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Home My WebLink About20211405 Ver 1_Coble Church Rd Signed Effects Form_20220427 Historic Architecture and Landscapes EFFECTS ASSESSMENT form for Minor Transportation Projects as Qualified in the 2007 Programmatic Agreement. Page 1 of 2 HISTORIC ARCHITECTURE AND LANDSCAPES ASSESSMENT OF EFFECTS FORM This form only pertains to Historic Architecture and Landscapes for this project. It is not valid for Archaeological Resources. You must consult separately with the Archaeology Group. PROJECT INFORMATION Project No: County: Guilford WBS No.: 17BP.7.R.136 Document Type: MCC Fed. Aid No: Funding: State Federal Federal Permit(s): Yes No Permit Type(s): n/a Project Description: Replace Bridge No. 267 on SR 3336 (Coble Creek Rd) over Climax Creek. SUMMARY OF HISTORIC ARCHITECTURE AND LANDSCAPES REVIEW Description of review activities, results, and conclusion An eligibility evaluation report was submitted to HPO on July 29, 2019. In a letter dated August 12, 2019, HPO concurred with our recommendation that the Coble Farms Rural Historic District (GF9124) .A meeting between NCDOT and NC HPO was conducted on January 27, 2022. The findings are as follows. ASSESSMENT OF EFFECTS Property Name: Coble Farms Rural Historic District Status: DE Survey Site No.: GF9124 PIN: Effects No Effect No Adverse Effect Adverse Effect Explanation of Effects Determination: The replacement of Guilford County Bridge No. 267 will not add elements to the historic district, nor will they diminish the characteristics for which the district is eligible. The large wetland surrounds the bridge. Utilities will be relocated. Two bar-rail on parapet. List of Environmental Commitments: none 19-01-0022 Project Tracking No. (Internal Use) Historic Architecture and Landscapes EFFECTS ASSESSMENT form for Minor Transportation Projects as Qualified in the 2007 Programmatic Agreement. Page 2 of 2 SUPPORT DOCUMENTATION Map(s) Previous Survey Info. Photos Correspondence Design Plans FINDING BY NCDOT AND STATE HISTORIC PRESERVATION OFFICE Historic Architecture and Landscapes – ASSESSMENT OF EFFECTS NCDOT Architectural Historian Date State Historic Preservation Office Representative Date Federal Agency Representative Date 02/22/2022 02/22/2022 02/22/2022 4 SHEET NO. HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER JOR56882R:\Roadway\Proj\400267_rdy_psh.dgn12:41:46 PM2/16/2022PROJECT REFERENCE Office of: Prepared in the 0 10'025'25'50'5'5' VERTICAL SCALE HORIZONTAL SCALE DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED LICENSE NO. F-0669 MOTT MACDONALD I & E, LLC 17BP.7.R.136 - GUILFORD 267 Raleigh, NC 27606 VHB Engineering NC, P.C. (C-3705) 940 Main Campus Drive, Suite 500 LICENSE NO. C-3705 VHB ENGINEERING 7621 Purfoy Road, Suite 115 Fuquay-Varina, NC 27526 www.mottmac.com/americas T T S 45°36'26" W462.96'S 45°38'02" W463.91'50' ACCESS EASEMENT50' ACCESS EASEMENTEASEMENT PER PB 121 PG 8136" WW 1SFD 36" WW36" WW36" WW 36" WW36" WWN 02°59'52" W899.41'N 44°19'06" E916.39'SOILSOILSOILEX ISTING R /W EXIST ING R /W EXIST ING R /W EXIST ING R /W EXISTING R/W EXISTING R/W 60.00'60.00'15" RCP CLIMAX CREEK TO NC 62 TO US 421 24" RCP15 " RCP MTL GRGR 20' DRAINAGE AND UTILITY EASEMENT20' DRAINAGE AND UTILITY EASEMENT10' DRAINAGE EASEMENTS 27°57'16" W479.68'N 30°55'20" E573.15'N 26°04'31" E617.51'SR 3336 COBLE CHURCH RD 21' BST35.00'30.00'WOODS BL-3 400267-1 BM1 WOODS WOODS WOODS WOODS WOODS WOODS BL-4 WOODS BL-5 EIP TO 7.09' WILLIAM J SPIVEY GREGORY S MOESCH DB 4684 PG 1463 PB 127 PG 4 EDWARD D WARDEN DIANE G WARDEN DB 4644 PG 1337 PB 72 PG 44 JAMES H GUNN RUTH C GUNN DB 3237 PG 232 PB 72 PG 44GRN 26°04'31" E 5.34' EIP TO 8.29' PEARL M COBLE DB 4620 PG 1857 PB 127 PG 4 EIP TO 6.37' PEARL M COBLE DB 2663 PG 346 S 01°44'59" E 18.25' FLORENCE C BERRY DB 1364 PG 607 PB 121 PG 81 W/LT POND POND DB 3119 PG 554 SAMUEL L COBLE SUSAN W COBLE EIP EIP 15" RCP 15" CMP EIPTO EIP 14.57' TO EIP 0.28'ROCK WALLJOHN MICHAEL MOORE KIMBERLY JONES MOORE DB 8237 PG 2126 CREEKCLIMAX 0403 0402 0401 0404 0406 0405 RETAIN REMOVE 15" REMOVE ( Not to Scale) BANK STABILIZATION -L- STA. 16+70 TO 16+91 LT DETAIL 5 GEOTEXTILE Type of Liner= CLASS II RIPRAP 3.0'min. 2.0' NWS -L- STA. 17+17 TO 17+38 LT 2:12:1 D ( Not to Scale) STANDARD 'V' DITCH -L- STA. 13+50 TO 14+11 RT Min. D=1.0 Ft. DETAIL 2 Ground Natural Ground Natural 2:12:1D ( Not to Scale) STANDARD BASE DITCH B d -L- STA. 21+66 DETAIL 4 B=0-5 Ft. Max. d=1.0 Ft. Min. D=2.0 Ft. Ground Natural Ground Natural *When B is < 6.0' Type of Liner= Class B Rip-Rap Geotextile EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP EST. 7 SY GEOTEXTILE EST. 2 TONS CLASS B RIP RAP 2GI TB 2GI TB 2GI TB 2GI TB EST. 35 SY GEOTEXTILE EST. 20 TONS CLASS B RIP RAP EST. 125 SY GEOTEXTILE EST. 50 TONS RIP RAP SEE DETAIL 3 TOE PROTECTION EST. 120 SY GEOTEXTILE EST. 50 TONS RIP RAP SEE DETAIL 3 TOE PROTECTION EST. 30 CY DDE EST. 75 SY GEOTEXTILE EST. 30 TONS RIP RAP SLOPE = 0.047 SEE DETAIL 4 STANDARD BASE DITCH EST. 205 SY GEOTEXTILE EST. 140 TONS RIP RAP SEE DETAIL 5 BANK STABILIZATION EST. 30 SY GEOTEXTILE EST. 10 TONS RIP RAP SEE DETAIL 3 TOE PROTECTION EST. 5 CY DDE SLOPE = 0.026 SEE DETAIL 2 STANDARD V DITCH SEE DETAIL 1 LATERAL V DITCH ( Not to Scale) LATERAL 'V' DITCH 2:1D -L- STA. 13+00 TO 13+50 RT Min. D= 1.0 Ft. DETAIL 1 Ground Natural Flatter4:1 or Slope Fill W/ELBOWS 15" W/ELBOWS 15" RCP-IV 15" RCP-IV 15" +21 LT BEGIN SBG RCP-V 2@24" RETAIN RETAIN -L- STA. 19+00 TO 21+47 LT -L- STA. 14+08 TO 16+44 RT -L- STA. 13+30 TO 13+80 LT Fill Slope2:1 or Flatter b= 1.5 Ft. d= 1.5 Ft. Type of Liner= Class B Rip-Rap b DETAIL 3 Ground Natural ( Not to Scale) TOE PROTECTION d Geotextile (STRUCTURE PAY ITEM) UP TO ELEV. 640.0' (TYP.) CLASS II RIP RAP +25 LT END SBG 0407 0408 0409 PI Sta 15+18.22 D L = 205.62' T = 102.82' R = 4,680.00' PI Sta 19+38.15 D L = 333.21' T = 167.06' R = 1,840.00'15+0020+00-L- POT Sta. 10+00.00 -L- PC Sta. 14+15.39 -L- PT Sta. 16+21.01 -L- PC Sta. 17+71.09 -L- PT Sta. 21+04.30 -L- POT Sta. 23+50.00 -L- Sta. 16+63.88 BEGIN BRIDGE -L- Sta. 17+46.13 END BRIDGE -L- Sta. 16+53.00 BEGIN APPROACH SLAB -L- Sta. 17+57.00 END APPROACH SLAB -L- POT Sta. 13+00.00 BEGIN PROJECT 17BP.7.R.136 -L- POT Sta. 22+00.00 END PROJECT 17BP.7.R.136 ALL FOUR BRIDGE CORNERS TYPE-III ANCHOR UNITS ON NOTE: GREU TL -2-L -50' TAPER 22'4' PS-L-020221' GREU TL-2 GREU TL-2 GREU TL-2EXIST 30'-6"22'4' PS4' PSEXIST50' TAPER21'02030421'040302020102020201000102N A D 83/ N A 2011 2 3 5 4 50' +21.01 55' +21.01 55' +71.09 50' +71.09 50' 32.52' +08.76 55' 40' +45 30' +10.23 55' +85 65' +00 65' 30' +20 65' 30' +35 45' 35' +21.30 60' 50' +40 60' 50' +50 40' +04.30 30' +04.30 70' 30' +50 70' 30' +95 50' 30' +15.39 55' 30' +15.39 30' +00 1 -L- PI = 15+20.00 EL = 645.25' VC = 340' BEGIN GRADE STA. 13+50.00 EL = 646.98' END GRADE STA. 21+50.00 EL = 654.67' (STRUCTURE PAY ITEM) EXCAVATION = 350 CY 10 11 12 13 14 15 16 17 18 19 20 21 22 23 610 620 630 640 650 660 STA. 13+00.00 BEGIN PROJECT STA. 22+00.00 END PROJECT EXIST TO MILL EXIST TO MILL K = 131 610 620 630 640 650 660 (-)1.0176% (+)1.5706% (+)1.1750% PI = 20+30.00 EL = 653.26' VC = 150' K = 379 (-) 4 .0600% BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION BASE DISCHARGE BASE FREQUENCY BASE HW ELEVATION OVERTOPPING DISCHARGE OVERTOPPING FREQUENCY OVERTOPPING ELEVATION DATE OF SURVEY W.S. ELEVATION AT DATE OF SURVEY FT YRS CFS FT CFS YRS FT CFS YRS FT = 1942 = 25 = 643.8 = 2736 = 100 = 645.9 = 3682 = 500+- = 646.6 = 2/14/2019 = 635.7ELEV. = 646.60'-L- STA. 13+00BEGIN SP DITCH RTELEV. = 644.57'-L- STA. 13+50END SP DITCH RTL GP ELEV. = 648.16' W/4' DEEP CAPS 1 SPAN: 1@80', SKEW 90 33" BOX BEAM BRIDGE C STA. 17+05.0 -L- DATE: 02-14-2019 ELEV.=635.7' NORMAL WS ELEV=640.0' EXCAVATE TO (STRUCTURE PAY ITEM) (NORMAL TO CAP) (TYP.) SLOPE 1.5:1 (2 FT. THICK) CLASS II RIP RAP BANK STABILIZATION COBLE CHURCH HISTORIC BOUNDARY C F F C F F FF F F F FC C