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HomeMy WebLinkAboutSDP202000063 Plan - Other (not approved) 2022-03-22 (2)Tal Fence Non ter ence In ve W 42' lee Softy Fence -Post or Anchoring Mirofv -Woven 40N or Equivalent ent N w/ Sleeve -It SDI Fence -Post Anchoring System Min 12" Thick - - j Geogrid Reinforcement (Typical) _ •^'sue ` 1' Refer to Wall Profile for e - — w•+.w•,q,n•"" Cap Unit Geogrid Type, -.• ` + n<a•.n _- ,a� Geogrid Length (GL) and Location ./" rw•,•,*yr"..•�"" -.�` Secure to Top Unit °Q' S m+ •+"� _.. _..- -----'--- �� w/ Concrete Adhesive w;,*r �Mw �,,;x _ .'_ .. _'--'_"`�•- ..,, E Anchor Diamond Pro Units II&- _ Drainage Aggregate VDOT No 57 Stone • ,i• ,� _ ti • .,,w.0 a "C O �,♦. ` ♦♦{^:�, — I\. • ..^• 24" Vertical Spacing (TYP ) -"A We¢phol¢ w/W011 Drain Pro a;WO '^`� _ t -- ♦ \ _ 'i Daylight Pipe Retained Soil �g Through Wall `., .,..o,'y✓i `+,. 40' OC Spacing (TYp.) s.. Reinforced Fill '�' •A ` Sta. 0 fir, • •_ c d1`�" r' � „�.: 4" 1 Drain Pipe Granular or Low Plasticity Soil �\$ ' ; �7;ra' t._'.._ - +- -`, s ,''� •',� Compacted Backf (See Drain Detail) — ) Compact To Min 95 % Standard Proctor Density Stone Leveling Pod C7�. 1r T• _ ¢ - _ ` ♦y fib`" ; ` Crushed Stone or Sand �„• �. i ' � � � ' ' *rr's � �+�y �r,�m � �• 6" Min Thick x 24" Wide See Wall Profile TYPICAL RETAINING WALL CROSS SECTION (Not to Scale) • 1 , ----------------- T "' WALL 1Ll Lower Wall ..�\ \ - - r � - Straight . l Rear Lip Split Face i Sta.294brA !r',.,.t°a. k°SP,. .r. !"e� r . „ - 18° V Setback nSto 216 WALL 2 5ta 255 - - - .. :4 u Upper Wall ••7..-.',. 5t0.321 -�' '. •' 8-1/2 �� �� Scale: 1" = 60 FT ANCHOR DIAMOND PRO UNIT SITE PLAN 0 30 60 (Not to Scale) Hollymeade Town Center - Area C, Block II DRAWING INDEX Anchor Diamond Pro Segmental Retaining Walls vi�'rN U,►. Albemarle County, Virginia Sheet F CIRCEO GEOTECH 1 Site Plan Hollymeade Town Center - Area C, Block II Circeo 5956 Buckland Mill Road i = Geotechnical 2 General Notes/ Design Parameters Albemarle County, Virginia IAiCNAEI R. CIRCEO }' Engineering, P.C. Roanoke, Virginia 24019 3-4 SRW Details no. 021245 f Em Phone: (540) 366-2379 5 Enlarged Site Plan Site Plan Adapted From the Grading Plan, Sheet No. C9, Dated October 5, 2020, A 6-74. Wall 1- Sta. 0 to Sta. 321 (Rev. 3 - 2/15/22), Prepared By Shimp Engineering, P.C.3//7/2,74 Scale: 1" = 60 FT 8-9 Wall 2 - Sta. 0 to Sta. 294 Site Plan For Illustrative Purpose. Approx. Scale: 1" = 60 FT �S�ONAL E`+G, Date: 03/17/22 Project No. RW-2754 Revision: --- I Sheet 1 1 of 9 NOTES: DESIGN PARAMETERS: 1.0 STRIP VEGETATIVE AND ORGANIC SOIL FROM THE WALL AND GEOGRID ALIGNMENT. 2.0 BENCH CUT ALL EXCAVATED SLOPES. 3.0 DO NOT EXCAVATE BEYOND EXCAVATION LINES SHOWN ON PLAN UNLESS DIRECTED BY THE GEOTECHNICAL ENGINEER TO REMOVE UNSUITABLE SOIL. 4.0 CONTRACTOR SHALL ENSURE TEMPORARY EXCAVATIONS ARE STABLE AND PROVIDE EXCAVATION SUPPORT IF NEEDED. 5.0 GEOTECHNICAL ENGINEER SHALL VERIFY FOUNDATION SOILS AS BEING COMPETENT PER THE DESIGN PARAMETERS. 6.0 LEVELING PAD SHALL CONSIST OF COMPACTED SAND, GRAVEL, OR COMBINATION AND SHALL BE A MINIMUM 6-INCH THICK LAYER WITH A MINIMUM WIDTH OF 24 INCHES. 7.0 A 4-INCH-DIAMETER SLOTTED DRAINAGE PIPE SHALL BE INSTALLED BEHIND THE WALL AND CONNECT TO WEEPHOLES INSTALLED AT THE BASE OF THE WALL (40 FEET ON CENTER) AND EXTEND BEYOND THE FINAL GRADE TO DAYLIGHT (SEE DRAIN DETAIL). 8.0 DRAINAGE AGGREGATE AND UNIT (CORE) FILL SHALL CONSIST OF CLEAN ANGULAR GRAVEL (VDOT NO.57 STONE), MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422. SIEVE SIZE PERCENTAGEPA55ING 1-112 INCH 100 1 INCH 95-100 1/2 INCH 25 - 60 NO.4 0-10 NO. 8 0-5 9.0 GEOGRIDS SHALL BE LAID HORIZONTALLY ON COMPACTED BACKFILL FOR THE REQUIRED GEOGRID LENGTH (GL) IN THE TENSILE STRENGTH DIRECTION (PERPENDICULAR TO WALL FACE) NOTED ON THE WALL PROFILE. THE GEOGRID SHALL BE PLACED WITHIN ONE INCH OF THE FRONT FACE OF THE UNIT BELOW AND EXTEND HORIZONTALLY OVER COMPACTED FILL. 10.0 ANCHOR DIAMOND PRO UNITS MOLDED DIMENSIONS SHALL BE 8 INCHES HIGH BY 18 INCHES LONG BY 12 INCHES DEEP AND SHALL NOT DIFFER MORE THAN + 1/8 INCH IN ANY DIMENSION. 11.0 A 1-INCH SETBACK PER UNIT (REAR LIP) SHALL BE MAINTAINED FOR PROPER BATTER (I.E. 7 DEGREE CANT FROM VERTICAL). 12.0 GEOGRIDS SHALL BE PLACED WITHIN 1 INCH OF THE FRONT FACE OF THE UNITS AND GEOGRID5 PULLED TIGHT (AFTER PLACEMENT OF THE NEXT COURSE OF BLOCK UNITS) TO REMOVE SLACK AND TO INTEGRATE GEOGRIDS AND UNITS. 13.0 FIELD ADJUSTMENTS OF BLOCK ALIGNMENT MAY BE MADE ON NON -REINFORCEMENT LAYERS WITH THE USE OF SHIMS OR ASPHALT SHINGLES TO RAISE ONE COURSE OF BLOCK BY A MAXIMUM OF 1/4 INCH VERTICAL HEIGHT. 14.0 REINFORCED FILL SHALL CONSIST OF GRANULAR SOIL FILL 1 BUILDING CODES: 2015 VIRGINIA UNIFORM STATEWIDE BUILDING LODE (USBC) WITH U5C5 SOIL TYPES GP, GW, GM, GC, 5W, SP, SM OR 5C AND 2015 INTERNATIONAL BUILDING CODE (IBC). WITH A MINIMUM ANGLE OF INTERNAL FRICTION, OF 28 DEGREES 2 THE WALL PROFILES ARE BASED ON THE GRADING PLAN, SHEET NO. C9, AS OUTLINED IN DESIGN PARAMETERS - NOTE 5. DATED OCTOBER 5, 2020 (REV. 3- 2/15/22), PREPARED BY SHIMP ENGINEERING, P.L. LOW PLASTICITY CLAYEY SAND (SC), SILT OR CLAY (ML-CL) CAN BE USED 3 WALL DETAILS SHOWN ON THIS PLAN ARE FOR ANCHOR DIAMOND PRO SUBJECT TO APPROVAL BY THE GEOTECHNICAL ENGINEER. SEGMENTAL RETAINING WALL (SRW) UNITS MEETING THE NATIONAL MAXIMUM PARTICLE SHALL BE LIMITED TO 4INCHES IN DIAMETER. CONCRETE MASONRY ASSOCIATION (NCMA) CRITERIA FOR SRW WALL SYSTEMS. THE FINE FRACTION (MINUS NO. 40 SIEVE) SHALL HAVE A MAXIMUM 4 ENGINEERING ANALYSIS BASED ON USE OF STRATAGRID 5GU60 GEOGRID. LIQUID LIMIT (LL) OF 40 AND A MAXIMUM PLASTICITY INDEX (PI) OTHER COMPATIBLE GEOGRIDS MAY BE SUBSTITUTED WITH THE APPROVAL OF 20. THE BACKFILL SHALL BE FREE OF DEBRIS AND ORGANIC MATTER. OF THE WALL DESIGN ENGINEER. HIGHLY EXPANSIVE SOILS (MH-CH) SHALL NOT BE USED IN THE 5 THE DESIGN OF THE SEGMENTAL RETAINING WALL (SRW) REINFORCED FILL ZONE. ASSUMES THE FOLLOWING PARAMETERS: Ym, Moist FRICTION 15.0 REINFORCED FILL SHALL BE PLACED IN 8-INCH LIFTS AND SOIL SOIL UNIT WEIGHT ANGLE COHESION COMPACTED TO A MINIMUM OF 95% OF MAXIMUM STANDARD CONDITIONS Type (PCF) 0, (DEG) (PSF) PROCTOR DENSITY (A5TM D-698) AND WITHIN + 3 PERCENTAGE REINFORCED FILL Granular or Low Plasticity Soil 120 28 0 POINTS OF OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL RETAINED SOIL Silt to Sandy SILT 120 28 0 BE PERFORMED AS THE WALL IS INSTALLED. COMPACTION WITHIN FOUNDATION SOIL Silt to Sandy SILT 120 28 100 3 FEET OF THE WALL SHALL BE LIMITED TO HAND -OPERATED EQUIPMENT. 6 SOIL STRENGTH PARAMETERS ARE BASED ON USE OF GRANULAR OR 16.0 A VIBRATORY PLATE TAMPER SHALL BE USED TO DEN5IFY LOW PLASTICITY SOIL IN THE REINFORCED FILL ZONE. NO.57 STONE. COMPACTION TESTS CAN BE WAIVED ALL ENGINEERED FILL SHALL BE PLACED IN MAXIMUM 8-INCH LIFTS WHERE NO.57 STONE IS USED AS REINFORCED FILL. AND EACH LIFT I5 COMPACTED TO A MINIMUM OF 95% OF 17.0 CONTRACTOR SHALL SLOPE SITE GRADES TO DIRECT SURFACE MAX. STANDARD PROCTOR DENSITY, AND WITHIN+ 3 PERCENTAGE POINTS RUNOFF AWAY FROM WALL AT END OF EACH DAY TO AVOID OF OPTIMUM MOISTURE CONTENT, USING PORTABLE COMPACTION EQUIPMENT. WATER DAMAGING THE WALL WHILE UNDER CONSTRUCTION. 18.0 ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT, DO NOT USE HIGH PLASTICITY CLAY (CH-MH), ROOTS OR TOPSOIL IN REINFORCEI! OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER THE WALL IS COMPLETED. ZONE. ANY SOFT, SATURATED SOIL ENCOUNTERED IN 5UBGRADE SHALL BE 19.0 IF SITE AND SOIL CONDITIONS, WALL GEOMETRY, OR WALL UNDERCUT AND REPLACED WITH CRUSHED STONE TO STABILIZE THE LOADING ARE DIFFERENT THAN THE DRAWINGS AND THE DESIGN FOUNDATION 5UB6RADE OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. PARAMETERS, THE CONTRACTOR MUST CONTACT THE WALL DESIGN ENGINEER PRIOR TO PROCEEDING WITH THE CONSTRUCTION OF THE WALL. WALL 1 - MAX. WALL HEIGHT= 7.33 FEET (INCLUDING EMBEDMENT) WALL 2 - MAX. WALL HEIGHT= 6.67 FEET (INCLUDING EMBEDMENT) 20.0 DETAIL FOR PEDESTRIAN GUARD POSTS AT THE TOP OF THE WALL FRONT SLOPE = LEVE TO MAX. 3HAV IS PROVIDED FOR PLACEMENT OF POSTS BEHIND THE WALL. BACK5LOPE BEHIND THE WALL = LEVEL TO MAX. 3H:1V EQUIVALENT BUILDING SURCHARGE AT TOP OF WALL = 350 PSF PEDESTRIAN SURCHARGE AT TOP OF WALL = 100 PSF WHERE APPLICABLE 1" Setback MIN FACTOR OF SAFETY (SLIDING) = 1.5 MIN FACTOR OF SAFETY (OVERTURNING) = 2.0 )pen Cells MIN FACTOR OF SAFETY (BEARING CAPACITY) = 2.0 Filled With Stone) DESIGN SOIL BEARING PRESSURE = 1,500 PSF 1" Rear Lip UNIT CONNECTION DETAIL (Not to Scale) 3//71Zz Albemarle Circe0 Geotechnical P Engineering, P.0 5956 Buckland Mill Road Roanoke, Virginia 24019 Phone:(540) 366-2379 Fax: (540) 904-6200 Scale: I A Project No. I RW-2754 Date: 03/17/22 :vision: --- I Sheet 1 2 of 9 (Not to Scale) Crushed Stone 42" Tall Pedestrian Guard w/ Sleeve -It Fence -Post Anchoring System Typ. 6'-0" O.C. Post Spacing Pedestrian Guard Note: The handrail/fence post has been designed for a 200 Ibs concentrated horizontal load acting at the top of the post with a factor of safety of 1.5 againt overturning. The railing shall be designed for 50 Ibs per linear foot uniform load. The railing design is not included in the engineering, but the forces applied to the railing have been considered in the wall design Sleeve -It SDI Fence -Post Anchor System Sleeve -It 5D1 Fence -Post Anchor System - Top No. 7.411 Grout Fill After Post Installation w/ Min 3.000 Dsi Grout Bottom Dia. 9.4" Filter Fabric - 4 FT Wide Mirafi 140N or Equivalent iCantilever Base 30.611E x 15.3"W Soil Cover 4" Thick Concrete Tread Unit Secure With Concrete Adhesive — 12" Run I I I I I I 8" Rise I I 1 N Cap Unit Adhere to Top Unit w/ Concrete Adhesive SRW Units Drainage Aggregate Min 12" No. 57 Stone I I I I I I I I 75tone 2 SRW Units Per Step Fill w/ VDOT No. 57 Stone Leveling Min 8" Thick Under Bottom SRW Unit STEP DETAIL (Not to Scale) Filter Fabric - 4 FT Wide rMirafi 140N or Equivalent IGeogrid Reinforcement 4 7 Retained Soil Compact to Min 95% Reinforced Fill ��t Standard Proctor Compacted Granular So' .:;•.. Storm Drain Place Geogrid Under or Over Pipe (Min 3" Soil Cover) GEOGRID AT STORM DRAIN DETAIL (Not to Scale) RVI EL R. CIRCE 1M.021245 3�i7/Zz- L Town Circeo Geotechnical Engineering, P.C. - Area C, Block II 5956 Buckland Mill Road Roanoke, Virginia 24019 Phone:(540) 366-2379 Project No. I RW-2754 ({ QVr. ` 1. W Sta. z9a sro. 2�9 ` •, sra. 321 � I I F,` j Y r, _ ! y1 y Sta.260 Sta. 300 Sta. 240 �+ Sta. 280 i, ,n Modify To Convex Curve Sap 0> sta. Yi ' a. 200 Sta. 255 Sta. 180 T" N Sta. 240 rp 4\ Sta. 160' Sra. 220 - \\ ks) �%p \\.\0 . -rSra. 140 - Sta. 200 Zs 1 tO Sta. 120 Sra J380 \` 0ip� - O, `Wi- / •v 5 - -..' hl s . 'Sra. 00 "• to. 160 a\ - 411 / Sta. ao \ d rn Sta. 1ao \ W ,s / :: O / > W f:,.[ ,;,sra. 60l20 _ — WALL 2 ✓Q Sta. 40 \ n - w/ 42" Tall Pedestrian Guard 'Sta. 100 , \ 100 Sta. 20 ' a sta. e0 A WALL 1 / 3s a No Pedestrian Guard Required / Sta. 0 ".Sta.. 60 • ? - ' ii:� For Lower Wall c.Sta. 40 Hollymeade Town Center - Area C, Block II 1 sta. zor Albemarle County, Virginia CIRCEO GEOTECH Sta. 0 x — ,' �, Circeo ,� 5956 Buckland Mill Road Geotechnical g I U iA}C#iAEL R. CIRCffl ��, �Engineering, P.C. Roanoke, Virginia 24019 / d Phone: (540) 366-2379 Mrs. t1i3245 Co � Include Pedestrian Guard For Lower Wall �1 �� � Scale: 1" = 20 FT 3//%/2�, (This Section Only) pr Scale: 1" -- 20 FT b � �� � ENS', bate: 03/17/22 Project No. RW-2754 ENLARGED SITE PLAN 0 10 20 ONAI Revision: --- I Sheet 5 of 9 WALL 1 582 Lower Wall 580 578 576 0 574 N 572 } } 570 0 568 566 = W 564 —1 562 L 560 0 � 558 556 554 552 240 I V Surcharqe From Upper Wall 2 � � 1-1 • WM ,-, •iii��YrY�lri�ri�i�ii:�LLI I = 560.67 Additional Weephole e Low Point BOW = 560.00 (Low Point) 250 255 260 270 280 TOC = 568.33 TOW = 568 01 6L=12 FT 61_=12 FT 6L = 12 FT GL = 12 FT 6L=12 FT 61_=12F �6" Thick Stone XL -BOW = 562.00 Leveling Pad Drain Pipe to Daylight - 40 FT O.C. (Typical) 290 300 310 Station (ft) TOC = 568.33 TOW = 568.00 N T C } Lu BOW = 564.67 BOW = 564.00 -Proposed Grade at Bottom of Wall LEGEND Hollymeade Town Center - Area C, Block II Use Granular or Low Plasticity Soil F,j1LTH Albemarle County, Virginia ® Cap Unit (4" Height) in Reinforced Fill Zone CIRCEO GEOTECH Circeo Anchor Diamond Pro Units (8" Height x 18" Width) .�'/� �i" 5956 Buckland Mill Road Levelingnical Pad Min. 6" Thick x 24" Wide Crushed Stone Geoteenerin ( ) < _ I_s Engineering, P.C. Roanoke, Virginia 24019 TOC Top of Cap Unit RETAINING WALL 1 OV � R. R. yF Phone: (540) 366-2379 TOW Top of Wall (Excluding Cap Unit) Sta. 240 to Sta. 321 BOW Bottom of Wall (Including Embedment) �"�G 3//7/ZZ ��� H: 1"= loft. 60 StrataGrid SGV60 Viewed From Front Face of Wall ��S Scale: V: 1"= 10 ft. Project No. RW-2754 ONAt E Date: 03/17/22 GL Geogrid Length (ft) 0 4" Drain Pipe to Daylight [Design Soil Bearing Pressure = 1,500 psf] Revision: --- Sheet 7 of 9 Upper Wall 584 -OEM 580 576 I I AMMMI Y�riJ v�iJY��i L • 566 r,r00000i56:- 1 56 :• 6" Thick Stone 558 Bim brain. Daylight - 40 FT • 556 rmio LEGEND —a 1 • • .JEEP wimm Mom 1 m1M MY��� mo mom �1��� oImmm �..�� m.im� Elm 1111 Ammmm ��� m.im� --i�'�� a-�� r�r w BOW 570.67 —BOW 569.33 :• :• Dosed Grade at Bottom of Wall 240 250 260 270 27g 294 I I Station (ft) I I� GL=8FT I GL=6FT ® Cap Unit (4" Height) 0 Anchor Diamond Pro Units (8" Height x 18" Width) Leveling Pad (Min. 6" Thick x 24" Wide Crushed Stone) TOC Top of Cap Unit TOW Top of Wall (Excluding Cap Unit) BOW Bottom of Wall (Including Embedment) 60 • — ' StratoGrid SGU60 0 4" Drain Pipe to Use Granular or Low Plasticity Soil I LTH O� Albemarle n Reinforced Fill Zone CGeirceo — otechnical RETAINING WALL 2 a MIOAE R. CISCENo. 021© � `s Engineering, P.C. Sta. 240 to Sta. 294 ��o l2 ��4 3 /7 Z H: 1"= ID ft. Viewed From Front Face of Wall ��S NG,¢ Scale: V: 1 10 ft. �ONA1 E' Date: 03/17/22 [Design Soil Bearing Pressure = 1,500 psf] Revision: --- 5956 Buckland Mill Road Roanoke, Virginia 24019 Phone:(540) 366-2379 Project No. I RW-2754