storm sewer inlets will be protected in accordance with the details shown on the drawings. This protection will filter out any sediment which would otherwise be washed into the storm sewer system and possibly transported offsite. 4. Outlet Protection - 3.18 Outlet protection will be provided at the storm drain outfall near the existing concrete ditch. Erosion velocity is not a serious concern in this location since the runoff will drain almost directly into the concrete paved drainage swale. 5. Surface Roughening - 3.29 Surface roughening will be applied to areas of steep slope in order to slow down the flow of water off the slope and allow grass to mature. Vegetative Practices 1. Permanent Seeding - 3.32 Immediately following final grading, the entire site will receive permanent seeding in accordance with Specification Section 02900. 2. Temporary Seeding - 3.31 Temporary seeding shall be applied to areas which have been denuded but are not yet at final grade. Refer to Erosion Control Notes, Sheet C1 of the drawings, for time constraints. Temporary seeding shall consist of the following: Species Rat Dates Annual Ryegrass 60 lbs. per acre 3/1-4/30 + 8/15-11/1 German Millet 50 lbs. per acre 5/1-8/15 Management Strategies 1. Construction will be sequenced so that grading operations can begin and end as quickly as possible. 2. Sediment trapping measures such as silt fencing shall be installed as a first step in grading. 3. Permanent seeding or other stabilization will follow immediately after grading. I 4. Construction will be phased to minimize the amount of disturbed area at any given time. As mentioned above, the site currently sheet drains into the existing culvert beneath Apple Pie Ridge Road. Although the site is being developed, the majority of the site will have post -developed runoff coefficients similar, if not identical to those of the pre -developed condition. The new entrance road into the Elementary School site and the expanded parking lot are probably the most significant areas of increase in runoff. However, since part of the expanded parking lot currently is paved, these areas combine to give a total increase of impervious area of approximately 0.31 acres or about 1 % of the total 25 acre drainage basin. With these facts in mind, a detention facility for stormwater management will not be provided for this project. MAINTENANCE In general, all erosion and sediment control measures will be checked weekly and after each significant rainfall. The following items will be checked in particular: 1. Silt fences will be checked to see that their structural integrity is maintained, there is no runoff being diverted around the fence, and there is not an excessive amount of sediment buildup behind the fence. 2. All seeded areas will be checked regularly to see that a good stand is maintained. Areas will be fertilized and reseeded as needed. 3. Contractor shall adhere to all instructions given by inspectors or local officials. ILong-term maintenance of the stormwater management facility will be provided by the Owner. I I il I 1 SPECIFICATION SECTION 02200 EARTHWORK I I 1 I u SPECIFICATION SECTION 02270 EROSION CONTROL SPECIFICATION SECTION 02900 LAWNS AND PLANTING j 1 1 l I 1 1 STORM DRAINAGE CALCULATIONS E I I I 1), I Project JUA5 Contents I MILLS, OLIVER & WEBB, INC. ARCHITECTS • ENGINEERS Date 0 Joba 41 Comm No. Cal. By Ckd. By Sheet No. b.4-7 7c z3 7 - a. -So Isuv—:, C-- Ate. CoN Z% 7- f5 'IAA--r7( C- I u &- Nbo-i 1 ci G C• n-y 1 r-- 1 F- T--nT - - Ds I 4 -> 24ct-,) t-f- _ o - G> Z (, /Yyv ,. C S n c L oZ /a %N c --. G= - 30 Project Contents MILLS, OLIVER & WEBB, INC. ARCHITECTS • ENGINEERS Date /0 4D ' Comm No. 9 •1 Cal. ByCkd. By Sheet No. Z' TT> 3 7% Z- G, 5% z TCvvB' V4 4O\ C= o,3 7 I/Y111 —' IF gm,,;,,,._. - T- 4 G 5 C PROJECT : JWn_ 7 /Pv a-L— STATION CULVERT DESIGN FORM SHEET OF DESIGNER/DATE: REVIEWER / DATE : HYDROLOGICAL DATA ELnd : 011 ROADWAY ELEVATION (11) METHOD::- fX. DRAINAGE AREA: Cl STREAM SLOPE: n Cl HWI ELsI: (Ill Ed: H i CHANNEL SHAPE: Cl ROUTING: OTHER. Qli STREny QED TW FALL — DESIGN FLOW3/TAILWATER ELI Itll R.I. (YEARS) FLOWlcldl TW (III S—Sd- FALL/Le ELF. (tll C) TT41 S . La. GULVERT OE3CRIPTIOH: TOTAL FLOW HEADWATER CALCULATIONS MATERIAL - SHAPE - SIZE - ENTRANCE PER L k Pc }} i f G > J O COMMENTSINLETCONTROLOUTLETCONTROL Mr/D HW I FALL ELnI TW d dc,0 n•HELeo8..+J0/N 2210 T j 1141 lz 1`13 TECHNICAL FOOTNOTE3: 4) ELti- Hw(t ELIItNVERT OF 16) he • iW w (dc• D/ZI(WHICHEVER IS GREATER) I) USE 0/N5 FOR BOX CULVERTS INLET CONTROL SECTION) T) H•C k., (29R2 LI /At3J V1/21 2) HWI /D• HW"/D 'OR HWI/D FROM DESIGN CHARTS S) TW BASED ON DOWN STREAM E) ELho• ELOt H•he CONTROL OR FLOW DEPTH IN l3) FALL • HW I-(ELnd- ELi/) ; FALL IS ZERO CHANNEL. FOJR 0.lLV[flT5 ON GRA SUBSCRIPT DEFINITIONS : COMMENTS / DISCUSSION : CULVERT SARRE11 SELECTED S I Z E APPROXIMATE 1 CULVERT FACE d. DESION HEADWATER h1. HEADWATER IN INLET CONTROL SHAPE : HEADWATER M( OUTLET CONTROL I. INLET COHTRCL SECTION MATERIAL: OUTLET I STR EAM"D AT CULVERT FACE AWA ENTRANCE: rig Date: 10/10/96 Des. Strm 10 yr County Frederick Runoff "a 141.02 Runoff "b 15.77 7 A STORM SEWER DESIGN COMPUTATIONS Project: James Wood High School Athletic Fields A/E Comm: 9541 Cal. By: TDP Manning's "n" = 0.022 (CMP) r, a 7 R 4 1n 11 19 13 14 15 16 17 ply 1 • i otal 5.t)o Acres NOTE: The pipe from C to the outfall will be designed as if the flow from the trench drain and the floor drain at D enter the line at structure C Calculate time of concentration to inlet and enter largest time I DRAINAGE AREA MAP J ell x rl I . "ram `'• j - -e - r 1' " t - I !'' / y \ \ ` ),)•.I 7 '.(rl:ljl ll,jj II,I;'ir I }- `j', ,'d ,.,\1 ,1 .1 1,.```•..I11 I: IIIIII y I I ` /f.-, '.. / r \ u //\ 1III II- ' . J,'. i'I ii" . :)'t i'1•,, 41 1 L L',_ rtt4 I III I a"`"' dAMES MOOD NIGH SCHOOL. I Mills . Oliver & Webb Inc. — DRANAM AREA MAP ,L a. l l - - - -- ATHLETICFIELDS4r+ L n ar fl "WOO"CPMn u.au hk 41 rk+ 71... wr. I.u rt 4 n •w/ jT/) 1M-illl ll:: (Txl MI-atl/ u SITE WORK DIVISION 2 SECTION 02513 - ASPHALT CONCRETE PAVING PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provision of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Asphalt paving - entrance and parking areas b. Paving in right-of-way C. Pavement markings d. Repair and replacement of existing asphalt C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Grading b. Drainage C. Portland cement concrete D. JOB CONDITIONS: 1. Weather Limitations: Construct asphalt concrete in accordance with all applicable VDOT requirements regarding weather limitations. 2. Grade Control: Establish and maintain required lines and elevations. 02513-1 9541.1 SITE WORK DIVISION 2 E. SUBMITTALS: 1. Material Certificates: Provide copies of materials certificates signed by material producer and Contractor, certifying that each material item complies with, or exceeds, specified requirements. 2. Pavement Markings: Submit scaled, dimensioned drawings of pavement markings and their locations, including but not limited to, directional arrows, fire lane markings and handicap parking symbols. F. QUALITY ASSURANCE: 1. Virginia Department of Transportation (VDOT) Standards and Specifications, 1994 edition. PART 2 - PRODUCTS A. MATERIALS: 1. General: All materials shall be in accordance with the applicable provisions of VDOT Specifications, latest edition, referred to hereinafter by section. 2. Pavement: a. Subgrade shall conform to Section 305. b. Aggregate base course shall conform to Section 208, Type I, Size No. 21A. C. Tack coat shall conform to Section 310, grade RC-70. d. Surface course shall conform to Table 1I-13 of Section 211. 3. Pavement marking material shall be chlorinated -rubber base traffic lane -marking type, factory mixed, quick drying, and non -bleeding, manufactured for this purpose. Color(s) to match markings in adjacent lot. PART 3 - EXECUTION A. SUBGRADE PREPARATION: 1. At the completion of excavation and grading work, scarify the subgrade area to receive paving to a depth of 6 inches for a minimum distance of 2 feet beyond the edges of pavement on both sides. Remove spongy soil, rock, or other unsuitable material and replace with approved material. Compact the subgrade at optimum 02513-2 9541.1 SITE WORK DIVISION 2 moisture to not less than 100% of maximum density as specified in section Earthwork. " Shape the subgrade to the section indicated and check with a straightedge. The subgrade shall not vary more than 1/10 of a foot from the indicated grades or elevations. Subgrade shall be in accordance with VDOT Section 305. B. AGGREGATE BASE: 1. Place material to the required compacted thickness. Place and compact in accordance with VDOT Section 309. C. SURFACE PREPARATION: 1. Remove loose material from compacted subbase or base surface immediately before applying herbicide treatment. 2. Proofroll prepared subbase or base surface to check for unstable areas and areas requiring additional compaction. 3. Do not begin paving work until deficient subbase or base areas have been corrected and are ready to receive paving. 4. Sawcut edges of existing pavement or concrete where new paving is to meet existing. D. TACK COAT: 1. Tack Coat: Apply to contact surfaces of previously constructed asphalt or portland cement concrete and surfaces abutting or projecting into asphalt concrete pavement. Distribute at rate of 0.05 to 0.15 gal. per. sq. yd. of surface. Tack coat shall be in conformance with Section 310. 2. Allow to dry until at proper condition to receive paving. 3. Exercise care in applying bituminous materials to avoid smearing of adjoining concrete surfaces. Remove and clean damaged surfaces. E. ASPHALT CONCRETE COURSES: 1. Placing Mix: a. General: Place asphalt concrete mixture on prepared surface, spread and strike -off. Place inaccessible and small areas by hand. Place each course 02513-3 9541.1 SITE WORK DIVISION 2 I F 2. to required grade, cross-section, and compacted thickness, in accordance with drawings and Section 315. b. Paver Placing: Place in strips not less than 10 feet wide, unless otherwise acceptable to Architect/Engineer. After first strip has been placed and rolled, place succeeding strips and extend rolling to overlap previous strips. Complete base course for a section before placing surface course. C. Joints: Make joints between old and new pavements, or between successive days' work, to ensure continuous bond between adjoining work. Construct joints to have same texture, density and smoothness as other sections of asphalt concrete course. Clean contact surfaces and apply tack coat. Rolling: a. General: Begin rolling when mixture will bear roller weight without excessive displacement. Rolling shall be in accordance with Section 315. 1) Compact mixture with hot hand tampers or vibrating plate compactors in areas inaccessible to rollers. b. Patching: Remove and replace paving areas mixed with foreign materials and defective areas. Cut-out such areas and fill with fresh, hot asphalt concrete. Compact by rolling to maximum surface density and smoothness. C. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened. d. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked. PARKING STRIPES AND HANDICAP SYMBOLS: 1. 2. Cleaning: Sweep and clean surface to eliminate loose material and dust. Striping: a. Verify layout and placement with Architect/Engineer before applying paint. b. Apply paint with mechanical equipment to produce 4" wide strips with uniform straight edges. Apply number of coats and at rates as recommended by manufacturer. 1 02513-4 9541.1 1 SITE WORK G. WHEEL STOPS: DIVISION 2 1. Secure wheel stops to asphalt concrete surface with not less than two 3/4" diameter galvanized steel dowels embedded in precast concrete at 1/3 points. Size length of dowel to penetrate at least 6" into asphalt concrete. Drill placement holes oversize and embed dowels in hot bituminous grout material. H. FIELD QUALITY CONTROL: 1. General: Test in -place asphalt concrete courses for compliance with requirements for thickness and surface smoothness. Repair or remove and replace unacceptable paving as directed by Architect/Engineer. 2. Thickness: In -place compacted thickness will not be acceptable if exceeding following allowable variation from required thickness: a. Base Course: 1/2", plus or minus b. Surface Course: 1/4", plus or minus. 3. Surface Smoothness: Test finished surface of each asphalt concrete course for smoothness, using 10' straightedge applied parallel with, and at right angles to centerline of paved area. Surfaces will not be acceptable if exceeding the following tolerances for smoothness. Check surface areas at intervals as directed by Architect/Engineer. a. Base Course Surface: 1/4". b. Wearing Course Surface: 3/16". C. Crowned Surfaces: Test with crowned template centered and at right angle to crown. Maximum allowable variance from template, 1/4". END OF SECTION 02513-5 9541.1 SITE WORK DIVISION 2 SECTION 02520 - PORTLAND CEMENT CONCRETE PAVING PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provision of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Concrete curbs, gutters, pavement. b. Walkways, exterior stairs. C. The applicable provisions of Division 3 are hereby made a part of this section and the Contractor is cautioned to read Division 3 carefully as items of work applicable to this section are included therein. C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Grading b. Site drainage C. Asphalt paving d. Concrete for buildings D. QUALITY ASSURANCE: 1. Virginia Department of Transportation (VDOT) Standards and Specifications, 1994 edition. 02520-1 9541.1 SITE WORK DIVISION 2 2. Cast -in -place concrete shall comply with the Building Code Requirements for Reinforced Concrete (ACI 318) and all applicable requirements of the Specifications for Structural Concrete for Building (ACI 301). 3. The American Society for Testing and Materials (ASTM) standards listed. 4. The American Association of State Highway and Transportation Officials standards listed. E. JOB CONDITIONS: 1. Grade Control: Establish and maintain required lines and elevations. 2. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities. a. Coordinate with requirements for "Temporary Facilities" specified in Division 1. PART 2 - PRODUCTS A. MATERIALS: 1. Concrete (Air -Entrained per Section 03310 - CONCRETE WORK): a. Class "A" concrete, 4000 psi strength at twenty-eight (28) days. b. Concrete walks shall be a minimum of 4" thick reinforced with fibermesh or one layer of 6x6 - W1.4 x W1.4 welded wire fabric placed 1-1/2" from the top surface of the concrete as indicated. Place walks over 4" of crushed stone. C. Concrete walks, slabs and pads shall have perpendicular broom finish. Edges of walks and joints to have 1/8" tooled radius. d. Concrete curb and curb and gutter shall conform to VDOT Standard CG-6 and CG-2. 2. Forms: Steel, wood, or other suitable material of size and strength to resist movement during concrete placement and to retain horizontal and vertical alignment until removal. Use straight forms, free of distortion and defects. a. Use flexible spring steel forms or laminated boards to form radius bends as required. 02520-2 9541.1 SITE WORK DIVISION 2 b. Coat forms with a nonstaining form release agent that will not discolor or deface surface of concrete. 3. Welded Wire Mesh: Welded plain cold -drawn steel wire fabric, ASTM A 185. a. Furnish in flat sheets, not rolls, unless otherwise acceptable to Architect/Engineer. 4. Reinforcing Bars: Deformed steel bars, ASTM A 615, Grade 60. 5. Fabricated Bar Mats: Welded or clip -assembled steel bar or rod mats, ASTM A 184. Use ASTM A 615, Grade 60 steel bars, unless otherwise indicated. 6. Joint Dowel Bars: Plain steel bars, ASTM A 615, Grade 60. Cut bars true to length with ends square and free of burrs. 7. Hook Bolts: ASTM A 307, Grade A bolts, internally and externally threaded. Design hook bolt joint assembly to hold coupling against pavement form and in position during concreting operations, and to permit removal without damage to concrete or hook bolt. 8. Expansion Joint Materials: One-half inch expansion joints to be asphalt impregnated material, designed for the purpose, per ASTM 1752. 9. Liquid -Membrane Forming and Sealing Curing Compound: Comply with ASTM C 309, Type I, Class A unless other type acceptable to Architect/Engineer. Moisture loss no more than0.55 gr./sq. cm. when applied at 200 sq. ft./gal. 10. Bonding Compound: Polyvinyl acetate or acrylic base, rewettable type. 11. Epoxy Adhesive: ASTM C 881, 2-component material suitable for use on dry or damp surfaces. Provide material "Type", "Grade", and "Class" to suit project requirements. CONCRETE MIX, DESIGN, AND TESTING: 1. General: Comply with requirements of applicable Division 3 sections for concrete mix design, sampling and testing, and quality control and as herein specified. 2. Design mix to produce normal -weight concrete consisting of portland cement, aggregate, water -reducing or high -range water -reducing admixture superplasticizer), air -entraining admixture, and water to produce the following properties: 02520-3 9541.1 SITE WORK DIVISION 2 a. Compressive Strength: 4000 psi, minimum at 28 days, unless otherwise indicated. b. Slump Limits: As specified in Division 3 sections. C. Air Content: As specified in Division 3 sections. PART 3 - EXECUTION A. SURFACE PREPARATION: 1. Remove loose material from compacted subbase surface immediately before placing concrete. 2. Proofroll prepared subbase surface to check for unstable areas and need for additional compaction. Do not begin paving work until such conditions have been corrected and are ready to receive paving. B. FORM CONSTRUCTION: 1. Set forms to required grades and lines, braced and secured. Install forms to allow continuous progress of work and so that'forms can remain in place at least 24 hours after concrete placement. 2. Check completed formwork for grade and alignment to following tolerances: a. Top of forms not more than 1/8-inch in 10 feet. b. Vertical face on longitudinal axis, not more than 1/4-inch in 10 feet. 3. Clean forms after each use and coat with form release agent as required to ensure separation from concrete without damage. 4. Slope step treads at 1/4-inch per foot to drain. C. REINFORCEMENT: 1. Locate, place, and support reinforcement as specified in Division 3 sections, unless otherwise indicated. D. CONCRETE PLACEMENT: 1. General: Comply with requirements of Division 3 sections for mixing and placing concrete, and as herein specified. 02520-4 9541.1 SITE WORK DIVISION 2 2. Do not place concrete until subbase and forms have been checked for line and grade. Moisten subbase if required to provide a uniform dampened condition at time concrete is placed. Do not place concrete around manholes or other structures until they are at required finish elevation and alignment. 3. Place concrete b methods that prevent segregation of mix. Consolidate concreteYP along face of forms and adjacent to transverse joints with internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square -faced shovels for hand -spreading and consolidation. Consolidate with care to prevent dislocation of reinforcing, dowels, and joint devices. a. Use bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. b. Deposit and spread concrete in a continuous operation between transverse joints as far as possible. If interrupted for more than 1/2 hour, place a construction joint. C. Do not operate equipment on concrete until pavement has attained sufficient strength to carry loads without injury. 4. Fabricated Bar Mats: Keep mats clean and free from excessive rust, and handle units to keep them flat and free of distortions. Straighten bends, kinks, and other irregularities or replace units as required before placement. Set mats for a minimum 2-inch overlap to adjacent mats. a. Place concrete in 2 operations; strike off initial pour for entire width of placement and to the required depth below finish surface. Lay fabricated bar mats immediately in final position. Place top layer of concrete, strike off, and screed. b. Remove and replace portions of bottom layer of concrete that have been placed more than 15 minutes without being covered by top layer or use bonding agent if acceptable to Architect/Engineer. 5. Curbs and Gutters: Automatic machine may be used for curb and gutter placement at Contractor's option. Machine placement must produce curbs and gutters to required cross-section, lines, grades, finish, and jointing as specified for formed concrete. If results are not acceptable, remove and replace with formed concrete as specified. i 1 02520-5 9541.1 SITE WORK DIVISION 2 E. JOINTS: 1. General: Construct expansion, weakened -plane (contraction), and construction joints true to line with face perpendicular to surface of concrete. Construct transverse joints at right angles to the centerline, unless otherwise indicated. When joining existing structures, place transverse joints to align with previously placed joints, unless otherwise indicated. In sidewalks, place joints at a spacing equal to walk width unless otherwise indicated. 2. Contraction Joints: Provide contraction joints, sectioning concrete into areas as shown on drawings. Construct joints for a depth equal to at least 1/4 concrete thickness, as follows: a. Tooled Joints: Form contraction joints in fresh concrete by grooving top portion with a recommended cutting tool and finishing edges with a jointer. b. Sawed Joints: Form contraction joints with powered saws equipped with shatterproof abrasive or diamond -rimmed blades. Cut joints into hardened concrete as soon as surface will not be torn, abraded, or otherwise damaged by cutting action. C. Inserts: Use embedded strips of metal or sealed wood to form contraction joints. Set strips into plastic concrete and carefully remove strips after concrete is hardened. d. Control Joints in Slabs -On -Grade: Whenever joint locations are not shown in drawings, control joints in slabs -on -grade shall be located so as to divide the slab into sections not exceeding 650 square feet in area with dimensions on one side not more than 26 feet; locate joints so as to eliminate re-entrant corners. 3. Construction Joints: Place construction joints at end of placements and at locations where placement operations are stopped for more than 1/2 hour, except where such placements terminate at expansion joints. a. Construct joints as shown or, if not shown, use standard metal keyway - section forms. b. Where load transfer -slip dowel devices are used, install so that one end of each dowel bar is free to move. 4. Expansion Joints: Provide premolded joint filler for expansion joints abutting concrete curbs, catch basins, manholes, inlets, structures, walks, and other fixed objects, unless otherwise indicated. I 02520-6 9541.1 I SITE WORK DIVISION 2 a. Extend joint filler full width and depth of joint, not less than 1/2-inch nor more than 1 inch below finished surface where joint sealer is indicated. If no joint sealer, place top of joint filler flush with finished concrete surface. b. Furnish joint fillers in one-piece lengths for full width being placed wherever possible. Where more than one length is required, lace or clip joint filler sections together. C. Protect top edge of joint filler during concrete placement with a metal cap or other temporary material. Remove protection after concrete has been placed on both sides of joint. d. Locate expansion joints at 50 feet o.c. for each pavement lane unless otherwise indicated. 1 5. Fillers and Sealants: Comply with requirements of applicable Division 7 sections for preparation of joints, materials, installation, and performance. I F. CONCRETE FINISHING: 1. After striking -off and consolidating concrete, smooth surface by screeding and floating. Use hand methods only where mechanical floating is not possible. Adjust floating to compact surface and produce uniform texture. 2. After floating, test surface for trueness with a 10-foot straightedge. Distribute concrete as required to remove surface irregularities, and refloat repaired areas to provide a continuous smooth finish. 3. Work edges of slabs, walks, and formed joints with an edging tool, and round to 1/8-inch radius, unless otherwise indicated. Eliminate tool marks on concrete surface. 4. After completion of floating and when excess moisture or surface sheen has disappeared, complete troweling and finish surface as follows: a. Broom finish by drawing a fine -hair broom across concrete surface perpendicular to line of traffic. Repeat operation if required to provide a fine line texture acceptable to Architect/Engineer. 1) On inclined slab surfaces, provide a coarse, non -slip finish by scoring surface with a stiff -bristled broom, perpendicular to line of traffic. 1 02520-7 9541.1 SITE WORK DIVISION 2 5. Do not remove forms for 24 hours after concrete has been placed. After form removal, clean ends of joints and point -up any minor honeycombed areas. Remove and replace areas or sections with major defects, as directed by Architect/Engineer. G. CURING: 1. Protect and cure finished concrete paving in compliance with applicable requirements of Division 3 sections. Use membrane -forming curing and sealing compound or approved moist -curing methods. H. REPAIRS AND PROTECTIONS: l . Repair or replace broken or defective concrete, as directed by Architect/ Engineer. 2. Drill test cores where directed by Architect/Engineer when necessary to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement areas with portland cement concrete bonded to pavement with epoxy adhesive. 3. Protect concrete from damage until acceptance of work. Exclude traffic from pavement for at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials as they occur. a. Sweep concrete pavement and wash free of stains, discoloration, dirt, and other foreign material just before final inspection. END OF SECTION 02520-8 9541.1 SITE WORK DIVISION 2 SECTION 02666 - POTABLE WATER SYSTEMS PART I - GENERAL A. CONDITIONS: 1. Drawings and general provision of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. On -site water distribution system b. Lawn hydrants, water meter and associated valves, fittings C. Thrust blocks, concrete encasement and vaults d. The applicable provisions of Section 02200 are hereby made a part of this section and the Contractor is cautioned to read Section 02200 carefully as items of work applicable to this section are included therein. C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Storm drainage piping b. Sanitary sewer piping C. Domestic water piping inside the building and to five feet outside of building. 02666-1 9541.1 SITE WORK DIVISION 2 0 E. QUALITY ASSURANCE: 1. Manufacturer's Qualifications: Firms regularly engaged in manufacture of potable water and fire water systems materials and products, of types and sizes required, whose products have been in satisfactory use in similar service for not less than 5 years. 2. Installer's Qualifications: Firm with at least 3 years of successful installation experience on projects with potable water piping work similar to that required for project. 3. Codes and Standards: a. Plumbing Code Compliance: Comply with applicable portions of state plumbing code and local standards pertaining to selection and installation of potable water system materials and products. Adhere to the standards and specifications of The Frederick County Sanitation Authority as part of this section. b. ANSI standards listed C. ASTM specifications listed d. AWWA standards listed 4. Certification: Provide manufacturer certification that all inspections and tests have been made and met in accordance with product specifications. 5. Marking Pipe: The manufacturer's mark and date of manufacture shall be distinctly marked on all pipe. JOB CONDITIONS: 1. Protection of Water Supplies: a. General: During the course of the construction take proper steps to protect water supply facilities within the limits of construction from contamination by sewage. Use the following criteria to govern the installation of water line in the proximity of sewage facilities. 02666-2 9541.1 SITE WORK DIVISION 2 b. Parallel Installation: 1) Normal Conditions: Water mains shall be laid at least ten feet horizontally from a sewer or sewer manhole. The distance shall be measured edge -to -edge. 2) Unusual Conditions: When local conditions prevent a horizontal separation of ten feet, the water main may be laid closer to a sewer or sewer manhole provided that: a) The bottom (invert) of the water main shall be at least eighteen inches above the top (crown) of the sewer. b) Where this vertical separation cannot be obtained, the sewer shall be constructed of AWWA approved water pipe, pressure tested in place without leakage prior to backfilling. c) The sewer manhole shall be of watertight construction and tested in place. C. Crossing: 1) Normal Conditions: Water lines crossing sewers shall be laid to provide a separation of at least 18 inches between the bottom of the water line and the top of the sewer whenever possible. 2) Unusual Conditions: When local conditions prevent a vertical separation described above, the following construction shall be used: a) Sewers passing over or under water mains shall be constructed of AWWA approved water pipe, pressure tested in place without leakage prior to backfilling. b) Water lines passing under sewers shall, in addition, be protected by providing: 1] A vertical separation of at least 18 inches between the bottom of the sewer and the top of the water line. 2] Adequate structural support for the sewers to prevent excessive deflection of the joints and the settling on and breaking of the water line. 02666-3 9541.1 SITE WORK DIVISION 2 F. 31 That the length of the water line be centered at the point of the crossing so that joints shall be equidistant and as far as possible from the sewer. d. Sewers or Sewer Manholes: No water pipes shall pass through or come in contact with any part of a sewer manhole. SUBMITTALS: 11 1. Product Data: Submit manufacturer's technical product data and installation Iinstructionsforeachpotablewatersystemmaterialandproductspecified. PART 2 - PRODUCTS FIX IDENTIFICATION: 1. Underground -Type Plastic Line Markers: Manufacturer's standard permanent, bright -colored, continuous -printed plastic tape, intended for direct -burial service; not less than 6" wide by 4 mils thick. Provide blue tape with black printing reading "CAUTION WATER LINE BURIED BELOW". 2. Nonmetallic Piping Label: If nonmetallic piping is used for water service, provide engraved plastic laminate, label permanently affixed to main electrical meter panel stating "THIS STRUCTURE HAS A NONMETALLIC WATER SERVICE". PIPES AND PIPE FITTINGS: 1. General: Provide piping materials and factory -fabricated piping products of sizes, types, pressure ratings, and capacities as indicated. Where not indicated, provide proper selection as determined by installer to comply with installation requirements. Provide sizes and types matching piping and equipment connections; provide fittings of materials which match pipe materials used in potable water systems. Where more than one type of materials or products are indicated, selection is installer's option. Provide materials and products complying with NFPA 24 where applicable. Connect pipe of different size or material with standard connections manufactured for the purpose. 2. Piping: Provide pipes of one of the following materials, of weight/class indicated. Provide pipe fittings and accessories of same material and weight/class as pipes, with joining method as indicated. a. Ductile -Iron Pipe: AWWA C151, with cement mortar lining complying with AWWA C104; Class 51 unless otherwise indicated. 1 1 02666-4 9541.1 1 a C. C. METERS: SITE WORK DIVISION 2 1) Fittings: Ductile -iron, AWWA C110; cement lined, AWWA C104; and rubber -gasket joints, AWWA C111. Polybutylene (PB) Pipe: AWWA C902 for sizes 1/2" through 3", and ASTM D 2662 for sizes 1/2" through 6"; SIDR 15. 1) Fittings: Brass or bronze barbed insert fittings with 2 strap -type stainless steel clamps over pipe at each insert. Polyvinyl Chloride (PVC) Pipe: ASTM D 1785, Schedule 40 for sizes 1/2" through 3". 1) Fittings: PVC, Schedule 40 socket -type, solvent cement joints; or elastomeric gasketed joints. 1. Water meters will be provided by The Frederick County Sanitation Authority. D. VALVES: E 1. Potable Water System: a. Gate Valves: Provide as indicated, gate valves, AWWA C500, 175 psi working pressure. Provide threaded, flanged, hub, or other end configurations to suit size of valve and piping connection. Provide inside screw type for use with curb valve box, iron body, bronze -mounted, double disc, parallel seat, non -rising stem. b. Provide valve box as recommended by manufacturer with each valve provided. ACCESSORIES: 1. Anchorages: Provide anchorages for tees, wyes, crosses, plugs, caps, bends, valves, and hydrants. After installation, apply full coat of asphalt or other acceptable corrosion -retarding material to surfaces of ferrous anchorages. a. Clamps, Straps, and Washers: Steel, ASTM A 506. b. Rods: Steel, ASTM A 575. C. Rod Couplings: Malleable -iron, ASTM A 197. 02666-5 9541.1 SITE WORK DIVISION 2 d. Bolts: Steel, ASTM A 307. e. Cast -Iron Washers: Gray -iron, ASTM A 126. f. Thrust Blocks: Concrete, 3,000 psi, in conformance with Division 3 requirements. PART 3 - EXECUTION A. INSPECTION: 1. General: Examine areas and conditions under which potable water system's materials and products are to be installed. Do not proceed with work until unsatisfactory conditions have been corrected in manner acceptable to installer. B. EXCAVATION AND BACKFILL: 1. General: Trench excavation for underground pipe lines shall conform to the requirements of Section 02200. Minimum cover to top of pipe is 36" . 2. Backfilling: Conduct backfilling operations of open -cut trenches, closely following laying, jointing and bedding of pipe, and after initial inspection and testing are completed. C. INSTALLATION OF PIPE, FITTINGS AND ACCESSORIES: 1. Handling: Place pipe in the trench in such a manner as to prevent damage to the pipe and protective coatings and linings. Under no circumstances drop or dump pipe into the trench. As the temperature approaches or drops below freezing, use extra care in handling PVC pipe. Do not expose PVC pipe in storage to sunlight. Cover it with an opaque material in a manner that permits air circulation under the cover. a. Ductile -Iron Pipe: Install in accordance with AWWA C600 "Standard for Installation of Ductile -Iron Water Mains and Their Appurtenances". b. Polybutylene Pipe: Install in accordance with Shell Chemical Manual SC507 "Duraflex PB Water Service Pipe Installation Manual". C. Polyvinyl Chloride Pipe: Install in accordance with manufacturer's installation instructions. 02666-6 9541.1 SITE WORK DIVISION 2 2. Cleaning: Take every precaution to prevent foreign material from entering the pipe while it is being placed in the line. Clean and lubricate spigot and bell ends of the pipe and gaskets according to the manufacturer's instructions. At times when pipe laying is not in progress, close the open ends of the pipe with watertight plugs. 3. Direction of Laying: Lay pipe with bell ends facing in the direction of laying, unless otherwise directed by the Architect/Engineer. Where pipe is laid on a grade of 10 percent or greater, start laying at the bottom and proceed upward with the bell ends of the pipe upgrade where feasible. 4. Deflection of Joints: Flexible pipe may be deflected at the joints in the trench to 1 the limits recommended by the manufacturer. 5. Setting of Valves and Fittings: Provide a valve box for each valve. The valve box shall not transmit shock or stress to the valve and shall be centered and plumb over the wrench nut of the valve, with the box cover flush with the surface of the finished pavement or ground. 6. Anchorage: Protect pressure pipelines against joint pulling or thrust damage by suitable anchors, braces or tie rods installed at direction changes as a result of fittings and all other critical points. Provide galvanized or otherwise rustproof treated rods and clamps. Reaction backing shall bear on solid undisturbed earth. Where Lok-Tyton, Super-Lok, solvent weld or a similar joint is used, bracing and anchorage are not required. 7. Depth of Cover: Provide minimum cover over piping of 36" below finished grade. 8. Water Main Connection: Arrange for tap in water main, of size and in location 1 indicated. Contractor shall pay water connection fees. D. INSTALLATION OF METERS: 1. Meters shall be installed by The Frederick County Sanitation Authority. E. INSTALLATION OF VALVES: 1. General: Install valves as indicated. F. INSTALLATION OF IDENTIFICATION: 1. General: During backfilling/topsoiling of underground potable water piping, install continuous underground -type plastic line markers, located directly over buried lines at 6" to 8" below finished grade. 1 02666-7 9541.1 SITE WORK DIVISION 2 G M FIELD QUALITY CONTROL: 1. Testing: Provide pressure and leakage tests in accordance with AWWA C600, Section 4. Test at 150 psi unless otherwise noted. Begin testing on the first valved section of line within ten days after its completion. Conduct the pressure and leakage tests concurrently for a duration of two (2) hours. Leakage shall be defined as the quantity of water that must be supplied into the valved pipe section to maintain pressure within 5 psi of the specified test pressure. The allowable leakage shall be 10 gallons per inch diameter per mile of pipe per 24 hours. Slowly fill the valved section of the pipe under consideration with water and bring to the specified pressure by means of a pump. Before supplying the specified test pressure, expell all air from the pipe. Do not begin testing until at least seven days after the last concrete anchor has been poured on the section of line being tested if high early concrete is used, two days). The Architect/Engineer shall observe all leakage tests on water lines on site. If the pipe fails to meet test requirements, repair all leaks and repair or replace defective pipe at no additional cost to Owner. Repeat the test until satisfactory results are obtained at no additional cost to Owner. F, 2. Operating Tests: Open and close all valves and hydrants under system water pressure. Check dry barrel hydrants for proper drainage. I ADJUSTING AND CLEANING: 1. Disinfecting Water Mains: Disinfect water mains and accessories in accordance with AWWA C 651. Take care to minimize entrance of foreign material into pipe, fittings and valves. Flush the main prior to disinfection with sufficient flow to produce a velocity of 2.5 FPS. Perform flushing in areas with adequate drainage. END OF SECTION Ll J 02666-8 9541.1 1 SITE WORK DIVISION 2 SECTION 02720 - STORM SEWAGE SYSTEMS PART 1- GENERA L A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Storm drainage system b. The applicable provisions of Section 02200 are hereby made a part of this section. The Contractor is cautioned to read Section 02200 carefully as items of work applicable to this section in included therein. C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Sanitary sewer piping b. Domestic water piping C. Erosion control d. Grading, including drainage channels D. QUALITY ASSURANCE: 1. Manufacturer's Qualifications: Firms regularly engaged in manufacture of storm sewage system's products of types, materials, and sizes required, whose products have been in satisfactory use in similar service for not less than 5 years. 02720-1 9541.1 SITE WORK DIVISION 2 2. Installer's Qualifications: Firm with at least 3 years of successful installation experience on projects with storm sewage work similar to that required for project. 3. Codes and Standards: a. Plumbing Code Compliance: Comply with applicable portions of National Standard Plumbing Code pertaining to selection and installation of storm sewage system's materials and products. b. Comply with standards set forth in the Virginia Erosion and Sediment Control Handbook. C. Comply with the Virginia Department of Transportation Road and Bridge Standards and Specifications, latest edition. d. ASTM standards listed. 4. Certification: Provide manufacturer certification that all inspections and tests have been made and met in accordance with the product specifications. E. SUBMITTALS: 1. Product Data: Submit manufacturer's technical product data and installation instructions for each storm sewage system material and product specified. PART 2 - PRODUCTS A. MATERIALS: 1. General: All materials shall be in compliance with the applicable provisions of the VDOT Road and Bridge Specifications, 1994 edition, referred to hereinafter by section. 2. Identification: a. Underground -Type Plastic Line Marker: Manufacturer's standard permanent, bright -colored, continuous -printed plastic tape, intended for direct -burial service; not less than 6" wide x 4 mils thick. Provide green tape with black printing reading "CAUTION SEWER LINE BURIED BELOW." 02720-2 9541.1 SITE WORK 3. Pipes and Pipe Fittings: DIVISION 2 a. General: Provide pipes of one of the following materials, in conformance with VDOT Section 232, weight/class indicated. Provide pipe fittings and accessories of same material and weight/class as pipes, with joining method as indicated. Connect pipes of different materials or sizes with standard connections manufactured for the purpose. 1) Reinforced Concrete Pipe: Class III unless otherwise indicated. Fittings shall be reinforced concrete, same strength as adjoining pipe, tongue -and -groove joints with mastic sealant. 2) Concrete Pipe: Class 2 nonreinforced concrete pipe unless otherwise indicated. Fittings shall be concrete, same strength as adjoining pipe, tongue -and -groove joints with mastic sealant. 3) Polyvinyl Chloride (PVC) Sewer Pipe: ASTM D 3033, Type PSP, SDR 35; or ASTM D 3034, Type PSM, SDR 35. Fittings shall be PVC, ASTM D 3033 or D 3034, solvent cement joints complying with ASTM D 2855 using solvent cement complying with ASTM D 2564; or elastomeric joints complying with ASTM D 3212 using elastomeric seals complying with ASTM F 477. 4) High Density Polyethylene Corrugated Pipe: Hi-Q as manufactured by Hancor, Inc. or approved equal. 5) Corrugated metal pipe. 4. Manholes, Drop Inlets, and Endwalls: a. General: Provide precast reinforced concrete storm sewer structures conforming to VDOT standard DI-1, as indicated on the drawings. Depths and throat lengths shall be as directed. b. Base: Precast reinforced concrete, minimum 48" diameter with integral floor. Provide larger base if number, size, or configuration of pipes entering manhole precludes use of 48" diameter structure. Provide invert shaping (VDOT Standard IS-1). Provide bituminous mastic "rope" gasket at joints of sections. C. Top: Drop inlets shall have flat slab top. d. Where depth of structure is insufficient for a precast structure, structure may be cast -in -place in accordance with VDOT Section 302. 02720-3 9541.1 SITE WORK DIVISION 2 5. Trench Drain System: a. General: Provide trench drain system as indicated, with modular channels constructed of polymer concrete and gratings constructed of cast-iron. b. Channels: Provide interlocking precast modular units with built-in slope in each section of 0.6%, and radiused inside bottom surface. C. Grates: Cast-iron, heavy-duty, designed to set on channel top without rocking or rattling. Grates shall lock in place and be removable. d. Accessories: Provide catch basins, channel caps, and other accessories of same material as channels, and as indicated or required. PART 3 - EXECUTION A. INSTALLATION: 1. General: Construction methods shall conform with the Virginia Department of Transportation Road and Bridge Specifications, Section 302. Trench excavation and backfill shall conform with applicable portions of Section 02200. 2. Installation of Identification: During backfilling/topsoiling of storm sewage systems, install continuous underground -type plastic line marker, located directly above buried line at 6" to 8" below finished grade. 3. Installation of Pipe and Pipe Fittings: a. General: Install piping in accordance with governing authorities having jurisdiction, and manufacturer's instructions. 1) Concrete Pipe: Install in accordance with applicable provisions of ACPA "Concrete Pipe Installation Manual. " 2) Plastic Pipe: Install in accordance with manufacturer's installation recommendations, and in accordance with ASTM D 2321. b. Inspect piping before installation to detect apparent defects. Mark defective materials with white paint and promptly remove from site. C. Lay piping beginning at low point of system, true to grades and alignment indicated, and unbroken continuity of invert. d. Place bell ends or groove ends of piping facing upstream 02720-4 1 9541.1 SITE WORK DIVISION 2 e. Install gaskets in accordance with manufacturer's recommendations for use of lubricants, cements, and other special installation requirements. f. Cleaning Piping: Clean interior of piping of dirt and other superfluous material as work progresses. Maintain swab or drag in line and pull past each joint as it is completed. 1) In large, accessible piping, brushes and brooms may be used for cleaning. 2) Place plugs in ends of uncompleted conduit at end of day or whenever work stops. 3) Flush lines between manholes if required to remove collected debris. g. Interior Inspection: Inspect piping to determine whether line displacement or other damage has occurred. 1) Make inspections after lines between manholes, or manhole locations have been installed and approximately 2' of backfill is in place, and again at completion of project. 2) If inspection indicated poor alignment, debris, displaced pipe, infiltration or other defects, correct such defects and reinspect. 4. Precast Concrete Manholes: a. General: Place precast concrete sections as indicated. Where manholes occur in pavements, set tops of frames and covers flush with finish surface. Elsewhere, set tops 3" above finish surface, unless otherwise indicated. b. Apply bituminous mastic coating at joints of sections. 5. Drop Inlets: a. General: Construct structures to sizes and shapes indicated. b. Set frames and grates to elevations indicated. 02720-5 9541.1 SITE WORK DIVISION 2 6. Trench Drain System: a. General: Install as indicated and in accordance with manufacturer's installation instructions. Embed channels in minimum of 4" depth of concrete around bottom and sides. B. CONNECTION TO EXISTING STORM SEWER: 1. Tap Connections: a. Make connections to existing piping and underground structures, so that finished work will conform as nearly as practicable to requirements specified for new work. b. For branch connections from side into existing 24" or larger piping, or to underground structures, cut opening into unit sufficiently large to allow 3" of concrete to be packed around entering connection. Cut ends of connection passing through pipe or structure wall to conform to shape of and be flush with inside wall, unless otherwise indicated. On outside of pipe or structure wall, encase entering connection in 6" of concrete for minimum length of 12" to provide additional support or collar from connection to undisturbed ground. 1) Provide concrete which will attain minimum 28-day compressive strength of 3000 psi, unless otherwise indicated. 2) Use epoxy bonding compound as interface between new and existing concrete and piping materials. C. Take care while making tap connections to prevent concrete or debris from entering existing piping or structure. Remove debris, concrete, or other extraneous material which may accumulate. C. BACKFILLING: 1. General: Conduct backfill operations of open -cut trenches closely following laying, jointing, and bedding of pipe, and after initial inspection and testing are completed. D. FIELD QUALITY CONTROL: 1. Maintain lines and grades by using a stringline or batterboards with grades marked at intervals no greater than 50' , or by laser. 02720-6 9541.1 SITE WORK DIVISION 2 2. Flushing: Flush all storm sewers with water in sufficient volume to obtain free flow through each line. Remove all silt and trash from inlets just prior to final acceptance of the work. 3. Testing: Perform testing of completed piping in accordance with local authorities having jurisdiction. END OF SECTION 02720-7 9541.1 SITE WORK DIVISION 2 SECTION 02730 - SANITARY SEWAGE SYSTEMS PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Gravity sewage collection system, including all piping, manholes, cleanouts, etc., from five feet outside of building to extent indicated on plans. b. Trench backfill and excavation C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Interior building systems including drain, waste, and vent piping b. Storm drainage piping C. Water distribution piping D. QUALITY ASSURANCE: 1. Manufacturer's Qualifications: Firms regularly engaged in manufacture of sanitary sewage system's products of types, materials, and sizes required, whose products have been in satisfactory use in similar service for not less than 5 years. 02730-1 9541.1 SITE WORK DIVISION 2 2. Standards: a. ANSI standards referred to. b. ASTM specifications referred to. C. AWWA standards referred to. d. The Virginia Department of Transportation Road and Bridge Standards and Specifications, Latest Edition. 3. Certification: Provide manufacturer certification that all inspections and tests have been made and met in accordance with product specifications. 4. Marking Pipe: The manufacturer's mark and date of manufacture shall be distinctly marked on all pipe. 5. Code Compliance: Comply with applicable portions of state building code. E. SUBMITTALS: 1. Product Data: Submit manufacturer's technical product data and installation instructions for each sewage system material and product specified. Product data shall indicate compliance with all applicable conditions set forth in Part 2 of this section. F. JOB CONDITION: 1. Protection of Water Supplies: a. General: During the course of the construction take proper steps to protect water supply facilities within "the limits of construction from contamination by sewage. Use the following criteria to govern the installation of sewage facilities in the proximity of water supply facilities. b. Parallel Installation: 1) Normal Conditions: Water mains shall be laid at least ten feet horizontally from a sewer or sewer manhole. The distance shall be measured edge -to -edge. 2) Unusual Conditions: When local conditions prevent a horizontal separation of ten feet, the water main may be laid closer to a sewer or sewer manhole provided that: 02730-2 9541.1 SITE WORK DIVISION 2 a) The bottom (invert) of the water main shall be at least eighteen inches above the top (crown) of the sewer. b) Where this vertical separation cannot be obtained, the sewer shall be constructed of AWWA approved water pipe, pressure tested in place without leakage prior to backfilling. c) The sewer manhole shall be of watertight construction and tested in place. C. Crossing: 1) Normal Conditions: Water lines crossing sewers shall be laid to provide a separation of at least 18 inches between the bottom of the water line and the top of the sewer whenever possible. 0 2) Unusual Conditions: When local conditions prevent a vertical separation described above, the following construction shall be used: a) Sewers passing over or under water mains shall be constructed of AWWA approved water pipe, pressure tested in place without leakage prior to backfilling. b) Water lines passing under sewers shall, in addition, be protected by providing: 1] A vertical separation of at least 18 inches between the bottom of the sewer and the top of the water line. 2] Adequate structural support for the sewers to prevent excessive deflection of the joints and the settling on and breaking of the waterline. 3] That the length of the water line be centered at the point of the crossing so that joints shall be equidistant and as far as possible from the sewer. Sewers or Sewer Manholes: No water pipes shall pass through or come in contact with any part of a sewer manhole. 02730-3 9541.1 SITE WORK DIVISION 2 e. Notify the Architect/Engineer at once when, during the course of construction, it becomes apparent that this work will result in the violation of the above criteria. Upon such notification, the Architect/Engineer shall issue instructions for remedial measures. PART 2 - PRODUCTS A. IDENTIFICATION: 1. Underground -Type Plastic Line Markers: Manufacturer's standard permanent, bright -colored, continuous -printed plastic tape intended for direct -burial service; not less than 6" wide x 4 mils thick. Provide green tape with black printing reading "CAUTION SEWER LINE BURIED BELOW". B. PIPES AND PIPE FITTINGS: 1. Gravity Sewer Main: a. General: Provide pipes of one of the following materials of weight/class indicated. Provide pipe fittings and accessories of same material and weight/class as pipes, with joining method as indicated. b. Cast -Iron Soil Pipe: ASTM A 74, hub and spigot ends, service weight unless otherwise indicated. 1) Fittings: Cast-iron hub and spigot complying with ASTM A 74; lead/oakum calked joints, or compression joints with rubber gaskets complying with ASTM C 564. C. Reinforced Concrete Pipe: ASTM C 76, Class II unless otherwise indicated. 1) Fittings: Reinforced concrete, same strength as adjoining pipe, tongue -and -groove gasketed joints complying with ASTM C 443. d. Concrete Pipe: ASTM C 14, Class 2 nonreinforced concrete pipe, unless otherwise indicated. 1) Fittings: Concrete, same strength as adjoining pipe, tongue -and - groove gasketed joints complying with ASTM C 443. e. Polyvinyl Chloride (PVC) Pipe: PVC pipe shall be ASTM D 3033, Type PSP, SDR 35; or ASTM D 3034, Type PSM, SDR 35 furnished in 20 foot nominal lengths. 02730-4 9541.1 SITE WORK DIVISION 2 1) Polyvinyl Chloride Pipe Joints: PVC piping joints shall be the gasket, push -on type, such as "Ring-Tite" or equal unless otherwise indicated. Joint assembly shall be made according to the manufacturer's directions and shall comply with the guidelines for installation of PVC pipe as developed by the Uni-Bell Plastic Pipe Association. PVC pipe joints with cast iron fittings shall be installed in accordance with manufacturer's directions in compliance with these specifications. Integral bells shall be required. 2) Fittings: PVC, ASTM D 3033 or ASTM D 3034, solvent -cement joints complying with ASTM D 2855 using solvent cement complying with ASTM D 2564; or elastomeric joints complying with ASTM D 3212 using elastomeric seals complying with ASTM F 477. 2. Join pipes of different size or material with standard connections manufactured for the purpose. C. CLEANOUTS: 1. General: Provide as indicated, pipe extension to grade with furrule and countersunk cleanout plug. When cleanouts are placed in paved areas or sidewalks, provide a traffic bearing cover flush with surface. D. PIPE COUPLINGS: 1. Watertight, semi -flexible couplings for connecting different types of sewer pipe, or plain ends, shall be FERNCO series 1000 with #305 stainless steel clamps or approved equal. E. CONCRETE CRADLES, ENCASEMENT AND THRUSTBLOCKS: 1. 3000 psi concrete in conformance with Division 3 requirements. PART 3 - EXECUTION A. INSTALLATION OF IDENTIFICATION: 1. General: During backfilling/topsoiling of sanitary sewage systems, install continuous underground -type plastic line marker, located directly over buried line at 6" to 8" below finished grade. 1 02730-5 9541.1 SITE WORK DIVISION 2 B. INSTALLATION OF PIPE AND FITTINGS: 1. General: Install piping in accordance with governing authorities having jurisdiction, except where more stringent requirements are indicated. Trench and bedding to conform to VDOT Standard UB-1, Type 2. Minimum cover to top of pipe shall be 36" . 2. Inspect piping before installation to detect apparent defects. Mark defective materials with white paint and promptly remove from site. 3. Lay piping beginning at low point of system, true to grades and alignment indicated, with unbroken continuity of invert. 4. Place bell ends or groove ends of piping facing upstream. 5. Install gaskets in accordance with manufacturer's recommendations for use of lubricants, cements, and other special installation requirements. 6. Install pipe in conformance with manufacturer's recommendations and the following: a. Cast -Iron Soil Pipe: Install in accordance with applicable provisions of CISPI "Cast Iron Soil Pipe & Fittings Handbook. " b. Concrete Pipe: Install in accordance with applicable provisions of ACPA Concrete Pipe Installation Manual. " C. Plastic Pipe: Install in accordance with manufacturer's installation recommendations, and in accordance with ASTM D 2321. 7. Cleaning Piping: Clean interior of piping of dirt and other superfluous material as work progresses. Maintain swab or drag in line and pull past each joint as it is completed. a. In large, accessible piping, brushes and brooms may be used for cleaning. b. Place plugs in ends of uncompleted conduit at end of day or whenever work stops. C. Flush lines between manholes if required to remove collected debris. 02730-6 9541.1 11 I 11 11 SITE WORK C. TAP CONNECTIONS: DIVISION 2 1. The Frederick County Sanitation Authority will make the tap to existing piping and install a short stub at the Contractor's expense. D. BACKFILLING: 1. General: Conduct backfilling operations of open -cut trenches closely following laying, jointing, and bedding of pipe, and after initial inspection and testing are completed. Trench backfill shall conform to VDOT Standard UB-1, Type 2, and Section 02200. E. TESTING AND INSPECTION: 1. General: a. The Architect/Engineer shall select the testing method in conjunction with Governing authorities. The Architect/Engineer shall witness each test. The Owner shall provide the Architect/Engineer services to observe the initial test for each structure or section of pipe. Observation of each succeeding test required on the same section or structure shall be at Contractor's expense. b. Provide labor and equipment and make all preparations for each test. C. Repeat tests and perform repairs as many times as necessary until achieving acceptable test results. 2. Gravity Mains: a. Test all sewer lines for both displacement or structural faults and for watertightness. b. Displacement Testing - Lights: Flash a light between manholes by means of a flashlight or by reflecting sunlight with a mirror. If the illuminated interior of the pipeline shows visible leaks, poor alignment, displaced pipe or any other defect, remedy the defects at no additional cost to Owner. C. Deflection Testing: Measure pipe for vertical ring deflection after completion of the backfill. Maximum ring deflection of the pipe under load shall be limited to 5 I of the vertical internal pipe diameter. Accomplish testing by recording deflectometer or by approved mandrel, sphere, or pin type go/no-go device. 02730-7 9541.1 ITE WORK DIVISION 2 d. Watertightness Testing - Infiltration: When, in the opinion of the Engineer, the trench or excavation is sufficiently (4 feet above crown) saturated as a result of ground water or rain, make tests on the basis of infiltration. Carefully measure the floor of water at the nearest downgrade manhole. Make three series of measurements at not less than one -hour intervals, and reduce the results to an average. Extrapolate the average to apply to a 24 hour period. Make all such tests only under the supervision of the Architect/Engineer. Infiltration shall not exceed a rate of 100 gallons per inch of pipe diameter per mile per day for any section of the system. e. Watertightness Testing - Exfiltration: When conditions are not suitable for making infiltration tests, make exfiltration tests. Fill the line to be tested to provide a head of at least 4 feet above both the water table and the top of the pipe at the upper end of the pipeline to be tested. Allow the filled line to stand until the pipe has reached its maximum absorption, but not less than 4 hours. After absorption, re-establish the head. Measure the amount of water required to maintain this water level during a two-hour test period. Leakage measured by this test shall not exceed 100 gallons per inch diameter per mile of pipeline per day. f. Watertightness Testing - Air: Adhere to the following procedure: 1) Clean pipe to be tested by propelling snug -fitting inflated rubber ball through the pipe with water if necessary. 2) Plug all pipe outlets with suitable test plugs. Brace each plug securely. 3) If the pipe to be tested is submerged in ground water, insert a pipe probe by boring or jetting into the backfill material adjacent to the center of the pipe, and determine the pressure in the probe when air passes slowly through it. This is the back pressure due to ground water submergence over the end of the probe. All gauge pressures in the test should be increased by this amount. 4) Add air slowly to the portion of the pipe installation under test until the internal air pressure is raised to 4.0 psig. 5) After an internal pressure of 4.0 psig is obtained, allow at least two minutes for air temperature to stabilize, adding only the amount of air required to maintain pressure. 02730-8 9541.1 1 i SITE WORK DIVISION 2 6) After stabilizing the internal pressure of 4.0 psig, reduce the internal air pressure to 3.5 psig, and start stopwatch. Determine the time in seconds that is required for the internal air pressure to reach 2.5 psig. Minimum permissible pressure holding times for runs of single pipe diameter are indicated in seconds in the attached table in Appendix A. 1 Note: The air test may be dangerous if, because of ignorance or carelessness, a line is improperly prepared. It is extremely important that the various plugs be installed and braced in such a way as to prevent blowouts. In as much as a force of 250 lbs. is exerted on an 8-inch plug by an internal pipe pressure of 5 psi, it should be realized that sudden expulsion of a poorly installed plug or a plug that is partially deflated before the pipe pressure is released can be dangerous. As a safety precaution, pressurizing equipment should include a regulator set at perhaps 10 psi to avoid over -pressurizing and damaging an otherwise acceptable line. No one shall be allowed in the manholes during testing. I END OF SECTION I 1 02730-9 9541.1 AIR TEST TABLE ' Based on Equations from ASTM C 828 SPECIFICATION TIME (min:sec) REQUIRED FOR PRESSURE DROP FROM 3 1/2 TO 2 1/2 PSIG , WHEN TESTING ONE PIPE DIAMETER ONLY PIPE DIAMETER, INCHES 4 6 8 10 12 15 18 21 24 25 0:04 0:10 0:18 0:28 0:40 1:02 1:29 2:01 2:38 50 0:09 0:20 0:35 0:55 1:19 2:04 2:58 4:03 5:17 75 0:13 0:30 0:53 1:23 1:59 3:06 4:27 6:04 7:55 100 0:18 0:40 1:10 1:50 2:38 4:08 5:56 8:05 10:34 M 0:22 0:50 1:28 2:18 3:18 5:09 7:26 9:55 11:20 150 0:26 0:59 1:46 2:45 3:58 6:11 8:30 175 0:31 1:09 2:03 3:13 4:37 7:05 200 0:35 1:19 2:21 3:40 5:17 12:06 225 0:40 1:29 2:38 4:08 5:40 10:25 13:36 250 0:44 1:39 2:56 4:35 8:31 11:35 15:07 275 0:48 1:49 3:14 4:43 9:21 12:44 16:30 300 0:53 1:59 3:31 10:12 13:53 18:09 350 1:02 2:19 3:47 8:16 11:54 16:12 21:10 400 1:10 2:38 6:03 9:27 13:36 18:31 24:12 450 1:19 2:50 6:48 10:38 15:19 20:50 27:13 500 1:28 5:14 7:34 11:49 17:01 23:09 30:14 APPENDIX A I SITE WORK DIVISION 2 SECTION 02831 - CHAIN LINK FENCES AND GATES PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Galvanized steel chain link fence and gates. C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Section 02200, EARTHWORK. b. Section 03310, CONCRETE WORK. D. SUBMITTALS: 1. General: Submit the following in accordance with conditions of Contract and Division 1 specification sections. 2. Product data in the form of manufacturer's technical data, specifications, and installation instructions for fence and gate posts, fabric, gates, and accessories. 3. Shop drawings showing location of fence, gates, each post, and details of post installation, extension arms, gate swing, hardware, and accessories. 02831-1 9541.1 SITE WORK DIVISION 2 E. QUALITY ASSURANCE: 1. Single -Source Responsibility: Obtain chain link fences and gates as complete units, including necessary erection accessories, fittings, and fastenings from a single source or manufacturer. 2. Installation: Performed only by the manufacturer or an experienced chain link fence installer approved by the manufacturer. 3. Materials and installation shall comply with the following standards: a. American Society for Testing and Materials (ASTM). b. Chain Link Manufacturers Institute (CLMI). F. DELIVERY, STORAGE, AND HANDLING: 1. Deliver chain link fence materials in the manufacturer's original packaging with tags and labels intact and legible. 2. Handle and store material to prevent damage and deterioration. G. PROJECT CONDITIONS: 1. Do not begin chain link fencing installation before completion of final grading. PART 2 - PRODUCTS A. MATERIALS: 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Galvanized steel fencing and fabric: 1) American Chain Link Fence Company 2) American Tube Company 3) Anchor Fence, Inc. 4) Capitol Wire and Fence Co., Inc. 02831-2 9541.1 SITE WORK DIVISION 2 5) Century Tube Corp. 6) Cyclone Fence Div./USX Corp. B. ' FABRIC: 1. Steel Fabric: Comply with Chain Link Fence Manufacturers Institute (CLFMI) Product Manual. Furnish one-piece fabric widths for fencing up to 12 feet high. a. Size: 2-inch mesh, 9-gage (0.148-inch diameter) uncoated wire. b. Polyvinyl Chloride (PVC) Finish: Coat after fabrication. Comply with ASTM F 668, with core wire diameter (gage) measured prior to application of PVC coating with not less than 0.40 oz. zinc per sq. ft. of uncoated surface on 9 and 11 gage wire. Color shall be black. 1) Class 2, minimum 0.006-inch, maximum 0.025-inch-thick PVC coating fuse bonded and adhered to a cured primer applied over zinc coated steel core wire. a) Class 2a, 0.015- to 0.025-inch-thick PVC coating extruded and adhered to zinc -coated steel wire. C. FRAMING: 1. General: Post rail and brace sizes listed below indicate a minimum size for the indicated fabric height. Fence manufacturer shall provide framing as required to withstand all anticipated loadings from spectators, wind, etc. in order for the fence to remain structurally sound. 2. Strength requirements for posts and rails conforming to ASTM F 669. 3. Pipe shall be straight, true to section, material, and sizes specified, and shall conform to the following weights per foot: NPS in Outside Diameter Type I Type I inches (OD) in inches Steel Steel Aluminum 1 1.315 1.68 1.35 0.435 1-1/4 1.660 2.27 1.84 0.786 1-1/2 1.900 2.72 2.28 2 2.375 3.65 3.12 1.260 2-1/2 2.875 5.79 4.64 2.004 02831-3 9541.1 SITE WORK DIVISION 2 NPS in Outside Diameter Type I Type II inches OD) in inches Steel Steel Aluminum 3 3.500 7.58 5.71 ---- 3-1/2 4.000 9.11 6.56 3.151 4 4.500 10.79 6 6.625 18.97 6.564 8 8.625 28.55 9.878 3. Steel Framework, General: Posts, rails, braces, and gate frames. a. Type I Pipe: Hot -dipped galvanized steel pipe conforming to ASTM F1083, plain ends, standard weight (schedule 40) with not less than 1.8 oz. zinc per sq. ft. of surface area coated. b. Type U Pipe: Manufactured from steel conforming to ASTM A 569 or A 446, grade D, cold formed, electric welded with minimum yield of 50,000 psi and triple coated with minimum 0.9 oz. zinc per sq. ft. after welding, a chromate conversion coating and a clear polymer overcoat. Corrosion protection on inside surfaces shall protect the metal from corrosion when subjected to the salt spray test of ASTM B 117 for 300 hours with the end point of 5 percent Red Rust. C. C Section: Rolled form steel shapes conforming to ASTM F 669, group II produced from steel conforming to A 446, grade D, or ASTM A 570, grade 45, cold formed, hot -dip galvanized with minimum 2.0 oz. zinc per sq. ft. of surface area conforming to ASTM A 123 or ASTM A 525; or 5 percent aluminum-mischmetal coated with minimum 1.0 oz. coating per sq. ft. of surface area each side conforming to ASTM A 875. d. H Section: Hot -rolled steel H shape with minimum yield strength of 45,000 psi conforming to ASTM F 669, group III and hot -dip galvanized with minimum 2.0 oz. zinc per sq. ft. of surface area conforming to ASTM A 123. e. Square Tubing: Fabricated from steel conforming to ASTM A 500, grade B and hot -dip galvanized with minimum 2.0 oz. zinc per sq. ft. of surface area conforming to ASTM A 123. 4. Polyvinyl Chloride (PVC) Finish: Same as fabric specification above. 5. End, Corner, and Pull Posts: Up to 6'-0" fabric height. a. 2.375-inch O.D. steel pipe, 3.65 lbs. per linear foot. 1 02831-4 9541.1 1 SITE WORK DIVISION 2 2 7. Q 10. b. 2.0-inch square steel tubing, 3.65 lbs. per linear foot. C. 3.5-inch x 3.5-inch roll -formed section, 4.85 lbs. per linear foot. End, Corner, and Pull Posts: Fabric over 6'-0" height. a. 2.875-inch O.D. steel pipe, 5.79 lbs. per linear foot. b. 2.5-inch square steel tubing, 5.59 lbs. per linear foot. C. 3.5-inch x 3.5-inch roll formed section, 4.85 lbs. per linear foot. Line Posts: Up to 6'-0"fabric height. a. 1.90-inch O.D. steel pipe, 2.72 lbs. per linear foot. b. 1.875-inch x 1.625-inch C-section, 2.30 lbs. per linear foot. C. 2.25-inch x 1.70-inch H-section, 3.26 lbs. per linear foot. Line Posts: Fabric over 6'-0" height. a. 2.375-inch O.D. steel pipe, 3.65 lbs. per linear foot. b. 2.25-inch x 1.70-inch C-section, 2.70 lbs. per linear foot. C. 2.25-inch x 1.70-inch H-section, 3.26 lbs. per linear foot. Gate Posts: Gate leaves 6'-0" wide or less. a. 2.875-inch O.D. steel pipe, 5.79 lbs. per linear foot. b. 2.5-inch square steel tubing, 5.59 lbs. per linear foot. C. 3.5-inch x 3.5-inch roll formed section, 4.85 lbs. per linear foot. Top, Middle, Brace, and Bottom Rails: a. 1.66-inch O.D. steel pipe, 2.27 lbs. per linear foot. b. 1.625-inch x 1.25-inch roll formed section, 1.35 lbs. per linear foot. 02831-5 9541.1 SITE WORK o DIVISION 2 C. Provide continuous top rails in manufacturer's longest lengths, with expansion type couplings for each joint. Provide necessary fittings for attaching top rail to each gate, corner, pull, and end post. 11. Bottom Tension Wire: 7 gauge (.177-inch) coiled spring wire, finish matching fabric finish. 1.2. Post Braces: Provide bracing assemblies, for fences 6-0" high or over, at each end and gate posts, and at both sides of corner and pull posts. a. Locate horizontal brace at mid -height of fabric. b. Use 1.660-inch O.D. steel pipe, for horizontal brace and 0.375-inch diameter rod with turnbuckle for diagonal truss. D. FITTINGS AND ACCESSORIES: 1. Material: Comply with ASTM F 626, galvanized iron or steel, to suit manufacturer's standards. a. Zinc Coating: Unless specified otherwise, galvanize steel fence fittings and accessories in accordance with ASTM A 153, with zinc weights per Table I. 2. Tie Wires: 12-gage (0.106-inch diameter) galvanized steel with a minimum of 0.80 oz. per sq. ft. of zinc coating of surface area in accordance with ASTM A 641, Class 3 or 9-gage (0.106-inch-diameter). 3. Bottom and Center Rail: Same material as top rail. Provide manufacturer's standard galvanized steel or cast iron or cast aluminum cap for each end. 4. Post and Line Caps: Provide weathertight-closure cap for each post. Provide line post caps with loop to receive tension wire or top rail. 5. Tension or Stretcher Bars: Hot -dip galvanized steel with minimum length 2 inches less than full height of fabric, minimum cross-section of 3/16 inch x 3/4 inch and minimum 1.2 oz. zinc coating per sq. ft. of surface area. Provide one bar for each gate and end post, and two for each corner and pull post, except where fabric is integrally woven into post. 11 6. Tension and Brace Bands: Minimum 3/4 inch wide hot -dip galvanized steel with Iminimum1.2 oz. zinc coating per sq. ft. of surface area. 02831-6 9541.1 1 SITE WORK DIVISION 2 a. Tension Bands: Minimum 14 gage (0.074 inch uncoated thickness). b. Tension and Brace Bands: Minimum 12 gage (0.105 inch uncoated thickness). E. GATES: 1. Fabrication: Fabricate perimeter frames of gates from metal and finish to match fence framework. Assemble gate frames by welding. Provide horizontal and vertical members to ensure proper gate operation and attachment of fabric, hardware, and accessories. Space frame members maximum of 8 feet apart unless otherwise indicated. a. Provide same fabric as for fence unless otherwise indicated. Install fabric with tension bars and bands at vertical edges and at top and bottom edges. b. Install diagonal cross -bracing consisting of 3/8-inch diameter adjustable - length truss rods on gates to ensure frame rigidity without sag or twist. 2. Swing Gates: Comply with ASTM F 900. a. Steel: 1) Up to 6 Feet High and 8 Feet Wide: Fabricate perimeter frames of minimum 1.660 inch OD Type I or 11 steel pipe or 1.50 inch square galvanized steel tubing weighing 1.90 lb. per sq. ft. 2) Over 6 Feet High and 8 Feet Wide: Fabricate perimeter frames of minimum 1.90-inch OD Type I or II steel pipe or 2.00-inch square galvanized steel tubing weighing 2.60 lb. per sq. ft. b. Gate Hardware: Provide hardware and accessories for each gate, galvanized per ASTM A 153, and in accordance with the following: 1) Hinges: Size and material to suit gate size, non -lift-off type, offset to permit 180-deg. gate opening. Provide 1-1/2 pair of hinges for each leaf over 6-foot nominal height. 2) Latch: Forked type or plunger -bar type to permit operation from either side of gate, with padlock eye as integral part of latch. 02831-7 9541.1 SITE WORK DIVISION 2 PART 3 - EXECUTION A. INSPECTION: 1. Examine final grades and installation conditions. Do not start chain link fence system work until unsatisfactory conditions are corrected. B. PREPARATION: 1. Lay out complete fence line. 2. Locate and mark post positions. Space line posts equally and at maximum 10'-0" on center spacing. 3. Provide corner posts at positions where fence changes direction more than 10 degrees. C. INSTALLATION: 1. General: Install fence in compliance with ASTM F 567. Do not begin installation and erection before final grading is completed, unless otherwise permitted. a. Apply fabric to outside of framework. 2. Excavation: Drill or hand -excavate (using post -hole digger) holes for posts to diameters and spacings indicated, in firm, undisturbed or compacted soil. a. If not indicated on drawings, excavate holes for each post to minimum diameter recommended by fence manufacturer, but not less than 4 times largest cross-section of post. b. Unless otherwise indicated, excavate hole depths approximately 3 inches lower than post bottom, with bottom of posts set not less than 36-inches below finish grade surface. 3. Setting Posts: Center and align posts in holes 3 inches above bottom of excavation. Space maximum 10 feet o.c., unless otherwise indicated. a. Protect portion of posts above ground from concrete splatter. Place concrete around posts and vibrate or tamp for consolidation. Check each post for vertical and top alignment, and hold in position during placement and finishing operations. 02831-8 9541.1 J SITE WORK DIVISION 2 1) Unless otherwise indicated, extend concrete footings 2-inches above grade and trowel to a crown to shed water. 4. Top Rails: Run rail continuously through line post caps, bending to radius for curved runs and at other posts terminating into rail end attached to posts or post caps fabricated to receive rail. Provide expansion couplings as recommended by fencing manufacturer. 5. Center Rails: Provide center rails where indicated or required. Install in one piece between posts and flush with post on fabric side, using rail ends and special offset fittings where necessary. 6. Brace Assemblies: Install braces so posts are plumb when diagonal rod is under proper tension. 7. Bottom Tension Wire: Install tension wire within 6-inches of bottom of fabric before stretching fabric and tie to each post with not less than same gage and type of wire. Pull wire taut, without sags. Fasten fabric to tension wire with 11-gage hog rings of same material and finish as fabric wire, spaced maximum 2-inches o.c. 8. Tension or Stretcher Bars: Thread through or clamp to fabric 4-inches o.c., and secure to end, corner, pull, and gate posts with tension bands spaced not over 15- inches o.c. 9. Tie Wires: Use U-shaped wire of proper length to secure fabric firmly to posts and rails with ends twisted at least 2 full turns. Bend ends of wire to minimize hazard to persons or clothing. a. Maximum Spacing: Tie fabric to line posts 12-inches o.c. and to rails and braces 24-inches o.c. 10. Fasteners: Install nuts for tension bands and hardware bolts on side of fence opposite fabric side. Peen ends of bolts or score threads to prevent removal of nuts. 11. Gates: Install gates plumb, level, and secure for full opening without interference. Install ground -set items in concrete for anchorage. Adjust hardware for smooth operation and lubricate where necessary. 02831-9 9541.1 SITE WORK DIVISION 2 12. Following fabrication and prior to painting, all iron is to be treated to prevent flash rusting. It is then to be painted with black rust inhibiting metal primer. END OF SECTION 02831-10 9541.1 SITE WORK DIVISION 2 SECTION 02900 - LAWNS AND PLANTING PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Federal Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Seeding: Fertilizing, limeing, and mulching; preparation and planting, complete - includes areas disturbed by utility lines b. This section applies to all disturbed areas, including trenches C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Preparation of subgrade b. Walks 1. Guarantee all planting for 1 year upon completion of work and acceptance by the Owner. PART 2 - PRODUCTS A. MATERIALS: I. Plant Materials: Grass seed. 9541.1 02900-1 SITE WORK DIVISION 2 a. Provide grass seed of pure, live, certified mixture of recleaned seed of the latest crop, and containing weed seed less than 0.5 % by weight of the total mixture. b. Seed mixture shall consist of the following analysis: Area Species General Lawn Kentucky 31 or Turf -Type Tall Fescue Improved Perennial Ryegrass Kentucky Bluegrass Athletic Turf Kentucky 31 or Turf -Type Tall Fescue Improved Perennial Ryegrass 2. Fertilizer: B, Weight 95-100 % 0-5 % 0-5 % 50 % 50 % a. Provide commercially -prepared, granular fertilizer completely balanced with all plant nutrients. b. Provide fertilizer uniform in composition, dry, and free -flowing. c. Provide fertilizer for lawn areas of 10-10-10 analysis (percentage by weight): 10 % Nitrogen 10 % Phosphorus 10 % Potassium Apply fertilizer to lawn areas at the rate of 25 lbs. per 1000 sq. ft. d. Provide fertilizer for trees, shrubs, and planting beds of a 5-10-5 analysis percentages by weight): 5 % Nitrogen 10 % Phosphorus 5 % Potassium Apply fertilizer to newly -planted trees and shrubs at the time of installation. Thoroughly incorporate into the mixture used for filling plant pits. Applied at the rate of: 9541.1 02900-2 SITE WORK DIVISION 2 Shade Trees: 2 lbs. per inch of caliper Small Trees: 1 lb. per inch of caliper Deciduous Shrubs: 1/4 lb. per foot of height Evergreen Shrubs: 1/8 lb. per foot of height 3. Limestone: a. Provide raw, ground, agricultural limestone containing not less than 90 % calcium carbonate. b. Apply limestone to all exterior ground areas except surfaces occupied by plant beds, buildings, structures, and paving, at the rate of 100 lbs. per 1000 sq. ft. and work into the top 2 inches of soil or as needed to attain a pH value of 6.5. 4. Mulch: Mulch for seeded areas shall consist of loose, clean, dry straw, free of seeds. PART 3 - EXECUTION A. GENERAL: 1. Watering: a. Provide water at the site for watering seeded materials. b. Water seed beds thoroughly and immediately after completion of mulching with a fine mist spray. Water lawn areas heavily once a week during dry weather until a thick cover of grass is established. 2. Maintenance: a. Begin maintaining seeded areas immediately after seeding each area. b. Continue maintenance until acceptance of project by Owner. C. Maintain a healthy growing condition by watering, mowing, spraying, weeding, cultivating, and by any other necessary operations of maintenance. d. Reseed bare spots until establishment of a thick grass cover. 9541.1 02900-3 SITE WORK DIVISION 2 B. PREPARATION: 1. Immediately following placement of topsoil, disk the entire topsoiled area and rake the area free of stones and debris over 1/2 inch in any dimension. Remove stones and debris from Owner's property. 2. Provide a finished surface true to grades shown, with a tolerance of 0.1 foot, and free of depressions or high spots which may result in ponding water or interfere with the intended use. C. PLANTING: 1. Planting Seed: a. Sow seed uniformly at the rate of 175-200 lbs. of pure live seed mixture per acre, divided in half and sown in cross directions. b. Apply mulch of loose straw uniformly, approximately three straws deep so that at least one half of the surface area is covered. END OF SECTION 9541.1 02900-4 n J H I Mills, Oliver & Webb, Inc. 200 Country Club Drive, Plaza One, Building E, Blacksburg, VA 24060 Tel: (540) 552-2151 FAX: (540) 951-0219 c I r JAMES WOOD HIGH SCHOOL ATHLETIC FIELDS DIVISION 2 SPECIFICATIONS FREDERICK COUNTY, VIRGINIA MILLS, OLIVER & WEBB, INC. ARCHITECTS/ENGINEERS BLACKSBURG, VIRGINIA OCTOBER 11, 1996 jll SITE WORK DIVISION 2 SECTION 02200 - EARTHWORK PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. Extent of earthwork is indicated on drawings. 3. In general, the work included under this section consists of, but is not limited to, the following: a. Excavation for building foundations b. Preparation of subgrade for building slabs, walks, pavements and other structures as indicated on the drawings C. Drainage fill course for support of building slabs d. Excavating and backfilling of trenches e. Controlled fill f. Grading site to subgrade as indicated by contours, cross -sections and details g. Spreading topsoil h. Grading site to finished grade as indicated by contours, cross -sections and details 02200-1 9541.1 C 111 SITE WORK DIVISION 2 RELATED WOR K: 1. In general, the following related work is included in other sections of the , specifications: a. Erosion control i b. Paving and surfacing JOB CONDITIONS: 1. Subsurface Investigation: ' a. Triad Engineering, Winchester, Virginia performed a subsurface investigation on July 9, 1996. Data in subsurface investigation reports was used for the basis of the design and are available to the Contractor for information only. The Owner and Architect/Engineer make no representations or warranties of accuracy or continuity between soil borings. The Owner does not accept responsibility for interpretations or conclusions drawn from this data by Contractor. The Owner may grant permission to perform additional test borings and other exploratory operations, at the Contractor's option, with prior notification to the Owner. The Owner will not authorize a change in the Contract Sum for such additional exploration. b. For design purposes only, an allowable soil bearing capacity is assumed to be 2000 pounds per square foot. 2. Existing topographic information is taken from a field survey prepared by Marsh Legge, Winchester, Virginia dated October 25, 1995. 3. ExistingUtilities: Underground utility locations shown areapproximate and were gtYdetermined from above ground features and existing utility maps. Locate existing underground utilities in areas of work by hand dug test holes. If utilities are to remain in place, provide adequate means of protection during earthwork operations. a. Should uncharted, or incorrectly charted, piping or other utilities be encountered during excavation, notify Architect/Engineer and Owner and consult utility owner immediately for directions. Cooperate with Owner and utility companies in keeping respective services and facilities in operation. Obtain approval from Owner for any additional costs related to non - emergency repairs prior to making such repairs. Repair damaged utilities to satisfaction of utility owner. 02200- 2 9541.1 SITE WORK DIVISION 2 b. Do not interrupt existing utilities serving facilities occupied and used by Owner or others, during occupied hours, except when permitted in writing by Architect/Engineer and then only after providing or arranging for acceptable temporary utility services. C. Provide minimum of 48-hour notice to utility owner and to Architect/ Engineer, and receive written notice to proceed before interrupting any utility. d. Demolish and completely remove from site existing underground utilities indicated to be removed. Coordinate with utility companies for shut-off of services if lines are active. 4. Use of Explosives: Do not. bring explosives onto site or use in work without prior written permission from authorities having jurisdiction and Owner. Contractor is solely responsible for handling, storage and use of explosive materials when their use is permitted. a. Where blasting is required for building footings and/or utility trenching to within 50' outside of the building line, blast prior to placing any concrete masonry building walls. b. It is suggested that a pre -blasting survey of adjacent buildings be conducted with the adjacent building owners to ascertain the existing conditions of these buildings in the event that blasting is authorized. 5. Protection of Persons and Property: Barricade open excavations occurring as part of this work and post with warning lights. a. Operate warning lights as recommended by authorities having jurisdiction. b. Protect structures, utilities, sidewalks, pavements and other facilities from damage caused by settlement, lateral movement, undermining, washout and other hazards created by earthwork operations. 1 6. Definitions: a. Excavation consists of removal of material encountered to subgrade elevations indicated and subsequent disposal of materials removed. 02200-3 9541.1 SITE WORK DIVISION 2 E b. Unauthorized excavation consists of removal of materials beyond indicated subgrade elevations or dimensions without specific direction of Architect/Engineer. Perform unauthorized excavation, as well as remedial work directed by Architect/Engineer to correct such unauthorized excavations, at no additional cost to the Owner. C. Additional excavation consists of removal of materials beyond indicated subgrade elevations or dimensions at the specific direction of Architect/ Engineer or soils engineer employed by Owner. Additional excavation may be required if bearing materials at required subgrade elevations are unsuitable. Payment for removal of unsuitable material and its replacement as recommended by the soils engineer, when authorized by the Architect/Engineer, will be based on unit prices established in the Contract Documents. d. Su rad : The undisturbed earth or the compacted soil layer immediately below granular subbase, drainage fill, or topsoil materials. e. Structure: Buildings, foundations, slabs, tanks, curbs, or other man-made stationary features occurring above or below ground surface. QUALITY ASSURANCE: 11 F 1. Codes and Standards: Perform work in compliance with applicable requirements r of governing authorities having jurisdiction. 2. Testing and Inspection Service: The Owner shall employ an independent testing laboratory to perform soil testing and inspection service for quality control testing during earthwork operations, including testing of controlled backfill of all exterior pipe trenching and utility trenching which occurs under the building. 3. Soils engineer of the testing agency shall be a registered engineer, geologist or his representative, subject to approval by the Architect/Engineer, regularly engaged in soils and foundation engineering with expertise in and full capability to do all material analysis and supervision of earthwork operation. The soils engineer or his representative shall be present on site sufficient time during grading, excavation and controlled fill placement to ensure compliance with these specifications. I 4. The applicable standards and specifications of the Virginia Department of Transportation apply to work of this section. I 02200-4 9541.1 1 SITE WORK DIVISION 2 5. The American Society of State Highway and Transportation Officials (AASHTO) standards listed apply to work of this section. 6. The American Society for Testing and Materials (ASTM) standards listed apply to work of this section. F. SUBMITTALS: 1. Test Reports: Submit the following reports, in duplicate, directly to Architect/Engineer from the testing services, with copy to the Owner and the Contractor: a. Test reports on borrow material. b. Verification of suitability of each footing subgrade material in accordance with specified requirements. C. Field reports; in -place soil density tests. d. One optimum moisture -maximum density curve for each type of soil used in the controlled fill. PART 2 - PRODUCTS A. SOIL MATERIALS: 1. Definitions: a. Satisfactory soil materials are defined as those complying with ASTM D 2487 soil classification groups GW, GP, GM, SM, SW, SP, and those deemed suitable by the soils engineer. The plasticity index should not exceed 25 and liquid limit should not exceed 50. b. Unsatisfactory soil materials are defined as those complying with ASTM D 2487 soil classification groups GC, SC, ML, MH, CL, CH, OL, OH, PT, and those deemed unsuitable by the soils engineer. C. Satisfactory soil materials shall be free of clay, rock or gravel larger than 2" in any dimension for backfill and controlled fill material and 6" in any dimension for fill material within 1 foot of subgrade and 12" in any dimension for fill material placed below a depth of one foot and shall be free of all debris, waste, frozen materials, vegetable and other deleterious matter, including mica or graphite in quantities which affect the quality of 02200-5 9541.1 SITE WORK DIVISION 2 the soil to the extent of rendering it unsuitable, in the judgement of the soils engineer. d. Capillary water barrier beneath slabs -on -grade and drainage fill shall consist of 6" of VDOT No. 68 coarse aggregate unless otherwise indicated. B. TOPSOIL: 1. Topsoil is to be free from organic material, rock or gravel larger than 2" in any dimension, debris, waste, frozen material, vegetable and other deleterious matter. C. PIPE BEDDING MATERIAL: 1. Virginia Department of Transportation crushed aggregate #21-A or #21-13, or as specified. D. INFIELD COVER MATERIAL: 1. Brick dust shall consist of fine material, 100% passing a No. 10 sieve, constructed from crushed clay brick. 2. Ball diamond mix shall consist of fine material, approximately 22 % silt and clay and 78 % sand. The analysis for the sizing of the components in the mixture is as follows: 1 millimeter or larger - maximum 25 % of mixture 1/8 to 1 millimeter - minimum 50% of mixture Smaller than 1/8 millimeter - Silt and Clay) PART 3 - EXECUTION A. GENERAL: minimum 22 % of mixture 1. The soils engineer employed by the Owner shall be on the site sufficient time during all excavation, filling and compaction operations to certify conformance with these specifications. The soils engineer shall make recommendations in the event that excavation activities encounter unusual or unsuitable site conditions, including but not limited to, unsuitable soil materials, rock, springs, and undesirable surface and subsurface drainage conditions. 02200-6 9541.1 SITE WORK DIVISION 2 2. Coordinate compaction requirement inspections with the soils engineer. 3. Remove and replace all controlled fill placed in the absence of the soils engineer at no additional cost to the Owner. B. EXCAVATION: i1. Excavation is unclassified and shall be bid as "earth," and includes excavation to subgrade elevations indicated, regardless of character of materials and obstructions encountered. a. Excavation includes excavation of pavements and other obstructions visible on ground surface; underground structures, utilities and other items indicated to be demolished and removed. 2. Excavation For Structures: a. Footings have been designed for a minimum bearing capacity of 2000 pounds per square foot. b. Conform to elevations and dimensions shown within a tolerance of plus or minus 0.10 foot , and extending a sufficient distance from footings and foundations to permit placing and removal of concrete formwork, installation of services, other construction, and for inspection. C. The soils engineer shall observe excavation for footings and foundations. g g The soils engineer may require some undercutting below indicated foundation elevations due to soft spots. Proofroll excavations with a loaded tandem -axle dump truck with a minimum weight of 15 tons or otherwise test the subgrade as directed by the soils engineer. Undercut areas that exhibit excessive pumping under proofrolling or other undesirable conditions in the opinion of the soils engineer and replace with controlled fill as specified under Paragraph E, CONTROLLED FILL. Adhere to the following criteria: 1) Do not leave footing excavations exposed to weather for any prolonged time. Cover and protect footing excavations from the elements. I 2) Provide true and straight footing excavations with uniform level bottoms of the width indicated to ensure proper placement and cover of all reinforcement. Remove all loose materials from the excavation prior to placement of concrete. 02200-7 9541.1 SITE WORK DIVISION 2 F1 3) Provide a minimum of 2'-6" from finished grade to bottom of all exterior wall footings. 4) Unless otherwise indicated, center footings on columns, walls, or piers above. 5) Footings which support concrete masonry units may be stepped provided the vertical step does not exceed one-half of the horizontal distance between steps and horizontal distance between steps is not less than two feet. 6) If rock is encountered in a footing excavation, undercut it a minimum of 12" below the bottom of the footing and fill the resulting over -excavation with controlled fill. Compact as specified under paragraph E, CONTROLLED FILL. d. Replace unauthorized excavation as follows: 1) Under footings, foundation bases, or retaining walls, fill unauthorized excavation by extending indicated bottom elevation of footing or base to excavation bottom, without altering required top elevation. Such excavation shall be filled with controlled fill as hereinafter specified. 2) In locations other than those above, backfill and compact unauthorized excavations as specified for authorized excavations of same classification, unless otherwise directed by the Architect/ Engineer. 5 LI 1 3. Excavation for Pavements: Cut surface under pavements to comply with cross - sections, elevations and grades as indicated. I 9 Trench Excavation for Pipes and Conduit: a. Excavate trenches to uniform width conforming to VDOT Standard UB-1, Type 2 for water and sanitary sewer piping, and to VDOT Standard PB-1 for storm drainage piping. For cables in conduit or pipes 2" diameter or smaller, trench shall conform to VDOT Standard UB-1, Type 1, except as specified in Division 16. b. Excavate trenches and conduit to depth indicated or required to establish indicated slope and invert elevations and to support bottom of pipe or conduit on undisturbed soil. Beyond building perimeter, excavate trenches to allow installation of top of pipe below frost line. 5 1 11 9541.1 1 SITE WORK DIVISION 2 1) Where rock is encountered, carry excavation 6 inches below required elevation and backfill with an 6-inch layer of bedding material prior to installation of pipe. 2) At each pipe joint, dig bell holes to relieve pipe bell of loads and to ensure continuous bearing of pipe barrel on bearing surface. C. Backfill trenches in accordance with the referenced standards to the compaction specified in paragraph CONTROLLED FILL. Where trenches occur under pavement, backfill completely with compacted bedding material. Otherwise, backfill with satisfactory material as specified in PART 2. 5. Stability of Excavations: a. General: Comply with local codes, ordinances, and requirements of agencies having jurisdiction. I b. Slope sides of excavations to comply with local codes and ordinances having jurisdiction. Shore and brace where sloping is not possible because of space restrictions or stability of material excavated. Maintain sides and slopes of excavations in safe condition until completion of backfilling. 6. Shoring and Bracing: a. Provide materials for shoring and bracing, such as sheet piling, uprights, stringers and cross -braces, in good serviceable condition. b. Establish requirements for trench shoring and bracing to comply with local codes and authorities having jurisdiction. C. Maintain shoring and bracing in excavations regardless of time period excavations will be open. Carry down shoring and bracing as excavations progress. d. Provide permanent steel piling or pressure -creosoted timber sheet piling wherever subsequent removal of sheet piling might permit lateral movement of soil under adjacent structures. Cut off tops a minimum of 2'6" below final grade and leave permanently in place. 7. Dewatering: a. Prevent surface water and subsurface or ground water from flowing into excavations and from flooding project site and surrounding area. I 02200-9 9541.1 SITE WORK DIVISION 2 b. Do not allow water to accumulate in excavations. Remove water to prevent softening of foundation bottoms, undercutting footings, and soil changes detrimental to stability of subgrades and foundations. Provide and maintain pumps, well points, sumps, suction and discharge lines, and other dewatering system components necessary to convey water away from excavations. C. Convey water removed from excavations and rain water to collecting or run-off areas. Establish and maintain temporary drainage ditches and other diversions outside excavation limits for each structure. Do not use trench excavations as temporary drainage ditches. 8. Material Storage: a. Stockpile satisfactory excavated materials where directed, until required for backfill or fill. Place, grade and shape stockpiles for proper drainage. b. Locate and retain soil materials away from edge of excavations. C. Dispose of excess soil material and waste materials as herein specified. 9. Cold Weather Protection: Protect excavated bottoms of all footings and trenches against freezing when atmospheric temperature is less than 35 degrees F (1 degree Q. d fl C. BACKFILLING: 1 1. Compact the backfill around the outside of all buildings to a minimum of 85 % of maximum dry density in accordance with ASTM D 698 (Standard Proctor). Do not allow heavy compaction equipment such as rollers, etc., closer to any footing than the horizontal distance subtended by a 45 degree angle with the top edge of the footing and the surface of the ground. 2. Do not backfill behind walls until permanent construction which braces the wall is in place or temporary bracing of the wall is properly installed. Complete the following items prior to backfilling: a. Acceptance of construction below finish grade including dampproofing. b. Inspection, testing, approval, and recording locations of underground utilities. C 11 02200-10 9541.1 SITE WORK DIVISION 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C. Removal of concrete formwork. d. Removal of trash and debris. D. GRADING: 1. General: Uniformly grade areas within limits of grading under this section, including adjacent transition areas. Smooth finished surface within specified tolerances, compact with uniform levels or slopes between points where elevations are shown, or between such points and existing grades. 2. Grading Outside Building Lines: Grade areas adjacent to building lines to drain away from structures and to prevent ponding. 3. Finish surfaces free from irregular surface changes, and as follows: a. Lawn or Unpaved Areas: Finish areas to receive topsoil to within not more than 1 inch above or below required subgrade elevations. b. Walks: Shape surface of areas under walks to line, grade and cross- section, with finish surface not more than 1 inch above or below required subgrade elevation. C. Pavements: Shape surface of areas under pavement to line, grade and cross-section, with finish surface not more than 1/2" above or below required subgrade elevation. 4. Grading Surface Under Building Slabs: Grade smooth and even, free of voids and to required elevations. Provide final grades within a tolerance of 1/2" when tested with a 10' straightedge. The soils engineer shall verify compaction by density testing where controlled fill is required under all building footings and slabs -on - grade. 5. Compaction: After grading, compact subgrade surfaces to the depth and indicated percentage of maximum or relative density for each area classification. 6. Topsoil: After grading, spread and rough grade top soil to a minimum depth of 4 inches in grassed areas and/or where required. 7. Protection of Graded Areas: a. Protect newly graded areas from traffic and erosion. Keep free of trash and debris. 02200-11 9541.1 SITE WORK DIVISION 2 E. b. Repair and re-establish grades in settled, eroded and rutted areas to specified tolerances. 8. Fine Grading: Grade site to finished grade as indicated by contours, elevations, and details. Protect site from traffic and weather until permanently stabilized with turf or landscaping. CONTROLLED FILL: 1. 2 General: Fill required to bring the site to the grades indicated shall be controlled fill as herein specified. Ground Surface Preparation: a. Remove vegetation, debris, unsatisfactory soil materials, obstructions, and deleterious materials from ground surface prior to placement of fills. Plow strip or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that fill material will bond with existing surface. b. When existing ground surface has a density less than that specified under Compaction" for particular area classification, break up ground surface, pulverize, moisture -condition to optimum moisture content, and compact to required percentage of maximum dry density, at the direction of the soils engineer. C. Prior to placement of any fill, proofroll the area upon which fill material is to be placed with a loaded tandem -axle dump truck with a minimum weight of 15 tons or otherwise test the subgrade as directed by the soils engineer. Make a minimum of two passes at right angles to each other. Undercut areas which exhibit excessive pumping or undesirable conditions in the opinion of the soils engineer and replace with controlled fill prior to placing any additional lifts on the area. d. If undercutting for footings is required due to unsuitable material, the minimum width of the undercut shall equal the sum of the depth of undercut plus the footing width. Bring undercut to subgrade by properly placed controlled fill. e. Fill undercuts which encounter groundwater with crusher -run stone or VDOT 21-A and bring to subgrade in controlled lifts. Comply with dewatering requirements of this section. 1 1 1 02200-12 9541.1 I I SITE WORK DIVISION 2 3. Placement of Fill Material: a. Place backfill and fill materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand -operated tampers. b. Before compaction, moisten or aerate each layer as necessary to provide moisture content to within 2% of optimum. Compact each layer to required percentage of maximum dry density for each area classification. Do not place fill material on surfaces that are muddy, frozen, or contain frost or ice. C. Control soil and fill compaction, providing minimum percentage of density specified for each area classification indicated herein. d. Percentage of Maximum Dry Density Requirements: Compact soil to not less than the following percentages of maximum dry density, in accordance 1 with ASTM D 698 (Standard Proctor): 1) Under foundations, future building slabs, sidewalks, and pavements compact each layer to 100 percent maximum dry density (Standard Proctor). L F, 2) Under lawn or unpaved areas, compact subgrade and each layer to 85 percent maximum dry density. e. Moisture Control: Where subgrade or layer of soil material must be moisture conditioned before compaction, uniformly apply water to surface of subgrade or layer of soil material. Apply water in minimum quantity as necessary to prevent free water from appearing on surface during or subsequent to compaction operations. 1) Remove and replace, or scarify and air dry, soil material that is too wet to permit compaction to specified density. 2) Stockpile or spread soil material that has been removed because it is too wet to permit compaction. Assist drying by discing, harrowing, or pulverizing until moisture content is reduced to a satisfactory value. 4. The soils engineer must laboratory test and approve all areas from which material will be obtained for the construction of controlled fill before construction of the fill may proceed. 1 02200-13 9541.1 5. SITE WORK DIVISION 2 Compaction, Supervision and Testing: a. The soils engineer shall continuously supervise all filling and compacting , operations so that he can certify that the fill was constructed in accordance with these specifications. The soils engineer shall ensure that the subgrade has been adequately prepared for filling, that acceptable quality and quantity of fill material is used in each lift, that the specified compaction is achieved in each lift, and that the proper size fill with proper slopes is built. The soils engineer shall certify compliance with these specifications by letter mailed to the Owner, with copy to the Architect/Engineer, upon completion of the compaction. b. Notify the soils engineer prior to starting excavation and/or construction on a controlled fill. Give ample lead time in order to facilitate coordination twiththesoilsengineer. Do not fill unless coordinated with the soils engineer. Remove and replace all fill constructed in the absence of the soils engineer at no additional cost to the Owner. C. Perform field density tests in accordance with ASTM D 2922, the nuclear method. Density and moisture gages shall be laboratory calibrated in accordance with ASTM D 2922 before beginning of work for each different type of material used for fill and at intervals as necessary to insure accurate readings. At the option of the soils engineer, tests may be done in accordance with ASTM D 1556, Sand -Cone method. d. The soils engineer shall direct the number and location of tests performed. Perform not less than one field density test for every 2,500 sq. ft. of area, but in no case fewer than four tests no further apart than 50 feet. In utility trenches, perform one test per 50 linear feet of trench per lift. e. When the tests indicate that the density of any layer of fill or portion thereof is below the required density, rescarify, moisten or dry that layer or portion thereof as required, and recompact until the specified density has been obtained as determined by field tests. f. Perform compaction with sheepsfoot rollers, vibratory rollers, pneumatic rollers, or any other type of roller or compaction equipment acceptable to the soils engineer. g. When filling operations are ceased due to weather (rain, freezing, snow, etc.), do not resume construction until the soils engineer or his representative has verified that the soil strength has not been adversely affected. If the soil strength has been decreased, rework or remove it prior to placement of another lift of material upon it. r 02200-14 9541.1 , SITE WORK DIVISION 2 F G. h. Ensure that the site is properly graded to permit adequate drainage during and after construction. Control all surface water which will hinder construction and/or the quality of the controlled fill. Water may be encountered which was not anticipated, at which time the soils engineer will make recommendations for its control. Meet or exceed these requirements prior to the soils engineer certifying the work. CERTIFICATIONS: 1. Certification of rough grading elevations by a registered civil engineer or land surveyor shall certify that the general grading has been completed and that the resulting grade elevations are in substantial conformity (not exceeding two -tenths of a foot) with the site grading plan. 2. The soils engineer shall submit certification of all controlled fill, subgrade, and trench backfill in writing to the Owner, with copy to the Architect/Engineer. DISPOSAL OF WASTE MATERIALS: 1. Remove waste materials, including unacceptable excavated material, trash and debris and dispose of off Owner's property. END OF SECTION 02200-15 9541.1 Report of Geotechnical Investigation JWHS RIDGE CAMPUS ATHLETIC FIELDS Frederick County, Virginia Triad Project No. G-1075 Submitted to Mr. Tom Sullivan, Administrative Assistant to the Superintendent Frederick County Public Schools P.O. Box 3508 Winchester, VA 22604 Prepared by Triad Engineering, Inc. P.O. Box 2397 200 Aviation Drive Winchester, VA 22604 July 9, 1996 13.0. 13ox 2,397 Wir1CheslCr, VA )2604 PI iorlc 5,10-667-9300 FAX 540-667-2260 July 9, 1996 Mr. Tom Sullivan, Administrative Assistant to the Superintendent Frederick County Public Schools P.O. Box 3508 Winchester, Virginia 22604 RE: Report of Geotechnical Investigation Planned JWHS Ridge Campus Athletic Fields Frederick County, Virginia 1 Triad Project No. G-1075 Dear Mr. Sullivan: Triad Engineering, Inc. has completed an evaluation of the subsurface conditions at the site planned for the new athletic fields at the JWHS Ridge Campus in Frederick County, Virginia. This report outlines the exploratory methods and findings and presents our conclusions and recommendations for construction of the project. SCOPE OF SERVICES Our services' were performed in general accordance with our written proposal dated June 18, 1996 and executed based on a purchase order provided by Frederick County Public Schools on June 20, 1996. The services for the project included drilling two (2) auger probes within the planned parking areas and eighteen (18) air -track probes within the planned athletic fields. Laboratory testing was performed in accordance with applicable ASTM and VTM standards. This report completes our scope of services for the project and includes the following: 1) A detailed discussion of the site geology and subsurface conditions encountered. 2) Detailed air -track probe logs with a Air -Track Probe Location Plan. 3) Site preparation and structural fill requirements. 4) Results of CBR testing and recommendations for preparation of subgrade for pavement construction. 5) Construction recommendations as they relate to the geotechnical aspects of the project. In cl I--:n inecrin,, Inc. Ivkuc_ iflovn • SI Alhmis • I oclnn Cfrcr;nslxucl Wuic,' •.:;Icr • I I,unsrmburcl West \'rtpnci I'r nn!,ylv,uuit `hrollwl Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 2 Our scope of services did not include surveying, geophysical studies, environmental site assessment, structural design, quantity and cost estimates and inspection and testing services. SITE DESCRIPTION The project site is located on the north side of Frederick County Route 739, east of the existing JWHS Ridge Campus. Specifically, the planned athletic fields and additional parking area are located adjacent to the existing Apple Pie Ridge Elementary School. A site location map is included as Plate A-1 in Appendix A. The site for the planned athletic fields generally consists of gently to moderately sloping terrain that is grass covered to the east and partially wooded with thick underbrush to the west. Numerous rock outcrops were observed in the vicinity of probes P-11 through P-18. The area planned for the additional pavement section is relatively flat and covered with isolated areas of asphalt, base stone and grass. PROTECT DESCRIPTION A site plan, dated April 10, 1996, was developed by Mills, Oliver and Webb. A partial copy of this plan which shows the proposed locations of the athletic fields and pavement areas is included as Plate A-2. Also, this plan shows the approximate location of each air -track and auger probe. We understand that the project will involve construction of an additional paved parking area, a soccer field and a new baseball field immediately adjacent to the existing Apple Pie Ridge Elementary School. The fields will be constructed by both cut and fill, with the majority of the excavation being performed in the northwestern corner of the soccer field. According to the provided site plan, 'existing grades within the site generally range from 825 to 912. Based on the existing and proposed grades, maximum excavations will be approximately 20 feet and maximum fills will be approximately 15 feet. GEOLOGIC SETTING General A review of the Geologic Map of Frederick County, Virginia indicated that the project site is located within the Valley and Ridge Physiographic Region. The project site is generally I 1 LI I I Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 3 underlain by the Conococheague Formation of Cambrian age. The Conococheague Formation generally consists of algal limestone with interbedded aphanitic limestone and dolomite. Siliceous and dolomitic laminations are common. The lower portion contains oolites, intraformational conglomerates and stromatolite structures. Minor sandy beds occur throughout. Residual overburden soil weathered from the parent carbonate rock generally consists of low to high plasticity silt, silty clay, and clayey silt with various amounts of sand and rock fragments. The carbonate rock formation at the site is moderately solution -prone, highly calcareous and weathers differentially to produce a pinnacled or "sawtooth" top of rock profile. The degree of weathering or solutioning within the bedrock is controlled by joint orientation and frequency. Where joints intersect or are highly fractured, subsequent solutioning is intensified creating low areas and seams that are generally filled with residual clay soils. Conversely, more competent high areas represent slightly to non -fractured rock units that are often coarse grained and only slightly solution prone. Development in Karst Areas Karst terrain is characterized by topographic features such as sinkholes, caves, internal drainage and lack of surface streams. These features are the result of the dissolution of soluble bedrock, such as limestone or dolomite, by groundwater and/or infiltration of surface water. As groundwater enters fractures and bedding planes in soluble bedrock, it slowly dissolves the rock and enlarges the fractures. This results in the formation of solution channels or underground streams or ravines. Sinkholes are created by the subsidence of unconsolidated materials (soils) into underlying voids such as solution channelsIorcaves. Usually, subsidence occurs slowly and steadily over geologic time. Many sinkholes, however, are caused by a sudden collapse of a solution cave when the roof of the cave becomes too thin to support the overburden materials. Sinkholes recently created by such a collapse can usually be identified by the presence of freshly broken rock outcrops around the rim or throat of the sinkhole. Currently, the site consists of gently to moderately sloping terrain. Based on our observations within the project site and review of the V.S.G.S. quadrangle map, no apparent depressed areas were observed within the specific project site. It is important to i note, however, that there will always be some risk that an owner must accept when developing in karst areas. These risks can include groundwater contamination, subsidence and flooding. In all i_l Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 4 these instances, water is the primary cause of the problem. Therefore, implementing proper site drainage both during and after construction can help significantly reduce this risk. The level of these risks, however, can not be clearly defined since they are partially controlled by nature. Detailed investigations, such as a geophysical study combined with additional drilling work can be performed to help better define these risks, if desired. SUBSURFACE EXPLORATION AND CONDITIONS The subsurface conditions at the project site were evaluated by drilling two (2) auger probes within the planned pavement area and eighteen (18) air -track probes within the planned athletic fields. The probe locations were selected by Mills, Oliver & Webb and were located in the field by Marsh and Legge Land Surveyors. The ground surface elevations of the probes were also provided by Marsh and Legge. The approximate locations of the probes are shown on Plate A-2. In summary, hard limestone was encountered in eleven (11) of the eighteen (18) air -track -probes at levels ranging from the surface to approximately 16 feet below the ground surface. Numerous soil seams were encountered below the hard limestone in the majority of the probes. The residual soil encountered in the probes was classified in the field as clayey silt and silty clay with various amounts of sand and rock fragments. A geotechnical engineer from our office was present full-time during the drilling operations to direct the drill crews, log all recovered soil samples, and observe groundwater and rock conditions. Descriptions of materials encountered in the probes are contained in Appendix B on the air -track probe logs. In addition, Plate B-1 contains a description of the classification system and terminology utilized. All probes were dry during and after completion of the drilling operations. It is emphasized that groundwater levels can vary during prolonged periods of rain and they are typically a function of seasonal and climatic conditions which may not have been evident at the time measurements were made. LABORATORY TESTING Laboratory tests were performed in accordance with appropriate ASTM Standard test methods. Detailed results of the laboratory tests are contained in Appendix C. A summary of the test results is presented below. L fl F I Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 5 1) Two (2) Atterberg Limits tests performed on the CBR bulk samples indicated liquid limits of 36 and 52 with plasticityindicesof17and32, respectively. 2) Two (2) sieve analyses with washed No. 200 sieve tests performed on these samples indicated that approximately 79 to 86 percent of the soil passed the No. 200 sieve. Based on the Unified Soil Classification System, the samples were classified as a medium plasticity silty clay (CL) and a high plasticity silty clay (CH) . 3) Two (2) CBR tests indicated CBR values of 4.0 and 4.8 percent in a soaked condition for specimens compacted to approximately100percentofthelaboratorymaximumdrydensityofthe Standard Proctor method. CONSTRUCTION .RECOMMENDATIONS Site Preparation All topsoil and unsuitable materials should be completelyremovedwithinthelimitsoftheplannedpavementandcontrolled fill areas. After removal of the unsuitable surface soils and anyadditionalexcavationthatisrequiredfortheproject, subgrade areas should be proof -rolled with approved construction equipment to help further density the subgrade and to locate any isolated soft spots or areas of excessive "pumping" which are too wet for controlled fill construction. Any soft/wet areas should be either scarified, air-dried to a sufficient moisture content and re - compacted prior to fill placement or they should be excavated and removed to the level of stable soils. The exposed subgrade should be inspected and tested by the geotechnical engineer of record. We believe that proper storm water management control and site grading will help prevent ponding of water, softening of surface soils and help reduce the potential for additional undercutting inthelow-lying and/or otherwise unsuitable areas. Therefore, it will be very important that proper storm water management control be developed during the initial stages of construction. Cut Areas As indicated in previous sections of this report, the I' carbonate bedrock present beneath the site generally weathers differentially to produce a very irregular top of rock profile. Consequently, it is quite impossible to predict where rock will be encountered at locations between specific exploration points. In general, the residual soils present can be excavated with Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 6 conventional earth moving equipment such as backhoes, pans and tracked loaders. Decomposed rock encountered can possibly be removed to a limited extent with a ripper. However, hard bedrock or large boulders will require blasting or hoe -ram chipping for effective removal. Based on our site observations, rock outcrops were observed within the majority of the planned cut areas. Therefore, we anticipate that an appreciable amount of hard rock will be encountered in some of the cut areas of the site, and blasting will be required to effectively remove the hard rock. Blasting should be performed in a safe and controlled manner to prevent any damage to nearby structures, and all blasting operations should be performed in accordance with local and state regulations. Controlled Fill Satisfactory Soils On -site residual materials excavated from cut areas can generally be used for fill provided that compaction criteria are strictly maintained. The medium to high plasticity soils are relatively sensitive to moisture fluctuations and typically can be effectively placed and compacted only duringdrierseasons. Use of these soils during wet or rainy seasons is often futile due to the time and effort required to dry the material to achieve adequate compaction. Fill materials should not contain any debris, waste, or frozen materials and they should contain less than two (2) J percent vegetation -organic materials by weight. Also, J materials classified as OL, OH, or Pt are not suitable for use as structural fill. Blasted or "shot" limestone rock can be utilized for fill provided that certain construction procedures are observed. These procedures include maintaining the maximum particle size of the rock, prohibiting nesting of boulders, and mixing sufficient amounts of soil fines with the rock to fill in open voids between the rock particles. In summary, satisfactory materials placed within the top one (1) foot of subgrade for both the athletic fields and the pavement subgrade should be free of rock or gravel larger than six (6) inches in anydimension. Satisfactory materials placed below a depth of one 1) foot in the athletic fields and the pavement area should be free of rock or gravel larger than twelve (12) inches in any dimension. Representative samples of the fill material should be obtained by the testing laboratory one week prior to LI J Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 7 placement of that material to allow time for completion of the necessary laboratory tests. Placement and Compaction Before compaction, each layer should be moistened or aerated as necessary to obtain the required compaction. Each layer should be compacted to the required percentage of maximum dry density. Fill should not be placed on surfaces that are muddy or frozen, or have not been approved by testing and/or proof -rolling. Free water should be prevented from appearing on the surface during or subsequent to compaction operations. Soil material which is removed because it is too wet to permit proper compaction can be stockpiled, or spread and allowed to dry. Drying can be facilitated by discing or harrowing until the moisture content is reduced to an acceptable level. When the soil is too dry, water should be applied uniformly to the subgrade surface or to the layer to be compacted. All fill material compacted by heavy compaction equipment should be placed in maximum 12-inch loose lifts. All fill material compacted by hand -operated tampers or light compaction equipment should be placed in maximum 6-inch loose lifts. Fill placed within the top one (1) foot of the pavement subgrade should be compacted to not less than 100 percent of the maximum dry density as determined by ASTM D 698. Fill placed below the top one (1) foot of pavement subgrade and within the planned athletic fields should be compacted to not I' less than 95 percent of the maximum dry density as determined by ASTM D 698. The moisture content of the soils should be at or within two-(2) percentage points of their optimum moisture content. In areas where mixtures of shot rock and clay fill are placed, a minimum number of passes with compaction equipment should be established during construction, and all areas should be proofrolled with approved equipment for acceptance of compaction where density tests can not feasibly be performed. All fill pad areas should be sufficiently sloped and properly sealed with a smooth drum roller at the end of each work day. These measures should help reduce delays and reworking of existing fill materials created from adverse weather conditions. Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 8 Pavement Subgrade and Construction Two bulk soil samples were collected from the auger probes performed within the proposed parking area for laboratory CBR testing. The bulk samples were identified as samples S-1 (CBR-1) and S-2 (CBR-2) on the laboratory summary included in Appendix C. The results of the California Bearing Ratio (CBR) tests on the potential subgrade material indicated CBR values of 4.0 and 4.8 percent in a soaked condition and compacted to approximately 100 percent of the maximum dry density of the Standard Proctor (ASTM D 698) . Therefore, based on the test results and our past experience with similar limestone derived soils, we recommend that a CBR value of 3.0 percent be utilized for flexible pavement design. Drainage ditches and/or inlets should be constructed for the l access roads and parking areas to maintain drainage and divert runoff away from the pavement subgrade. Also, it is very important that proper sloping of the pavement subgrade be performed during construction to help maintain proper drainage after construction. Hard rock which may be encountered in some of the pavement area excavations should be over excavated to the level of the bottom of the pavement section (i.e. the bottom of the aggregate base material) . . Final pavement subgrade soils should be proof -rolled with approved construction equipment immediately prior 'to placement of base stone in order to help density the existing soils and to help locate any "pumping" areas that may exist. Wet/unstable soils encountered at the subgrade level should be either scarified, aerated and re -compacted or should be removed and replaced with suitable fill materials. It is very important that placement of both the base stone and asphaltic concrete be conducted immediately after final subgrade approval has been obtained due to the potential for softening from adverse weather conditions. In addition, heavy construction traffic should be limited from travelling across approved final subgrade areas that have been subjected to adverse weather conditions in order to help maintain a stable subgrade prior to pavement construction. Construction Monitorinc7 We recommend that the geotechnical engineering firm of record, Triad Engineering, be retained to monitor the construction activities to verify that the field conditions are consistent with the findings of the investigation. If significant variations are encountered, or if the design is altered, we should be notified. I 1 L Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 9 The geotechnical engineer of record should provide personnel full-time to: 1 1) observe and approve proof -rolling operations of original subgrade materials prior to initial foundation construction. t 2) monitor and test subgrade and soil layers before, during, and after fill placement. Field density tests should be performed in accordance with ASTM D 2922 (nuclear method) . At least two 2) field density tests should be performed for each lift of fill placed to confirm the required soil compaction. LIMITATIONS This report has been prepared for the exclusive use of Frederick County Public Schools and their design team for specific application to the proposed Athletic Fields and Additional Pavement areas at the existing JWHS Ridge Campus in Frederick County, Virginia. This report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranty, either expressed or implied, is applicable to this project. The analysis and recommendations submitted in this report are based in part upon the data obtained from the air -track and auger probes. Variations in the top of rock can be anticipated between exploration points due to the karst geology at the site. The nature and -extent of variations between the probes may not become evident until construction. if variations then appear evident, it may be necessary to re-evaluate the recommendations presented herein. Similarly, in the event that any changes in the assumed design or location of the facilities are planned, the conclusions and recommendations contained herein should not be considered valid unless we have been given the opportunity to review changes. Identification of soils have been conducted in accordance with recognized standards. The strata lines on the probe logs represent the approximate changes between materials. Changes in these materials can be gradual and variable between probe locations. It is recommended that we be provided the opportunity for a general review of the final design and specifications in order that earthwork recommendations may be properly interpreted and implemented. If we are not accorded the privilege of making this review, we can assume no responsibility for misinterpretation of our recommendations. It is suggested that we be retained to provide continuous soil engineering services during the excavation and fill construction phases of the work. This is to observe Frederick County Public Schools RE: Triad Project No. G-1075 July 9, 1996 Page 10 compliance with the design concepts, specifications and/or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to construction. We appreciate the opportunity to provide our services duringthedesignphaseoftheproject. If you have any questions regarding this report or require additional information, please do not hesitate to contact us. v RAINUY L. M0UL10N s> 1 No_Y q .019214 Sincerely, TRI ENGINEERING NC. rad A. e old .I.T. Project Engineer Ra L. Moulton, P.E. e President Attachments: Appendix A - ILLUSTRATIONS Appendix B - FIELD EXPLORATION Appendix C - LABORATORY TESTING F11 P Appendix A ILLUSTRATIONS I Fl, 0 _ ,I :. = .> - , , ' off.;" _ : . I _ .;i. gym;, ,;-' i \ . 51 biAln ,,` - 1' li^ ;; I a 1` APPROXIMATE- SITE if , ' \I LOCATION IBM897 l\ \\, -,` II _ .\jyile'Pic (yl - I I:i J/ 1', ,•; - ) r.r E • .u•' James 'o i •111; I i - / '•.I 1 994. - \ - 1/ ?' "•` it \ /. 7•il„''"•= r . \\'^ fir,'-_.n / ../ —l' . P - ~• . vim :/ 7— - ... ,.l •.:a•1" / , 0 •: z moo •1 725. r 7 Councc}} 'r ter• 5 v ,' \\./,1 1) r _ . • ,; _ r,'• q - _ : Jrligh(Sch •;;k—.f U--:,, ae7r _ 6. 2 00ff yi :`;• '" •' ="'-) `..— .;r '" / /fir all LAY 1' •.%,.•=: •I:.%Y.., .,\(.'-.',ie:'= . ,r /r, SCALE 1:24000 1 0 1 MILE 1000 0 1000 2000 3000 4000 5000 6000 7000 FEET 1 5 0 1 KILOMETER CONTOUR INTERVAL 10 FEET NATIONAL GEODETIC VERTICAL DATUM OF 1929 WINCHESTER, VA. 39078-B2-TF-024 VIRGINIA , - 1966 QUADRANGLE LOCATION PHOTOREVISED 1987 DMA 5362 II NW -SERIES V834 PLATE NO. SITE LOCATION PLAN A-1 IL P-16 -` - P-171 89 P_11 - - - — -- P-12 - - _ P-13 L P-14dl- o ` P-15 86v - r r P-6 P-7 P-8 _ - -i . P-9 _ _ _` P-10 . r . 75 - __ - EL= P-1 P-2 P-3 - _ ,, P4 - - P-5 c r i 45 PARK1' ACES I CBR-1 /CBR-2 f NOTES: 1) Base plan taken from Preliminary Plan - Scheme C by Mills, Oliver & Webb, Inc. 2) Scale: 1" = 40' LEGEND: Approximate location of air track probe. Approximate location of auger probe for CBR sample. AIR TRACK PROBE LOCATION PLAN I I PLATE NO. L lio I A-2 F Appendix B FIELD EXPLORATION I iJ F I FIELD EXPLORATION The subsurface conditions at the site were investigated by drilling two (2) auger probes and eighteen (18) air -track -probes. The auger probes were drilled utilizing a truck mounted B-52 drill rig and the air -track -probes were drilled with an ECM-370 Hydratrac drill rig subcontracted from Buckley-Leges. The field exploration was supervised by a geotechnical engineer from our office. The method utilized to classify the soils is defined in Plate B-1, Soils Classification System. 1 F 1 7 1 TRIAD ENGINEERING, INC. KEY TO IDENTIFICATION OF SOIL SAMPLES The material descriptions on the logs indicate the visual identification of the soils recovered from the exploration and are based on the following criteria. Major soil components are designated by capital letters and minor components are described by terms indicating the percentage by weight of each component. Unified Soil classifications Symbols are used only when lab tests have been performed. Standard Penetration Testing (SPT) and sampling was conducted in accordance with ASTM D 1586. N-Values in blows per foot are used to describe the RELATIVE DENSITY of Coarse -grained Soils or the CONSISTENCY of Fine- grained Soils. The MAJOR components constitute more MINOR components have than 500 of sample and have the the following percentage following size designation. designation. COMPONENT PARTICLE SIZE ADJECTIVE PERCENT Boulders 12 inches plus 'land" 35 - 50 Cobbles 3 to 12 inches 'rsome" 20 - 35 Gravel -coarse 314 to 3 inches "little" 10 - 20 fine #4 to 314 inch 'ltrace" 0 - 10 Sand -coarse #10 to #4 medium yr40 to r10 fine #200 to #40 Silt or Clay Minus #200 (Fine-grained Soil) RELATIVE DENSITY CONSISTENCY Term N-Value Term N-Value Very Loose 0 to 4 Very Soft 0 to 2 Loose 5 to 10 Soft 3 to 4 Medium Dense 11 to 30 Medium Stiff 5 to 8 Dense 31 to 50 Stiff 9 to 15 Very Dense over 50 Very Stiff 16 to 30 Hard over 30 SOIL PLASTICITY PLASTICITY INDEX MOISTURE DESCRIPTION none 0 Dry - Dusty, dry to the touch slight 1 to 5 low 6 to 10 Moist - Damp but no visible medium 11 to 20 water high 20 to 40 very hi gh over 40 Wet - Visible free water PLATE B-1 LSOIL CLASSIFICATION SYSTEM I I 1 LI 1 I 1 TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 1 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Tbp of Hole Elev.: 853.40 Designation of Drill: Hydro -''back ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Ccopletion FC/FSDTELEV DEPTH GDOLOGIC DESCRIPTION 1 Orange - tan clayey SILT, moist. 2 3 4 5 6 7 8 Blue - gray hard LIMESTONE. 9 10 PROBE TERMINATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Job Number: G-1075 TRIAD ENGINEERING, INC. AM TRACK PROBE LOG Probe Number: P - 2 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 854.45 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During DrillingGroundwaterElev.: Dry At Completion PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 2 Tan -brown clayey SILT, moist. 3 4 5 6 7 8 9 10 PROBE TEWINATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 L1 TRIAD ENGINEERING, INC. i r F i I Job Number: G-1075 AIR TRACK PROBE DOG Probe Number: P - 3 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 856.41 Designation of Drill: Hydro -'Lack EC14-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Completion PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 2 Tan -orange clayey SILT, moist. 3 4 5 6 7 8 Very moist. 9 10 PROBE AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS* TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE IDG Probe Number: P - 4 Client: Frederick County Public Schools Total Depth of Hole: 10.0 Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6127196 Location: Frederick Co., VA Top of Hole Elev.: 859.18 Designation of Drill: Hydro -.'rack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Ccupletion PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 Tan -brown clayey SILT, moist. 2 3 4 5 6 7 8 9 10 PROBE 712MI,TED AT 10.0 FEEL' 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 I I 1 1 I 1 1 TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 5 Client: Frederick County Public Schools Total Depth of Hole: 10.O Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top.of Hole Elev.: 862.95 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During DrillingDrilling Groundwater Elev.: Dry At PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 Tan -brown clayey SILT, moist. 2 3 4 5 6 7 8 9 10 PROBE TE241NATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS: Job Number: G-1075 TRIAD ENGINEERING, INC. AIR rMCK PROBE LOG Probe Number: P - 6 Client: Frederick County Public Schools Total Depth of Hole: 10.0 Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 860.10 Designation of Drill: Hydro -Track BCM-370 Grater Elev.: Dry During DrillingGroinaterElev.: Dry At Ccdpletion PFNETC/FT. SE ELEV DEPTH GBDLOGIC DESCRIPTION 1 Blue -gray hard T;rAEE. 2 3 4 5 6 7 8 Soil seam from 6.0 feet to 10.0 feet. 9 10 PROBE AT 10.0 FELT 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS: Initial probe drilled at location indicated 10.5 feet with soil. Offset 1.5 feet onto surface rock for layered probe. ENGINEERING, TRIAD INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 7 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 861.07 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During DrillingGroundwaterElev.: Dry At Ccupletion PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 Tan -brown clayey SILT, moist. 2 3 Blue -gray LSMES`InNE. 4 5 6 7 Soil seam from 7.0 feet to 10.0 feet. 8 9 10 PROBE TER41NATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 I' J 28 29 I 30 REMARKS: TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG probe Number: P - 8 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 862.45 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During DrillingGroundwaterElev.: Dry At Coftipleti.on PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 Blue -gray LIMESTONE. 2 Soil seam. 3 4 I,I IESTONE. 5 6 7 8 9 Soil seam. 10 PROBE T IZED0 ED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 r7i'lls 1 TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 9 1 I Client: Frederick County Public SchooUF Total Depth of Hole: 16.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 865.64 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During DrillingGroundwaterElev.: Dry At Completion PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 Tan -brown clayey SILT, moist. 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Rock at 16.0 feet. 16 17 PROBE TIIRM ED AT 16.0 FEET 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS: : TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 10 Client: Frederick County Public Schools Total Depth of Hole: 20.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 870.70 Designation of Drill: Hydro -crack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Completion PENET. SEC/FT ELEV DEPTH GEOU GIC DESCRIPTION 1 Tan -brown clayey SILT, moist to very moist. 2 3 4 5 Blue -gray LU4E E. 6 7 8 9 Soil. 10 11 12 13 14 15 Soft i UAESTONE. 16 17 Soil seam from 17.0 feet to 18.0 feet. 18 Rock from 18.0 feet to 20.0 feet. 19 20 ATF31PROBETFRMTNAT 20.0 FEET 21 22 23 24 25 26 27 28 29 30 RIWMR S : ENGINEERING, INC. TRIAD Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 11 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 872.43 Designation of Drill: Hydro-J.Prack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Completion PENET. SEC/FT ELLU DEPTH GEOLOGIC DESCRIPTION i 1 Tin -orange clayey SILT, moist. 2 3 4 5 6 7 8 Blue -gray LIMESTONE. 9 10 PROBE TEi7NiLNATF.D AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 r 28 29 30 F:F3 IRICS TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG probe Nwnber: P - 12 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96. Location: Frederick Co., VA Top of Hole Elev.: 874.23 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During DrillingGroundwaterElev.: Dry At Ccenpletion PEKET. SEC/FT ELEV D= GEDLOGIC DESCR TON Tan -brown clayey SILT, moist. 1 2 Small rock at 2.0 feet to 2.5 feet. 3 4 5 6 Soft weathered rock from 6.5 feet to 8.0 feet. 7 8 Blue -gray LMFSDDN % 9 10 PROBE TEF44INATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS: Rock outcrop located 3.0 feet north of probe. TRIAD ENGINEERING, INC. I I 1 1 r, 1 it it I i Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 13 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 876.90 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Conpletion PENET. SEC/FT ELEV DEPTH GEDLCGIC DESCRIPTION 1 Tan -brawn clayey SILT, moist. 2 3 4 5 6 7 8 9 10 PROBE TERMI1,UTID AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Rom: TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 14 Client: Frederick County Public Schools Total Depth of Hole: 15.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 885.26 Designation of Drill: Hydro -Tack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Corrpletion PENET. SBC/FT ELEV DEPTH GFbIOGIC DESCRIPTION 1 2 Blue -gray LIMESTONE on surface. 3 4 Soil from 4.0 feet to 5.0.. feet. 5 6 7 8 Sbil from 8.0 feet to 10.0 feet. 9 10 11 12 13 14 15 PROBE TERMI1V= AT 15.0 FEET 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 RFNiP,RIGS : Located 1.0 foot east of rock outcrop. L I i 1 1 1 I 1 1 7 TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE DOG Probe Number: P - 15 Client: Frederick County Public Schools Total Depth of Hole: 20.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 890.80 Designation of Drill: Hydro-Irrack ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Completion PENET. SEC/FT ELEV DEPriI-I GEOLOGIC DESCRIPTION 1 2 Tan -brown clayey SILT, moist. 3 4 5 6 7 8 9 10 11 Very moist. 12 13 14 Blue -gray LIMESTONE. 15 16 17 18 19 20 PROBE TE ATED AT 20.0 21 FEET 22 23 24 25 26 27 28 29 30 REMARKS: TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 16 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 891.87 Designation of Drill: Hydro -Track EC14-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Ccanpletion PEMET. SEC/FT MW DEPTH GEOLOGIC DESCI2]=0N 1 Tan -brown clayey SILT, moist to very moist. 2 3 4 5 6 E' Blue -gray LUSTONE. 7 Soil from 6.0 feet to 10.0 feet. 8 9 10 PROBE TEIU41NATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REP'iARKS TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 17 Client: Frederick County Public Schools Total Depth of Hole: 10.0' Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 898.55 Designation of Drill: Hydro -Track ECM-370 Groundwater Elev.: Dry During Drilling Groundwater Elev.: Dry At Ccampletion PENET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIP ON 1 Tan -brawn clayey SILT, moist. 2 3 4 5 6 7 Very moist and soft. 8 9 10 PROBE TER14INATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS: TRIAD ENGINEERING, INC. Job Number: G-1075 AIR TRACK PROBE LOG Probe Number: P - 18 Client: Frederick County Public Schools Total Depth of Hole: 10.0 Sheet 1 of 1 Project: James Wood H.S. Athletic Fields Date Drilled: 6/27/96 Location: Frederick Co., VA Top of Hole Elev.: 904.83 Designation of Drill: Hydro -Track EC14-370 Groundwater Elev.: Dry During DrillingGroundwaterElev.: Dry At Completion PEdET. SEC/FT ELEV DEPTH GEOLOGIC DESCRIPTION 1 Tan -brown clayey SILT, moist. 2 3 4 5 6 7 8 9 Very moist and soft. 10 PROBE TERMINATED AT 10.0 FEET 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 REMARKS: li I I Appendix C LABORATORY TESTING iJ 1 1 I LABORATORY TESTING The soil samples obtained from the drilling operations were visually classified in the field by an engineering geologist from Triad. The recovered soils were further evaluated by laboratorytesting. Laboratory soil tests were conducted in accordance with applicable ASTM Standards as listed below: 1) Atterberg Limits tests, consisting of the liquid limit, plastic limit, and plasticity index were performed in accordance with ASTM D 4318. 2) Sieve analyses with a No. 200 wash sieve tests were performed in accordance with ASTM D 422. 3) A Standard Proctor compaction test was performed in accordance with VTM-1. 4) A California Bearing Ratio test was performed in accordance with VTM-8. 1 Results of the tests are included on the following pages of this appendix. I 11 11 I TRIAD ENGINEERING, INC. SOIL DATA SUMMARY SAMPLE ID. SHMPL.E DEP I H ft, SAMPLE TYPE NATURAL MOISTURE Y) ATTERBERG LIMITS LL PL JPI GRADATION x x Y gravel sand fines USCS SOIL CLASS, PROCTOR MAX, DO OPT, M pcf) (X) ADD I T 1 Oh1AL TESTS COhluUCTED S-1 S-2 0-5 0-5 Bulk Bulk 36 52 19 20 17 32 3 3 18 11 79 86 CL CH 102.5 106.5 23 18.5 California Bearing Ratio California Bearin Ratio NOTES; 1) So I tests performed n accordance PROJECT NUMBER C-1075 wl th recogn zed ASTM or .VTM testing PROJECT NAME JWHS ATHLETIC FIELDS_______ Standards. PROJECT LOCATION Frederick _C_o_ . , VA DATE 715196 2) SS - Sp I i t Spoon UD -- Uin, d, s t u r b e d PLATE NO, C-1 _ MOM emon iem U.S. STANDARD SIEVE OPENING IN INCITES U.S. STANDARD SIEVE NUMBERS C A , 9 ,ti , 3i 1s, 3i -4 a A A in m ua 7n -in An rn 7n inn tan 200 HYDROMETER 10C 9C sc 7C Lu c 6C m w 5C Z LL N w 4C U m IL 3C 2C 10 0 5 IN, in 11 JOE= I Ell 111mmIIin 0 1 INN I I INNONIIIINN I mmm 11110111 GRAIN SIZE — mm. a 10 20 30 = C7 w to 3 r m w 0 to cc Q O U i 0 F- Z w U cc 0 wa o 0 0 1 LL COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE I COARSE MEDIUM FINE BOR I Ply; OH iWPI_F IdO, ELEV, OR DEPTH (ft) SAMPLE DESCRIPTION GRAVEL SAND FINES NAT, M LL PL PI U, S. C, S. SYMBOL S-2 0-5 Tan -brown silty CLAY, trace gravel, 3 11 86 52 20 32 CH l.Etle sand. I I-i I HD P r 0 j e c t No , JWHS ATHLETIC FIELDS C-1075 Frederick Co., VA GRAIN SIZE ANALYSIS fE S T REPORT P l a t e C-3 MEMO mewl mom Ll MEEK\ OLIN LIN 1. • .. _ 111 E MEN EEMOM HIM E ENE ViE"U'll IS 11 1 Mom HE ONE UN EEName ON IN IS m m : • EIENN! lNNNENE\. • 0 E. E WEIMME NNNEN EEX'S.+ a: OMEN= 0 No OEM ME No mom 11No nomom E ENENNNEEIIVE NONE C. oMONOo.. MEN Ull MEN VON NONE mom E NENNMEEE Em.. OMEN NE NE ENE\\ll ENE N EENMom EE MONO Emom E ENE MEN mom NOON NNNMEENNNNNEoEENEus\ NEEEENEEEEE\.s NEONNEEEEOEN\\ mom NO EEEE EN EN\.IVIN NOON NE NNNE E EE EMINIVE SEEN NENNNNEENENENNNN\N\\ NEE ENmom EEMEN NNENN Emom ENEE ENN\.\ N mom E N N:P NNNEOMONONNNEENEEMMAME\ momNNEmomNo No NNmom N EE EE rA M N EE NNENENEENENEEN E FTEENNNNN. NEEEMEMOONE mom OMEN IN NEEE.E NNIN EONEEENENEENNVAEEENNNE. EENNEEMOVANNNNEE EMOMEENNEENEE.EE/!E ENENN ENNNENNNNNNNmomNNE EE N OEOE EEWINN E NEE\\44, NEMENEEEmomO mom EONN E EI/E O ENON ENNEEEN NEEN/1 E NNNENNENNENN\K%. ENNENENNENENENNNENENNNNENEEENNEC. NNENEENNENNONENNNNENNEEE10=4. G w GALIFORN=A BEAR=NG RATIO TEST REP'OFRT PROJECT SOIL NO: S-1 DATE: 715196 SAMPLE DESCRIPTION: Tan -brown silty CLAY, trace gravel, little sand LOCATION SAMPLED: Auger Probes — ELEVATION OR DEPTH (ft): 0-5 TEST METHOD: VTM-8 250 — L 0 200 - A D 0 N 150 - P I S T 100 - I 0 N p 50 - s i r 0_ 5 F- 3 inches) 0 1 PENETRATION 2 4 1) SAMPLE CONDITION: • UNSOAKED o SOAKED DRY DENSITY (pcf) : 102.4t Before: 102.5 _ After: 102.2 MOISTURE CONTENT (%): 23.1t Before: 23.1 Avg. After: 23.9 SURCHARGE WEIGHT (lb): 10 10 5) SWELL.(%): Not Applicable 0.25 t) LOAD INCREASES (lb): a) 0 to 0.1" 181 b) 0.05 to 0.15" 89 c) 0.1 to 0.2" 56 LARGEST LOAD INCREASE (l b) : 181 120 99 87 120 CORRECTED CBR (%) : 6.0 4.0 TRIAD Project No. G-1075 JWIIS AT'fILCITC FIELDS Frederick Co., VA CALIFORNIA BEARING RATIO TEST REPORT Plate C-6 IP CAL=PORN2A E3EARX"C RA -IF =O TEST REPORT PROJECT SOIL NO: S-2 DATE: 715196 SAMPLE DESCRIPTION: Tan -brown silty CLAY, trace gravel, little sand LOCATION SAMPLED: Auger Probes ELEVATION OR DEPTH (ft): —0-5 TEST METHOD: VTM-8 500 — L 0 400 - A D 0 N 300 _ P I S T 200 _ I O N p 100 _ s 5 i X I I t- I I J 0 .1 PENETRATION 2 3 inches) 4 1) SAMPLE CONDITION: UNSOAKED o SOAKED 2) DRY DENSITY (pcf) : 106.1 Before: After: 106.2 105.5 3) MOISTURE CONTENT (%): 18.8 Before: Avg. After: 18.8 24.2 4) SURCHARGE WEIGHT (lb): 10 70 5) SWELL (%): Not Applicable 0.68 6) LOAD INCREASES (lb): a) 0 to 0.1" 366 b) 0.05 to 0.15" 320— c) 0.1 to 0.2 " 233 LARGEST LOAD INCREASE (lb): 366 144 75 63 144 7) CORRECTED CBR (%) : TRIAD Project No. G-1075 12.2 JWHS ATHLETIC FIELDS Frederick Co., VA 4.8 CALIFORNIA BEARING Plate RATIO TEST REPORT C-7 1 I F1 S I I SITE WORK DIVISION 2 SECTION 02270 - EROSION CONTROL PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Erosion control devices as noted on drawings. b. Removal of temporary erosion control measures at the completion of the project. C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Earthwork, excavation, and backfilling - Section 02200 D. QUALITY ASSURANCE: 1. The Virginia Erosion and Sediment Control Regulations, effective September 13, 1991, and the Virginia Erosion and Sediment Control Handbook, 1992 edition. 2. The Virginia Department of Transportation (VDOT) Road and Bridge Specifications, 1994 edition. 02270-1 9541.1 SITE WORK DIVISION 2 PART 2 - PRODUCTS A. MATERIALS: 1. General: Standards shall be in accordance with applicable provisions listed in Chapter 3 of the Virginia Erosion and Sediment Control Handbook and applicable sections of the VDOT Road and Bridge Specifications (referenced to hereafter by section). 2. Channel and Slope Stabilization: a. Fabric lining: Provide non -woven natural or synthetic web manufactured for the purpose of soil stabilization on slopes or in drainage channels to permit the establishment of vegetation. Provide ENKAMAT, Miramat, or approved equivalent. The product shall conform to the requirements of VDOT Section 244.02(k). b. Temporary seeding shall consist of the following: Species Rate Dates Annual Ryegrass 601bs. per acre 3/1-4/30 + 8/15-11/1 German Millet 50 lbs. per acre 5/1-8/15 C. Riprap: Provide Class I riprap conforming to VDOT Section 204 and Section 414. Mortar and grout shall conform to VDOT Section 218, geotextile bedding to Section 245, and sand to Section 202. PART 3 - EXECUTION A. PERMITS: 1. Obtain necessary permits from state and local governing officials prior to commencement of work. B. INSTALLATION: 1. General: Construction methods shall be in accordance with manufacturer's instructions, applicable sections of the Virginia Department of Transportation Road and Bridge Specifications, and the Virginia Erosion and Sediment Control Handbook. 2. Install temporary and permanent structures as noted on the drawings. 02270-2 9541.1 SITE WORK DIVISION 2 3. Remove temporary structures upon completion of construction and when the areas which they serve have stabilized. C. INSPECTIONS: 1. The Frederick County Engineering Department shall conduct land alteration inspections. Required inspections shall be made of the ungraded land before the permit is issued and on termination of land alteration. Termination is achieved by a written statement by the Frederick County Engineering Department that the permit holder has complied with the approved erosion and sediment control plan and any governing ordinances. END OF SECTION 02270-3 9541.1 i i 1 EROSION & SEDIMENTATION CONTROL NARRATIVE JAMES WOOD HIGH SCHOOL ATHLETIC FIELDS i PREPARED FOR: FREDERICK COUNTY SCHOOL BOARD WINCHESTER, VIRGINIA PREPARED BY: MILLS, OLIVER & WEBB, INC. ARCHITECTS/ENGINEERS BLACKSBURG, VA OCTOBER 11 1996 i CONTENTS 1 Control NarrativeErosion Specification Section 02200 - Earthwork Specification Section 02270 - Erosion Control Specification Section 02900 - Lawns and Planting Storm Drainage Calculations Drainage Area Map i I PROJECT DESCRIPTION The purpose of this project is the construction of new athletic facilities for the Frederick County School Board at James Wood High School. The project will consist of new baseball and multi -purpose fields and the remodeling of an existing softball field. The baseball and multi -purpose fields will be located on the east side of the high school adjacent to State Route 739 Apple Pie Ridge Road) and south of the nearby Apple Pie Ridge Elementary School. The softball field to be remodeled is located to the north of the high school. In all, approximately 10 or 11 acres will be disturbed during construction. EXISTING SITE CONDITIONS As mentioned above the softball field is actually an existingfield which will be remodeled. Therefore, except for some minor grading for walkways, bleacher pads, building pads, and the new infield, the grading will be limited to "dressing up" existing grades to insure proper drainage through the outfield. The area of the new baseball and multi -purpose fields is an open, grassy area with a few trees and a relatively steep slope (30 % average) near the western end of the area where the multi -purpose field will be built and more moderate slopes (3 %-5 % average) near the eastern end where the baseball field will go. With the exception of a couple poorly defined swales, the area basically sheet drains to the southeast where the runoff enters a concrete ditch and then an existing 48" CMP culvert beneath Route 739. ADJACENT PROPERTY The site of the remodeled softball field is located in the center of the high school campus with an on -site road to the north and various playing fields and open areas around other sides of the remodeled field. The new baseball and multi -purpose fields are bordered on the south and east by State Route 739, on the west by the high school building and parking lot and on the north by Apple Pie Ridge Elementary School. OFF -SITE AREAS Any areas disturbed off -site for the purpose of obtaining borrow material, including any areas on the school property which are not indicated to be disturbed by the plans, shall be controlled by an approved Erosion Control Plan prepared by the Contractor. The plan shall follow applicable criteria in the Virginia Erosion and Sediment Control Handbook, Third Edition, 1992. These areas shall not be disturbed until approval of the plan has been obtained. Fi Li From the Soil Survey of Frederick County. Virginia, the following soils may be found on site: 17E Frederick-Poplimento-Rock outcrop complex 15 %-45 % Slopes 39B Swimley Silt Loam 2 %-7 % Slopes 39C Swimley Silt Loam 7 %-15 % Slopes The Frederick-Poplimento-Rock is deep well drained soils and rock outcrop consisting of about 30 % Frederick soil, 25 % Poplimento soil, 25 % rock outcrop and 20 % other soils. Permeability is moderate in the Frederick soil and moderately slow in the Poplimento soil. The surface runoff is rapid with severe erosion hazard in both soils. The available water capacity is moderate. The Swimley Silt Loam varies in steepness as indicated above. It is very deep, gently sloping and well drained. This soil has moderate permeability and available water capacity with medium runoff. CRITICAL AREAS Due to the location of the steep bank above the multi -purpose field in the Frederick-Poplimento- Rock outcrop soils, extra caution must be taken during construction to maintain control of erosion in this area. Additional erosion control measures may be necessary above those indicated on the plans and will be installed by the Contractor at the direction of local inspectors or the Owner's agent. IEROSION AND SEDIMENT CONTROL MEASURES All vegetative and - structural erosion and sediment control practices will be constructed and maintained according to standards and specifications of the Virginia Erosion and Sediment Control Handbook. Structural Practices 1. Silt Fences - 3.05 Silt fences are to be placed at all locations of concentrated runoff as shown on the drawings and as determined by appropriate officials during site investigations. They will also be placed around the base of any soil stockpiles. 2. Temporary Construction Entrance - 3.02 Temporary construction entrance will be constructed at the entrance into the site as shown on the site plans. Equipment operators will use this area to clean or rinse their vehicles and control the tracking of mud, rocks, or other debris onto the existing roads. 3. Inlet Protection - 3.07 All storm sewer inlets will be protected in accordance with the details shown on the drawings. This protection will filter out any sediment which would otherwise be washed into the storm sewer system and possibly transported offsite. Outlet protection will be provided at the storm drain outfall near the existing concrete ditch. Erosion velocity is not a serious concern in this location since the runoff will drain almost directly into the concrete paved drainage swale. 5. Surface Rouehening - 3.29 Surface roughening will be applied to areas of steep slope in order to slow down the flow of water off the slope and allow grass to mature. Vegetative Practices 1. Permanent Seeding - 3.32 Immediately following final grading, the entire site will receive permanent seeding in accordance with Specification Section 02900. 2. Temporary Seeding - 3.31 Temporary seeding shall be applied to areas which have been denuded but are not yet at final grade. Refer to Erosion Control Notes, Sheet C1 of the drawings, for time constraints. Temporary seeding shall consist of the following: Species at ate Annual Ryegrass 601bs. per acre 3/1-4/30 + 8/15-11/1 German Millet 50 lbs. per acre 5/1-8/15 Management Strategies 1. Construction will be sequenced so that grading operations can begin and end as quickly as possible. 2. Sediment trapping measures such as silt fencing shall be installed as a first step in grading. 3. Permanent seeding or other stabilization will follow immediately after grading. I 1 4. Construction will be phased to minimize the amount of disturbed area at any given time. STORMWATER MANAGEMENT As mentioned above, the site currently sheet drains into the existing culvert beneath Apple Pie Ridge Road. Although the site is being developed, the majority of the site will have post -developed runoff coefficients similar, if not identical to those of the pre -developed condition. The new entrance road into the Elementary School site and the expanded parking lot are probably the most significant areas of increase in runoff. However, since part of the expanded parking lot currently is paved, these areas combine to give a total increase of impervious area of approximately 0.31 acres or about 1 % of the total 25 acre drainage basin. With these facts in mind, a detention facility for stormwater management will not be provided for this project. MAINTENANCE In general, all erosion and sediment control measures will be checked weekly and after each significant rainfall. The following items will be checked in particular: 1. Silt fences will be checked to see that their structural integrity is maintained, there is no runoff being diverted around the fence, and there is not an excessive amount of sediment buildup behind the fence. 2. All seeded areas will be checked regularly to see that a good stand is maintained. Areas will be fertilized and reseeded as needed. 3. Contractor shall adhere to all instructions given by inspectors or local officials. iLong- term maintenance of the stormwater management facility will be provided by the Owner. SPECIFICATION SECTION 02200 EARTHWORK li SPECIFICATION SECTION 02270 EROSION CONTROL j 5 p, I k p J, n L 7 U SPECIFICATION SECTION 02900 LAWNS AND PLANTING r STORM DRAINAGE CALCULATIONS J Project Contents l I MILLS, OLIVER & WEBB, INC. ARCHITECTS • ENGINEERS Date lO Comm No. Cal. By Ckd. By Sheet No. G L- ice. 1, . c aq 25' 6 - 7C 6eA'7s G> a. -So Ac-. D\i Co q z 7e I-L,-) ^ 'Doc-ou•T i N 0 Z 3 C:- OL- --A \> 7G Iu rE- TbO-T 1 A-> ia, i-7o o. C ,ca 1 f Z70' /6 % G =,> C9. -o INS-rF-NlDn-T--D.zl Project Contents :!S)> MILLS, OLIVER & WEBB, INC. ARCHITECTS • ENGINEERS Date /O hD l' Comm No. — Cal. By 'rZR Ckd. By Sheet No. Z' 37% Z-G, 5% A sue, ,4A Cvt 7r 40\ S to C zh is z o 14 C m m m r m m m m w m w m= m m w= m m N1a CD PROJECT TATION : CULVERT DESIGN FORM HEET-OF DESIGNER /DATE: REVIEWER / DATE : HYDROLOGICAL DATA ELn: ROADWAY ELEVATION (II) lll i METHOD: r- 7x. j Cl DRAINAGE AREA: STREAM SLOPE: o ClCHANNEL SHAPE: hlwI EL • (111 S.: I• H Cl ROUTING:—Cl OTHER. Uy t1ED TW • DESIGN FLOWS/TAILWATER ELI IIIFALL R.I. (YEARS) FLOW(clal Twthl S—S,-FALL/L ELF. (Itl I h n S L•731? CULVERT DESCRIPTION' TOTAL FLOW HEADWATER CALCULATIONS MATERIAL - SHAPE -SIZE - ENTRANCE FLOW PER aAAFKL K o COMMENTSINLETCONTROLOUTLETCONTROL HW/D HWI FALL EL RI Tw ec o R H Elio=u p/N of2 0•) 2 3 S 7 i tl vC- DA 1141 Cl rA 1, 17+1 3,0 Slif p V z ' L, zb 1l 1-3 13 I. O.S TECHNICAL FOOTNOTES: 4) ELh- Hw(t ELIONVERT Of 16) I,, • rW a tAct 0/21( WHICHEVER tS GREATER) 1) USE 0/N5 FOR Box CULVERTS INLET CONTROL SECTION) T) H•[• .. I2l.2 L) /R133'VZ/21 2) HWI /D- HW'/D *OR HWI/D FROM DESIGN CHARTS 51 TW BASED ON DOWN STREAM B) EL,- EL. H Ao CONTROL OR FLOW DEPTH IN J) FALL • HW I - IELh,- EL,f) ; FALL IS ZERO CHANNEL. ERT5 04 GRAM SUBSCRIPT DEFINITIONS : COMMENTS / DISCUSSION : CULVERT BARREL SELECTED S I Z E APPROXIMATE 1 CULVERT FACE d. DESISN HEADWATER fit. HEADWATER IN INLET CONTROL S HAPE : I'* HEADWATER IN OUTLET CONTROL I. INLET CONTROL SECTION MATERIAL: OUTLET I STREAY{ED AT CLXVERT FACE A A ENTRANCE: t- Date: 10/10/96 Des. Strm 10 yr County Frederick Runoff "a 141.02 Runoff "b 15.77 n 7 A STORM SEWER DESIGN COMPUTATIONS Project: James Wood High School Athletic Fields A/E Comm: 9541 Cal. By: TDP Manning's "n" = 0.022 (CMP) r a 7 R 4 1n 11 12 13 14 15 16 17 a2i:..r`.•die..r:t+f_:•sis._.__.L7.tw L'.aR e/YF'sr.7 Yir..k i.rah.Yli.'r'-•litWr4•.ii.W."•-./ibiw....-_.6Y. ll r- Rw fi'v _.. ..^Wi\!S//..^ W Y_._..—_6.1.?...;]in]••._._ 1 U... _._._.. _.-._.Y__ _______ 1 otal J-bd Acres NOTE: The pipe from C to the outfall will be designed as if the flow from the trench drain and the floor drai-i at D enter the line at structure C Calculate time of concentration to inlet and enter largest time 11 r L' DRAINAGE AREA MAP I I I I 1 I I I I I I t t I i I I t I I I wow Hai sam. Mills,. Oliver & Webb, Inc. DRAKAM AREA MAP A1HLm IODS m -- IImomrl'2"kt T -1101 SITE WORK DIVISION 2 SECTION 02513 - ASPHALT CONCRETE PAVING PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provision of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Asphalt paving - entrance and parking areas b. Paving in right-of-way C. Pavement markings d. Repair and replacement of existing asphalt C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Grading b. Drainage C. Portland cement concrete D. JOB CONDITIONS: 1. Weather Limitations: Construct asphalt concrete in accordance with all applicable VDOT requirements regarding weather limitations. 2. Grade Control: Establish and maintain required lines and elevations. 02513-1 9541.1 SITE WORK DIVISION 2 E. SUBMITTALS: 1. Material Certificates: Provide copies of materials certificates signed by material producer and Contractor, certifying that each material item complies with, or exceeds, specified requirements. 2. Pavement Markings: Submit scaled, dimensioned drawings of pavement markings and their locations, including but not limited to, directional arrows, fire lane markings and handicap parking symbols. F. QUALITY ASSURANCE: 1. Virginia Department of Transportation (VDOT) Standards and Specifications, 1994 edition. PART 2 - PRODUCTS A. MATERIALS: 1. General: All materials shall be in accordance with the applicable provisions of VDOT Specifications, latest edition, referred to hereinafter by section. 2. Pavement: a. Subgrade shall conform to Section 305. b. Aggregate base course shall conform to Section 208, Type I, Size No. 21A. C. Tack coat shall conform to Section 310, grade RC-70. d. Surface course shall conform to Table II-13 of Section 211. 3. Pavement marking material shall be chlorinated -rubber base traffic lane -marking type, factory mixed, quick drying, and non -bleeding, manufactured for this purpose. Color(s) to match markings in adjacent lot. PART 3 - EXECUTION A. SUBGRADE PREPARATION: 1. At the completion of excavation and grading work, scarify the subgrade area to receive paving to a depth of 6 inches for a minimum distance of 2 feet beyond the edges of pavement on both sides. Remove spongy soil, rock, or other unsuitable material and replace with approved material. Compact the subgrade at optimum 02513-2 9541.1 SITE WORK DIVISION 2 moisture to not less than 100 % of maximum density as specified in section Earthwork." Shape the subgrade to the section indicated and check with a straightedge. The subgrade shall not vary more than 1/10 of a foot from the indicated grades or elevations. Subgrade shall be in accordance with VDOT Section 305. B. AGGREGATE BASE: 1. Place material to the required compacted thickness. Place and compact in accordance with VDOT Section 309. C. SURFACE PREPARATION: 1. Remove loose material from compacted subbase or base surface immediately before applying herbicide treatment. 2. Proofroll prepared subbase or base surface to check for unstable areas and areas requiring additional compaction. 3. Do not begin paving work until deficient subbase or base areas have been corrected and are ready to receive paving. 4. Sawcut edges of existing pavement or concrete where new paving is to meet existing. D. TACK COAT: 1. Tack Coat: Apply to contact surfaces of previously constructed asphalt or portland cement concrete and surfaces abutting or projecting into asphalt concrete pavement. Distribute at rate of 0.05 to 0.15 gal. per. sq. yd. of surface. Tack coat shall be in conformance with Section 310. 2. Allow to dry until at proper condition to receive paving. 3. Exercise care in applying bituminous materials to avoid smearing of adjoining concrete surfaces. Remove and clean damaged surfaces. E. ASPHALT CONCRETE COURSES: 1. Placing Mix: a. General: Place asphalt concrete mixture on prepared surface, spread and strike -off. Place inaccessible and small areas by hand. Place each course 02513-3 9541.1 SITE WORK DIVISION 2 F1 F 2. to required grade, cross-section, and compacted thickness, in accordance with drawings and Section 315. b. Paver Placing: Place in strips not less than 10 feet wide, unless otherwise acceptable to Architect/Engineer. After first strip has been placed and rolled, place succeeding strips and extend rolling to overlap previous strips. Complete base course for a section before placing surface course. C. Joints: Make joints between old and new pavements, or between successive days' work, to ensure continuous bond between adjoining work. Construct joints to have same texture, density and smoothness as other sections of asphalt concrete course. Clean contact surfaces and apply tack coat. Rolling: a. General: Begin rolling when mixture will bear roller weight without excessive displacement. Rolling shall be in accordance with Section 315. 1) Compact mixture with hot hand tampers or vibrating plate compactors in areas inaccessible to rollers. b. Patching: Remove and replace paving areas mixed with foreign materials and defective areas. Cut-out such areas and fill with fresh, hot asphalt concrete. Compact by rolling to maximum surface density and smoothness. C. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened. d. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked. PARKING STRIPES AND HANDICAP SYMBOLS: 1. 2. Cleaning: Sweep and clean surface to eliminate loose material and dust. Striping: a. Verify layout and placement with Architect/Engineer before applying paint. b. Apply paint with mechanical equipment to produce 4" wide strips with uniform straight edges. Apply number of coats and at rates as recommended by manufacturer. 11 I I L I I 02513-4 9541.1 F I SITE WORD G. WHEEL STOPS: DIVISION 2 1. Secure wheel stops to asphalt concrete surface with not less than two 3/4" diameter galvanized steel dowels embedded in precast concrete at 1/3 points. Size length of dowel to penetrate at least 6" into asphalt concrete. Drill placement holes oversize and embed dowels in hot bituminous grout material. H. FIELD QUALITY CONTROL: 1. General: Test in -place asphalt concrete courses for compliance with requirements for thickness and surface smoothness. Repair or remove and replace unacceptable paving as directed by Architect/Engineer. 2. Thickness: In -place compacted thickness will not be acceptable if exceeding following allowable variation from required thickness: a. Base Course: 1/2", plus or minus b. Surface Course: 1/4", plus or minus. 3. Surface Smoothness: Test finished surface of each asphalt concrete course for smoothness, using 10' straightedge applied parallel with, and at right angles to centerline of paved area. Surfaces will not be acceptable if exceeding the following tolerances for smoothness. Check surface areas at intervals as directed by Architect/Engineer. a. Base Course Surface: 1/4". b. Wearing Course Surface: 3/16". C. Crowned Surfaces: Test with crowned template centered and at right angle to crown. Maximum allowable variance from template, 1/4". END OF SECTION 02513-5 9541.1 SITE WORK DIVISION 2 SECTION 02520 - PORTLAND CEMENT CONCRETE PAVING PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provision of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Concrete curbs, gutters, pavement. b. Walkways, exterior stairs. C. The applicable provisions of Division 3 are hereby made a part of this section and the Contractor is cautioned to read Division 3 carefully as items of work applicable to this section are included therein. C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Grading b. Site drainage C. Asphalt paving d. Concrete for buildings D. QUALITY ASSURANCE: 1. Virginia Department of Transportation (VDOT) Standards and Specifications, 1994 edition. 02520-1 9541.1 SITE WORK DIVISION 2 2. Cast -in -place concrete shall comply with the Building Code Requirements for Reinforced Concrete (ACI 318) and all applicable requirements of the Specifications for Structural Concrete for Building (ACI 301). 3. The American Society for Testing and Materials (ASTM) standards listed. 4. The American Association of State Highway and Transportation Officials standards listed. E. JOB CONDITIONS: 1. Grade Control: Establish and maintain required lines and elevations. 2. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities. a. Coordinate with requirements for "Temporary Facilities" specified in Division 1. PART 2 - PRODUCTS A. MATERIALS: 1. Concrete (Air -Entrained per Section 03310 - CONCRETE WORK): a. Class "A" concrete, 4000 psi strength at twenty-eight (28) days. b. Concrete walks shall be a minimum of 4" thick reinforced with fibermesh or one layer of 6x6 - W1.4 x W1.4 welded wire fabric placed 1-1/2" from the top surface of the concrete as indicated. Place walks over 4" of crushed stone. C. Concrete walks, slabs and pads shall have perpendicular broom finish. Edges of walks and joints to have 1/8" tooled radius. d. Concrete curb and curb and gutter shall conform to VDOT Standard CG-6 and CG-2. 2. Forms: Steel, wood, or other suitable material of size and strength to resist movement during concrete placement and to retain horizontal and vertical alignment until removal. Use straight forms, free of distortion and defects. a. Use flexible spring steel forms or laminated boards to form radius bends as required. 02520-2 9541.1 SITE WORK DIVISION 2 b. Coat forms with a nonstaining form release agent that will not discolor or deface surface of concrete. 3. Welded Wire Mesh: Welded plain cold -drawn steel wire fabric, ASTM A 185. a. Furnish in flat sheets, not rolls, unless otherwise acceptable to Architect/Engineer. 4. Reinforcing Bars: Deformed steel bars, ASTM A 615, Grade 60. 5. Fabricated Bar Mats: Welded or clip -assembled steel bar or rod mats, ASTM A 184. Use ASTM A 615, Grade 60 steel bars, unless otherwise indicated. 6. Joint Dowel Bars: Plain steel bars, ASTM A 615, Grade 60. Cut bars true to length with ends square and free of burrs. 7. Hook Bolts: ASTM A 307, Grade A bolts, internally and externally threaded. Design hook bolt joint assembly to hold coupling against pavement form and in position during concreting operations, and to permit removal without damage to concrete or hook bolt. 8. Expansion Joint Materials: One-half inch expansion joints to be asphalt impregnated material, designed for the purpose, per ASTM 1752. 9. Liquid -Membrane Forming and Sealing Curing Compound: Comply with ASTM C 309, Type I, Class A unless other type acceptable to Architect/Engineer. Moisture loss no more than0.55 gr./sq. cm. when applied at 200 sq. ft./gal. 10. Bonding Compound: Polyvinyl acetate or acrylic base, rewettable type. 11. Epoxy Adhesive: ASTM C 881, 2-component material suitable for use on dry or damp surfaces. Provide material "Type", "Grade", and "Class" to suit project requirements. CONCRETE MIX, DESIGN, AND TESTING: 1. General: Comply with requirements of applicable Division 3 sections for concrete mix design, sampling and testing, and quality control and as herein specified. 2. Design mix to produce normal -weight concrete consisting of portland cement, aggregate, water -reducing or high -range water -reducing admixture superplasticizer), air -entraining admixture, and water to produce the following properties: 02520-3 9541.1 SITE WORK DIVISION 2 a. Compressive Strength: 4000 psi, minimum at 28 days, unless otherwise indicated. b. Slump Limits: As specified in Division 3 sections. C. Air Content: As specified in Division 3 sections. PART 3 - EXECUTION A. SURFACE PREPARATION: 1. Remove loose material from compacted subbase surface immediately before placing concrete. 2. Proofroll prepared subbase surface to check for unstable areas and need for additional compaction. Do not begin paving work until such conditions have been corrected and are ready to receive paving. B. FORM CONSTRUCTION: 1. Set forms to required grades and lines, braced and secured. Install forms to allow continuous progress of work and so that forms can remain in place at least 24 hours after concrete placement. 2. Check completed formwork for grade and alignment to following tolerances: a. Top of forms not more than 1/8-inch in 10 feet. b. Vertical face on longitudinal axis, not more than 1/4-inch in 10.feet. 3. Clean forms after each use and coat with form release agent as required to ensure separation from concrete without damage. 4. Slope step treads at 1/4-inch per foot to drain. C. REINFORCEMENT: 1. Locate, place, and support reinforcement as specified in Division 3 sections, unless otherwise indicated. D. CONCRETE PLACEMENT: 1. General: Comply with requirements of Division 3 sections for mixing and placing concrete, and as herein specified. 02520-4 9541.1 SITE WORK DIVISION 2 2. Do not place concrete until subbase and forms have been checked for line and grade. Moisten subbase if required to provide a uniform dampened condition at time concrete is placed. Do not place concrete around manholes or other structures until they are at required finish elevation and alignment. L3. Place concrete by methods that prevent segregation of mix. Consolidate concrete along face of forms and adjacent to transverse joints with internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square -faced shovels for hand -spreading and consolidation. Consolidate with care to prevent dislocation of reinforcing, dowels, and joint devices. a. Use bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. b. Deposit and spread concrete in a continuous operation between transverse joints as far as possible. If interrupted for more than 1/2 hour, place a construction joint. C. Do not operate equipment on concrete until pavement has attained sufficient strength to carry loads without injury. 4. Fabricated Bar Mats: Keep mats clean and free from excessive rust, and handle units to keep them flat and free of distortions. Straighten bends, kinks, and other irregularities or replace units as required before placement. Set mats for a tminimum 2-inch overlap to adjacent mats. a. Place concrete in 2 operations; strike off initial pour for entire width of placement and to the required depth below finish surface. Lay fabricated bar mats immediately in final position. Place top layer of concrete, strike off, and screed. b. Remove and replace portions of bottom layer of concrete that have been placed more than 15 minutes without being covered by top layer or use bonding agent if acceptable to Architect/Engineer. 5. Curbs and Gutters: Automatic machine may be used for curb and gutter placement at Contractor's option. Machine placement must produce curbs and gutters to required cross-section, lines, grades, finish, and jointing as specified for formed concrete. If results are not acceptable, remove and replace with formed concrete as specified. I 1 02520-5 9541.1 E. SITE WORK DIVISION 2 JOINTS: 1. General: Construct expansion, weakened -plane (contraction), and construction joints true to line with face perpendicular to surface of concrete. Construct transverse joints at right angles to the centerline, unless otherwise indicated. When joining existing structures, place transverse joints to align with previously placed joints, unless otherwise indicated. In sidewalks, place joints at a spacing equal to walk width unless otherwise indicated. 2. Contraction Joints: Provide contraction joints, sectioning concrete into areas as shown on drawings. Construct joints for a depth equal to at least 1/4 concrete thickness, as follows: a. Tooled Joints: Form contraction joints in fresh concrete by grooving top portion with a recommended cutting tool and finishing edges with a jointer. b. Sawed Joints: Form contraction joints with powered saws equipped with shatterproof abrasive or diamond -rimmed blades. Cut joints into hardened concrete as soon as surface will not be torn, abraded, or otherwise damaged by cutting action. C. Inserts: Use embedded strips of metal or sealed wood to form contraction joints. Set strips into plastic concrete and carefully remove strips after concrete is hardened. d. Control Joints in Slabs -On -Grade: Whenever joint locations are not shown in drawings, control joints in slabs -on -grade shall be located so as to divide the slab into sections not exceeding 650 square feet in area with dimensions on one side not more than 26 feet; locate joints so as to eliminate re-entrant corners. 3. Construction Joints: Place construction joints at end of placements and at locations where placement operations are stopped for more than 1 /2 hour, except where such placements terminate at expansion joints. a. Construct joints as shown or, if not shown, use standard metal keyway - section forms. b. Where load transfer -slip dowel devices are used, install so that one end of each dowel bar is free to move. 4. Expansion Joints: Provide premolded joint filler for expansion joints abutting , concrete curbs, catch basins, manholes, inlets, structures, walks, and other fixed objects, unless otherwise indicated. , 02520-6 9541.1 SITE WORK DIVISION 2 a. Extend joint filler full width and depth of joint, not less than 1/2-inch nor more than 1 inch below finished surface where joint sealer is indicated. If no joint sealer, place top of joint filler flush with finished concrete surface. b. Furnish joint fillers in one-piece lengths for full width being placed wherever possible. Where more than one length is required, lace or clip joint filler sections together. C. Protect top edge of joint filler during concrete placement with a metal cap 1 or other temporary material. Remove protection after concrete has been placed on both sides of joint. d. Locate expansion joints at 50 feet o.c. for each pavement lane unless otherwise indicated. 5. Fillers and Sealants: Comply with requirements of applicable Division 7 sections for preparation of joints, materials, installation, and performance. F. CONCRETE FINISHING: 1. After striking -off and consolidating concrete, smooth surface by screeding and floating. Use hand methods only where mechanical floating is not possible. Adjust floating to compact surface and produce uniform texture. 2. After floating, test surface for trueness with a 10-foot straightedge. Distribute concrete as required to remove surface irregularities, and refloat repaired areas to provide a continuous smooth finish. 3. Work edges of slabs, walks, and formed joints with an edging tool, and round to 1/8-inch radius, unless otherwise indicated. Eliminate tool marks on concrete surface. 4. After completion of floating and when excess moisture or surface sheen has disappeared, complete troweling and finish surface as follows: a. Broom finish by drawing a fine -hair broom across concrete surface perpendicular to line of traffic. Repeat operation if required to provide a fine line texture acceptable to Architect/Engineer. 1 On inclined slab surfaces provide a coarse non -slip finish bi) P P Y scoring surface with a stiff -bristled broom, perpendicular to line of traffic. Cl 1 02520-7 9541.1 SITE WORK DIVISION 2 5. Do not remove forms for 24 hours after concrete has been placed. After form removal, clean ends of joints and point -up any minor honeycombed areas. Remove and replace areas or sections with major defects, as directed by Architect/Engineer. G. CURING: 1. Protect and cure finished concrete paving in compliance with applicable requirements of Division 3 sections. Use membrane -forming curing and sealing compound or approved moist -curing methods. H. REPAIRS AND PROTECTIONS: 1. Repair or replace broken or defective concrete, as directed by Architect/ Engineer. 2. Drill test cores where directed by Architect/Engineer when necessary to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement areas with portland cement concrete bonded to pavement with epoxy adhesive. 3. Protect concrete from damage until acceptance of work. Exclude traffic from pavement for at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials as they occur. a. Sweep concrete pavement and wash free of stains, discoloration, dirt, and other foreign material just before final inspection. END OF SECTION 02520-8 9541.1 1 SITE WORK DIVISION 2 SECTION 02666 - POTABLE WATER SYSTEMS PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provision of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. On -site water distribution system b. Lawn hydrants, water meter and associated valves, fittings C. Thrust blocks, concrete encasement and vaults d. The applicable provisions of Section 02200 are hereby made a part of this section and the Contractor is cautioned to read Section 02200 carefully as items of work applicable to this section are included therein. C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Storm drainage piping b. Sanitary sewer piping C. Domestic water piping inside the building and to five feet outside of building. 02666-1 9541.1 SITE WORK DIVISION 2 D. QUALITY ASSURANCE: E. 1. Manufacturer's Qualifications: Firms regularly engaged in manufacture of potable water and fire water systems materials and products, of types and sizes required, whose products have been in satisfactory use in similar service for not less than 5 years. 2. Installer's Qualifications: Firm with at least 3 years of successful installation experience on projects with potable water piping work similar to that required for project. 3. Codes and Standards: a. Plumbing Code Compliance: Comply with applicable portions of state plumbing code and local standards pertaining to selection and installation of potable water system materials and products. Adhere to the standards and specifications of The Frederick County Sanitation Authority as part of this section. b. ANSI standards listed C. ASTM specifications listed d. AWWA standards listed 4. Certification: Provide manufacturer certification that all inspections and tests have been made and met in accordance with product specifications. 5. Marking Pipe: The manufacturer's mark and date of manufacture shall be distinctly marked on all pipe. JOB CONDITIONS: 1. Protection of.Water Supplies: a. General: During the course of the construction take proper steps to protect water supply facilities within the limits of construction from contamination by sewage. Use the following criteria to govern the installation of water line in the proximity of sewage facilities. 02666-2 9541.1 SITE WORK DIVISION 2 b. Parallel Installation: 1) Normal Conditions: Water mains shall be laid at least ten feet horizontally from a sewer or sewer manhole. The distance shall be measured edge -to -edge. 2) Unusual Conditions: When local conditions prevent a horizontal separation of ten feet, the water main may be laid closer to a sewer or sewer manhole provided that: a) The bottom (invert) of the water main shall be at least eighteen inches above the top (crown) of the sewer. b) Where this vertical separation cannot be obtained, the sewer shall be constructed of AWWA approved water pipe, pressure tested in place without leakage prior to backfilling. c) The sewer manhole shall be of watertight construction and tested in place. C. Crossing: 1) Normal Conditions: Water lines crossing sewers shall be laid to provide a separation of at least 18 inches between the bottom of the water line and the top of the sewer whenever possible. 2) Unusual Conditions: When local conditions prevent a vertical separation described above, the following construction shall be used: a) Sewers passing over or under water mains shall be constructed of AWWA approved water pipe, pressure tested in place without leakage prior to backfilling. b) Water lines passing under sewers shall, in addition, be protected by providing: 1] A vertical separation of at least 18 inches between the bottom of the sewer and the top of the water line. 2] Adequate structural support for the sewers to prevent excessive deflection of the joints and the settling on and breaking of the water line. 02666-3 9541.1 F. SITE WORK DIVISION 2 31 That the length of the water line be centered at the point of the crossing so that joints shall be equidistant and as far as possible from the sewer. d. Sewers or Sewer Manholes: No water pipes shall pass through or come in contact with any part of a sewer manhole. SUBMITTALS: 1. Product Data: Submit manufacturer's technical product data and installation instructions for each potable water system material and product specified. PART 2 - PRODUCTS A. IDENTIFICATION: 1. Underground -Type Plastic Line Markers: Manufacturer's standard permanent, bright -colored, continuous -printed plastic tape, intended for direct -burial service; not less than 6" wide by 4 mils thick. Provide blue tape with black printing reading "CAUTION WATER LINE BURIED BELOW". 2. Nonmetallic Piping Label: If nonmetallic piping is used for water service, provide engraved plastic laminate, label permanently affixed to main electrical meter panel stating "THIS STRUCTURE HAS A NONMETALLIC WATER SERVICE". B. PIPES AND PIPE FITTINGS: 1. General: Provide piping materials and factory -fabricated piping products of sizes, types, pressure ratings, and capacities as indicated. Where not indicated, provide proper selection as determined by installer to comply with installation requirements. Provide sizes and types matching piping and equipment connections; provide fittings of materials which match pipe materials used in potable water systems. Where more than one type of materials or products are indicated, selection is installer's option. Provide materials and products complying with NFPA 24 where applicable. Connect pipe of different size or material with standard connections manufactured for the purpose. 2. Piping: Provide pipes of one of the following materials, of weight/class indicated. Provide pipe fittings and accessories of same material and weight/class as pipes, with joining method as indicated. a. Ductile -Iron Pipe: AWWA C151, with cement mortar lining complying with AWWA C104; Class 51 unless otherwise indicated. 02666-4 9541.1 1 SITE WORK DIVISION 2 1) Fittings: Ductile -iron, AWWA C110; cement lined, AWWA C104; and rubber -gasket joints, AWWA C111. b. Polybutylene (PB) Pipe: AWWA C902 for sizes 1/2" through 3", and ASTM D 2662 for sizes 1/2" through 6"; SIDR 15. 1) Fittings: Brass or bronze barbed insert fittings with 2 strap -type stainless steel clamps over pipe at each insert. C. Polyvinyl Chloride (PVC) Pipe: ASTM D 1785, Schedule 40 for sizes 1/2" through 3". 1) Fittings: PVC, Schedule 40 socket -type, solvent cement joints; or elastomeric gasketed joints. C. METERS: 1. Water meters will be provided by The Frederick County Sanitation Authority. D. VALVES: 1. Potable Water System: a. Gate Valves: Provide as indicated, gate valves, AWWA C500, 175 psi working pressure. Provide threaded, flanged, hub, or other end configurations to suit size of valve and piping connection. Provide inside screw type for use with curb valve box, iron body, bronze -mounted, double disc, parallel seat, non -rising stem. b. Provide valve box as recommended by manufacturer with each valve provided. E. ACCESSORIES: 1. Anchorages: Provide anchorages for tees, wyes, crosses, plugs, caps, bends, valves, and hydrants. After installation, apply full coat of asphalt or other acceptable corrosion -retarding material to surfaces of ferrous anchorages. a. Clamps, Straps, and Washers: Steel, ASTM A 506. b. Rods: Steel, ASTM A 575. C. Rod Couplings: Malleable -iron, ASTM A 197. 02666-5 9541.1 SITE WORK DIVISION 2 d. Bolts: Steel, ASTM A 307. e. Cast -Iron Washers: Gray -iron, ASTM A 126. f. Thrust Blocks: Concrete, 3,000 psi, in conformance with Division 3 requirements. PART 3 - EXECUTION A. INSPECTION: 1. General: Examine areas and conditions under which potable water system's materials and products are to be installed. Do not proceed with work until unsatisfactory conditions have been corrected in manner acceptable to installer. B. EXCAVATION AND BACKFILL: 1. General: Trench excavation for underground pipe lines shall conform to the requirements of Section 02200. Minimum cover to top of pipe is 36". 2. Backfilling: Conduct backfilling operations of open -cut trenches, closely following laying, jointing and bedding of pipe, and after initial inspection and testing are completed. C. INSTALLATION OF PIPE, FITTINGS AND ACCESSORIES: 1. Handling: Place pipe in the trench in such a manner as to prevent damage to the pipe and protective coatings and linings. Under no circumstances drop or dump pipe into the trench. As the temperature approaches or drops below freezing, use extra care in handling PVC pipe. Do not expose PVC pipe in storage to sunlight. Cover it with an opaque material in a manner that permits air circulation under the cover. a. Ductile -Iron Pipe: Install in accordance with AWWA C600 "Standard for Installation of Ductile -Iron Water Mains and Their Appurtenances". b. Polybutylene Pipe: Install in accordance with Shell Chemical Manual SC507 "Duraflex PB Water Service Pipe Installation Manual". C. Polyvinyl Chloride Pipe: Install in accordance with manufacturer's installation instructions. 02666-6 9541.1 SITE WORK DIVISION 2 2. Cleaning: Take every precaution to prevent foreign material from entering the pipe while it is being placed in the line. Clean and lubricate spigot and bell ends of the pipe and gaskets according to the manufacturer's instructions. At times when pipe laying is not in progress, close the open ends of the pipe with watertight plugs. 3. Direction of Laying: Lay pipe with bell ends facing in the direction of laying, unless otherwise directed by the Architect/Engineer. Where pipe is laid on a grade of 10 percent or greater, start laying at the bottom and proceed upward with the bell ends of the pipe upgrade where feasible. 4. Deflection of Joints: Flexible pipe may be deflected at the joints in the trench to the limits recommended by the manufacturer. 5. Setting of Valves and Fittings: Provide a valve box for each valve. The valve box shall not transmit shock or stress to the valve and shall be centered and plumb over the wrench nut of the valve, with the box cover flush with the surface of the finished pavement or ground. 6. Anchorage: Protect pressure pipelines against joint pulling or thrust damage by suitable anchors, braces or tie rods installed at direction changes as a result of fittings and all other critical points. Provide galvanized or otherwise rustproof treated rods and clamps. Reaction backing shall bear on solid undisturbed earth. Where Lok-Tyton, Super-Lok, solvent weld or a similar joint is used, bracing and anchorage are not required. 7. Depth of Cover: Provide minimum cover over piping of 36" below finished grade. 8. Water Main Connection: Arrange for tap in water main, of size and in location indicated. Contractor shall pay water connection fees. D. INSTALLATION OF METERS: 1. Meters shall be installed by The Frederick County Sanitation Authority. E. INSTALLATION OF VALVES: 1. General: Install valves as indicated. F. INSTALLATION OF IDENTIFICATION: 1. General: During backfilling/topsoiling of underground potable water piping, install continuous underground -type plastic line markers, located directly over buried lines at 6" to 8" below finished grade. 1 02666-7 9541.1 G. H. SITE WORK DIVISION 2 FIELD QUALITY CONTROL: 1. Testing: Provide pressure and leakage tests in accordance with AWWA C600, Section 4. Test at 150 psi unless otherwise noted. Begin testing on the first valved section of line within ten days after its completion. Conduct the pressure and leakage tests concurrently for a duration of two (2) hours. Leakage shall be defined as the quantity of water that must be supplied into the valved pipe section to maintain pressure within 5 psi of the specified test pressure. The allowable leakage shall be 10 gallons per inch diameter per mile of pipe per 24 hours. Slowly fill the valved section of the pipe under consideration with water and bring to the specified pressure by means of a pump. Before supplying the specified test pressure, expell all air from the pipe. Do not begin testing until at least seven days after the last concrete anchor has been poured on the section of line being tested if high early concrete is used, two days). The Architect/Engineer shall observe all leakage tests on water lines on site. If the pipe fails to meet test requirements, repair all leaks and repair or replace defective pipe at no additional cost to Owner. Repeat the test until satisfactory results are obtained at no additional cost to Owner. 2. Operating Tests: Open and close all valves and hydrants under system water pressure. Check dry barrel hydrants for proper drainage. ADJUSTING AND CLEANING: 1. Disinfecting Water Mains: Disinfect water mains and accessories in accordance with AWWA C 651. Take care to minimize entrance of foreign material into pipe, fittings and valves. Flush the main prior to disinfection with sufficient flow to produce a velocity of 2.5 FPS. Perform flushing in areas with adequate drainage. END OF SECTION 02666-8 9541.1 1 SITE WORK DIVISION 2 SECTION 02720 - STORM SEWAGE SYSTEMS PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Storm drainage system b. The applicable provisions of Section 02200 are hereby made a part of this section. The Contractor is cautioned to read Section 02200 carefully as items of work applicable to this section in included therein. C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Sanitary sewer piping b. Domestic water piping C. Erosion control d. Grading, including drainage channels D. QUALITY ASSURANCE: 1. Manufacturer's Qualifications: Firms regularly engaged in manufacture of storm sewage system's products of types, materials, and sizes required, whose products have been in satisfactory use in similar service for not less than 5 years. 02720-1 9541.1 SITE WORK DIVISION 2 2. Installer's Qualifications: Firm with at least 3 years of successful installation experience on projects with storm sewage work similar to that required for project. 3. Codes and Standards: a. Plumbing Code Compliance: Comply with applicable portions of National Standard Plumbing Code pertaining to selection and installation of storm sewage system's materials and products. b. Comply with standards set forth in the Virginia Erosion and Sediment Control Handbook. C. Comply with the Virginia Department of Transportation Road and Bridge Standards and Specifications, latest edition. d. ASTM standards listed. 4. Certification: Provide manufacturer certification that all inspections and tests have been made and met in accordance with the product specifications. E. SUBMITTALS: 1. Product Data: Submit manufacturer's technical product data and installation instructions for each storm sewage system material and product specified. PART 2 - PRODUCTS A. MATERIALS: 1. General: All materials shall be in compliance with the applicable provisions of the VDOT Road and Bridge Specifications, 1994 edition, referred to hereinafter by section. 2. Identification: a. Underground -Type Plastic Line Marker: Manufacturer's standard permanent, bright -colored, continuous -printed plastic tape, intended for direct -burial service; not less than 6" wide x 4 mils thick. Provide green tape with black printing reading "CAUTION SEWER LINE BURIED BELOW. " 02720-2 9541.1 I t I I SITE WORK 3. Pipes and Pipe Fittings: DIVISION 2 a. General: Provide pipes of one of the following materials, in conformance with VDOT Section 232, weight/class indicated. Provide pipe fittings and accessories of same material and weight/class as pipes, with joining method as indicated. Connect pipes of different materials or sizes with standard connections manufactured for the purpose. 1) Reinforced Concrete Pipe: Class III unless otherwise indicated. Fittings shall be reinforced concrete, same strength as adjoining pipe, tongue -and -groove joints with mastic sealant. 2) Concrete Pipe: Class 2 nonreinforced concrete pipe unless otherwise indicated. Fittings shall be concrete, same strength as adjoining pipe, tongue -and -groove joints with mastic sealant. 3) Polyvinyl Chloride (PVC) Sewer Pipe: ASTM D 3033, Type PSP, SDR 35; or ASTM D 3034, Type PSM, SDR 35. Fittings shall be PVC, ASTM D 3033 or D 3034, solvent cement joints complying with ASTM D 2855 using solvent cement complying with ASTM D 2564; or elastomeric joints complying with ASTM D 3212 using elastomeric seals complying with ASTM F 477. 4) High Density Polyethylene Corrugated Pipe: Hi-Q as manufactured by Hancor, Inc. or approved equal. 5) Corrugated metal pipe. 4. Manholes, Drop Inlets, and Endwalls: a. General: Provide precast reinforced concrete storm sewer structures conforming to VDOT standard DI-1, as indicated on the drawings. Depths and throat lengths shall be as directed. b. Base: Precast reinforced concrete, minimum 48" diameter with integral floor. Provide larger base if number, size, or configuration of pipes entering manhole precludes use of 48" diameter structure. Provide invert shaping (VDOT Standard IS-1). Provide bituminous mastic "rope" gasket at joints of sections. C. Top: Drop inlets shall have flat slab top. d. Where depth of structure is insufficient for a precast structure, structure may be cast -in -place in accordance with VDOT Section 302. 02720-3 9541.1 SITE WORK DIVISION 2 5. Trench Drain System: a. General: Provide trench drain system as indicated, with modular channels constructed of polymer concrete and gratings constructed of cast-iron. b. Channels: Provide interlocking precast modular units with built-in slope in each section of 0.6%, and radiused inside bottom surface. C. Grates: Cast-iron, heavy-duty, designed to set on channel top without rocking or rattling. Grates shall lock in place and be removable. d. Accessories: Provide catch basins, channel caps, and other accessories of same material as channels, and as indicated or required. PART 3 - EXECUTION A. INSTALLATION: 1. General: Construction methods shall conform with the Virginia Department of Transportation Road and Bridge Specifications, Section 302. Trench excavation and backfill shall conform with applicable portions of Section 02200. 2. Installation of Identification: During backfilling/topsoiling of storm sewage systems, install continuous underground -type plastic line marker, located directly above buried line at 6" to 8" below finished grade. 3. Installation of Pipe and Pipe Fittings: a. General: Install piping in accordance with governing authorities having jurisdiction, and manufacturer's instructions. 1) Concrete Pipe: Install in accordance with applicable provisions of ACPA "Concrete Pipe Installation Manual. " 2) Plastic Pipe: Install in accordance with manufacturer's installation recommendations, and in accordance with ASTM D 2321. b. Inspect piping before installation to detect apparent defects. Mark defective materials with white paint and promptly remove from site. C. Lay piping beginning at low point of system, true to grades and alignment indicated, and unbroken continuity of invert. d. Place bell ends or groove ends of piping facing upstream. 02720-4 9541.1 1 SITE WORK DIVISION 2 e. Install gaskets in accordance with manufacturer's recommendations for use of lubricants, cements, and other special installation requirements. f. Cleaning Piping: Clean interior of piping of dirt and other superfluous material as work progresses. Maintain swab or drag in line and pull past each joint as it is completed. 1) In large, accessible piping, brushes and brooms may be used for cleaning. 2) Place plugs in ends of uncompleted conduit at end of day or whenever work stops. 3) Flush lines between manholes if required to remove collected debris. g. Interior Inspection: Inspect piping to determine whether line displacement or other damage has occurred. 1) Make inspections after lines between manholes, or manhole locations have been installed and approximately 2' of backfill is in place, and again at completion of project. 2) If inspection indicated poor alignment, debris, displaced pipe, infiltration or other defects, correct such defects and reinspect. 4. Precast Concrete Manholes: a. General: Place precast concrete sections as indicated. Where manholes occur in pavements, set tops of frames and covers flush with finish surface. Elsewhere, set tops 3" above finish surface, unless otherwise indicated. b. Apply bituminous mastic coating at joints of sections. 5. Drop Inlets: a. General: Construct structures to sizes and shapes indicated. b. Set frames and grates to elevations indicated. 02720-5 9541.1 C ic SITE WORK DIVISION 2 6. Trench Drain System: a. General: Install as indicated and in accordance with manufacturer's installation instructions. Embed channels in minimum of 4" depth of concrete around bottom and sides. CONNECTION TO EXISTING STORM SEWER: 1. Tap Connections: a. Make connections to existing piping and underground structures, so that finished work will conform as nearly as practicable to requirements specified for new work. b. For branch connections from side into existing 24 or larger piping, or to underground structures, cut opening into unit sufficiently large to allow 3" of concrete to be packed around entering connection. Cut ends of connection passing through pipe or structure wall to conform to shape of and be flush with inside wall, unless otherwise indicated. On outside of pipe or structure wall, encase entering connection in 6" of concrete for minimum length of 12" to provide additional support or collar from connection to undisturbed ground. 1) Provide concrete which will attain minimum 28-day compressive strength of 3000 psi, unless otherwise indicated. 2) Use epoxy bonding compound as interface between new and existing concrete and piping materials. C. Take care while making tap connections to prevent concrete or debris from entering existing piping or structure. Remove debris, concrete, or other extraneous material which may accumulate. BACKFILLING: 1. General: Conduct backfill operations of open -cut trenches closely following laying, jointing, and bedding of pipe, and after initial inspection and testing are completed. FIELD QUALITY CONTROL: 1. Maintain lines and grades by using a stringline or batterboards with grades marked at intervals no greater than 50' , or by laser. I 02720-6 9541.1 1 SITE WORK DIVISION 2 2. Flushing: Flush all storm sewers with water in sufficient volume to obtain free flow through each line. Remove all silt and trash from inlets just prior to final acceptance of the work. 3. Testing: Perform testing of completed piping in accordance with local authorities having jurisdiction. END OF SECTION 02720-7 9541.1 SITE WORK DIVISION 2 SECTION 02730 - SANITARY SEWAGE SYSTEMS PART 1- GENERA L A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Gravity sewage collection system, including all piping, manholes, cleanouts, etc., from five feet outside of building to extent indicated on plans. b. Trench backfill and excavation C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Interior building systems including drain, waste, and vent piping b. Storm drainage piping C. Water distribution piping D. QUALITY ASSURANCE: 1. Manufacturer's Qualifications: Firms regularly engaged in manufacture of sanitary sewage system's products of types, materials, and sizes required, whose products have been in satisfactory use in similar service for not less than 5 years. 02730-1 9541.1 SITE WORK DIVISION 2 2. Standards: a. ANSI standards referred to. b. ASTM specifications referred to. C. AWWA standards referred to. d. The Virginia Department of Transportation Road and Bridge Standards and Specifications, Latest Edition. 3. Certification: Provide manufacturer certification that all inspections and tests have been made and met in accordance with product specifications. 4. Marking Pipe: The manufacturer's mark and date of manufacture shall be distinctly marked on all pipe. 5. Code Compliance: Comply with applicable portions of state building code. E. SUBMITTALS: 1. Product Data: Submit manufacturer's technical product data and installation instructions for each sewage system material and product specified. Product data shall indicate compliance with all applicable conditions set forth in Part 2 of this section. F. JOB CONDITION: 1. Protection of Water Supplies: a. General: During the course of the construction take proper steps to protect water supply facilities within "the limits of construction from contamination by sewage. Use the following criteria to govern the installation of sewage facilities in the proximity of water supply facilities. b. Parallel Installation: 1) Normal Conditions: Water mains shall be laid at least ten feet horizontally from a sewer or sewer manhole. The distance shall be measured edge -to -edge. 2) Unusual Conditions: When local conditions prevent a horizontal separation of ten feet, the water main may be laid closer to a sewer or sewer manhole provided that: 02730-2 9541.1 1 SITE WORK DIVISION 2 a) The bottom (invert) of the water main shall be at least eighteen inches above the top (crown) of the sewer. b) Where this vertical separation cannot be obtained, the sewer shall be constructed of AWWA approved water pipe, pressure tested in place without leakage prior to backfilling. c) The sewer manhole shall be of watertight construction and tested in place. Crossing: 1) Normal Conditions: Water lines crossing sewers shall be laid to provide a separation of at least 18 inches between the bottom of the water line and the top of the sewer whenever possible. 2) Unusual Conditions: When local conditions prevent a vertical separation described above, the following construction shall be used: a) Sewers passing over or under water mains shall be constructed of AWWA approved water pipe, pressure tested in place without leakage prior to backfilling. b) Water lines passing under sewers shall, in addition, be protected by providing: 1] A vertical separation of at least 18 inches between the bottom of the sewer and the top of the water line. 2] Adequate structural support for the sewers to prevent excessive deflection of the joints and the settling on and breaking of the waterline. 3] That the length of the water line be centered at the point of the crossing so that joints shall be equidistant and as far as possible from the sewer. Sewers or Sewer Manholes: No water pipes shall pass through or come in contact with any part of a sewer manhole. 02730-3 9541.1 SITE WORK DIVISION 2 e. Notify the Architect/Engineer at once when, during the course of construction, it becomes apparent that this work will result in the violation of the above criteria. Upon such notification, the Architect/Engineer shall issue instructions for remedial measures. PART 2 - PRODUCTS A. IDENTIFICATION: 1. Underground -Type Plastic Line Markers: Manufacturer's standard permanent, bright -colored, continuous -printed plastic tape intended for direct -burial service; not less than 6" wide x 4 mils thick. Provide green tape with black printing reading "CAUTION SEWER LINE BURIED BELOW". B. PIPES AND PIPE FITTINGS: 1. Gravity Sewer Main: a. General: Provide pipes of one of the following materials of weight/class indicated. Provide pipe fittings and accessories of same material and weight/class as pipes, with joining method as indicated. b. Cast -Iron Soil Pipe: ASTM A 74, hub and spigot ends, service weight unless otherwise indicated. 1) Fittings: Cast-iron hub and spigot complying with ASTM A 74; lead/oakum calked joints, or compression joints with rubber gaskets complying with ASTM C 564. C. Reinforced Concrete Pipe: ASTM C 76, Class H unless otherwise indicated. 1) Fittings: Reinforced concrete, same strength as adjoining pipe, tongue -and -groove gasketed joints complying with ASTM C 443. d. Concrete Pipe: ASTM C 14, Class 2 nonreinforced concrete pipe, unless otherwise indicated. 1) Fittings: Concrete, same strength as adjoining pipe, tongue -and - groove gasketed joints complying with ASTM C 443. e. Polyvinyl Chloride (PVC) Pipe: PVC pipe shall be ASTM D 3033, Type PSP, SDR 35; or ASTM D 3034, Type PSM, SDR 35 furnished in 20 foot nominal lengths. 1 11' Ll 1 02730-4 9541.1 C SITE WORK DIVISION 2 1 1) Polyvinyl Chloride Pipe Joints: PVC piping joints shall be the gasket, push -on type, such as "Ring-Tite" or equal unless otherwise indicated. Joint assembly shall be made according to the manufacturer's directions and shall comply with the guidelines for installation of PVC pipe as developed by the Uni-Bell Plastic Pipe Association. PVC pipe joints with cast iron fittings shall be installed in accordance with manufacturer's directions in compliance with these specifications. Integral bells shall be required. 2) Fittings: PVC, ASTM D 3033 or ASTM D 3034, solvent -cement joints complying with ASTM D 2855 using solvent cement complying with ASTM D 2564; or elastomeric joints complying with ASTM D 3212 using elastomeric seals complying with ASTM F 477. 2. Join pipes of different size or material with standard connections manufactured for the purpose. C. CLEANOUTS: 1. General: Provide as indicated, pipe extension to grade with furrule and countersunk cleanout plug. When cleanouts are placed in paved areas or sidewalks, provide a traffic bearing cover flush with surface. D. PIPE COUPLINGS: 1. Watertight, semi -flexible couplings for connecting different types of sewer pipe, or plain ends, shall be FERNCO series 1000 with #305 stainless steel clamps or approved equal. E. CONCRETE CRADLES, ENCASEMENT AND THRUSTBLOCKS: 1. 3000 psi concrete in conformance with Division 3 requirements. i PART 3 - EXECUTION A. INSTALLATION OF IDENTIFICATION: 1. General: During backfilling/topsoiling of sanitary sewage systems, install continuous underground -type plastic line marker, located directly over buried line at 6" to 8" below finished grade. I 02730-5 9541.1 SITE WORK DIVISION 2 B. INSTALLATION OF PIPE AND FITTINGS: 1. General: Install piping in accordance with governing authorities having jurisdiction, except where more stringent requirements are indicated. Trench and bedding to conform to VDOT Standard UB-1, Type 2. Minimum cover to top of pipe shall be 36" . 2. Inspect piping before installation to detect apparent defects. Mark defective materials with white paint and promptly remove from site. 3. Lay piping beginning at low point of system, true to grades and alignment indicated, with unbroken continuity of invert. 4. Place bell ends or groove ends of piping facing upstream. 5. Install gaskets in accordance with manufacturer's recommendations for use of lubricants, cements, and other special installation requirements. 6. Install pipe in conformance with manufacturer's recommendations and the following: a. Cast -Iron Soil Pipe: Install in accordance with applicable provisions of CISPI "Cast Iron Soil Pipe & Fittings Handbook. " b. Concrete Pipe: Install in accordance with applicable provisions of ACPA Concrete Pipe Installation Manual." C. Plastic Pipe: Install in accordance with manufacturer's installation recommendations, and in accordance with ASTM D 2321. 7. Cleaning Piping: Clean interior of piping of dirt and other superfluous material as work progresses. Maintain swab or drag in line and pull past each joint as it is completed. a. In large, accessible piping, brushes and brooms may be used for cleaning. b. Place plugs in ends of uncompleted conduit at end of day or whenever work stops. C. Flush lines between manholes if required to remove collected debris. 1 02730-6 9541.1 1 U SITE WORK DIVISION 2 C. TAP CONNECTIONS: 1. The Frederick County Sanitation Authority will make the tap to existing piping and install a short stub at the Contractor's expense. D. BACKFILLING: 1. General: Conduct backfilling operations of open -cut trenches closely following laying, jointing, and bedding of pipe, and after initial inspection and testing are completed. Trench backfill shall conform to VDOT Standard UB-1, Type 2, and Section 02200. E. TESTING AND INSPECTION: 1. General: a. The Architect/Engineer shall select the testing method in conjunction with Governing authorities. The Architect/Engineer shall witness each test. The Owner shall provide the Architect/Engineer services to observe the initial test for each structure or section of pipe. Observation of each succeeding test required on the same section or structure shall be at Contractor's expense. b. Provide labor and equipment and make all preparations for each test. C. Repeat tests and Perform repairs as many times as necessary until achieving acceptable test results. 2. Gravity Mains: a. Test all sewer lines for both displacement or structural faults and for watertightness. b. Displacement Testing - Lights: Flash a light between manholes by means of a flashlight or by reflecting sunlight with a mirror. If the illuminated interior of the pipeline shows visible leaks, poor alignment, displaced pipe or any other defect, remedy the defects at no additional cost to Owner. C. Deflection Testing: Measure pipe for vertical ring deflection after completion of the backfill. Maximum ring deflection of the pipe under load shall be limited to 5 % of the vertical internal pipe diameter. Accomplish testing by recording deflectometer or by approved mandrel, sphere, or pin type go/no-go device. 11 02730-7 9541.1 SITE WORK DIVISION 2 d. Watertightness Testing - Infiltration: When, in the opinion of the Engineer, the trench or excavation is sufficiently (4 feet above crown) saturated as a result of ground water or rain, make tests on the basis of infiltration. Carefully measure the floor of water at the nearest downgrade manhole. Make three series of measurements at not less than one -hour intervals, and reduce the results to an average. Extrapolate the average to apply to a 24 hour period. Make all such tests only under the supervision of the Architect/Engineer. Infiltration shall not exceed a rate of 100 gallons per inch of pipe diameter per mile per day for any section of the system. e. Watertightness Testing - Exfiltration: When conditions are not suitable for making infiltration tests, make exfiltration tests. Fill the line to be tested to provide a head of at least 4 feet above both the water table and the top of the pipe at the upper end of the pipeline to be tested. Allow the filled line to stand until the pipe has reached its maximum absorption, but not less than 4 hours. After absorption, re-establish the head. Measure the amount of water required to maintain this water level during a two-hour test period. Leakage measured by this test shall not exceed 100 gallons per inch diameter per mile of pipeline per day. f. Watertightness Testing - Air: Adhere to the following procedure: 1) Clean pipe to be tested by propelling snug -fitting inflated rubber ball through the pipe with water if necessary. 2) Plug all pipe outlets with suitable test plugs. Brace each plug securely. 3) If the pipe to be tested is submerged in ground water, insert a pipe probe by boring or jetting into the backfill material adjacent to the center of the pipe, and determine the pressure in the probe when air passes slowly through it. This is the back pressure due to ground water submergence over the end of the probe. All gauge pressures in the test should be increased by this amount. 4) Add air slowly to the portion of the pipe installation under test until the internal air pressure is raised to 4.0 psig. 5) After an internal pressure of 4.0 psig is obtained, allow at least two minutes for air temperature to stabilize, adding only the amount of air required to maintain pressure. 02730-8 9541.1 1 II SITE WORK DIVISION 2 1 6) After stabilizing the internal pressure of 4.0 psig, reduce the internal air pressure to 3.5 psig, and start stopwatch. Determine the time in seconds that is required for the internal air pressure to reach 2.5 psig. Minimum permissible pressure holding times for runs of single pipe diameter are indicated in seconds in the attached table in Appendix A. Note: The air test may be dangerous if, because of ignorance or carelessness, a line is improperly prepared. It is extremely important that the various plugs be installed and braced in such a way as to prevent blowouts. In as much as a force of 250 lbs. is exerted on an 8-inch plug by an internal pipe pressure of 5 psi, it should be realized that sudden expulsion of a poorly installed plug or a plug that is partially deflated before the pipe pressure is released can be dangerous. As a safety precaution, pressurizing equipment should include a regulator set at perhaps 10 psi to avoid over -pressurizing and damaging an otherwise acceptable line. No one shall be allowed in the manholes during testing. I IEND OF SECTION 11 I 1 02730-9 9541.1 AIR TEST TABLE Based on Equations from ASTM C 828 SPECIFICATION TIME (min:sec) REQUIRED FOR PRESSURE DROP FROM 3 1/2 TO 2 1/2 PSIG WHEN TESTING ONE PIPE DIAMETER ONLY PIPE DIAMETER, INCHES 4 6 8 10 12 15 18 21 24 25 0:04 0:10 0:18 0:28 0:40 1:02 1:29 2:01 2:38 50 0:09 0:20 0:35 0:55 1:19 2:04 2:58 4:03 5:17 75 0:13 0:30 0:53 1:23 1:59 3:06 4:27 6:04 7:55 100 0:18 0:40 1:10 1:50 2:38 4:08 5:56 8:05 10:34 125 0:22 0:50 1:28 2:18 3:18 5:09 7:26 9:55 11:20 150 0:26 0:59 1:46 2:45 3:58 6:11 8:30 175 0:31 1:09 2:03 3:13 4:37 7:05 200 0:35 1:19 2:21 3:40 5:17 12:06 225 0:40 1:29 2:38 4:08 5:40 10:25 13:36 250 0:44 1:39 2:56 4:35 8:31 11:35 15:07 275 0:48 1:49 3:14 4:43 9:21 12:44 16:30 300 0:53 1:59 3:31 10:12 13:53 18:09 350 1:02 2:19 3:47 8:16 11:54 16:12 21:10 400 1:10 2:38 6:03 9:27 13:36 18:31 24:12 450 1:19 2:50 6:48 10:38 15:19 20:50 27:13 500 1:28 5:14 7:34 11:49 17:01 23:09 30:14 APPENDIX A SITE WORK DIVISION 2 SECTION 02831 - CHAIN LINK FENCES AND GATES PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Galvanized steel chain link fence and gates. C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Section 02200, EARTHWORK. b. Section 03310, CONCRETE WORK. D. SUBMITTALS: 1. General: Submit the following in accordance with conditions of Contract and Division 1 specification sections. 2. Product data in the form of manufacturer's technical data, specifications, and installation instructions for fence and gate posts, fabric, gates, and accessories. 3. Shop g gdrawingsshowing location of fence, gates, each post, and details of post installation, extension arms, gate swing, hardware, and accessories. 02831-1 9541.1 SITE WORK DIVISION 2 E. QUALITY ASSURANCE: 1. Single -Source Responsibility: Obtain chain link fences and gates as complete units, including necessary erection accessories, fittings, and fastenings from a single source or manufacturer. 2. Installation: Performed only by the manufacturer or an experienced chain link fence installer approved by the manufacturer. 3. Materials and installation shall comply with the following standards: a. American Society for Testing and Materials (ASTM). b. Chain Link Manufacturers Institute (CLMI). F. DELIVERY, STORAGE, AND HANDLING: 1. Deliver chain link fence materials in the manufacturer's original packaging with tags and labels intact and legible. 2. Handle and store material to prevent damage and deterioration. G. PROJECT CONDITIONS: 1. Do not begin chain link fencing installation before completion of final grading PART 2 - PRODUCTS A. MATERIALS: 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Galvanized steel fencing and fabric: 1) American Chain Link Fence Company 2) American Tube Company 3) Anchor Fence, Inc. 4) Capitol Wire and Fence Co., Inc. 02831-2 9541.1 .11 SITE WORK DIVISION 2 5) Century Tube Corp. 6) Cyclone Fence Div./USX Corp. B. FABRIC: 1. Steel Fabric: Comply with Chain Link Fence Manufacturers Institute (CLFMI) Product Manual. Furnish one-piece fabric widths for fencing up to 12 feet high. a. Size: 2-inch mesh, 9-gage (0.148-inch diameter) uncoated wire. b. Polyvinyl Chloride (PVC) Finish: Coat after fabrication. Comply with ASTM F 668, with core wire diameter (gage) measured prior to application of PVC coating with not less than 0.40 oz. zinc per sq. ft. of uncoated surface on 9 and 11 gage wire. Color shall be black. 1) Class 2, minimum 0.006-inch, maximum 0.025-inch-thick PVC coating fuse bonded and adhered to a cured primer applied over zinc coated steel core wire. a) Class 2a, 0.015- to 0.025-inch-thick PVC coating extruded and adhered to zinc -coated steel wire. C. FRAMING: 1. General: Post rail and brace sizes listed below indicate a minimum size for the indicated fabric height. Fence manufacturer shall provide framing as required to withstand all anticipated loadings from spectators, wind, etc. in order for the fence to remain structurally sound. 2. Strength requirements for posts and rails conforming to ASTM F 669. 3. Pipe shall be straight, true to section, material, and sizes specified, and shall conform to the following weights per foot: NPS in Outside Diameter Type I Type II inches (OD) in inches Steel Steel Aluminum 1 1.315 1.68 1.35 0.435 1-1/4 1.660 2.27 1.84 0.786 1-1/2 1.900 2.72 2.28 2 2.375 3.65 3.12 1.260 2-1/2 2.875 5.79 4.64 2.004 02831-3 9541.1 ITE WORK DIVISION 2 NPS in Outside. Diameter Type I Type II inches OD) in inches Steel Steel Aluminum 3 3.500 7.58 5.71 3-1/2 4.000 9.11 6.56 3.151 4 4.500 10.79 6 6.625 18.97 6.564 8 8.625 28.55 9.878 3. Steel Framework, General: Posts, rails, braces, and gate frames. a. Type I Pipe: Hot -dipped galvanized steel pipe conforming to ASTM F1083, plain ends, standard weight (schedule 40) with not less than 1.8 oz. zinc per sq. ft. of surface area coated. b. Type II Pipe: Manufactured from steel conforming to ASTM A 569 or A 446, grade D, cold formed, electric welded with minimum yield of 50,000 psi and triple coated with minimum 0.9 oz. zinc per sq. ft. after welding, a chromate conversion coating and a clear polymer overcoat. Corrosion protection on inside surfaces shall protect the metal from corrosion when subjected to the salt spray test of ASTM B 117 for 300 hours with the end point of 5 percent Red Rust. C. C Section: Rolled form steel shapes conforming to ASTM F 669, group II produced from steel conforming to A 446, grade D, or ASTM A 570, grade 45, cold formed, hot -dip galvanized with minimum 2.0 oz. zinc per sq. ft. of surface area conforming to ASTM A 123 or ASTM A 525; or 5 percent aluminum-mischmetal coated with minimum 1.0 oz. coating per sq. ft. of surface area each side conforming to ASTM A 875. d. H Section: Hot -rolled steel H shape with minimum yield strengthpyg of 45,000 psi conforming to ASTM F 669, group III and hot -dip galvanized with minimum 2.0 oz. zinc per sq. ft. of surface area conforming to ASTM A 123. e. Square Tubing: Fabricated from steel conforming to ASTM A 500, grade B and hot -dip galvanized with minimum 2.0 oz. zinc per sq. ft. of surface area conforming to ASTM A 123. 4. Polyvinyl Chloride (PVC) Finish: Same as fabric specification above. 5. End, Corner, and Pull Posts: Up to 6-0" fabric height. a. 2.375-inch O.D. steel pipe, 3.65 lbs. per linear foot. 02831-4 9541.1 1 SITE WORK DIVISION 2 PC 7. IJ E 10 b. 2.0-inch square steel tubing, 3.65 lbs. per linear foot. C. 3.5-inch x 3.5-inch roll -formed section, 4.85 lbs. per linear foot. End, Corner, and Pull Posts: Fabric over 6'-0" height. a. 2.875-inch O.D. steel pipe, 5.79 lbs. per linear foot. b. 2.5-inch square steel tubing, 5.59 lbs. per linear foot. C. 3.5-inch x 3.5-inch roll formed section, 4.85 lbs. per linear foot. Line Posts: Up to 6'-0" fabric height. a. 1.90-inch O.D. steel pipe, 2.72 lbs. per linear foot. b. 1.875-inch x 1.625-inch C-section, 2.30 lbs. per linear foot. C. 2.25-inch x 1.70-inch H-section, 3.26 lbs. per linear foot. Line Posts: Fabric over 6'-0" height. a. 2.375-inch O.D. steel pipe, 3.65 lbs. per linear foot. b. 2.25-inch x 1.70-inch C-section, 2.70 lbs. per linear foot. C. 2.25-inch x 1.70-inch H-section, 3.26 lbs. per linear foot. Gate Posts: Gate leaves 6'-0" wide or less. a. 2.875-inch O.D. steel pipe, 5.79 lbs. per linear foot. b. 2.5-inch square steel tubing, 5.59 lbs. per linear foot. C. 3.5-inch x 3.5-inch roll formed section, 4.85 lbs. per linear foot. Top, Middle, Brace, and Bottom Rails: a. 1.66-inch O.D. steel pipe, 2.27 lbs. per linear foot. b. 1.625-inch x 1.25-inch roll formed section, 1.35 lbs. per linear foot. 02831-5 9541.1 SITE WORK DIVISION 2 C. Provide continuous top rails in manufacturer's longest lengths, with expansion type couplings for each joint. Provide necessary fittings for. attaching top rail to each gate, corner, pull, and end post. 11. Bottom Tension Wire: 7 gauge (.177-inch) coiled spring wire, finish matching fabric finish. 12. Post Braces: Provide bracing assemblies, for fences 6'-0" high or over, at each end and gate posts, and at both sides of corner and pull posts. a. Locate horizontal brace at mid -height of fabric. b. Use 1.660-inch O.D. steel pipe, for horizontal brace and 0.375-inch diameter rod with turnbuckle for diagonal truss. D. FITTINGS AND ACCESSORIES: 1. Material: Comply with ASTM F 626, galvanized iron or steel, to suit manufacturer's standards. a. Zinc Coating: Unless specified otherwise, galvanize steel fence fittings and accessories in accordance with ASTM A 153, with zinc weights per Table I. 2. Tie Wires: 12-gage (0.106-inch diameter) galvanized steel with a minimum of 0.80 oz. per sq. ft. of zinc coating of surface area in accordance with ASTM A 641, Class 3 or 9-gage (0.106-inch-diameter). 3. Bottom and Center Rail: Same material as top rail. Provide manufacturer's standard galvanized steel or cast iron or cast aluminum cap for each end. . 4. Post and Line Caps: Provide weathertight-closure cap for each post. Provide line post caps with loop to receive tension wire or top rail. 5. Tension or Stretcher Bars: Hot -dip galvanized steel with minimum length 2 inches less than full height of fabric, minimum cross-section of 3/16 inch x 3/4 inch and minimum 1.2 oz. zinc coating per sq. ft. of surface area. Provide one bar for each gate and end post, and two for each corner and pull post, except where fabric is integrally woven into post. 6. Tension and Brace Bands: Minimum 3/4 inch wide hot -dip galvanized steel with minimum 1.2 oz. zinc coating per sq. ft. of surface area. 02831-6 9541.1 1 SITE WORK DIVISION 2 a. Tension Bands: Minimum 14 gage (0.074 inch uncoated thickness). b. Tension and Brace Bands: Minimum 12 gage (0.105 inch uncoated thickness). E. GATES: 1. Fabrication: Fabricate perimeter frames of gates from metal and finish to match fence framework. Assemble gate frames by welding. Provide horizontal and vertical members to ensure proper gate operation and attachment of fabric, hardware, and accessories. Space frame members maximum of 8 feet apart unless otherwise indicated. a. Provide same fabric as for fence unless otherwise indicated. Install fabric with tension bars and bands at vertical edges and at top and bottom edges. b. Install diagonal cross -bracing consisting of 3/8-inch diameter adjustable - length truss rods on gates to ensure frame rigidity without sag or twist. 2. Swing Gates: Comply with ASTM F 900. a. Steel: 1) Up to 6 Feet High and 8 Feet Wide: Fabricate perimeter frames of minimum 1.660 inch OD Type I or H steel pipe or 1.50 inch square galvanized steel tubing weighing 1.90 lb. per sq. ft. 2) Over 6 Feet High and 8 Feet Wide: Fabricate perimeter frames of minimum 1.90-inch OD Type I or II steel pipe or 2.00-inch square galvanized steel tubing weighing 2.60 lb. per sq. ft. b. Gate Hardware: Provide hardware and accessories for each gate, galvanized per ASTM A 153, and in accordance with the following: 1) Hinges: Size and material to suit gate size, non -lift-off type, offset to permit 180-deg. gate opening. Provide 1-1/2 pair of hinges for each leaf over 6-foot nominal height. 2) Latch: Forked type or plunger -bar type to permit operation from either side of gate, with padlock eye as integral part of latch. 02831-7 9541.1 SITE WORK DIVISION 2 PART 3 - EXECUTION A. INSPECTION: 1. Examine final grades and installation conditions. Do not start chain link fence system work until unsatisfactory conditions are corrected. B. PREPARATION: 1. Lay out complete fence line. 2. Locate and mark post positions. Space line posts equally and at maximum 10'-0" on center spacing. 3. Provide corner posts at positions where fence changes direction more than 10 degrees. C. INSTALLATION: 1. General: Install fence in compliance with ASTM F 567. Do not begin installation and erection before final grading is completed, unless otherwise permitted. a. Apply fabric to outside of framework. 2. Excavation: Drill or hand -excavate (using post -hole digger) holes for posts to diameters and spacings indicated, in firm, undisturbed or compacted soil. a. If not indicated on drawings, excavate holes for each post to minimum diameter recommended by fence manufacturer, but not less than 4 times largest cross-section of post. b. Unless otherwise indicated, excavate hole depths approximately 3 inches lower than post bottom, with bottom of posts set not less than 36-inches below finish grade surface. 3. Setting Posts: Center and align posts in holes 3 inches above bottom of excavation. Space maximum 10 feet o.c., unless otherwise indicated. a. Protect portion of posts above ground from concrete splatter. Place concrete around posts and vibrate or tamp for consolidation. Check each post for vertical and top alignment, and hold in position during placement and finishing operations. 02831-8 9541.1 SITE WORK DIVISION 2 a I d 11 I 1 1) Unless otherwise indicated, extend concrete footings 2-inches above grade and trowel to a crown to shed water. 4. Top Rails: Run rail continuously through line post caps, bending to radius for curved runs and at other posts terminating into rail end attached to posts or post caps fabricated to receive rail. Provide expansion couplings as recommended by fencing manufacturer. 5. Center Rails: Provide center rails where indicated or required. Install in one piece between posts and flush with post on fabric side, using rail ends and special offset fittings where necessary. 6. Brace Assemblies: Install braces so posts are plumb when diagonal rod is under proper tension. 7. Bottom Tension Wire: Install tension wire within 6-inches of bottom of fabric before stretching fabric and tie to each post with not less than same gage and type of wire. Pull wire taut, without sags. Fasten fabric to tension wire with 11-gage hog rings of same material and finish as fabric wire, spaced maximum 2-inches O.C. 8. Tension or Stretcher Bars: Thread through or clamp to fabric 4-inches o.c., and secure to end, corner, pull, and gate posts with tension bands spaced not over 15- inches o.c. 9. Tie Wires: Use U-shaped wire of proper length to secure fabric firmly to posts and rails with ends twisted at least 2 full turns. Bend ends of wire to minimize hazard to persons or clothing. a. Maximum Spacing: Tie fabric to line posts 12-inches o.c. and to rails and braces 24-inches o.c. 10. Fasteners: Install nuts for tension bands and hardware bolts on side of fence opposite fabric side. Peen ends of bolts or score threads to prevent removal of nuts. 11. Gates: Install gates plumb, level, and secure for full opening without interference. Install ground -set items in concrete for anchorage. Adjust hardware for smooth operation and lubricate where necessary. 02831-9 9541.1 SITE WORK DIVISION 2 12. Following fabrication and prior to painting, all iron is to be treated to prevent flash rusting. It is then to be painted with black rust inhibiting metal primer. END OF SECTION 02831-10 9541.1 SITE WORK DIVISION 2 SECTION 02900 - LAWNS AND PLANTING PART 1 - GENERAL A. CONDITIONS: 1. Drawings and general provisions of Contract, including General and Federal Supplementary Conditions and Division 1 specification sections, apply to work of this section. B. DESCRIPTION OF WORK: 1. The work to be performed under this section of the specifications comprises the furnishing of all labor and materials and the completion of all work of this section as shown on the drawings and/or herein specified. 2. In general, the work included under this section consists of, but is not limited to, the following: a. Seeding: Fertilizing, limeing, and mulching; preparation and planting, complete - includes areas disturbed by utility lines b. This section applies to all disturbed areas, including trenches C. RELATED WORK: 1. In general, the following related work is included in other sections of the specifications: a. Preparation of subgrade b. Walks D. GUARANTEE: 1. Guarantee all planting for 1 year upon completion of work and acceptance by the Owner. PART 2 - PRODUCTS A. MATERIALS: 1. Plant Materials: Grass seed. 02900-1 9541.1 SITE WORK DIVISION 2 a. Provide grass seed of pure, live, certified mixture of recleaned seed of the latest crop, and containing weed seed less than 0.5 % by weight of the total mixture. b. Seed mixture shall consist of the following analysis: Area Species General Lawn Kentucky 31 or Turf -Type Tall Fescue Improved Perennial Ryegrass Kentucky Bluegrass Athletic Turf Kentucky 31 or Turf -Type Tall Fescue Improved Perennial Ryegrass 2. Fertilizer: B, Weight 95-100% 0-5 % 0-5 % 50 % 50 % a. Provide commercially -prepared, granular fertilizer completely balanced with all plant nutrients. b. Provide fertilizer uniform in composition, dry, and free -flowing. c. Provide fertilizer for lawn areas of 10-10-10 analysis (percentage by weight): 10 % Nitrogen 10 % Phosphorus 10 % Potassium Apply fertilizer to lawn areas at the rate of 25 lbs. per 1000 sq. ft. d. Provide fertilizer for trees, shrubs, and planting beds of a 5-10-5 analysis percentages by weight): 5 % Nitrogen 10 % Phosphorus 5 % Potassium Apply fertilizer to newly -planted trees and shrubs at the time of installation. Thoroughly incorporate into the mixture used for filling plant pits. Applied at the rate of: 9541.1 02900-2 SITE WORK DIVISION 2 Shade Trees: 2 lbs. per inch of caliper Small Trees: 1 lb. per inch of caliper Deciduous Shrubs: 1/4 lb. per foot of height Evergreen Shrubs: 1/8 lb. per foot of height 3. Limestone: a. Provide raw, ground, agricultural limestone containing not less than 90 % calcium carbonate. b. Apply limestone to all exterior ground areas except surfaces occupied by plant beds, buildings, structures, and paving, at the rate of 100 lbs. per 1000 sq. ft. and work into the top 2 inches of soil or as needed to attain a pH value of 6.5. 4. Mulch: Mulch for seeded areas shall consist of loose, clean, dry straw, free of seeds. PART 3 - EXECUTION A. GENERAL: 1. Watering: a. Provide water at the site for watering seeded materials. b. Water seed beds thoroughly and immediately after completion of mulching with a fine mist spray. Water lawn areas heavily once a week during dry weather until a thick cover of grass is established. 2. Maintenance: a. Begin maintaining seeded areas immediately after seeding each area. b. Continue maintenance until acceptance of project by Owner. C. Maintain a healthy growing condition by watering, mowing, spraying, weeding, cultivating, and by any other necessary operations of maintenance. d. Reseed bare spots until establishment of a thick grass cover. 9541.1 02900-3 SITE WORK DIVISION 2 B. PREPARATION: 1. Immediately following placement of topsoil, disk the entire topsoiled area and rake the area free of stones and debris over 1/2 inch in any dimension. Remove stones and debris from Owner's property. 2. Provide a finished surface true to grades shown, with a tolerance of 0.1 foot, and free of depressions or high spots which may result in ponding water or interfere with the intended use. C. PLANTING: 1. Planting Seed: a. Sow seed uniformly at the rate of 175-200 lbs. of pure live seed mixture per acre, divided in half and sown in cross directions. b. Apply mulch of loose straw uniformly, approximately three straws deep so that at least one half of the surface area is covered. END OF SECTION 9541.1 02900-4