Loading...
HomeMy WebLinkAbout1OWNER REI Real Estate 11711 North Pennsylvania Street Suite 200 Carmel, IN 46032 P: 317.573.6043 F: 317.573.6055 E: jstephenson@reirealestate.com www.reires.com 21112011 12:03:30 PM P:\2010\2 10-034 - 701 Congressional Blvd Building Addition\03 CD\01 DWG\REVIT\Model\2010-034-ARCH3.rvt MERIDIAN TECHNOLOG 701 Congressioi - nal Elivi PROJECT ARCHITECT DkGr LLC Architecture 409 Massachusetts Avenue Indianapolis, Indiana 46204 P: 317.614.0530 F: 317.632.3662 E: john.albrecht@dkgrar.com www.dkgrar.com CIVIL AND SITE ENGINEER CivilSite Inc. Civil Engineering 643 Massachusetts Avenue Suite 200 Indianapolis, IN 46204 P: 317.423.3305 F: 317.423.3306 E: bcross@civilsite.com www.civilsite.net CENTER c. UCTION BID SET 01YEBRUARY.2011 ``��t���ti� � ► i r r rr r1 rrry a N0.10500156 STATE OF ov rrrritt>; vi C C •,cu�m3 10 o cm c-�r m =N a i N 'G V dy .-o 0 Q1 L V 2 U � __ E °" — C L \� .c a ._ , y `` E O Q C N O ul uJ O1 s L m V c m 0 ` mt c 015 AQ+pq Im d C O �E A, Ir c E� \� Q E ',e, �1 n C L L Q o O•d= d 3 � ac � �$ a0y w m CT O O U N, b N C Ca+ Vl Nin o Pa aEl' ' v�o v +� @ O t�/1 M m d f OR 2 a yy� i�v U � C7 9 d .id m in C; u L n 41 N v O 0 i ,��.o ov."'c ?O wCLC� V1 N �• fop �0+ UCTION BID SET 01YEBRUARY.2011 ``��t���ti� � ► i r r rr r1 rrry a N0.10500156 STATE OF ov rrrritt>; vi ABBREVIATIONS A/C air conditioning FD ACOUS acoustic(al) FDW AD area drain FE AFF above finished floor FEC AHU air handling unit FIN ALT alternate FIX ALUM aluminum FL AP - access panel FLG APC acoustical panel ceiling FT ARCH - architect(ural) FTG ASSY assembly GA MUL gypsum GALV BOC bottom of curb GB BD board GCT BLDG buildinq GFRC BLK blocking) o BM beam or benchmark GFRG BRK brick OD BRZ bronze GI BSMT basement GL BTM bottom GL BILK BOW bottom of wall GLZ horizontal GRD - CAB cabinet GWB CER ceramic GYP - CHW chilled water PL Cl cast iron HB CIP cast in place HCD CJ control joint HCM CL centerline HCW CLG ceiling HD CMU concrete masonry unit HDW CO clean out HGT COL column HM CONIC concrete HORIZ CONST construction HPL CONT continuous HR CORR corrugated HVAC CPT - carpet louver CT ceramic tile RH CTSK countersink ID CW curtain wall IN INSUL DBL double INT DET detail INV DIA diameter DIAG diagonal JAN DIM dimension JST DIV division JT DL dead load DN down DS downspout KIT DWG drawing LAB E east LAM EA - each LAV EF each face LF EJ expansion joint LH ELEC - electric(al) LHR ELEV - elevation, elevator LL EPDM - ethylene propylene LTG diene monomer LVR - EQ - equal EQUIP - equipment EV - extruded vinyl EW - each way EWC - electric water cooler EX - exposed EXH - exhaust EXIST - existing EXP - expansion EXT - exterior floor drain M foundation MACH fire extinguisher MAINT fire extinguisher cabinet MAR finish(ed) MAS fixture MATL floor MAX - flooring MECH - foot, feet MEZZ footing MFR quage MIN - galvanized MISC grab bar MM glazed ceramic tile MO glass fiber reinforced MTD concrete MTL glass fiber reinforced MUL gypsum LU galvanized iron N glass NIC glass block NO glazing NOM ground NRC gypsum wallboard o gypsum NTS hose bibb OC hollow core door OD hollow core metal OH hollow core wood OHD head OPNG - hardware OPP height ORD hollow metal horizontal hiqh pressure laminate P hour PC heating/ventilation/ PERF air conditioning PERP - PL inside diameter PLA inch PLWD - insulation PP - interior PR invert PRCST PREFAB janitor PSF joist PSI joint PTD QT kitchen laboratory R RA - laminate RAD lavatory RB lineal foot RD left hand REF left hand reverse REINF - live load READ - lighting RES louver REV - RH RHR RM RO meter machine maintenance marble masonry material maximum mechanical mezzanine manufacturer minimum miscellaneous millimeter masonry opening mounted metal mullion north not in contract number nominal noise reduction coefficient not to scale on center outside diameter overhead door opposite hand opening opposite overflow roof drain paint precast concrete perforated perpendicular plate plaster plywood power pole pair precast prefabricated pounds per square foot pounds per square inch painted quarry tile riser return air radius rubber base roof drain refer(ence) reinforced required resilient revision right hand right hand reversed room rough opening MATERIAL DESCRIPTIONS WALL SECTION HATCH PATTERNS STEEL EARTH RIGID INSULATION BRICK COMPACTED FILL n GRANULAR FILL PLYWOOD PLAN HATCH PATTERNS CMU STEEL S SCHED SCW SECT SF SHT SIM SPEC SQ SQ FT SQ IN SST STD STL STOR STRUCT SUSP T T&G TEL TOC TOW TYP VB VCT VERT VWC W W/ W/O W/W WC WD WF WGL W PT WWF 17� 4 A a . a 'c CONCRETE STEEL RATED WALL DESIGNATIONS south schedule solid core wood section square feet sheet similar specification(s) square square feet square inch stainless steel standard steel storage structural suspended tread tongue and groove telephone top of curb top of wall typical vinyl base vinyl composition tile vertical vinyl wall covering west with without wall to wall water closet wood wide flange wire glass working point welded wire fabric yard, yard drain GENERAL NOTES AA. The drawings indicate the general scope of the project in terms of architectural design concept, dimensions of the building, major architectural elements and the type of structural system. As scope documents, the drawings do not indicate or describe all the work required for full performance and completion of the requirements of the contract documents. On the basis of the general scope indicated or described, the Contractor shall furnish all items required for the proper execution and completion of the work. AB. These contract documents do not attempt to instruct the Contractor in the specific details of his trade. AC. All work shall be in accordance with the quality standards of the trade and shall be installed in compliance, as a minimum standard, to all applicable local, state and federal codes and manufacturer's recommendations.. AD. All work shall be warranted satisfactory, in materials and workmanship, for a minimum period of one (1) year or for the customary period of warranty or as stipulated for the trade, craft or product whichever is longer. AE. Contractor shall be responsible for field verification of all dimensions and job conditions prior to starting construction unless otherwise indicated. Notify the Architect of any discrepancies prior to proceeding with construction. AF. The Contractor shall be responsible for obtaining a clarification from the Architect prior to bid submittal, and/or start of construction with regard to any question regarding the contract documents, existing conditions aor design intent. AG. It is the Owner's and/or Tenant's responsibility to review and check the construction documents prior to construction and verify any and all locations, sizes quantity and specific materials used in conjunction with the Owner's and/or Tenant's special equipment layout, use or function. AH. The coordination of all materials, labor and workmanship is the sole responsibility of the Contractor. AJ. The Contractor shall be responsible for advising the Owner and Architect of all long lead items that may adversely affect the project schedule and shall, upon request from the Owner or Architect, submit order confirmations and delivery dates for such items. AK. The Contractor shall'be responsible for verifying all existing work to remain and determining the suitability for repair and/or reconditioning to match and blend with new materials and components. Contractor shall obtain the Owner's and/or Tenant's approval of the scope and limit of existing work to remain prior to starting construction. No change orders shall be accepted for completed work that do not conform to the standard established prior to the start of construction. AL. The Contractor shall coordinate with the building owner and/or manager access to the space and all ongoing construction work. Disruptive or potentially hazardous construction activities shall be coordinated to occur after normal business hours to minimize the disturbance to building occupants. AM. The Contractor shall coordinate with the building owner and/or manager for delivery to the space of all building materials, and shall arrange for the usage of the appropriately designated elevator. The contractor shall coordinate such deliveries in a manner which poses no hazard to any personnel within or around the building and construction site. AN. Commencing work by a Contractor constitutes acceptance of the conditions and surface concerned. If such conditions or surfaces are unacceptable, the Contractor shall be notified immediately and work should cease until the unacceptable conditions can be remedied. AP. The make and model numbers specified are preferred or minimum standards. Other equipment may be considered, if proven equal. AQ. All Contractor or Supplier requests for substitutions of specified items shall be submitted in writing accompanied by the alternative product information to the Architect for approval. Substitutions shall be submitted no later than one (1) working day prior to the bid opening date. Substitutions shall not sacrifice quality, appearance or function. It is incumbent on the Contractor or Supplier to provide adequate information to determine if the substitute is of equal quality to the product specified. AR. The Contractor is responsible for contacting local building officials and inspectors for permits and inspections. Advise the Architect immediately of an discrepancies. AS. The Contractor shall maintain all printed instructions, manuals and warranties that are provided with equipment and materials used or installed. Instructions, manuals and warranties to be delivered to the Owner at the time of substantial completion. AT. The Contractor shall instruct the Owner or Owner's Repi asentative in the proper use and maintenance of the equipment furnished or inst illed by their trade(s). AU. The Contractor shall provide a thorough construction clan -up prior to Oowner/Tenant taking occupancy of any space. Clean- p shall include, but not be limited to cleaning all surfaces and vacuuming and cl aning all carpeting and window treatments. AV. All fixtures, equipment and materials shall be installed p r the manufacturer's specifications, recommendations and suggested instrucl ons. AW. Shop drawings, product data and/or samples shall be p vided on items as noted to ensure that the specified products are furnished and i istalled in accordance with the design intent. The manufacture or construction f any pieces of equipment, device or other item for which shop drawing , product data and/or samples are required to be furnished, shall not commen e prior to complete processing of the appropriate approval of the submittal. AX. Reviewed shop drawings and schedules prepared by otl ers shall not be construed to be part of the contract documents. The An hitect assumes no responsibility for drawings, schedules and/or specificatic s for work on the project prepared or accomplished by others. AY. Items noted "N.I.C" (Not in Contract), "By Owner/Tenant or "Existing" shall not be included in the contract. Provisions shall be made b the respective trades to allow for the installation or preservation of the items nOtE d. All finishes of floors, bases, wainscots, walls and ceiiings behind, under and/ r over these items shall be included in the general contract unless otherwise ind ated. AZ. Provide metal or fire retardant treated wood blocking in 1 ew and existing walls for all wall supported items. At all existing walls, patch and -epair wall finish to match adjacent wall surface as required following the in allation of blocking. BA. Transport trash, rubbish and debris from the site and lec ally dispose of same. The manner of removal must be confirmed with the owni Ir and as allowed by city and state regulations. BB. Dimensions are taken from the face of masonry walls, c lumn centerlines, finish face of existing walls and/or stud face of new walls unle otherwise indicated. BC. Do not scale drawings. Refer to dimensions illustrated c i drawings. Notify the Architect of discrepancies or for clarification. BD. Interior finishes shall have a flame spread classification if III (76-200 tunnel test) and a smoke density of no greater than 450. BE. All stud walls shall be secured to the concrete floor and eiling or floor/roof construction above unless otherwise indicated. Provide xpansion/control joints in the gypsum wall board walls over 30'-0" in length per I ie manufacturer's recommendations. Coordinate locations of expansion/cntrol joints with the Architect prior to installation for compliance with design i itent. BF. All stud or masonry walls extending from floor to roof/flo r structure above must provide for a minimum of 2" vertical roof/floor deflection. BG. All joints and penetrations of fire rated assemblies to be ealed with approved U.L. listed "F" and "T" systems. Submit product data an installation information prior to installation for Architects approval. BH. Furnish and install plumbing fixtures as shown. The plui ibing fixtures and toilet seats shall be white unless otherwise indicated. All exp sed piping and supply fittings shall be chrome plated unless otherwise indicatei 1. All wall penetrations shall be fitted with chromium plated escutcheons. Escut heons shall be fixed to the wall in a bed of sealant or secured by mechanical m( thod. BJ. Plumbing fixtures shall comply with the Indiana Accessi lity Standards and the Americans with Disabilities Act Accessibility Guidelines. BL. Hot water and drain pipes under lavatories and accessib Is sinks shall be installed or otherwise configured to protect against contact. BM. Where dissimilar floor materials meet, they shall do so u der the centerline of a door unless otherwise indicated. BN. Materials exposed within plenum spaces designed to alli iw air movement and function as part of the air distribution system are requirei I to be noncombustible or shall have a flame spread index less than 25 and a sr iolke developed index less than 50 when tested in accordance with ASTM E 8All combustible materials located within these plenum spaces shall be a closed in noncombustible material (5/8" gypsum wall board) unles otherwise indicated. Refer to mechanical drawings for air distribution system esign and details. GRAPHIC SYMBOLS SIM 1 A101 OOOOO.AO O 1i 0 Room name 101 _NameElevation DETAIL NUMBER SHEET NUMBER EXTERIOR ELEVATION NUMBER SHEET NUMBER SECTION NUMBER SHEET NUMBER CEILING TYPE CEILING HEIGHT DOOR ID NUMBER, REFER TO DOOR SCHEDULE, SHEET A601 KEYNOTE/PLAN NOTE KEYNOTE DEMOLITION KEYNOTE WALL FINISH TAG EQUIPMENT/FIXTURE TAG GRID BUBBLE ROOM TAG LEVEL TAG LOCATION MAP SHEET INDEX SHEET # NAME 01 - GENERAL G001 COVER SHEET G002 INDEX SHEET G003 LIFE SAFETY PLAN 05 -STRUCTURAL S101 FOUNDATION PLAN S102 ROOF FRAMING PLAN S401 FOUNDATION SECTIONS/DETAILS S402 STRUCTURAL SECTIONS & DETAILS S501 STRUCTURAL NOTES 06 - CIVIL C1.0 SITE PLAN C2.0 GRADING AND DRAINAGE PLAN C3.0 UTILITY PLAN C4.0 SWPP PLAN C5.0 SWPP DETAILS C6.0 GENERAL DETAILS C7.0 SPECIFICATIONS L1.0 LANDSCAPE PLAN 09.0 - ARCHITECTURAL DEMOLITION AD101 FIRST FLOOR DEMOLITION PLAN 09.1 - ARCHITECTURAL A101 FIRST FLOOR PLAN A110 FIRST FLOOR CEILING AND ROOF PLAN A201 EXTERIOR SECTIONS & ELEVATIONS A202 WALL SECTIONS W U W I_ U a DKGR, LLC I 409 MASSACHUSETTS AVE, #312 INDIANAPOLIS, IN 46204 P - 317.614.0053 F - 317.632.3662 WWW. DKGRAR. COM THESE DRAWINGS, SPECIFICATIONS AND AL'_ COPIES THEREOF ARE 4ND SHALL REMAI`J THE PROPERTY OFII LLC THEY SHAL, SE _SED ONLY WITH RESPECT TO THIS PROJECT AVD ARE NOT TO BE USED ON ANY OTHER PRQ1E(.T CR WORN. WITHOUT PRIOR WRITTEN PERMISS ON FROM DKGR. LLC, CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET ,LA E 200 CARMEL, N 46032 P - 317.573.6043 WWW.REIRES.CCM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN L6204 P - 3n.423.3305 WWW.uvrLSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE i ND1ANAPOLIS, IN 46203 P - 317.423.1550 WWW.LBH-ENG.COM 0%11111111111ff/`/ 49 No10500156 — STATE OF i«1+r r 1111 t 1ti1i�� W 7 N CO O U V Z O m W U O N N z o O E Z CZ U C V W m E Zo > W Q M N (n C LV a) LU W Z U z �U M o 0 W 7 7 U N O Z m W U O N N Qo m m m ~ W W U Z Z LU LUO a = U M w Q ir N o o v o 1L 2 G003 SOUTH BUILDING CODE PLAN LEGEND CODE ANALYSIS SUMMARY 1 HR FIRE BARRIER 1,600 SF (ADDITION) 2 HR FIRE WALL 1 -STORY SMOKE PARTITION B OFFICE USE EXIT ACCESS TRAVEL DISTANCE FEC FIRE EXTINGUISHER CABINET O TYPE D DOOR EQUIPPED WITH PANIC HARDWARE CODE ANALYSIS SUMMARY BUILDING AREA 1,600 SF (ADDITION) BUILDING HEIGHT 1 -STORY OCCUPANCY B OFFICE USE CLASSIFICATION CONSTRUCTION O TYPE TYPE II -B (FULLY-SPRINKLERED) EXISTING: 28,000 SF 1 -STORY (BUILDING 2 ) J O 28,000 SF 1 -STORY (BUILDING 3) E NEW: 1,600 SF 1 -STORY (ADDITION) ALLOWABLE Z BUILDING AREA THE AREA OF A 1 -STORY GROUP B BUILDING SHALL NOT BE LIMITED W WHEN THE BUILDING IS PROVIDED WITH AN AUTOMATIC SPRINKLER > > m SYSTEM THROUGHOUT. (2006 IBC 507.3) ami E B -OFFICE: 100 SF/OCCUPANT OCCUPANT LOAD (TABLE 1004.1.1, 2006 IBC) CALCULATED LOAD: 16 OCCUPANTS (ADDITION ONLY) EGRESS WIDTH 0.15" REQUIRED PER OCCUPANT (TABLE 1005.1, 2006 IBC) REQUIREMENT (FULLY-SPRINKLERED) 0.15" X 16 OCCUPANTS = 2.4" W I— (2) EXITS REQUIRED FOR SPACES WITH OVER 49 OCCUPANTS OR WHERE TRAVEL DISTANCE EXCEEDS 75'-0". EXIT REQUIREMENTS MAXIMUM TRAVEL DISTANCE IS 300'-0" (FULLY-SPRINKLERED) v EXIT SEPARATION CANNOT BE LESS THAN 1/3 THE DIAGONAL w DIMENSION OF THE OVERALL SPACE (FULLY-SPRINKLERED) MISCELLANEOUS rz LIFE -SAFETY PLAN_ 1 LIFE -SAFETY KEY PLAN } H J m Q z Q U) V) z 0 cn ELI 0 w H U w H U Q DKGR, LLC i 409 MASSACHUSETTS AVE, #312 INDIANAPOLIS, IN 46204 P - 317.614.0053 1 F - 317.632.3662 WWW. DKGRAR. COM I THESE DRAWINGS, SPECIFICATIONS AND ',-L COPIES THEREOF ARE AND SHALL REMAIN -HE PROPERTY OF DKGR, LLC- THEY SHALL BE USED ONLY WITH RESPECT TO THIS PROJECT ANDRE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WR;- TEN PERMISSION FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION IVIINORTH PENNSYLVANIA STREET SU TE 200 C ARMEi-, IN 46032 P - 317.573.6043 WWW_RE!RES.COM CIVIL -NGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOL S, N L620a - 3+ZL23.3305 VANmCIVISI-I E.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423.1550 WWW.LBH-ENG.COM t��tttttt>,rrrfrrrff��i No, 10500156 — STATE OF �$ �«l�lffrttitSt�lt�` N 00 O /� V O It O z J O E Z cz C3 r— W > > m ami E Z o E N > Qli M N cn C _ — W I— 0 � w cc �Z W W v w �V rz o O 7 W U = - N o s O z N Q U N O O N mW W W W (~j a Z Z z a N oaC o w o v o a %j EXTERIOR FOUNDATION WALL TO BE 0'-8" CONC. BLOCK WALL GROUT ALL CORES SOLID ON 2'-0" x V-0" WALL FOOTING. T/FTG. = -2'-8" ST 1 S401 EXIST. F5.0 -2'-0" EXIST. F5.0 -2'-0" FOUNDATION PLAN 8 1 0 F5.0 NORTH 20'- 0" V.I.F. /i�;WXEXISTING CONCRETE SLP 20'-0" V.I.F. T EXIST. F5.0 -2'-0" 'I NEW F4.0 -T-0' UNDERPIN NEW F4.03' 0" (UNDERPIN) I NEW F4.0 P24 -0'-8 8 P24 4-8" I II P24 -0'-8" 3 S401 � J � P 5 S401 w I I EXISTING STORM SEWER EXIST. F5.0 -2'-0" c 1 S401 CV LOF- FOOTING FOOTING SIZE II UJ (EACH WAY) v � cr F4.0 ST Q N ST ST (4) #5 x T-6" XQ LU I 1. CENTER FOOTINGS BENEATH COLUMNS, U.N.O. >_ _ �JU I TUBES, PIPES, C.I.P. CONCRETE, �Q 2. 'CRITICAL HEIGHT' DENOTES HT. ABOVE WHICH LARGER DIA. VERTICALS WITH FEWER TIES co L EQ EQ o W () U) 3 J m APPROVED. J of ca TO I I DETAIL "A" DETAIL "B" DETAIL "C" DETAIL "D" DETAIL "E" Z9i=co0 (1) SET (2) SETS (3) SETS (2) SETS (2) SETS Vd? C14 M o 8 EXTERIOR FOUNDATION WALL BE U-8" 0 z CNC. BLOCK WALL (U.N.O.) GROUT ALL 0 E S401 CARES SOLID ON 2'-0" x V-0" WALL FOOTING. I I II TIFTG. = -2'-8" I II F5.0 -2' ,r EWA MAIN, LINE TO REMAIN -FIELD VERIFY ELEVATION ST O V NEW CONC. BLOCK FOUNDATION WALL GRI ALL BLOCK CORES SOLID ON 2'-0" x 1'-0" CONCRETE FOOTING wl 3 - #5 CONT. TIFTG. _ -2'-8" 2 S401 COLUMN FOOTING SCHEDULE FOOTING FOOTING SIZE REINFORCING MARK (EACH WAY) WIDTH x LENGTH x DEPTH F4.0 4'-0" 4'-0" V-2" (4) #5 x T-6" NOTES: 1. CENTER FOOTINGS BENEATH COLUMNS, U.N.O. 2. ALL FOOTINGS MUST BE BOARD -FORMED, UNLESS APPROVED. 3. INCREASE FOOTING DEPTH WHERE REQ'D TO ENCASE COLUMN ANCHOR RODS NOTE: WF STEEL COLUMN SHOWN, TUBES, PIPES, C.I.P. CONCRETE, PRECAST & MASONRY COLUMNS SIM. 2. 'CRITICAL HEIGHT' DENOTES HT. ABOVE WHICH LARGER DIA. VERTICALS WITH FEWER TIES ENGTH P R SCHED. EQ EQ 2 LU LU UJ F.F. W () U) AT 4" O.C. AT TOP OF PIERS WHERE COLUMN ANCHOR RODS ARE GREATER THAN 7/8" DIAMETER. d SEE NOTE 0 ~ APPROVED. SEE NOTE #2 CONCRETE PIER SCHEDULE PIER PROPERTY OF DKGR L' THEY HG , 6 JSED ONLY N`:T : RESPECT TO THIS PRU E D ARE PIER REINFORCING MARK PIER SIZE VERTICALS TIES -SIZE & SPA. DETAIL I CRITICAL HEIGHT P24 2'-0" 2'-0" (4) #8 #3 @ 12" O.C. A > 2'-8- 1. PROVIDE MIN. 1-112" CLEAR TO PIER TIES. 2. 'CRITICAL HEIGHT' DENOTES HT. ABOVE WHICH LARGER DIA. VERTICALS WITH FEWER TIES MAY BE USED. REFER TO FOUNDATION PLAN(S) FOR TIP & TIF ELEV'S. 3. TYPICAL TIE SPACING, UNLESS NOTED OTHERWISE: HOLD FIRST TIE 2" FROM TOP OF PIER. HOLD NEXT THREE* TIES 4" ON CENTER, SPACE BALANCE OF TIES AT SCHEDULED SPACING, WITH BTTOM TIE HELD 2" ABOVE TOP OF FOOTING. *NOTE: INCREASE FROM THREE TO FIVE TIES AT 4" O.C. AT TOP OF PIERS WHERE COLUMN ANCHOR RODS ARE GREATER THAN 7/8" DIAMETER. 4. DOWELS TO FUNCTION AS PIER VERT'S FOR PIERS LESS THAN OR EQ. TO 64" H. PROVIDE SEPARATE DOWELS & VERTICALS FOR PIERS GREATER THAN OR EQUAL TO 5'-0" H, UNLESS APPROVED. 5. CONTACT ENGINEER FOR DIRECTION IF COLUMN ANCHOR RODS FOUL WITH PIER TIES OR VERTICALS. 6. MIN. HT. OF PIERS: #6 VERTICALS = 2'-0", 7" VERTICALS = Z-8". DETAIL "A" DETAIL "B" DETAIL "C" DETAIL "D" DETAIL "E" L -z 9 U (1) SET (2) SETS (3) SETS (2) SETS (2) SETS FOUNDATIONS 1. Proofroll slab on grade areas with a medium -weight roller or other suitable equipment to check for pockets of soft material hidden beneath a thin crust of better soil. Any unsuitable materials thus exposed should be removed and replaced with compacted, engineered fill as outlined in the specifications. Proofrolling operations shall be monitored by the Testing Agency. 2. All engineered fill beneath slabs and over footings should be compacted to a dry density of at least 93% of the Modified Proctor maximum dry density (ASTM D-1557). All fill which shall be stressed by foundation loads shall be 95% (ASTM D-1557). Coordinate all fill and compaction operations with the Specifications and the Subsurface Investigation. 3. Compaction shall be accomplished by placing fill in approx. 8" lifts and mechanically compacting each lift to at least the specified minimum dry density. For large areas of fill, field density tests shall be performed for each 3,000 square feet of building area for each lift as necessary to insure adequate compaction is being achieved. 4. Column footings and wall footings bear on firm natural soils or well -compacted engineered fill with assumed allowable bearing pressure of 2,000 psf. It is essential that the foundations be inspected to insure that all loose, soft or otherwise undesirable material (such as organics, existing fill, etc.) is removed and that the foundation will bear on satisfactory material. The Testing Agency shall inspect the subgade and perform any necessary tests to insure that the actual bearing capacities meet or exceed the design capacities. The Testing Agency shall verify the bearing capacity at each spread column footing and every 10 feet on center for strip footings prior to placement of concrete. 5. Place footings the same day the excavation is performed. If this is not possible, the footings shall be adequately protected against any detrimental change in condition, such as from disturbance, rain and freezing. 6. It is the responsibility of the Contractor and each Sub -Contractor to verify the location of all utilities and services shown, or not shown, and establish safe working conditions before commencing work. 7. The Contractor shall layout the entire building and field verify all dimensions prior to excavation. CONCRETE REINFORCING 1. Reinforcement, other than cold drawn wire for spirals and welded wire fabric, shall have deformed surfaces in accordance with ASTM A305. 2. Reinforcing steel shall conform to ASTM A615, Grade 60, unless noted. 3. Welded wire fabric shall conform to ASTM Al 85, unless noted. 4. Where hooks are indicated, provide standard hooks per ACI and CRSI for all bars unless other hook dimensions are shown on the plans or details. 5. Reinforcement in footings, walls and beams shall be continuous. Lap bars a minimum of 36 diameters, unless noted otherwise. 6. Reinforcement shall be supported and secured against displacement in accordance with the Concrete Reinforcing Steel Institute's "Manual of Standard Practice." 7. Details of reinforcing steel fabrication and placement shall conform to ACI 315 - "Details and Detailing of Concrete Reinforcement" and ACI 315R - "Manual of Engineering and Placing Drawings for Reinforced Concrete Structures," unless otherwise indicated. 8. Field bending of reinforcing steel is prohibited, unless noted on drawings. 9. Minimum concrete cover over main reinforcing steel shall be as follows: 3" at foundations, 2" at all dirt faces of walls and beams exposed to the weather, 1-1/2" at all pier and column ties, and 314" at other wall faces and in structural slabs unless shown or noted otherwise. FOUNDATION PLAN NOTES 1. ALL CONTRACTORS ARE REQUIRED TO COORDINATE THEIR WORK WITH ALL DISCIPLINES TO AVOID CONFLICTS. THE MECHANICAL, ELECTRICAL, AND PLUMBING ASPECTS ARE NOT IN THE SCOPE OF THESE DRAWINGS. THEREFORE, ALL REQUIRED MATERIALS AND WORK MAY NOT BE INDICATED. 2. COORDINATE EXACT SIZE & LOCATION OF ALL MECHANICAL OPENINGS IN FOUNDATION WALLS WITH THE MECHANICAL, ELECTRICAL & PLUMBING CONTRACTORS. 3. ALL ELEVATIONS ARE REFERENCED FROM THE FIRST FLOOR FINISH FLOOR ELEVATION +0'-0". REF. CIVIL DWGS. 4. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION AND IMMEDIATELY NOTIFY ARCHITECT/ENGINEER OF ANY DISCREPANCIES. 5. REF. S401 FOR TYPICAL FOUNDATION DETAILS. 6. NOTE: PERIMETER WALL AND COLUMN FOOTINGS SHALL BE LOWERED AND/OR SLEEVED TO PASS BELOW PLUMBING LINES (I.E. SANITARY & STORM SEWERS, WATER LINES, ETC.) SHOWN ON THE PLUMBING DRAWINGS. PROVIDE FOOTING STEPS AS REQUIRED PER THE TYPICAL DETAILS ON S101. 7. ALL SLAB RECESSES SHALL BE LOCATED PER THE ARCHITECTURAL DRAWINGS. COORDINATE DEPTHS OF ALL SLAB RECESSES WITH THE ARCHITECTURAL DRAWINGS AND/OR THE FLOORING SUPPLIER. 8. GROUT ALL CORES OF CMU BELOW FINISH FLOOR SOLID. 9. COLUMN FOOTINGS, TRENCH FOOTINGS AND WALL FOOTINGS SHALL BEAR ON APPROVED SOIL. UNDERCUT AS REQ'D TO SUITABLE BEARING MATERIAL AS DETERMINED BY THE TESTING AGENCY. 10. ALL EX. CONSTRUCTION SHOWN IN PLAN AND/OR SECTION WAS DERIVED FROM EXISTING DRAWINGS AND MUST BE FIELD VERIFIED. IF ANY DISCREPANCIES ARE DISCOVERED BETWEEN INFO. SHOWN ON THE DRAWINGS AND ACTUAL CONDITIONS IMMEDIATELY CONTACT ARCH ITECTIENGINEER FOR DIRECTION BEFORE PROCEEDING WITH THE WORK. 11. PROVIDE CONTROUCONTRACTION JOINTS IN SLABS ON GRADE (REF. THE TYPICAL DETAILS ON SHEET S402). 12. PLAN LEGEND: F. F. DENOTES FINISH FLOOR TPX' DENOTES TOP OF FTG., GRADE BEAM, SLAB, PIER, ETC. BfX' DENOTES BOTTOM OF FTG., GRADE BEAM, ETC. C.J. DENOTES SLAB ON GRADE CONTROLICONTRACTION JOINT WF30-20'-0" DENOTES WALL FOOTING MARK & TOP OF FOOTING ELEVATION (SEE WALL FOOTING SCHEDULE) DENOTES WALL FOOTING WITH STEPS, REF. TYP. DETAIL ON S402 000 oq !147 DENOTES COLUMN FOOTING MARK & TOP OF FTG. ELEVATION (SEE FTG. SCHED.) F5.0 4-8" COLUMN FOOTING P24 4-8" - - - I I CONCRETE PIER i I DENOTES PIER MARK & TOP OF PIER ELEVATION (SEE PIER SCHED) STEEL COLUMN CONCRETE NOTES 1. Details of fabrication of reinforcement, handling and placing of the concrete, construction of forms and placement of reinforcement not otherwise covered by the Plans and Specifications, shall comply with the ACI Code requirements of the latest revised date. 2. Cold weather concreting shall be in accordance with ACI 306. 3. Hot weather concreting shall be in accordance with ACI 305. 4. Unless otherwise noted in the schedules or details, the minimum 28 day compressive strength of the concrete shall be 4000 p.s.i. for all parts of the structure except for column and wall footings which shall be 3,000 p.s.i. All concrete shall be regular weight concrete, unless otherwise noted. 5. A certified Testing Agency shall be retained to perform industry standard testing including measurement of slump, air temperature, concrete cylinder testing, etc. to ensure conformance with the Contract Documents. Submit reports to Architect/Engineer. 6. All concrete exposed to the weather shall be air -entrained. All other concrete may be air -entrained or non -air -entrained at the Contractor's option. For surface finishes and other requirements, refer to the Specifications. 7. Finishing of Slabs: After screeding, bull floating and floating operations have been completed, apply final finish as indicated below, and as described in Specification Section 03300 of the Project Manual. A. Floor Slabs Hard Trowel Finish B. Ramps, Stairs & Sidewalks Broom Finish Sample Finishes: See Specifications for sample and mockup requirements, if any. Floor Tolerances: Seethe Specifications for specified Ff and FI tolerances. Ff and FI testing shall be performed by the Testing Agency in accordance with ASTM E-1155. Results, including acceptance or rejection of the work will be provided to the Contractor and the Architect/Engineer within 48 hours after data collection. Remedies for out -of -tolerance work shall be in accordance with the Specifications. When approved by the Engineer of Record, measurement of the gaps beneath a 10 -foot straight edge may be used in lieu of Ff and FI testing. Approval must be obtained in writing prior to the beginning of concrete operations. 8. The Contractor shall consult with the Engineer before starting concrete work to establish a satisfactory placing schedule and to determine the location of construction joints so as to minimize the effects of shrinkage in the floor system. 9. Sawn or tooled control/contraction joints shall be provided in all slabs on grade. For a framed structure, joints shall be located on all column lines. If the column spacing exceeds 20'-0", provide intermediate joints. Exterior slabs, and interior slabs without column shall have joints spaced a maximum of 15-0" apart. Layout joints so that maximum aspect ratio (ratio of long side to short side) does not exceed 1.5. 10. Where vinyl composition tile, thin -set epoxy terrazzo, or other similar material is the specified finish floor material, the Contractor shall coordinate the location of control/contraction and construction joints with the finished floor contractor. Submit a dimensioned plan showing joint locations and proposed sequence of floor pours. } _J m a Z_ a U) V) Z Cn W 0 W U W U a DKGR, LLC 409 MASSACHUSETTS AVE, #3121 1 INDIANAPOLIS, IN 46204 1 P - 317.614.0053 1 F - 317.632.3662 I I WWW.DKGRAR.COM T, ­ E DRAWINGS, `,PECIFICATIONS AND f.L_ COPIES THEREOF PRE XHD SHALL RE =-I N. -HE PROPERTY OF DKGR L' THEY HG , 6 JSED ONLY N`:T : RESPECT TO THIS PRU E D ARE NOT TO BE U- ED ON ANY OTHER R( F -T CSR WORK WITHOUT PR OR WRTTEN PE i FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION i7II NORTH PENNSYLVANIA STREET SUITE zoo CARMEL, IN 4b032 P - 317.573-6063 WW W.REIRES.COM " VIL ENGINEER CIVIL SITE GROUP, INC 663 MASSACHUSETTS AVENUE SUITE 200 NDIANAPOL6, fN 66206 P - 317.425.3305 WWW.C!VILS ITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550VIRGINIA AVENUE INDIANAPOLIS, 1N 66203 P - 517.623.1550 WWW.LBH-ENG.COM # DESCRIPTION DATE HA S- fPtG15TERFO :3= i2 Lal NO.8604101; i pO STATE OF 11, OOI AW g� f'vo.r; ON A; Vd? C14 M o 'T^ 0 o 0 z J _ � 0 E Z v cii ' GD V -j W m W Z 0 W g U) � W Z W W v Z �V o O 0Y w Y E � _J 0 0 U N O Z o 0 N a m } m M W W U Z U W 2 Q W N G 0 U o d Z a. Z O OF_ �- Z 0 Cl)U. NO PR HE, OR OF WA C R 20'- 0" V. 1. F. 20'-0" V.I.F. ROOF FRAMING PLAN 1/8 — 1-0 NORTH NATE ROOF OPENINGS SIZES AND )NS WITH MECHANICAL CONTRACTOR. NEW BEAMS TO EXISTING COLUMNS = 22 KIPS FRAMING PLAN NOTES 1. SEE SHEET S501 FOR STRUCTURAL NOTES AND DESIGN DATA. 2. ALL CONTRACTORS ARE REQUIRED TO COORDINATE THEIR WORK WITH ALL DISCIPLINES TO AVOID CONFLICT. THE MECHANICAL, ELECTRICAL AND PLUMBING ASPECTS ARE NOT IN THE SCOPE OF THESE DRAWINGS. THEREFORE ALL REQ'D MATERIAL AND WORK MAY NOT BE INDICATED. 3. LAYOUT ALL WALLS, PIERS, PROJECTIONS, ETC. FROM DIMENSIONS ON THE ARCHITECTURAL FLOOR PLANS. 4. ALL ELEVATIONS ARE REFERENCED FROM THE FIRST FLOOR F.F. ELEVATION +0'-0". 5. ALL HORIZONTAL AND DIAGONAL BRIDGING FOR STEEL JOISTS SHALL BE DESIGNED, LOCATED AND PROVIDED BY THE JOIST SUPPLIER PER S.J.I. SPECIFICATIONS. COORDINATE BRIDGING w/ DUCTWORK ROUTING. 6. PROVIDE ROOF OPENING FRAMES @ ALL ROOF OPENINGS AND ROOF DRAINS, SEE ARCH. & MEP DRAWINGS FOR LOCATIONS. COORDINATE EXACT DIMENSIONS ND LOCATIONS w/ THE APPROPRIATE CONTRACTORS. NOTE: ROOF OPENING FRAMES NOT SHOWN ON STRUCTURAL PLANS. Ia. HA 'COS t6%STEgFOtr WE 0. 8604101 = p STATE K L if 11 its CV M ♦^ O V Cfl 0 ? 0 E Z U c% 1 WA, W > m ■ coW Z N O G1 ccn m W W z �V o 0 m m 0 - w �_ M J J IE O O O N Z O O N In a m } m m W W V Z Z Lu Q to w O U w 2 Q N O G U G 0- Z 'a. V CZ G ` O clq LL 0 0 H J_ m a Z_ a N N Z 0 w 0 w of U w U a DKGR, LLC 409 MASSACHUSETTS AVE, #312 INDIANAPOLIS, IN 46204 P - 317.614.0053 1 F - 317.632.3662 WWW.DKGRAR.COM I 'HESE DRAWINGS, SPECIFICATIONS AND ^. COPIES -HEREOF ARE AND SHALL REMAIN THE PROPEPTY OF DKGR, LLC. THEY SHALL BE USED ONLv WIT, RESPECT TO THIS PROJECT AND ARE NOT '0 BE USED ON ANY OTHER PROJECT OR WORKWTHOUT PRIOR WRITTEN PERIF,:SSION FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION Inn NORTH =ENNSYI-VANIA STREET ;u1TE zoo CARMEL, IN 46032 P - 317.573.5063 WW W.R.E IRES.COM CIVI- ENGINEER CIVIL SITE GROUP, INC -5 MASSACHUSETTS AVENUE suITE 200 INDIANAPOLIS, N 46206 P - 317,6£3.3305 WWW.CIVILS ITF. NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 66203 P - 317.423.1550 WWW. LBH -ENG. COM Ia. HA 'COS t6%STEgFOtr WE 0. 8604101 = p STATE K L if 11 its CV M ♦^ O V Cfl 0 ? 0 E Z U c% 1 WA, W > m ■ coW Z N O G1 ccn m W W z �V o 0 m m 0 - w �_ M J J IE O O O N Z O O N In a m } m m W W V Z Z Lu Q to w O U w 2 Q N O G U G 0- Z 'a. V CZ G ` O clq LL 0 0 o BP1 2" 5" 5" 2" HSS6x6 COLUMNS co co N N FL m a 8 plmh 0 11/2" DIA. HOLES FOR 1" DIA. ANCHOR BOLTS COLUMN BASE PLATE & ANCHOR BOLT SCHEDULE MARK BASE PLATE SIZE ANCHOR BOLT SIZE BP1 11/4 x V-2 x V-2 1" DIA. x 2'-0" COLUMN BASE PLATE DETAILS 1 1/2" = 1'-0" 4 QI V C9 COLUMN ISOLATION JT. DETAILS NOT TO SCALE PIER OR FOOTING DOUBLE NUTS w/ x 3" WASHERS R ERECTION Z-=4 HEAVY HEX NUT -TACK WELD TO BOLT NOTES: 1. LOCATION OF ANCHOR BOLTS MUST NOT VARY MORE THAN 118" CENTER - TO -CENTER OF ANY TWO BOLTS WITHIN AN ANCHOR BOLT GROUP, 2. HOLD MAX. DEVIATION OF 114", CENTER -TO -CENTER OF ADJACENT ANCHOR BOLT GROUPS. 3. HOLD ELEVATION OF THE TOP OF THE ANCHOR BOLTS TO +/-112 INCH. 4. HOLD MAXIMUM DEVIATION OF 114" FROM THE CENTER OF ANY ANCHOR BOLT GROUP TO THE ESTABLISHED COLUMN LINE THROUGH THAT GROUP. 5. REFER TO THE AISC CODE OF STANDARD PRACTICE FOR ADDITIONAL INFORMATION, 12 ANCHOR BOLT DETAIL - rvr%lVlr=u r\r- r vvrlr WALL FOOTING ��CONST­RU CTION JOINT DETAIL 12" HORIZ, TYPICAL MAINTAIN MIN. 6" OF - CONCRETE COVER ALL AROUND NOT TO SCALE PIPE PENETRATION THROUGH WALL FOOTING NOT TO SCALE CONTINUOUS FOOTING REINF. PER SECTIONS Z CL w F' U Lu N Ll- w rz BARS TO MATCH FTG. REINF. W/ (4) #4 TRANSVERSE BARS x FOOTING WIDTH - 6" PIPE SLEEVE 3" LARGER THAN PIPE DIAMETER LOOSE INSULATION PIPE SLEEVE 3" LARGER THAN PIPE DIAMETER LOOSE INSULATION Cn CL O W c) Lu U) u- w a IN. FOOTING REINF. DETAIL THIS SHEET PER SECTIONS NOTES: 1. REFER TO PLUMBING DRAWINGS FOR INVERT ELEVATION OF ALL UNDERGROUND PIPING. 2. STEP FOOTING FOR PIPE PENETRATION THROUGH FOUNDATION WALL UNLESS WRITTEN PERMISSION IS OBTAINED FROM THE MEP ENGINEER. 3. PROVIDE PRECAST OR BOND BEAM LINTEL FOR MULTIPLE PENETRATIONS OR OPENINGS GREATER THAN 24" IN WIDTH. CMU FOUNDATION WALL SLEEVE 1/2" DIA. SMOOTH DOWEL @ 16" o.c. � 16" LONG— DRILLED 8" INTO EXIST. SLAB - GROOT SOLID NEW CONC. SLAB W/ WWF EXIST, CONC. SLAB 0'-0" 8 NEW / E ISTING SLAB DETAIL 3/4" = 1'-0" TOOL OR CHASE w/ SAWCUT SIM. TO CONTROL JOINT F.F. PER PLAN -x x x x x x x x FC RMED KEYWAY WI 314" DIA. SMOOTH DC WELS @ 12" O.C. 2'-0" 2'-0" PROVIDE CONSTRUCTIOPI JOINT IN LIEU OF CONTROL JOINT AT TERMINATION C F POUR SLAB ON GRADE 7 CONST UCTION JOINT DETAIL NOT TO SCA1,E 1/8" W. X 114 SLAB "T" IN 1/4" W. X 1/4 SLAB "T" UNEXPOSED AREAS WHERE WET SAWCUT - SEE TABLE JOINTS WILL NOT BE FILLED. BELOW OOO p00 0 OOO IIIIII � III—III �� o III III I —� � —III „III„1111111111,,,111-IIII�1 VIII VAPOR RETARDER/BARRIER x x x x x x x x CONTROL JOINTS SHALL BE SAWN I IOT LATER THAN THE FOLLOWING TABLE, OR 16 HOURS AFTER FINAL TROWELING (WHICHEVER IS LESS). WHERE "T" EQUALS THE AMBIENT TEMPERATU . E IN DEGREES FAHRENHEIT AT THE TIME OF FINAL TROWELING. SAWCUTTING ALL BE SUSPENDED ONLY IF THE LARGE AGGREGATE IS DISLODGED OR LOC SENED. ALTERNATE: USE PRE -FORMED JOINT FORMER. TEMP, F 0 TIME, HOURS < 400 16 500 14 60 0 81/2 70 0 51/2 80 0 4 goo 3 SLAB ON RADE CONTROL/ CONTRA TION JOINT DETAIL 6 NOT TO SCALE 4) WELDED WIRE FABRIC a -ax x -� x d i O a„ d x x a x C GI a a a 4 a s a a O O O0� o p O V� o�� o �f Q O� q aI 0o ,(�0.� ,�0,�0�{�, 00 CcdJQ ti o CSO r5 0 14? o �l Q� 0O�C Cao ODO OOO GYiOO o ' t OOO p00 0 OOO IIIIII � III—III �� o III III I —� � —III „III„1111111111,,,111-IIII�1 VIII VAPOR RETARDER/BARRIER �I�II I,�,III-III 1111111111,,,111= COMPACTED GRANULAR DRAINAGE FILL CIVIL SITE GROUP, INC PROOF -ROLLED & VERIFIED SUBGRADE 1. LOCATE WELDED WIRE FABRIC IN PER THIRD OF SLAB. SUPPORT ON BOLSTERS, CHAIRS, C R CONCRETE BRICKS. 2. LAP WELDED WIRE FABRIC A MIN. ONE FULL MESH SPACING. 3. THE USE OF NYLON OR POLYPROP LENE FIBER IN LIEU OF WELDED WIRE FABRIC AS A SECOND RY REINFORCEMENT IS PERMISSIBLE, UNLESS OTHERWISE P OTED. NOTE: FIBER MAY NOT BE SUBSTITUTED FOR W.W.F. IN SUPPORTED SLABS. 4. SEE PLANS, NOTES, AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS SUCH AS FINISH, JO NTING, CURING, ETC. SLAB ON GRAD CONSTRUCTION 5 0 z to NOT TO SCALE Z REFER TO M.E.P. DRAWINGS & SPECIFICATIONS FOR INFO. RELATING TO TRENCH EXCAVATION, BEDDING, AND BACKFILL. COLUMN OR WALL V-6” FOR ANY EXCAVATION THAT MUST EXTEND FOOTING 00, 00, BEYOND THIS LINE, SHORING MUST BE PROVIDED TO KEEP THE EXCAVATION FROM UNDERMINING THE FOUNDATIONS. 1111111= lu -1 - ' ' • - II- �I �IIIIII111 =_II IIIIIIF- L--- "11=�II1111=IIIIIi�-1" 1.5 NOTE: ANY SHORING SCHEME REQUIRED MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW, PRIOR TO EXCAVATION, EXCAVATION LIMITS DETAIL 4 NOT TO SCALE Z mg EXISTING WALL in CL 1/4" ISOLATION JOINT EXISTING CONC. SLAB -ON -GRADE NEW CONC. SLAB w/ WWF 00 T/SLAB = 0' 0" 112" ISOLATION MATERIAL L L EXTERIOR CONC. SLAB CONC, SLAB w/ WWF wl WWF SLOPE -.d*--T/SLAB = 0'-0" #5 @ 16" o.c. 24" 24" 24" 2" RIGID INSULATION 8" CONC. BLOCK FOUNDATION WALL GROUT ALL BLOCK CORES SOLID T/F = SEE PLAN I 2'-0" x l'-0" CONC. FTG. • I w/ 3 - #5 CONT. L -------- J AS SHOWN ON PLAN 2 SECTION 3/4" = 1'-0" WINDOW FRAME 1" RIGID INSULATION z CONC. SLAB w/ WWF MASONRY VENEER 0- APPROX.GRADE = 8" CONC. BLOCK FOUNDATION WALL < K2" RIGID INSULATION GROUT ALL BLOCK CORES SOLID #5 @ 16" o.c. 24" T/F = SEE PLAN 24" 2'-0" x l'-0" CONC. FTG. w/ 3 - #5 CONT. L -------J � SECTION 3/4 0 T—/SLAB = 0'-0" r Fn Q z_ Q H V) z V) w 0 w Of U w U Q DKGR, LLC 409 MASSACHUSETTS AVE, #3121 INDIANAPOLIS, IN 46204 1 P - 317.614.0053 1 F - 317.632.3662 1 WWW.DKGRAR.COM I THESE DRAW;NGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, LLC- THEY SHA-- BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN 'ERMISS ON FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN x-6032 P - 317.573.-013 WW W REIPES_COM CIVIL ENGINEER CIVIL SITE GROUP, INC 613 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, N 1-204 P - 317.L23.3305 WWW.CIVILSI TE. NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE IND14NAPOL. IS, IN 46203 P - 317.423. 1550 WWW LBH-ENG.COM # DESCRIPTION DATE �0"JI&IN11141I- g HAR9a �4�.���t s^^vr���STERFO'tT0 rP =3 ..o No. W04101: S �0;� STATE Of 24r OlAt4t• 0,011#8 ; CA M O '^ V O 0 z to 0 E Z U t% V > W 00 w Z 0 4) 0 c v W W z �V ti o O Y J ]C J F M Oi O N O z O O N () Q m � m m W W V Z Q 2 W Q tLu U 0 0 U 0 m J — F— W Z 006 V♦ 00 � V OW cl) U. U 36" COVER NOTE: 1. 11/2", 22 GA. PRIME PAINTED WIDE RIB STEEL ROOF DECK. 2. USE 5/8" DIA. PUDDLE WELDS WHERE CONNECTING TO STRUCTURAL STEEL BEAMS OR JOISTS. 3. USE #10 TEK SCREW SIDELAP FASTENERS, U.N.O. 4. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. 1-1/2" WIDE RIB STEEL ROOF DECK 3/4" = 1'-0" STEEL ROOF DECK PER PLAN NOTE: PROVIDE SIMILAR \ COVER PLATE DETAIL FOR SINGLE DAMAGED RIB -CONSULT ENGINEER FOR DIRECTION WHERE MORE THAN ONE ADJ. RIB IS DAMAGED SMALL ROOF OPENING DETAIL 3/4" = 1'-0" ANGLES TO BEAR A MIN. OF 3" ON JOIST TOP CHORD OR BEAM TOP FLANGE COPE VERTICAL LEGS OF ANGLES WITHIN 1" OF EDGE OF JOIST CHORD OR BEAM FLANGE / L4x4x1/4 ANGLE FRAME PROVIDE FOR ALL OPENINGS w/ MAX. DIMENSION EXCEEDING 12" STEEL JOIST OR BEAM -SIZE & SPACING PER PLAN OPENINGS GREATER THAN 6" & LESS THAN 12" (SQUARE OR ROUND) GALV. 16 GA. COVER PLATE FOR OPENINGS GREATER THAN 6" & LESS THAN 12" (SQUARE OR ROUND) C 1. 7 #8 TEK SCREWS -FASTEN TO EACH RIB NOTE: HOLES LESS THAN 6" IN WIDTH (ONE RIB REMOVED) DO NOT REQUIRE REINFORCEMENT. REF. TYPICAL ROOF OPENING FRAME DETAIL FOR OPENINGS w/ MAX. DIMENSION EXCEEDING 12" ROOF OPENING FRAME DETAILS 3/411 = 19-011 EXISTING WALL EXISTING HSS' COLUMN NOTES: 1. PROVIDE ANGLE FRAME AS SHOWN FOR ALL ROOF OPENINGS I 1 1/2" WIDE RIB DECK w/ MAXIMUM DIMENSION EXCEEDING 14". NOTE: PROVIDE SIMILAR DETAIL FOR 2. USE L4x4x1/4TYPICAL. ROOF ACCESS HATCH. COORD. SIZE 3. COORDINATE LOCATION OF ROOF OPENINGS w/ MECHANICAL OF OPENING w/ ROOF HATCH MFR. AND ARCHITECTURAL DRAWINGS. COORD. LOC'N. w/ ARCH. DWGS. ROOF OPENING-COORD. SIZE & ANGLES TO BEAR A MIN. OF 3" ON JOIST TOP CHORD OR BEAM LOC'N. w/ MECHANICAL TRADES TOP FLANGE STEEL JOIST OR BEAM -SIZE PER PLAN COORD. w/ MECH. COORD. w/ MECH. 1 1/2" WIDE RIB ROOF DECK ROOF OPENING STEEL JOIST OR BEAM -SIZE PER PLAN ELEVATION -LINE F ROOF OPENING- COORD. SIZE w/ MECH. CONTR. L4x4x1/4 FRAME STEEL JOIST OR BEAM -SIZE & SPACING PER PLAN ROOF OPENING FRAME 1.5" DECK Id " L4x4x1/4 FRAME MAINTAIN COPE OF VERTICAL LEG WITHIN 1" J L OF EDGE OF JOIST CHORD OR BEAM FLANGE 4 SECTION 3/4 - 1-0 _L 4LL 1 /4 NG FOOTING NEW 1 1/2" STEEL ROOF DECK NEW STEEL BEAM NEW L4x4x3i VERTICAL CLIP CONI LIGHT-GUAGE METAL FRAMINI ( : 3 SECTION 3/4 = 11-011 EXISTING WALL EXISTING ROOF DECK EXISTING BEAM 2 SECTION 3/4" = 1'-0" I'ILYY J 1 LLL JVIJ I NEW 11/2" STEEL ROOF DECK NEW STEEL JOIST � SECTION 3/4" = 1'-0" I\LIY VI LLL JVIQI } H J m Q Z_ Q H N Z U N W D w Ir U W H 2 U O' Q DKGR, LLC 409 MASSACHUSETTS AVE, #312 INDIANAPOLIS, IN 46204 P - 317.614.0053 1 F - 317.632.3662 W W W. DKGRAR. COM THESE DRAWINGS. SPECIFICATIONS AND AL'_ COPIES THEREOF ARE AN, SHALL REMA;N THE PROPERTY OF DKGR, LLC THEY SHALL BE LIED ONLY WITH RESPECT TO THIS PROJECT 4,10 ARE NOT TO BE USED ON ANY OTHER PROJECT OP WORK WITHOUT PRIOR WRITTEN PERMISSION FRO"^ DnC R, LLC. CONTRACTOR 36/7 PATTERN W/ SIDELAP 1711 NORTH PENNSY_VANIA SIREET SUI E 2.,,; CARMEL, IN -052 P - 3I?.573.6043 WW W.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 FASTENERS @ 18" o.c. MA WWW.CVILSITE_NET STRUCTURAL_ ENGINEER LYNCH, HARRISON & HIGH ROOFS ABOVE +25'-( 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423. 1550 WWW. LB H -ENG .COM 36/4 PATTERN W/ SIDELAP ,�NHA,Rt~/I, ."A VyfG`STEq�p-9��f"' FASTENERS @ 36" o.c. MA i w .. No. 5604101 S -p STATE OF /W •x,,sI0 N A� NOTE: 1. 11/2", 22 GA. PRIME PAINTED WIDE RIB STEEL ROOF DECK. 2. USE 5/8" DIA. PUDDLE WELDS WHERE CONNECTING TO STRUCTURAL STEEL BEAMS OR JOISTS. 3. USE #10 TEK SCREW SIDELAP FASTENERS, U.N.O. 4. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. 1-1/2" WIDE RIB STEEL ROOF DECK 3/4" = 1'-0" STEEL ROOF DECK PER PLAN NOTE: PROVIDE SIMILAR \ COVER PLATE DETAIL FOR SINGLE DAMAGED RIB -CONSULT ENGINEER FOR DIRECTION WHERE MORE THAN ONE ADJ. RIB IS DAMAGED SMALL ROOF OPENING DETAIL 3/4" = 1'-0" ANGLES TO BEAR A MIN. OF 3" ON JOIST TOP CHORD OR BEAM TOP FLANGE COPE VERTICAL LEGS OF ANGLES WITHIN 1" OF EDGE OF JOIST CHORD OR BEAM FLANGE / L4x4x1/4 ANGLE FRAME PROVIDE FOR ALL OPENINGS w/ MAX. DIMENSION EXCEEDING 12" STEEL JOIST OR BEAM -SIZE & SPACING PER PLAN OPENINGS GREATER THAN 6" & LESS THAN 12" (SQUARE OR ROUND) GALV. 16 GA. COVER PLATE FOR OPENINGS GREATER THAN 6" & LESS THAN 12" (SQUARE OR ROUND) C 1. 7 #8 TEK SCREWS -FASTEN TO EACH RIB NOTE: HOLES LESS THAN 6" IN WIDTH (ONE RIB REMOVED) DO NOT REQUIRE REINFORCEMENT. REF. TYPICAL ROOF OPENING FRAME DETAIL FOR OPENINGS w/ MAX. DIMENSION EXCEEDING 12" ROOF OPENING FRAME DETAILS 3/411 = 19-011 EXISTING WALL EXISTING HSS' COLUMN NOTES: 1. PROVIDE ANGLE FRAME AS SHOWN FOR ALL ROOF OPENINGS I 1 1/2" WIDE RIB DECK w/ MAXIMUM DIMENSION EXCEEDING 14". NOTE: PROVIDE SIMILAR DETAIL FOR 2. USE L4x4x1/4TYPICAL. ROOF ACCESS HATCH. COORD. SIZE 3. COORDINATE LOCATION OF ROOF OPENINGS w/ MECHANICAL OF OPENING w/ ROOF HATCH MFR. AND ARCHITECTURAL DRAWINGS. COORD. LOC'N. w/ ARCH. DWGS. ROOF OPENING-COORD. SIZE & ANGLES TO BEAR A MIN. OF 3" ON JOIST TOP CHORD OR BEAM LOC'N. w/ MECHANICAL TRADES TOP FLANGE STEEL JOIST OR BEAM -SIZE PER PLAN COORD. w/ MECH. COORD. w/ MECH. 1 1/2" WIDE RIB ROOF DECK ROOF OPENING STEEL JOIST OR BEAM -SIZE PER PLAN ELEVATION -LINE F ROOF OPENING- COORD. SIZE w/ MECH. CONTR. L4x4x1/4 FRAME STEEL JOIST OR BEAM -SIZE & SPACING PER PLAN ROOF OPENING FRAME 1.5" DECK Id " L4x4x1/4 FRAME MAINTAIN COPE OF VERTICAL LEG WITHIN 1" J L OF EDGE OF JOIST CHORD OR BEAM FLANGE 4 SECTION 3/4 - 1-0 _L 4LL 1 /4 NG FOOTING NEW 1 1/2" STEEL ROOF DECK NEW STEEL BEAM NEW L4x4x3i VERTICAL CLIP CONI LIGHT-GUAGE METAL FRAMINI ( : 3 SECTION 3/4 = 11-011 EXISTING WALL EXISTING ROOF DECK EXISTING BEAM 2 SECTION 3/4" = 1'-0" I'ILYY J 1 LLL JVIJ I NEW 11/2" STEEL ROOF DECK NEW STEEL JOIST � SECTION 3/4" = 1'-0" I\LIY VI LLL JVIQI } H J m Q Z_ Q H N Z U N W D w Ir U W H 2 U O' Q DKGR, LLC 409 MASSACHUSETTS AVE, #312 INDIANAPOLIS, IN 46204 P - 317.614.0053 1 F - 317.632.3662 W W W. DKGRAR. COM THESE DRAWINGS. SPECIFICATIONS AND AL'_ COPIES THEREOF ARE AN, SHALL REMA;N THE PROPERTY OF DKGR, LLC THEY SHALL BE LIED ONLY WITH RESPECT TO THIS PROJECT 4,10 ARE NOT TO BE USED ON ANY OTHER PROJECT OP WORK WITHOUT PRIOR WRITTEN PERMISSION FRO"^ DnC R, LLC. CONTRACTOR REI CONSTRUCTION 1711 NORTH PENNSY_VANIA SIREET SUI E 2.,,; CARMEL, IN -052 P - 3I?.573.6043 WW W.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 4620E P - 317.423.3305 WWW.CVILSITE_NET STRUCTURAL_ ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423. 1550 WWW. LB H -ENG .COM % DESCRIPTION DATE ,�NHA,Rt~/I, ."A VyfG`STEq�p-9��f"' i w .. No. 5604101 S -p STATE OF /W •x,,sI0 N A� N M O ,^ VO 0 z N 0 E Z U t% ' G1 V _ LLI m W F— Z O G> O Z v w W Z 2V o O p w mm o - i- -2 In I- ON J J C> 8 Z CD 0 N U) Q m } m m W W V Z Z Lu Q cn w H O v o a cvn o o J_ Q W J C*4 � O �_ Z 0qq W F_ cl) cl) (1) GENERAL NOTES 1. The Contractor shall be responsible for complying with all safety precautions and regulations during the work. The Engineer will not advise on, nor issue direction as to safety precautions and programs. 2. The Structural Drawings herein represent the finished structure. The Contractor shall provide all temporary guying and bracing required to erect and hold the structure in proper alignment until all Structural Work and connections have been completed. The investigation, design, safety, adequacy and inspection of erection bracing, shoring, temporary supports, etc. is the sole responsiblity of the Contractor. 3. The Engineer shall not be responsible for the methods, techniques and sequences of procedures to perform the Work. The supervision of the Work is the sole responsibility of the Contractor. 4. Drawings indicate general and typical details of construction. Where conditions are not specifically shown, similar details of construction shall be used, subject to approval of the Engineer. 5. All structural systems which are to be composed of components to be field erected shall be supervised by the Supplier during manu- facturing, delivery, handling, storage, and erection in accordance with the Supplier's instructions and requirements. 6. Loading applied to the structure during the process of construction shall not exceed the safe load -carrying capacity of the structural members. The live loading used in the design of this structure are indicated in the "Design Criteria Notes". Do not apply any construction loads until structural framing is properly connected together and until all temporary bracing is in place. 7. All ASTM and other referenced standards and codes are for the latest editions of these publications, unless otherwise noted. 8. Shop Drawings and other items shall be submitted to the Engineer for review prior to fabrication. All Shop Drawings shall be reviewed by the Contractor before submittal. The Engineer's review is to be for conformance with the design concept and general compliance with the relevant Contract Documents. The Engineers review does not relieve the Contractor of the sole responsibility to review, check, and coordinate the Shop Drawings prior to submission. The Contractor remains solely responsible for errors and omissions associated with the preparation of Shop Drawings as they pertain to member sizes, details, dimensions, etc. 9. Submit Shop Drawings in the form of blueline/blackline prints (min. 2 sets/ max. 5 sets) and one reproducible blackline or sepia copy. In no case shall reproductions of the Contract Documents be used as shop drawings. As a minimum, submit the following items for review: A. Concrete Mix Design(s). B. Reinforcing Steel Shop Drawings. C. Structural Steel Shop Drawings. D. Steel Joist Shop Drawings. E. Steel Deck Shop Drawings. 10. When calculations are included in the submittals for components of work designed and certified by a Specialty Structural Engineer, the review by the Structural Engineer of Record shall be for conformance with the relevant Contract Documents. The SER's review does not relieve the Specialty Structural Engineer from responsibility for the design of the their system(s) and the coordination with the elements of the structure under the certification of the Engineer of Record, or other Specialty Structural Engineers. The SER's review does not constitute a warranty of the accuracy or completeness of the Specialty Structural Engineer's design. 11. Contractors shall visit the site prior to bid to ascertain conditions which may adversely affect the work or cost thereof. 12. No structural member may be cut, notched, or otherwise reduced in strength without written direction from the Engineer of Record. 13. When modifications are proposed to structural elements under the design and certification of a Specialty Engineer, written authorization by the Specialty Engineer must be obtained and submitted to the Engineer of Record for review, prior to performing the proposed modification. COORDINATION WITH OTHER TRADES 1. The Contractor shall coordinate and check all dimensions relating to Architectural finishes, mechanical equipment and openings, elevator shafts and overrides, etc. and notify the Architect/Engineer of any discrepancies before proceeding with any work in the area under question. 2. The Structural Drawings shall be used in conjunction with the Drawings of all other disciplines and the Specifications. The Contractor shall verify the requirements of other trades as to sleeves, chases, hangers, inserts, anchors, holes, and other items to be placed or set in the Structural Work. 3. There shall be no vertical or horizontal sleeves set, or holes cut or drilled in any beam or column unless it is shown on the Structural Drawings or approved in writing by the Engineer of Record. 4. Verify locations and dimensions of mechanical and electrical openings through walls shown on the Structural Drawings with the Mechanical and Electrical Contractors. 5. Do not install conduit in slabs on grade, or concrete walls unless explicitly shown or noted on the Structural Drawings. 6. Do not suspend any items, such as ductwork, mechanical or electrical fixtures, ceilings, etc. from steel roof deck. 7. The Mechanical Contractor shall notify the Engineer of Record of any Mechanical Unit which is heavier than indicated in schedule on the Mechanical Drawings. 8. The Mechanical Contractor shall verify that mechanical units supported by the steel framing are capable of spanning the distance between the supporting members indicated on the Structural Drawings. The Mechanical Contractor shall supply additional support framing as required. 9. If drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. EXISTING CONSTRUCTION 1. The Contractor shall field verify the dimensions, elevations, etc. necessary for the proper construction and alignment of the new portions of the work to the existing work. The Contractor shall make all necessary measurements for fabrication and erection of the structural members. Any discrepancy shall be immediately brought to the attention of the Engineer of Record. 2. Before proceeding with any work within the existing facility, the Contractor shall familiarize himself with existing structural and other conditions. Any shoring shown or noted on the Plans is a partial and schematic representation of that required. It shall be the Contractor's responsibility to provide all necessary bracing, shoring, and other safeguards to maintain all parts of the work in a safe condition during the progress of demolition and construction, and to protect from damage those portions of the existing work which are to remain. Shoring shall remain in place until the structural work is complete, has been inspected by the Testing Agency, and is certified to be in substantial compliance with the Contract Documents. 3. Welding to and within an existing facility presents potential hazards including: A. Fre Hazard - Due to the existing construction and building contents. B. Structural Liquifaction - Due to welding across the full section of of the structural members. Recommendations to prevent these hazards include: A. Fre Hazard - Protect existing combustibles prior to welding. Keep a separate watchman and several fire extinguishers on hand. B. Structural Liquifaction - weld in small increments. Allow welds to harden before continuing to the next increment. C. Do not leave the site until satisfied that no fire hazard exists. D. Preference should be given to the use of beam clamps, mechanical fasteners, or bolted connections in lieu of welding within existing facilities, whenever possible. Do not field -drill existing structural members without the written permission of the Engineer of Record. DESIGN CRITERIA DESIGN STANDARDS: The intended design standards and/or criteria are as follows: General The 2008 Indiana Building Code Concrete ACI 318 Masonry ACI 530 Steel AISC Manual, Allowable Stress Design (ASD) Steel Joists/Girders Steel Joist Institute Steel Deck Steel Deck Institute All referenced standards and codes, as well as ASTM numbers are for the latest editions of these publications, unless otherwise noted. 2. DEAD LOADS: Gravity Dead Loads used in the design of the structure are as computed for the materials of construction incorporated into the building, including but not limited to walls, floors, roofs, ceilings, stairways, built-in partitions, finishes, cladding, and other similarly architectural and structural items, as well as mechanical, electrical and plumbing equipment and fixtures, and material handling and fixed service equipment, including the weight of cranes. 3. ROOF LIVE/SNOW LOADS: Gravity Live Loads used in the design of the roof structure meet or exceed the following table: A. Snow Load Ground Snow Load, Pg 25 PSF Flat Roof Snow Load, Pf 25 PSF Snow Exposure Factor, Ce 1.0 Building Classification Category II (IBC 2006, Table 1604.5) Importance Factor, 1 1.0 Thermal Factor, Ct 1.0 B. Minimum Roof Live Load 20 PSF C. Overhanging Eaves & Projections 60 PSF 1. Sloped roof snow loads calculated in accordance with Section 7.4, ASCE 7. 2. Unbalanced roof snow loads calculated in accordance with Section 7.6, ASCE 7. Specialty Engineers must consider unbalanced snow loads in the design of pre-engineered trusses, frames, skylights, curtain walls, cold -formed metal framing, canopies, etc. 3. Drift loads calculated in accordance with Section 7.7, ASCE 7. Specialty Engineers must consider unbalanced snow loads in the design of pre-engineered trusses, frames, skylights, curtain walls, cold -formed metal framing, canopies, etc. 4. LATERAL LOADS: Lateral loads were computed using the following criteria: A. Vind Load Basic Wind Speed 90 MPH Vind Exposure Factor C Building Classification Category II (IBC 2006, Table 1604.5) Importance Factor, Iw 1.00 Internal Pressure Coefficient, GCpi +/- 0.18 Components & Cladding Per Code B. Seismic Load Seismic Design Category C Site Classification D Building Classification Category II (IBC 2006, Table 1604.5) Importance Factor, le 1.00 Spectral Response Coeff., Sds 0.199g Spectral Response Coeff., Sd1 0.130g Basic Seismic Force Resistance Ordinary Steel Concentrically Braced Frames Analysis Procedure Equivalent Lateral Force Response Modification Factor, R 3 5. SAFETY FACTORS: This structure has been designed with "Safety Factors" in accordance with accepted principals of structural engineering. The fundamental nature of the "Safety Factor" is to compensate for uncertainties in the design, fabrication and erection of structural building components. It is intended that "Safety Factors" be used such that the load -carrying capacity of the structure does not fall below the design load and that the building will perform under design load without distress. While the use of "Safety Factors" implies some excess capacity beyond design load, such excess capacity cannot be adequately predicted and SHALL NOT BE RELIED UPON. 6. UPLIFT DESIGN CRITERIA: Joist and deck connections shall be capable of resisting the following NET wind uplift pressures: WIND UPLIFT PRESSURE TABLE HEIGHT FIELD PRESSURE PERIMETER PRESSURE 0-15' 12 PSF 24 PSF 15-30' 15 PSF 30 PSF NOTE: PERIMETER PRESSURE APPLIES BETWEEN ALL EXTERIOR WALLS AND 15' IN FROM THE EXTERIOR WALLS. DRILLED -IN DOWELS & ANCHOR BOLTS/RODS 1. All reinforcing steel and threaded rod anchors to be installed in 2 -part chemical anchoring system shall be treated as follows: A) Drill holes larger than bar or rod to be embedded. Coordinate hole diameter with Manufacturer's recommendations. B) Holes must be cleaned and prepared in accordance with Manufacturer's recommendations. C) When reinforcing steel is encountered during drilling for installation of anchors; stop drilling, use a sensor to locate the reinfocing in the surrounding area and install anchor(s) as close as possible to the original location. Contact the Engineer of Record for direction when the revised location is more than 2" from the original location, or when the original function of the anchorage is significantly altered. When in doubt, contact the Engineer of Record for direction. D) Drill the hole a minimum of 15 bar diameters or as shown on the plans. F) Use a two-part adhesive anchoring system, Hilti HY-150, or approved equal. G) For anchorage into hollow substrate, use Hilti HY-20 system, or approved equal H) Reinforcing steel dowels shall be ASTM A615, Grade 60, unless noted. 1) Anchor rods shall be ISO 898 5.8 (Hilti HAS -E), unless noted. Provide finish as noted on the Drawings. If not noted, provide hot -dip galvanized finish for interior applications. Provide stainless steel finish for all exterior applications, unless noted. 2. When column anchor bolts have been omitted, or damaged by construction operations, the Contractor must obtain the written approval of the Engineer of Record prior to repair or replacement. A) As a precaution, the affected column must be guyed and braced after repair for the balance of the erection period. B) As an alternate to guying and bracing, the Contractor may at his option, employ a Testing Agency to perform a tensile pull test to confirm the strength of the repaired or replaced anchor bolt. The tensile proof load must exceed 1.33 x the design load of the original anchor without causing distress of the anchor bolt or the surrounding concrete. Reference the following table for the minimum proof loads: 3/4" diameter: 11.6 kips 718" diameter: 16.0 kips 1 diameter. 20.9 kips Note: Values listed above are for ASTM F-1554, Grade 36 material. When higher grade or strength materials are specified, refer to the AISC Manual of Steel Construction for minimum allowable loads to be multiplied by 1.33. C) When affected anchor bolts are part of a fixed moment resisting column base, such as those in moment -resisting space frames, canopies, or fixed base installations, the repaired anchor bolts must be proof -loaded, or the affected column footing and/or pier replaced in its entirety. D) When affected anchor bolts are 1-1/8" diameter or larger, the affected column footing and/or pier must be replaced in its entirety. E) When affected anchor bolts are part of a braced frame the affected column footing and/or pier must be replaced in its entirety. F) Prior to erection, the controlling Contractor must provide written notification to the Steel Erector if there has been a repair, replacement or modification of the anchor bolts for that column. REINFORCED MASONRY NOTES 1. All construction of reinforced masonry walls to be in accordance with the Building Code Requirements For Concrete Masonry Structures (A.C.I. 530-92) and commentary. A f'm = 2000 p.s.i. B Maximum height of masonry lift: 5'- 0" C Maximum height of grout lift: 5'- 0" D See specifications for additional masonry wall information. 2. CONCRETE BLOCK: Minimum compressive test strength on the net cross-sectional area: 2800 p.s.i. All block above grade shall be light -weight and all block below grade shall be normal -weight, unless noted otherwise. 3. MORTAR: Type M required. 4. GROUT: A.S.T.M. C476, 2500 p.s.i. with a slump of 8" min. and 10" max. 5. REINFORCING: fy = 60,000 p.s.i. with a min. lap of 48 diameters. Provide rebar positioners and/or centering devices for all vertical reinforcing. 6. TESTING/QUALITY ASSURANCE: Provide Level 2 Quality Assurance in accordance with A.C.I. 530.1-02. SPECIALTY ENGINEERING 1. A Specialty Engineer is defined as a Professional Engineer licensed in the State of Indiana, not the Structural Engineerof Record, who performs Structural Engineering functions necessary for the structure to be completed and who has shown experience and/or training in the specific specialty. 2. It is the Specialty Engineer's responsibility to review the drawings and Specifications to determine the appropriate scope of engineering. 3. It is the intent of the Drawings and Specifications to provide sufficient information for the Specialty Engineer to perform, his design and analysis. If the Specialty Engineer determines thlere are details, features, or unanticipated project limits which conflict with the engineering requirements as described in the project documents, the Specialty Engineer shall, in a timely manner, 1, contact the Engineer of Record for resolution of conflicts. 4. The Specialty Engineer shall forward documents to the Engineer of Record for review. Such documents shall bear the stamp of the Specialty Engineer and include: A. Drawings introducing engineering input, such as defining the configuration or structural capacity of structural components and/or their assembly into structural systems. B. Calculations. C. Computer printouts which are an acceptable substitute for manual calculations provided they are accompanied by sufficient design assumptions and identified input and output information to permit their proper evaluation. Such information shall bear the stamp of the Specialty Engineer as an indication that said engineer has accepted responsibility for the results. 5. Contractors are referred to the specific technical 'specification sections and the structural drawings for those elements requiring Specialty Engineering. Examples of components requiring Specialty Engineering include, but are not limited to the following: A. Light -Gauge Steel Framing In Exterior Walls. B. Curtain Wall Systems. STRUCTURAL STEEL NOTES 1. Structural steel construction shall conform to the American Institute of Steel Construction "Specification for Structural Steel Buildings, Allowable Stress Design and Plastic Design". 2. All structural wide flange shapes shall be ASTM A-992, Fy=50 ksi. 3. All plates, channels, bars, angles, and rods shall be ASTM A36, unless noted otherwise. 4. All square and rectangular shapes shall be ASTM A500, Grade B. 5. Details for design, fabrication and erection of all structural steel shall be in accordance with the latest A.I.S.C. Standards unless otherwise noted or specified. 6. Provide temporary erection guying and bracing as required. 7. Steel columns below grade shall be encased in a minimum of 4" concrete, unless otherwise shown. 8. Fabricate simple span beams not specifically noted to receive camber so that after erection, any minor camber due to rolling or shop assembly shall be upward. 9. Reference Specification Section 05120 -Structural Steel of the Project Manual for structural steel shop painting requirements. 10. The Erector shall shim between parallel roof beams and joists with differential mill and induced cambers for level deck bearing. 11. Whether or not explicitly shown on the Structural Drawings, all angles, bent plates, clips, closures, etc. attached to structural steel members to form slab edges, to provide lateral support for cladding, etc. shall be field -installed unless otherwise approved by the Architect/Engineer with a minimum 1/4" fillet weld, 3" at 12 o.c., top & bottom, unless noted otherwise. For continuous perimeter angles and bent plates perpendicular to, and connected to the top chords of joists, provide a minimum of 3" of 1/4" weld at each joist. Continuous angle and bent plate closures may be shop - applied when requested and approved by engineer of record. 12. Provide cap plates/end plates to close off exposed, open ends of all tube and pipe shaped members, unless noted otherwise. STEEL CONNECTION NOTES 1. Typical beam -to -beam and beam -to -column connections shall be bearing type using A325 -N bolts, unless noted otherwise. 2. Shop connections unless otherwise shown, may be either bolted or welded. All field connections shall be bolted unless otherwise shown on the Structural Drawings. 3. Connections shall be designed by the Steel Fabricator to support the reactions shown on the framing plan. Connections not shown shall be designed by the Steel Fabricator in accordance with the AISC "Manual of Steel Construction". Simple span connections for non -composite beams shall be designed for one-half the load capacity as given in the AISC "Uniform Load Constants for Beams Laterally Supported" tables. Composite beams which do not have reactions listed on the framing plans shall be designed for 3/4 of the load capacity as given in the AISC "Uniform Load Constants for Beams Laterally Supported" tables. 4. All beam -to -beam connections shall be double angle, unless shown or noted otherwise. 5. All beam -to -column connections shall be at the column centerline, unless noted otherwise. Shear tab connections to tubes are permitted. 6. Typical beam -to -beam, and beam -to -column field -bolted connections may be tightened to the snug -tight condition, unless otherwise shown or noted. Bolted connections in moment frames, bracing connections, and those designated F.T. (fully -tensioned) on the Plans shall be fully -tensioned connections utilizing load -indicating washers, or twist -off bolts. 7. All welding shall be in conformance with AWS D1.1, using E70XX electrodes, unless shown or noted otherwise. 8. Backup bars required for welded connections shall be continuous. 9. Holes in steel shall be drilled or punched. All slotted holes shall be provided with smooth edges. Burning of holes in structural steel shall not be allowed without approval of the Architect/Engineer. 10. Permanent machine bolts, using an approved type of self -anchoring hex nut, may be used for minor connections as closures, etc.. 11. Minimum thickness of all connection material to be 5/16" unless 12. Grout beneath base plates and under preset bearing plates shall be non-sh(nk, non-metallic grout (8,000 psi, minimum). Provide double nuts for adjustment of column base plates, unless noted otherwise. 13. A qualified independent Testing Agency shall be retained to per- form testing of field welds as follows: noted. A) All field welds shall be visually inspected. B) 100% of all moment and bracing connections shall be inspected. C) 10% of bolted bearing type connections. D) All testing shall be done in accordance with, the latest A.W.S. and A.I.S.C. standards. STEEL DECK NOTES 1. All steel deck material, fabrication and installation shall conform to the Steel Deck Institute "SDI SPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE", current edition, unless noted. 2. Provide members for deck support at all deck span changes. Provide L3x3x3/16 deck support at all columns where required. 3. All deck shall be provided in a minimum of 3 -span lengths where possible. 4. All welding of steel deck shall be in conformance with AWS Specification D1.3. Provide welding washers for all floor decks less than 22 gauge in thickness. 5. Mechanical fasteners may be used in lieu of welding, providing fasteners meet, or exceed the strength of specified welds. Submit fastener design data to the Engineer of Record for review. 6. Substitution of fiber secondary reinforcement for welded wire fabric on supported slabs is prohibited. 7. Do not suspend any items, such as ductwork, mechanical or electrical fixtures, ceilings, etc. from steel roof deck. 8. Roof deck sidelaps shall be attached at ends of cantilevers and at a maximum spacing of 12" o.c. from cantilevered roof deck ends. The roof deck must be completely fastened to the supports and at the sidelaps before any load is applied to the cantilever. 9. Submit shop drawings for review of general conformance to design concept in accordance with Specifications in the Project Manual. Erection drawings shall show type of deck, shop finish, accessories, method of attachment, edge details, deck openings and reinforcement, and sequence of installation. 10. Installation holes shall be sealed with a closure plate 2 gauges thicker than deck and mechanically fastened to deck. Steel deck holes visible from below will be rejected. Deck units that are bent, warped, or damaged in any way which would impair the strength and appearance of the deck shall be removed from the site. 11. Where gauge metal pourstops are indicated, supply pourstops designed to meet, or exceed the gauges listed in the SDI Pourstop Selection Table (min. 18 ga.) as required for slab depth, concrete weight, and cantilever distance, unless noted otherwise. 12. The Erector shall shim between parallel roof beams and joists with differential mill and induced cambers for level deck bearing. STEEL JOIST NOTES 1. All steel joists shall be designed, fabricated and erected in accordance with SJI Standard Specifications. 2. Joist bridging shown is schematically indicated. Provide all bridging necessary to conform to SJI Specifications. 3. The ends of all bridging lines terminating at walls or beams shall be anchored to the wall or beam. 4. Joist bridging and connections shall be completely installed prior to placing any construction loads on the joists. Construction loading shall not exceed the joist design load. - 5. All roof joists shall be capable of resisting the net uplift as noted under DESIGN CRITERIA this sheet. Provide an additional row of continuous horizontal bottom chord bridging at the first panel point location at each end of all roof joists. 6. Special joists shall be designed for the load designations specified on the Structural Drawings. Designs shall properly account for the distribution of concentrated loads, live loads and for the effect of openings. Designs are to meet the requirements of SJI. 7. Joists shall meet the following deflection criteria per SJI. Maximum live load deflection shall not exceed: L/240 for roofs and L/360 for floors, where L denotes the span length, center to center of bearing. Note: for special joists with spans greater than 60', the live load deflection shall be limited to L/360 for roofs. 8. The Joist Manufacturer shall submit calculations for all special joists to the Engineer of Record for record purposes prior to fabrication. These calculations shall bear the seal and signature of a Professional Engineer registered in the State of Indiana. 9. Joists on column centerlines shall have extended bottom chord connections for erection stability, unless otherwise noted. Do not connect bottom chord extensions, unless otherwise noted or shown. 10. Joists on, or near column centerlines shall have field -bolted connections for erection stability, unless otherwise noted. 11. The Joist Manufacturer shall coordinate with the Structural Steel Fabricator for the design of all connections to supporting columns, beams, bearing seats, etc. prior to submittal of shop drawings. 12. Al steel joists shall be furnished with standard SJI camber, unless noted otherwise. 13. All joists shall be shop primed in accordance with SJI requirements. Color to match structural steel primer, unless approved in writing. 14. Provide sloped bearing ends where joist slope exceeds 1/4" per foot. 15. Do not field cut or alter joists without the written approval of the Joist Manufacturer. DKGR, LLC 409 MASSACHUSETTS AVE, #312 INDIANAPOLIS, IN 46204 P - 317.614.0053 F - 317.632.3662 W W W. DKGRAR. COM THESE DRAWINGS, SPECIFICATIONS AND A_L COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, L1 C. THEY SHALL BE USED ONLY WITH RESPECT T_O THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERMISSION FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION .1711 NORTH PENNSYLVANIA STREET SUITE 200 CARME'" IN 46032 P - 3;7.573.6043 WWW.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P - 317.423.3305 WWW.CIVILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE NDIANAPOLIS, IN 46203 P - 317.423.1550 WWW.LBH-ENG.COM •�'� 't 6 HA,99y�'. QCnvP�G15TEgF0• /�OS No. 8604' ,o ';� s S -P'. STATE Of W = /��� FSr;ti01AN, •�� % 0 N A; ; 1, N r M o co 0 Z J E Z = U V W -' m CU Z p Q 0) Z o W W U o 0 Y ]CZ � J J X 0 m V) ~ W W N a� a� ca N W M W W Z O U) W 11- 0 Z J C1 V 0 } J m Q Z a Z) Z 2 V) w 0 U.1 U W U a LC) U) m m m ~ W W V Z Z W J () ui n V W Z Q W 0 o c U c a U) W 11- 0 Z J C1 V 0 } J m Q Z a Z) Z 2 V) w 0 U.1 U W U a LC) U) TOPOGRAPHIC & BOUNDARY NOTE ALL EXISTING HORIZONTAL AND VERTICAL INFORMATION HAS BEEN SHOWN PER A TOPOGRAPHIC SURVEY, DATED 12/28/2010 (JOB #: B33336) PREPARED BY MILLER SURVEYING, INC. CIVIL SITE GROUP, INC. CANNOT BE HELD RESPONSIBLE IF ACTUAL HORIZONTAL AND VERTICAL DATA IS DIFFERENT FROM THAT SHOWN ON THESE PLANS. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFICATION OF ALL EXISTING CONDITIONS PRIOR TO COMMENCING WITH CONSTRUCTION. LAND DESCRIPTION PART OF THE SOUTHEAST QUARTER OF SECTION 35, TOWNSHIP 18 NORTH, RANGE 3 EAST AND PART OF THE SOUTHWEST QUARTER OF SECTION 36, TOWNSHIP 18 NORTH, RANGE 3 EAST IN HAMILTON COUNTY, INDIANA, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF THE SAID SOUTHWEST QUARTER SECTION; THENCE NORTH 89 DEGREES 07 MINUTES 52 SECONDS EAST (ASSUMED BEARING) ALONG THE SOUTH LINE OF THE SAID SOUTHWEST QUARTER SECTION 148.00 FEET; THENCE NORTH 00 DEGREES 16 MINUTES 22 SECONDS WEST, PARALLEL WITH THE WEST LINE OF THE SAID SOUTHWEST QUARTER SECTION 734.00 FEET; THENCE NORTH 89 DEGREES 07 MINUTES 52 SECONDS EAST, PARALLEL WITH THE SAID SOUTH LINE, 450.06 FEET; THENCE NORTH 00 DEGREES 16 MINUTES 22 SECONDS WEST, PARALLEL WITH THE SAID WEST LINE, 1303.37 FEET TO THE BEGINNING POINT; THENCE SOUTH 88 DEGREES 57 MINUTES 26 SECONDS WEST, PARALLEL WITH THE NORTH LINE OF THE SAID SOUTHWEST QUARTER SECTION, 1041.01 FEET; THENCE NORTH 27 DEGREES 49 MINUTES 03 SECONDS EAST 448.04 FEET TO A CURVE HAVING A RADIUS OF 500.00 FEET, THE RADIUS POINT OF WHICH BEARS NORTH 62 DEGREES 10 MINUTES 57 SECONDS WEST; THENCE NORTHERLY ALONG THE SAID CURVE 253.34 FEET TO THE NORTH LINE OF THE SAID SOUTHEAST QUARTER SECTION (SAID POINT BEARS NORTH 88 DEGREES 47 MINUTES 12 SECONDS EAST FROM SAID RADIUS POINT); THENCE NORTH 88 DEGREES 47 MINUTES 12 SECONDS EAST ALONG THE SAID NORTH LINE 173.12 FEET TO THE NORTHWEST CORNER OF THE SAID SOUTHWEST QUARTER SECTION; THENCE NORTH 88 DEGREES 57 MINUTES 26 SECONDS EAST ALONG THE NORTH LINE OF THE SAID SOUTHWEST QUARTER SECTION 598.07 FEET; THENCE SOUTH 00 DEGREES 16 MINUTES 22 SECONDS EAST, PARALLEL WITH THE WEST LINE OF THE SAID SOUTHWEST QUARTER SECTION, 635.79 FEET TO THE BEGINNING POINT, CONTAINING 12.837 ACRES, MORE OR LESS. ALL CONCRETE PIPE JOINTS SHALL BE CONTINUOUS O-RING RUBBER GASKET CONFORMING TO ASTM C 443 BENCHMARK COORDINATE SYSTEM: US STATE PLANE 1983 (AT GROUND) PROJECT DATUM: WORLD GEODETIC SYSTEM (WGS 1984) VERTICAL DATUM NAVD 88 ZONE: INDIANA EAST 1301 GEOID MODEL: GEOID03 (CONUS) COORDINATE UNITS: US SURVEY FEET DISTANCE UNITS: US SURVEY FEET HEIGHT UNITS: US SURVEY FEET VERTICAL CONTROL: TBM#5000 TBM #5001 MAG NAIL SET MAG NAIL SET ELEV=842.28 ELEV=840.80 REMOVE EXISTING TREES REMOVE EXISTING CONCRETE PAD ___ �• ..... ................_.,. �.._.______________._... �•...................... ,.,_ � ----------- - \---___..,,,.. �...........,.,.___._ .,.. y .....,.......,.......... �............., I 1 ' \ A 842.8 >> 4 . lJ 842.4 C HATCHED AREA DENOTES NEW #11 ASPHALT SURFACE OVERLAY. CONTRACTOR TO PROVIDE A 3 -FOOT CLEAN MILL EDGE ADJACENTIv- TO EXISTING PAVEMENT BEFORE PLACING NEW ASPHALT. F , F. E = 843.75± 14.8' 8 MIN. N 84 W_................T ..................... ;_,,.,,.__,.._........................._.._._,., _. r \ \ :',.• .X 842.9 \ REFER TO ARCHITECTURAL PLANS FOR BLDG. - 0 842.4 \, C DIMENSIONS \>00 z \` =\" EXISTING 6" ROOF DRAIN PIPE TO BE REMOVED EXISTING 4" ROOF DRAIN PIPE TO BE REMOVED SITE DEMOLITION SCALE: V=20' KEY MAP SCALE: 1"=200' NORTH 10 0 5 10 ( IN FEET ) 1 inch = 10 ft. IF IT WILL BE NECESSARY TO RELOCATE EXISTING UTILITIES, THE EXPENSE OF SUCH RELOCATION SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. ALL UTILITY POLES SHALL BE LOCATED WITHIN ONE -FOOT OF THE PROPOSED RIGHT-OF-WAY. DEVELOPMENT SUMMARY BUILDING ADDITION GROSS SQUARE FOOTAGE: = 1,600 S.F. ± TOTAL SITE AREA = 12.8 AC+/ - ZONING = B2 TOTAL DISTURBED AREA = 2,800 SF ± = 0.06 Ac +/- ANTICIPATED CONSTRUCTION START/COMPLETION DATE MARCH, 2011 / JUNE, 2011 GENERAL NOTES CONTRACTOR TO KEEP EXISTING PAVEMENT SURROUNDING THE SITE "BROOM CLEAN" AND FREE OF SOIL OR AGGREGATE THAT MIGHT BE BROUGHT OFF-SITE FROM THE CONSTRUCTION PROJECT ONTO THE PROPERTY. AND SURROUNDING PUBLIC STREETS. NO EARTH DISTURBING ACTIVITY MAY COMMENCE WITHOUT AN APPROVED STORM WATER MANAGEMENT PERMIT. PLAN NOTES: OCONCRETE WALK. SEE DETAIL 01/C6.0 O6" 0 STEEL BOLLARD. SEE DETAIL 09/C6.0 OTYPICAL PARKING SPACE MARKING. SEE DETAIL 02 & 05/C6.0 OTRAMC SIGNAGE. SEE DETAIL 07 & 08/C6.0 b3 3 H R ANODIZED ALUMINUM RAMP HANDRAILS PER ADAAG 4.8.5 & 4.26. CONTRACTOR TO SUBMIT CUT SHEETS FOR APPROVAL. RK INDOT CURB RAMP — TYPE K. SEE DETAILS SHEET C6.0 EXISTING FIRE HYDRANT EXISTING WATER VALVE EXISTING STORM INLET _..._._ ._..............__ ...... ..,... EXISTING CONTOUR __...... ..... -_._...___..._....... EXISTING STORM SEWER :: .......................... .................... EXISTING WATER MAIN CONSTRUCTION LIMITS PROPOSED CONCRETE SIDEWALK SEE DETAIL 04/C7.0 PROPOSED #11 ASPHALT SURFACE OVERLAY DEVELOPER: REI INVESTMENTS, INC. 11711 NORTH PENNSYLVANIA STREET, STE 200 CARMEL, IN 46032 (317) 573-6043 ENGINEER: CML SITE GROUP, INC. 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, INDIANA 46204 (317) 423-3305 SURVEYOR: MILLER SURVEYING INC. 948 CONNER STREET NOBLESVILLE, INDIANA 46060 (317) 773-2644 I THESE DRAWINGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, LLC. THEY SPALL BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERMISSION FROM DKGR, LL C. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P - 317.573.6043 WWW.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P - 317.423.3305 W W W.CI VILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423.1550 W W W.LBH-ENG.COM S �.• �G ... RF ♦ � .• ESTE '•. tS' ♦♦. • �; N 00 • No PE10910647 o STATE OF ♦�O� '•tiOIA •' ���: ♦ •.....NP �� ,� 11111 r W CO �t W I- O J x a a DKGR, LLC v .� ' 409 MASSACHUSETTS AVE, #312' N U ' Indianapolis, In 46204 ' V W ' p - 317.614.0053 ' � ' f - 317.632.3662 ' m www.dkgrar.com Z THESE DRAWINGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, LLC. THEY SPALL BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERMISSION FROM DKGR, LL C. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P - 317.573.6043 WWW.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P - 317.423.3305 W W W.CI VILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423.1550 W W W.LBH-ENG.COM S �.• �G ... RF ♦ � .• ESTE '•. tS' ♦♦. • �; N 00 • No PE10910647 o STATE OF ♦�O� '•tiOIA •' ���: ♦ •.....NP �� ,� 11111 r 014 m M O CO �t O J z a O � v .� Z = N U N V W � ' � � m � W Z N O d Qvii W W Z U w W W V ti z 0 m in Q w o 4 ,Z UJV � o N 0 7 M� W ,y W m ~ W W Z V 3 ,Z UJV Q NH W O U W 2 Q W 0 o G u G G. 0 7 TOPOGRAPHIC & BOUNDARY NOTE ALL EXISTING HORIZONTAL AND VERTICAL INFORMATION HAS BEEN SHOWN PER A TOPOGRAPHIC SURVEY, DATED 12/28/2010 (JOB #: B33336) PREPARED BY MILLER SURVEYING, INC. CIVIL SITE GROUP, INC. CANNOT BE HELD RESPONSIBLE IF ACTUAL HORIZONTAL AND VERTICAL DATA IS DIFFERENT FROM THAT SHOWN ON THESE PLANS. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFICATION OF ALL EXISTING CONDITIONS PRIOR TO COMMENCING WITH CONSTRUCTION. ................................ x ............... X, FLOOD NOTE THIS LOT DOES NOT LIE IN A SPECIAL FLOOD HAZRD ZONE AS SCALED FROM THE FLOOD INSURANCE RATE MAP (FIRM) FOR HAMILTON COUNTY, INDIANA, COMMUNITY NAME CITY OF CARMEL, COMMUNITY NUMBER 1800881, MAP NUMBER 18057CO209 F, PANEL NUMBER 0207 F, DATED FEBRUARY 19, 2003. REFERENCE NFIP FIRM MAP #18057CO209 F, EFFECTIVE DATE FEBRUARY 19, 2003. BENCHMARK COORDINATE SYSTEM: US STATE PLANE 1983 (AT GROUND) PROJECT DATUM: WORLD GEODETIC SYSTEM (WGS 1984) VERTICAL DATUM NAVD 88 ZONE: INDIANA EAST 1301 GEOID MODEL: GEOID03 (CONUS) COORDINATE UNITS: US SURVEY FEET DISTANCE UNITS: US SURVEY FEET HEIGHT UNITS: US SURVEY FEET VERTICAL CONTROL: TBM #5000 TBM #5001 MAG NAIL SET MAG NAIL SET ELEV=842.28 ELEV=840.80 NOTE DEPENDING ON THE CONSTRUCTION SEASON, MOISTURE CONTENT AND PROPERTIES OF THE SOILS ON SITE, CHEMICAL MODIFICATIONS AND/OR LIME STABILIZATION MAY BE REQUIRED. SEE SHEET C7.0 FOR SPECIFICATIONS. ALL CONCRETE PIPE JOINTS SHALL BE CONTINUOUS O-RING RUBBER GASKET CONFORMING TO ASTM C 443 PIPE. i VERIFY AND DRAIN PIPE TO MAG NAIL ELEV 840. # °?0: :�. .., �j 15; NORTH 10 0 5 10 ( IN FEET ) 1 inch= 10 ft. LEGEND: 878.35 PROPOSED SPOT ELEVATION 880.17 PROPOSED CURB ELEVATION 879.67 ME MATCH EXISTING GRADE TC TOP OF CURB/STORM CASTING ELEVATION BC BOTTOM OF CURB ELEVATION EP EDGE OF PAVEMENT ELEVATION TW TOP OF WALL ELEVATION INV. STORM SEWER INVERT ELEVATION – — — — — — — – PROPOSED GRADE BREAK 845 — PROPOSED CONTOUR EXISTING CONTOUR PROPOSED STORM SEWER ® 19 PROPOSED STORM STRUCTURE -3.0n PROPOSED DRAINAGE SWALE TRENCH PAVEMENT BACKFILL/REPAIR SEE DETAIL 01/C3.0 GRADING NOTES 1. ALL CONSTRUCTION METHODS AND MATERIALS MUST CONFORM TO CURRENT STANDARDS AND SPECIFICATIONS OF THE FEDERAL, STATE, COUNTY, CITY OR LOCAL REQUIREMENTS, WHICHEVER HAS JURISDICTION. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO STARTING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FIELD DIMENSIONS. IF ANY DISCREPANCIES ARE FOUND IN THESE PLANS FROM THE ACTUAL FIELD CONDITIONS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY. 3. THE EXCAVATING CONTRACTOR MUST TAKE PARTICULAR CARE WHEN EXCAVATING IN AND AROUND EXISTING UTILITY LINES AND EQUIPMENT. VERIFY COVER REQUIREMENTS BY UTILITY CONTRACTORS AND/OR UTILITY COMPANIES SO AS NOT TO CAUSE DAMAGE. 4. THE CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES 72 HOURS BEFORE CONSTRUCTION IS TO START, TO VERIFY IF ANY UTILITIES ARE PRESENT ON SITE. ALL VERIFICATIONS (LOCATION, SIZE AND DEPTH) SHALL BE MADE BY THE APPROPRIATE UTILITY COMPANIES. WHEN EXCAVATING IS AROUND OR OVER EXISTING UTILITIES, THE CONTRACTOR MUST NOTIFY THE UTILITY COMPANY SO A REPRESENTATIVE OF THAT UTILITY COMPANY CAN BE PRESENT TO INSTRUCT AND OBSERVE DURING CONSTRUCTION. 5. TRENCHES FOR ALL STORM DRAIN LINES SHALL BE BACKFILLED COMPLETELY WITH ENGINEERED GRANULAR MATERIAL IF WITHIN 5 FEET OF PAVEMENT. 6. AFTER STRIPPING TOPSOIL MATERIAL, PROOFROLL WITH A MEDIUM WEIGHT ROLLER TO DETERMINE LOCATIONS OF ANY POCKETS OF UNSUITABLE MATERIAL THE NECESSITY FOR SUBDRAINS AND_/OR REMOVAL OF ANY UNSUITABLE MATERIAL WITHIN THE PROPOSED PARKING AREAS WILL BE DETERMINED AT THE TIME OF CONSTRUCTION. 7. PROVIDE POSITIVE DRAINAGE WITHOUT PONDING, IN ALL AREAS, AFTER INSTALLATION, CONTRACTOR TO TEST FOR, AND CORRECT, IF ANY, "BIRD BATH" CONDITIONS. 8. ALL PROPOSED SPOT ELEVATIONS ARE THE FINAL PAVEMENT AND FINAL GRADE ELEVATIONS. 9. SEE APPROPRIATE DETAILS TO DETERMINE SUBGRADE ELEVATIONS BELOW FINISH GRADE ELEVATIONS INDICATED. 10. FLOW LINE ELEVATIONS GIVEN AT END OF CONCRETE END SECTIONS. 11. SIDEWALK AGAINST BUILDING SHALL SLOPE AWAY FROM BUILDING AT 1.04X SLOPE MIN. PLAN NOTES: www.dkgrar.com THESE DRAWINGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMAIN THE PJ CONTRACTOR TO PIPE JET/VACUUM EXISTING STORM SEWER CONTRACTOR APPROX. 25LF OF 6" PVC (SDR35 00.5OX MIN. SLOPE) ROOF R1 DRAIN LEADER WITH RISERS, ADAPTERS FOR DOWNSPOUTS, BENDS, 643 MASSACHUSETTS AVENUE SUITE 200 FITTINGS, & CLEANOUTS AT BENDS > 22.5' STRUCTURAL ENGINEER LYNCH, HARRISON & APPROX. 20LF OF 6" PVC (SDR35 00.50X MIN. SLOPE) ROOF R2 DRAIN LEADER WITH RISERS, ADAPTERS FOR DOWNSPOUTS, BENDS, FITTINGS, & CLEANOUTS AT BENDS > 22.5' (DKGR, LLC I 409 MASSACHUSETTS AVE, #312 Indianapolis, In 46204 aw� cww nn�e f - 317.632.3662 www.dkgrar.com THESE DRAWINGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, LLC. THEY SHALL BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERMISSION FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P_317.573.6043 W W W.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P_317.423.3305 WWW.CIVILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423.1550 W W W.LBH-ENG.COM K DES ♦♦ p,N N° PE10910647 STATE OF 'P P.• ♦ •.....••• G��♦♦♦ 4��S/ONAL EN ,4 S 1111 ..N DATE: N r M ♦n o V c0 O z � _ v O E Z m d = U N V W > m to W Ri Z 0 a Lu0 Z w Z W Lu � V 0 O ( (n Q m m W 4 N � = S N } m m m W W V Z Z W LLI Q N H O V W I Q fn 0 0 U 0 a Z Q J a ad ■ O � Z Q CN —Z OC C7 O r; UTILITY CONTACTS Natural Gas: Vectren Energy Chuck Shupperd (317) 776-5535 cshupperd@vectren.com Wastewater & Water: Carmel City Utilities John Duffy 760 Third Avenue SW Carmel, IN 46032 (317) 632-9077 Drainage: Carmel Engineering Gary Duncan or John Thomas 1 Civic Square Carmel, IN 46032 (317) 571-2441 gduncan@carmel.in.gov CATV: Brighthouse Networks Jason Kirkman (317) 632-9077 x291 jason.kirkman@mybrighthouse.com Telephone: AT&T Steve Krebs (317) 252-4275 SK4986@att.com Fire Service: Office of Fire Chief, Fire Station #1 Chris Ellison Two Civic Square Carmel, IN 46032 (317) 571-2600 cellison@carmel.in.gov Streets: Carmel Street Department Dave Klingensmith 3400 West 131 st Street Westfield, IN 46074 (317) 733-2001 Electric: Duke Energy Shawn South 16475 Southpark [:k. Westfield, IN 4607 (317) 896-6721 shawn.south@duke-energy.com City of Cartftel Water Utility Appmved 1.1W at'i;ott ttytc�tinn �fateriaE+ I Wafer Main: ! Nzll IR? Dtwti I:` Itoo Protmt - Cia a i?S?. Reflective Wanting Tripe b,. en mllc:t 18m iiovc 3.ri-axing Wire (10 or 12 gitugr); 1 )c ffta'•ill€ it X Filt ;tl 1t fiL`2' ttf2f331.ti. nwic tsikl :l Ix;: a..v; lo 1ltc. Iriw'cr "m! at twl' valv'• h:.?!i, q lh .tc ogb evi)c ut Inc Y,fhe hax tcs tmklr; Thr jJzxslser.ottrt :;ri<•n to tft ' to'^:tfi; g amchiil';. 1. Flre IfyiI nfs Slrtf'•€1 , Mr: 11.r rvtfat4 1 elle v. kl.A.11 44 3"+3. Sltert:£rr -wiltfmis t IF75A"I": (i ztrit-0 Clas "Ix'V. ltydl;rrt.a ; IAI I;ti ,j'rt ri;111 attcf %gill iras ,t afea° hlli s.§r4j?c sfonarl It}:€Tsar tx'>tnret •iaitxt 11w 1 wf rt i. 'Ilse fiyilrallt puf13l. -"r' tit.:,:lc'trail h,: Ott Onc. £?ii'c'" d0livt, ieC,nlj?.tlf£?1i' .4 frit \tor". ,bc t,t?z:z.: shalt £?c an tnfegmt Vt ',I <,1 She 5N It" civint 'And alwt In, fitrim,twd t tic t ramAir,:tcf r Lr arr tuthotiz,, .d di wbwor sigma§ d by t€ ;r tit;rs^tf,f<ti:r:tret. Mueller m l;W 290220 Sir casting and 290221 for cap. mfrs ,fcEn•Lrter+�lfiltltst bcxtcac�rtc�it, 1, valcLs. Sllall b r .ihcw wat i;alx�. s frs _ 4ltr,1€ ^r ' nly' Catril"I c€as 'Sr'cc. vaf s b tl€ In t.-i,x t eizi 1`411 "fly vaj%hall be III £oT+ir .rvcr 12in' f:. Fittings; Sbmll tie € nion. 1•t tar ?, sic itartic rl Joint': `h>,tl he miidc. with 9, VA'e. now'. Shall €?c I'Bitnl TI f of F. ast ?ordcatl Imo woflss v. I fod Cala rtr }lox hilts; "h Ai i>,, inYt;ikt, 1. mil 1,ft fat., e i€ac "tksA t" Ite lttiecl cut buttelAv snites 1''i. Curb !loxes: Shat! he 1'.rioit, Ty kr € I.' 1lsppljI Shall l>c Smith Blaif. JLa?rnx<,'n .KC"M 12. Itepair 0irmim Simi) K. fiatj ire€c. stairii. � m"l t i§h utuc§zi't lugs Snud).. i31:nr .`26' Frc£ r-':, •£C:?<I trf CllldI t ctluxal. V4 Tapped ti.etralr C10131p,: (#-af a, 3 in. 11,'2 in, amt > in tall, "n P\ k- 11 '3 it: siftti tin art Ihtarllc lr:u3 :"ul w<r+:.l` l 12ill £.ties, fall :.ifvh? �i tirtti'ss �t.vf with cfteciitc lugs and ltlpc�:i ;l yds• lmnifh Blair, I:ord' FC'A .%WcJte't. kcvimeci W:0;1;- 4•i...fanpls '"46 r,: Sl"A) h ;ft -i 1€:A ;;; t€ic flit€ttf.•* r.^aJ:'eSl (C; 11, itxttetstt-ic ntade.E # 1':111111 j. €?. tjeCt'€ee I_/ilea: ;; 46. lin, I 1 21n. '_in, SltalI b.:i--C:.?€:p:r. € : Brow. r ?tn )rvvii en 1 l ng�- 1'.t •li .1mats nia ttlkns•.d <cc. %I Hct ilii Sp x.. F•x Llai:. aTid 11 k l I"'. 3alnt RvAtvins: Shall K: l kld lx'A G; sl.cls :?r \tec1,imc3i licit .f:iij:§ €l.c tr<f tzts:. IX, 1110E s:'ilralll :r -.c. lor'cn1.'Ous§i.To's lraj"? oi" cttcti-t 1' laws skill t"e 3' luipc Shave IS'-.%drfifiirnal Kickem: Shall h olio{ lA-:1: awl fin k. Nn poured cow -rot BENCHMARK COORDINATE SYSTEM: US STATE PLANE 1983 (AT GROUND) PROJECT DATUM: WORLD GEODETIC SYSTEM (WGS 1984) VERTICAL DATUM NAVD 88 ZONE: INDIANA EAST 1301 GEOID MODEL: GEOID03 (CONUS) COORDINATE UNITS: US SURVEY FEET DISTANCE UNITS: US SURVEY FEET HEIGHT UNITS: US SURVEY FEET VERTICAL CONTROL: TBM #5000 TBM #5001 MAG NAIL SET MAG NAIL SET ELEV=842.28 ELEV=840.80 BLDG. FFE=843.71 ONE STORY BLDG 15" STORM PIPE INV=837.2± TOP OF PIPE=838.8± CONTRACTOR TO FIELD VERIFY EX. 15" STORM SEWER (APPROX.) @ 0.24% \ , _-�,_,_.•...,.....•......._._-------- NEW 8x6 -INCH SS TAPPING SLEEVE mnti-r.�.a..�.rrrrr�r�rr-r-��i:�� • �L4 I LT P51 .10 • " . • IT) CONTRACTOR TO FIELD VERIFY EX. 8" WATER (APPROX.) C'e' www.dkgrar.com THESE DRAWINGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMA'N THF PROPERTY OF DKGR, LLC. THEY SHALL BE USED ONLY W TH RESPECT TO THIS PROJEC- AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERM'.. SSION FROM DK GR. LSC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P_317.573.6043 WWW.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P_317.423.3305 W W W.CI V ILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 45203 P - 317.423.1550 W W W.LBH-ENG.COM R2 ■ ♦��� p.NS C� i��i ♦ ♦ .0600•. �♦ Q` ; •G\STE,4 •. cAN Fo•• • G N9 0. PE10910647 : ■ '•tib I AN •� ��'�♦♦� 0000..• G� ♦♦ ,I,,�� O N AL.; 11,1(11 ■ W C� '(^ O z •n F.F.E = 843.75± . Z CU d = U U) V -0 W > m N W Z O o. G W a_ W W 0 WzW Z � V 0 (n M 0 m Q w o 4 .`?'....._..........•.•.•...........•,,....,...._ '_...W .� :...........................•...._.______... C:'=- _._ --- _.._----- ..--- ..--- _._--- ._------------- CONNECT NEW 6" ROOF DRAIN PIPE TO • �_ O - - TOP OF EXISTING 15" STORM. o 0 N INSTALL 6" CLEAN OUT RISER W/ CAP ■ • i R1 m ' �k m W W V Z 3 EX. 6'f WATER (APPROX.) ' .. UJ ; r........._ . ... x ........... �............... ...,.,,..... � ...........,.,,.........., sr ......................,.. �• ..., ..,,. LU ', \_:.11,. � s � ."..'.-, 't t H O V WX t Z O Q BLDG. FFE=843.76 ONE STORY BLDG POSSIBLE ROOF DRAIN PIPE. CONTRACTOR TO FIELD VERIFY AND CONNECT NEW 6" ROOF DRAIN PIPE TO EXISTING 15" STORM. 000;0 J 15" STORM PIPE INV=837.3± TOP OF PIPE=838.9± CONTRACTOR TO FIELD VERIFY UTILITY NOTES 1. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO THEIR PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATIONS FOR EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER OR THE ENGINEER OF ANY CHANGES, OMISSIONS, OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. 2. STANDARD SPECIFICATIONS FOR THE LOCAL GOVERNING AGENCY SHALL APPLY FOR ALL SANITARY SEWERS, STORM SEWERS, AND WATER MAINS. 3. ANY PART OF THE SANITARY OR STORM SEWER TRENCHES RUNNING UNDER PAVED AREAS TO BE BACKFILLED WITH GRANULAR MATERIAL. 4. ALL WATER MAINS TO HAVE A 54" MINIMUM COVER OVER TOP OF PIPE. 5. STERILIZATION OF WATER MAIN SHALL BE IN ACCORDANCE WITH STATE BOARD OF HEALTH REQUIREMENTS. (APPLIES TO COMMERCIAL ONLY) 6. CONTRACTOR RESPONSIBLE TO INSTALL ALL UNDERGROUND CONDUIT PER UTIITY COMPANY'S SPECIFICATIONS. 7. CONTRACTOR RESPONSIBLE FOR RESTORATION TO ALL AREAS AFFECTED DURING CONSTRUCTION. REFER TO THE CITY OF CARMEL - STANDARDS FOR RESTORATION REQ'S. 8. CONTRACTOR TO LOCATE ALL EXISTING UTLITIES AT ANY PROPOSED CROSSING AND PROVIDE EXISTING TOP OF PIPE ELEVATIONS WITHIN 10 DAYS OF NOTICE TO PROCEED. PROVIDE CONCRETE CRADLE AS REQUIRED FOR ANY VERTICAL SEPARATION LESS THAN 18 INCHES. C \ < V r�€0000... -- -- - ----- ........... TBM#5001 MAG NAIL ELEV 840. RELOCATE EXISTING HYDRANT SOUTH OF ENTRY SIDEWALK. CONFIRM EXACT LOCATION WITH PROPERTY OWNER. ADJUST VALVE COVER TO BE FLUSH WITH SIDEWALK.. 6" WATER ASSUMED TOP OF PIPE=839.7± CONTRACTOR TO FIELD VERIFY LIMITS OF PATCH SAW CUT-\ EXISTING • CUT PAVEMENT GENERAL NOTES 1. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 2. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 3. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE CONSTRUCTION BEGINS. 4. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING ELEVATIONS BEFORE CONSTRUCTION BEGINS. 5. THE STORM SEWER SYSTEM SHALL BE CONSTRUCTED PER DESIGN SPECIFIED AND AS APPROVED BY THE CITY OF CARMEL ON THE FINAL APPROVED CONSTRUCTION PLANS. DEVIATIONS FROM THE APPROVED DESIGN SHALL ONLY BE PERMITTED DUE TO SPECIAL CIRCUMSTANCES OR DIFFICULTY DURING CONSTRUCTION AND WILL REQUIRE PRIOR FIELD APPROVAL FROM A DESIGNATED REPRESENTATIVE OF THE CITY OF CARMEL IN ADDITION TO SUPPLEMENTAL APPROVAL BY THE DESIGN ENGINEER. AN EXPLANATION OF ANY SUCH DEVIATION SHALL BE INCLUDED AS A REQUIREMENT ON AS-BUILT/RECORD DRAWINGS SUBMITTED FOR RELEASE OF PERFORMANCE GUARANTEES. APPROVED DESIGN SLOPES IDENTIFIED AS GENERATING VELOCITIES OF 2.5 FPS OR LESS OR 10 FPS OR GREATER (AT FULL FLOW CAPACITY) SHALL REQUIRE AS -BUILT CERTIFICATION AT THE 11ME OF CONSTRUCTION, PRIOR TO BACKFILLING THE PIPE. THE CONTRACTOR IS INSTRUCTED TO AS -BUILT EACH SEC11ON OF STORM PIPE AS IT IS BEING INSTALLED TO ENSURE COMPLIANCE WITH THE DESIGN PLANS AND AS APPROVED BY THE CITY OF CARMEL. FIRE SERVICE LINE NOTE CONTACT CARMEL FIRE DEPARTMENT 48 HOURS IN ADVANCE TO OBSERVE HYDROSTATIC TEST AND FLUSH OF FIRE SERVICE MAIN AS REQUIRED BY NFPA. PJ 6" OF #53 STONE BACKFILL COMPACTED TO 95% STANDARD PROCTOR NORTH 10 0 5 10 ( IN FEET ) 1 inch= 10 ft. IF IT WILL BE NECESSARY TO RELOCATE EXISTING UTILITIES, THE EXPENSE OF SUCH RELOCATION SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. ALL UTILITY POLES SHALL BE LOCATED WITHIN ONE -FOOT OF THE PROPOSED RIGHT-OF-WAY. CONTRACTOR NOTE NO EARTH DISTURBING ACTIVITY MAY COMMENCE WITHOUT AN APPROVED STORM WATER MANAGEMENT PERMIT. PLAN NOTES: APPROX. 25LF OF 6" PVC (SDR35 00.5096 MIN. SLOPE) ROOF R1 DRAIN LEADER WITH RISERS, ADAPTERS FOR DOWNSPOUTS, BENDS, FITTINGS, & CLEANOUTS AT BENDS > 22.5' APPROX. 20LF OF 6" PVC (SDR35 00.50% MIN. SLOPE) ROOF R2 DRAIN LEADER WITH RISERS, ADAPTERS FOR DOWNSPOUTS, BENDS, FITTINGS, & CLEANOUTS AT BENDS > 22.5' EXISTING FIRE HYDRANT EXISTING WATER VALVE EXISTING STORM INLET 0"10,L...., EXISTING CONTOUR EXISTING STORM SEWER _.._............. i% ___.._............... _.., EXISTING WATER MAIN CONSTRUCTION LIMITS PROPOSED CONCRETE SIDEWALK SEE DETAIL 01/C6.0 - - - - - - - - - PROPOSED SUB -SURFACE ROOF DRAIN • PROPOSED GATE VALVE PROPOSED SS TAPPING SLEEVE TEE WITH KICKER PROPOSED HYDRANT (MUELLER 5 1/4 SUPER CENTURION 250 A-423 - PAINTED RED) TRENCH PAVEMENT BACKFILL/REPAIR SEE DETAIL 01 /C3.0 TOPOGRAPHIC & BOUNDARY NOTE ALL EXISTING HORIZONTAL AND VERTICAL INFORMATION HAS BEEN SHOWN PER A TOPOGRAPHIC SURVEY, DATED 12/28/2010 (JOB #: B33336) PREPARED BY MILLER SURVEYING, INC. CIVIL SITE GROUP, INC. CANNOT BE HELD RESPONSIBLE IF ACTUAL HORIZONTAL AND VERTICAL DATA IS DIFFERENT FROM THAT SHOWN ON THESE PLANS. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFICATION OF ALL EXISTING CONDITIONS PRIOR TO COMMENCING WITH CONSTRUCTION. IDKGR, LLC I 409 MASSACHUSETTS AVE, #312 Indianapolis, In 46204 7 I C f - 317.632.3662 www.dkgrar.com THESE DRAWINGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMA'N THF PROPERTY OF DKGR, LLC. THEY SHALL BE USED ONLY W TH RESPECT TO THIS PROJEC- AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERM'.. SSION FROM DK GR. LSC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P_317.573.6043 WWW.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P_317.423.3305 W W W.CI V ILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 45203 P - 317.423.1550 W W W.LBH-ENG.COM N DES ♦��� p.NS C� i��i ♦ ♦ .0600•. �♦ Q` ; •G\STE,4 •. cAN Fo•• • G N9 0. PE10910647 : o ' STATE OF : • i�i'A0� '•tib I AN •� ��'�♦♦� 0000..• G� ♦♦ ,I,,�� O N AL.; 11,1(11 N Ch W C� '(^ O z .J d Z CU d = U U) V -0 W > m N W Z O W Q'Fn W W a_ W W 0 WzW Z � V 0 (n M 0 m Q w o 4 N O - - o 0 N m m �k m W W V Z 3 Z UJ LU Q H O V WX Q Z O Q a H J H M r TOPOGRAPHIC & BOUNDARY NOTE ALL EXISTING HORIZONTAL AND VERTICAL INFORMATION HAS BEEN SHOWN PER A TOPOGRAPHIC SURVEY, DATED 12/28/2010 (JOB #: B33336) PREPARED BY MILLER SURVEYING, INC. CIVIL SITE GROUP, INC. CANNOT BE HELD RESPONSIBLE IF ACTUAL HORIZONTAL AND VERTICAL DATA IS DIFFERENT FROM THAT SHOWN ON THESE PLANS. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFICATION OF ALL EXISTING CONDITIONS PRIOR TO COMMENCING WITH CONSTRUCTION. FLOOD NOTE THIS LOT DOES NOT LIE IN A SPECIAL FLOOD HAZRD ZONE AS SCALED FROM THE FLOOD INSURANCE RATE MAP (FIRM) FOR HAMILTON COUNTY, INDIANA, COMMUNITY NAME CITY OF CARMEL, COMMUNITY NUMBER 1800881, MAP NUMBER 18057CO209 F, PANEL NUMBER 0207 F, DATED FEBRUARY 19, 2003. REFERENCE NFIP FIRM MAP f18057CO209 F, EFFECTIVE DATE: FEBRUARY 19, 2003. SEEDING NOTE EINSTALLOT:EIMPORARY SEEDING AFTER A SPECIFIC STAGE OF CONSTRUCTION HAS LETED (TEMPORARY OR FINAL) WHERE AREAS WILL BE IDLE OF ION ACTIVITIES FOR A PERIOD OF 15 DAYS OR MORE. 8 '7 EROSION CONTROL NOTES 1. ALL CONSTRUCTION METHODS AND MATERIALS MUST CONFORM TO CURRENT STANDARDS AND SPECIFICATIONS OF THE FEDERAL, STATE, COUNTY, CITY OR LOCAL REQUIREMENTS, WHICHEVER HAS JURISDICTION. 2. LAND ALTERATION WHICH STRIPS THE LAND OF VEGETATION, INCLUDING REGRADING, SHALL BE DONE IN A WAY THAT WILL MINIMIZE EROSION. 3. THIS PLAN SHALL NOT BE CONSIDERED ALL INCLUSIVE AS THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PREVENT SOIL SEDIMENT FROM LEAVING THE SITE. ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES WILL BE INSTALLED IF DEEMED NECESSARY BY ON-SITE INSPECTION. 4. SEDIMENT LADEN WATER SHALL BE DETAINED BY EROSION CONTROL PRACTICES AS NEEDED TO MINIMIZE SEDIMENTATION IN THE RECEIVING STREAM. NO STORM WATER SHALL BE DISCHARGED FROM THE SITE IN A MANNER THAT CAUSES EROSION AT THE POINT OF DISCHARGE. 5. WASTES AND UNUSED BUILDING MATERIALS SHALL NOT BE ALLOWED TO BE CARRIED FROM THE SITE BY STORMWATER RUNOFF. PROPER DISPOSAL OF ALL WASTES AND UNUSED BUILDING MATERIALS IS REQUIRED. 6. SEDIMENT BEING TRACED ONTO PUBLIC OR PRIVATE ROADWAYS SHALL BE MINIMIZED. CLEARING OF ACCUMULATED SEDIMENT SHALL NOT INCLUDE FLUSHING WITH WATER. CLEARED SEDIMENT SHALL BE RETURNED TO THE SITE FOR DISPOSAL 7. SOIL WHICH HAS ACCUMULATED NEXT TO EROSION CONTROL DEVICES SHALL BE COLLECTED AND REDISTRIBUTED ON SITE AFTER EACH RAINFALL EVENT, AND AT LEAST ONCE A WEEK. 8. IF INSTALLATION OF STORM DRAINAGE SYSTEM SHOULD BE INTERRUPTED BY WEATHER OR NIGHTFALL, THE PIPE ENDS SHALL BE COVERED WITH FILTER FABRIC. 9. ALL EXISTING STRUCTURES, FENCING, TREES AND ETC., WITHIN CONSTRUCTION AREA SHALL BE REMOVED AND DISPOSED OF OFF SITE. BURNING IS NQj ALLOWED ON-SITE. 10. SCHEDULE OF EARTHWORK ACTIVITIES: a) THE DURATION OF TIME WHICH AN AREA REMAINS EXPOSED SHALL BE KEPT TO A PRACTICAL MINIMUM. THE AREA SHALL BE STABILIZED SOON AS POSSIBLE. TEMPORARY VEGETATION OR MULCHING SHALL BE USED TO PROTECT EXPOSED AREAS IF PERMANENT VEGETATION CANNOT BE SEEDED WITHIN 14 DAYS OR ACTIVITY CEASES FOR MORE THAN 21 DAYS OR AS DIRECTED BY THE ENGINEER. b) TOPSOIL REPLACEMENT SHALL TAKE PLACE FROM MARCH 1 TO OCTOBER 31. STOCKPILE TOPSOIL AT ALL OTHER TIME OF THE YEAR. PERMANENT AND FINAL VEGETATION AND STRUCTURAL EROSION CONTROL DEVICES SHALL BE INSTALLED WITHIN SEVEN (7) DAYS AFTER FINAL GRADING OR AS SOON AS POSSIBLE. INLET PROTECTION (TYP.) STORM SEWER INLET NOTE FALLSTORMWATER DRAINAGE CASTINGS SHALL LLED WITH ENVIRONMENTAL MESSAGING O WASTE" DEVELOPMENT SUMMARY TOTAL SITE AREA = 12.8 ACRES +/- TOTAL DISTURBED AREA = 0.06 ACRES +/- CONCRETE WASHOUT BMP 10 CY ROLLOFF PROVIDED BY REPUBLIC WASTE SERVICES W r x.....-._.- ,i ......................._ a.....____..�........ - a CONSTRUCTION LIMITS = 200 sf ................ 0 c w m ~ J J Z Q aoQ Ixw❑ ou-Cn I- ❑ �W0 Owe UY❑ SOILS MAP SCALE: 1 " = 200' OWNER / EROSION CONTROL CONTACT: REI INVESTMENTS, INC. 11711 NORTH PENNSYLVANIA STREET, STE 200 CARMEL, IN 46032 (317) 573.6043 ENGINEER: CML SITE GROUP, INC. 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, INDIANA 46204 (317) 423-3305 SURVEYOR: MILLER SURVEYING INC. 948 CONNER STREET NOBLESVILLE, INDIANA 46060 (317) 773-2644 CONSTRUCTION LIMITS = 2,500 sf PROPOSED SILT FENCE -Typical in all areas ,J where sediment could leave the site. �'K 0 W PS PERMANENT SEEDING WITH STRAW MULCH - TYPICAL ` C '♦♦ AFTER FINAL GRADING IS COMPLETED, NS 1 1 1 NS1 F.F.E = 843.75± - .._-_❑ 1 1 NS :. DATE: Inlet Protection - Typical for all paved area inlets. ♦^ O V (0 0 Lu 000 - 1 NS ;e Lar' Ow� Z o W U Y ❑ p W — F— C Z v W W 2 C. O N � m rn m a W - O A 4 = N � O S N COLLI OWNER / EROSION CONTROL CONTACT: REI INVESTMENTS, INC. 11711 NORTH PENNSYLVANIA STREET, STE 200 CARMEL, IN 46032 (317) 573.6043 ENGINEER: CML SITE GROUP, INC. 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, INDIANA 46204 (317) 423-3305 SURVEYOR: MILLER SURVEYING INC. 948 CONNER STREET NOBLESVILLE, INDIANA 46060 (317) 773-2644 CONSTRUCTION LIMITS = 2,500 sf INLET PROTECTION (TYP.) NORTH 20 0 10 20 ( IN FEET ) 1 inch = 20 ft. GENERAL NOTES 1. CONTRACTOR TO SCHEDULE A PRE -CONSTRUCTION MEETING WITH THE CITY OF INDIANAPOLIS INFRASTRUCTURE PROJECT MANAGER PRIOR TO COMMENCING WITH CONSTRUCTION. 2. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 3. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 4. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE CONSTRUCTION BEGINS. 5. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING ELEVATIONS BEFORE CONSTRUCTION BEGINS. LEGEND: PROPERTY BOUNDARY (APPROX.) > 0 0 PROPOSED SWALE FLOWUNE TOP OF CURB GRADE PAVEMENT GRADE PAVEMENT OR EARTH GRADE ■� CONSTRUCTION LIMITS - - - • :.. _..T Existing Contour PROPOSED SILT FENCE -Typical in all areas ,J where sediment could leave the site. WWW. LBH-ENG.COM 0 W PS PERMANENT SEEDING WITH STRAW MULCH - TYPICAL ` C '♦♦ AFTER FINAL GRADING IS COMPLETED, NS J \ I J J - .._-_❑ a www :. DATE: Inlet Protection - Typical for all paved area inlets. ♦^ O V (0 0 Lu 000 - — PROPOSED CONTOUR Z CL V � � Ow� Z o W U Y ❑ INLET PROTECTION (TYP.) NORTH 20 0 10 20 ( IN FEET ) 1 inch = 20 ft. GENERAL NOTES 1. CONTRACTOR TO SCHEDULE A PRE -CONSTRUCTION MEETING WITH THE CITY OF INDIANAPOLIS INFRASTRUCTURE PROJECT MANAGER PRIOR TO COMMENCING WITH CONSTRUCTION. 2. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 3. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 4. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE CONSTRUCTION BEGINS. 5. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING ELEVATIONS BEFORE CONSTRUCTION BEGINS. LEGEND: PROPERTY BOUNDARY (APPROX.) > 0 0 PROPOSED SWALE FLOWUNE TOP OF CURB GRADE PAVEMENT GRADE PAVEMENT OR EARTH GRADE ■� CONSTRUCTION LIMITS - - - • :.. _..T Existing Contour NOTE: INSTALL TEMPORARY SEEDING AFTER A SPECIFIC STAGE OF CONSTRUCTION HAS BEEN COMPLETED (TEMPORARY OR FINAL) WHERE AREAS WILL BE IDLE OF CONSTRUCTION ACTIVITIES FOR A PERIOD OF 15 DAYS OR MORE. GRADING NOTES 1. ALL CONSTRUCTION METHODS AND MATERIALS MUST CONFORM TO CURRENT STANDARDS AND SPECIFICATIONS OF THE FEDERAL, STATE, COUNTY, CITY OR LOCAL REQUIREMENTS, WHICHEVER HAS JURISDICTION. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS 1N THE FIELD PRIOR TO STARTING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FIELD DIMENSIONS. IF ANY DISCREPANCIES ARE FOUND IN THESE PLANS FROM THE ACTUAL FIELD CONDITIONS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY. 3. THE EXCAVATING CONTRACTOR MUST TAKE PARTICULAR CARE WHEN EXCAVATING IN AND AROUND EXISTING UTILITY LINES AND EQUIPMENT. VERIFY COVER REQUIREMENTS BY UTILITY CONTRACTORS AND/OR UTILITY COMPANIES SO AS NOT TO CAUSE DAMAGE. 4. THE CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES 72 HOURS BEFORE CONSTRUCTION IS TO START, TO VERIFY IF ANY UTILITIES ARE PRESENT ON SITE. ALL VERIFICATIONS (LOCATION, SIZE AND DEPTH) SHALL BE MADE BY THE APPROPRIATE UTILITY COMPANIES. WHEN EXCAVATING IS AROUND OR OVER EXISTING UTILITIES, THE CONTRACTOR MUST NOTIFY THE UTILITY COMPANY ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED IN THE FIELD BY THE INSPECTOR SOILS DESCRIPTIONS & LIMITATIONS 1. Crosby Silt Loam (CrA) The Crosby series consists of very deep, somewhat poorly drained soils that are moderately deep to dense till on till plains. These soils formed in loamy till that can be capped with up to 22 inches of loess or silty material. Permeability is moderate or moderately slow in and above the argillic horizon and slow or very slow below the argillic horizon. Slope ranges from 0 to 6 percent. Subject soil does not present any foreseeable limitations to the proposed development. Subject soil does not present any foreseeable limitations to the proposed development. 2. Brookston Silty Clay Loam (Br) The Brookston series consists of very deep, poorly drained soils formed in up to 20 inches of silty material and the underlying loamy till in depressions on till plains and moraines. Permeability is moderate in the subsoil and moderately slow in the underlying material. Slope ranges from 0 to 3 percent. Subject soil does not present any foreseeable limitations to the proposed development. DKGR, LLC 409 MASSACHUSETTS AVE, #312 Indianapolis, In 46204 p - 317.614.0053 f - 317.632.3662 www.dkgrar.com THESE DRAWINGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, LLC. THEY SHALL BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERMISSION FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P - 317.573.6043 WWW.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P - 317.423.3305 PROPOSED SILT FENCE -Typical in all areas BRUMLEVE where sediment could leave the site. WWW. LBH-ENG.COM SEE DETAIL 06/C4.1 PS PERMANENT SEEDING WITH STRAW MULCH - TYPICAL ` C '♦♦ AFTER FINAL GRADING IS COMPLETED, NS NURSERY SOD EB PROPOSED EROSION CONTROL BLANKET SEE DETAIL 03/C5.0 Point where stonnwater will leave the site. DATE: Inlet Protection - Typical for all paved area inlets. ♦^ O V (0 SEE DETAIL 01 & 02/C5.0 000 - — PROPOSED CONTOUR NOTE: INSTALL TEMPORARY SEEDING AFTER A SPECIFIC STAGE OF CONSTRUCTION HAS BEEN COMPLETED (TEMPORARY OR FINAL) WHERE AREAS WILL BE IDLE OF CONSTRUCTION ACTIVITIES FOR A PERIOD OF 15 DAYS OR MORE. GRADING NOTES 1. ALL CONSTRUCTION METHODS AND MATERIALS MUST CONFORM TO CURRENT STANDARDS AND SPECIFICATIONS OF THE FEDERAL, STATE, COUNTY, CITY OR LOCAL REQUIREMENTS, WHICHEVER HAS JURISDICTION. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS 1N THE FIELD PRIOR TO STARTING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FIELD DIMENSIONS. IF ANY DISCREPANCIES ARE FOUND IN THESE PLANS FROM THE ACTUAL FIELD CONDITIONS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY. 3. THE EXCAVATING CONTRACTOR MUST TAKE PARTICULAR CARE WHEN EXCAVATING IN AND AROUND EXISTING UTILITY LINES AND EQUIPMENT. VERIFY COVER REQUIREMENTS BY UTILITY CONTRACTORS AND/OR UTILITY COMPANIES SO AS NOT TO CAUSE DAMAGE. 4. THE CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES 72 HOURS BEFORE CONSTRUCTION IS TO START, TO VERIFY IF ANY UTILITIES ARE PRESENT ON SITE. ALL VERIFICATIONS (LOCATION, SIZE AND DEPTH) SHALL BE MADE BY THE APPROPRIATE UTILITY COMPANIES. WHEN EXCAVATING IS AROUND OR OVER EXISTING UTILITIES, THE CONTRACTOR MUST NOTIFY THE UTILITY COMPANY ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED IN THE FIELD BY THE INSPECTOR SOILS DESCRIPTIONS & LIMITATIONS 1. Crosby Silt Loam (CrA) The Crosby series consists of very deep, somewhat poorly drained soils that are moderately deep to dense till on till plains. These soils formed in loamy till that can be capped with up to 22 inches of loess or silty material. Permeability is moderate or moderately slow in and above the argillic horizon and slow or very slow below the argillic horizon. Slope ranges from 0 to 6 percent. Subject soil does not present any foreseeable limitations to the proposed development. Subject soil does not present any foreseeable limitations to the proposed development. 2. Brookston Silty Clay Loam (Br) The Brookston series consists of very deep, poorly drained soils formed in up to 20 inches of silty material and the underlying loamy till in depressions on till plains and moraines. Permeability is moderate in the subsoil and moderately slow in the underlying material. Slope ranges from 0 to 3 percent. Subject soil does not present any foreseeable limitations to the proposed development. DKGR, LLC 409 MASSACHUSETTS AVE, #312 Indianapolis, In 46204 p - 317.614.0053 f - 317.632.3662 www.dkgrar.com THESE DRAWINGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, LLC. THEY SHALL BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERMISSION FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P - 317.573.6043 WWW.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P - 317.423.3305 7A STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS. IN 46203 P - 317.423.1550 WWW. LBH-ENG.COM . DES ` C '♦♦ ��� Q-� •�G\STERE. cPN �� m . e o•. . go NO PE10910647 = o . STATE OF • DATE: ` N r M ♦^ O V (0 O Z J_ � 4) O 'z Z U V) V � � W m W Z o W p W — F— C Z v W W 2 C. O N � m rn m a W - O A 4 = N � O S N COLLI m Z Z W Y V W W = a & o o v o a FT"17 Z Q ■ J a CL IL 10 1 7A FERTILIZER NOTE SEEDBED PREPARATION DO NOT USE PHOSPHOROUS APPLY LIME TO RAISE THE pH TO THE LEVEL NEEDED FOR SPECIES BEING CONTAINING FERTILIZERS UNLESS SOIL SEEDED. APPLY 23 POUNDS OF 12-12-12 ANALYSIS FERTILIZER (OR EQUIVALENT) PER 1000 SQ. FT. (APPROXIMATELY 1000 POUNDS PER ACRE) OR FERTILIZE ACCORDING TO TESTS SHOW A PHOSPHOROUS TEST. APPLICATION OF 150 LBS. OF AMMONIUM NITRATE ON AREAS LOW IN ORGANIC DEFICIENCY, MATTER AND FERTILITY WILL GREATLY ENHANCE VEGETATIVE GROWTH. WORK THE FERTILIZER AND LIME INTO THE SOIL TO A DEPTH OF 2-3 INCHES WITH A HARROW, DISK OR RAKE OPERATED ACROSS THE SLOPE AS MUCH AS POSSIBLE. SEEDING SELECT A SEED MIXTURE BASED ON PROJECTED USE OF THE AREA (SEE PERMANENT SEED MIXTURE CHART). WHILE CONSIDERING BEST SEEDING DATES. IF PERMANENT SEEDING IS NOT PERMITTED USE TEMPORARY SEEDING UNTIL PERMANENT SEEDING CAN BE APPLIED. IF TOLERANCES ARE A PROBLEM, SUCH AS SALT TOLERANCE OF SEEDINGS ADJACENT TO STREETS AND HIGHWAYS, SEE SEED TOLERANCE CHART. J]7L.KING• 1 GOOD 2 MEDIUM - NOT TOLERANT SALT TOLERANCE CM BOTH SOIL SALIS & SPM)o TOLERANCE MT FERTILIZER MEDIUM• • TOLERANCETE S SLIGHT WHEAT OR RYE OATS ANNUAL RYEGRASS SPECIES SEEDING RATE W SITE SUITABILITY TYPE OF SEED 1000 SQ. FT. LBS/ACRE LBS 1000 SQQ. FT. DROUGHTY WELL DRAINED Puncture Strength WET WHEAT OR RYE LEVEL AND SLOPING, OPEN AREAS 2 BU. COVER SEED 1 " TO 1 1/2" DEEP WEEKLY, AFTER STORM EVENTS AND AS 1. TALL FESCUE 35 .8 5.5-8.3 2 1 2 2. TALL FESCUE 25 .6 5.5-8.3 EVENTS AND AS 1 z N ASTM D 4491 RED CLOVER 5 .12 EVENTS AND AS NEEDED ALONG WITH ROUGH GRADING J m 3. KENTUCKY BLUEGRASS 3 \ 0- Uj 5.8-7.5 to 1 v ►►� CREEPING RED FESCUE 15 SOIL U LLI W I� OV a m rn W � z ZU o � _ ZQ � � SOIL STORM EVENTS AND AS NEEDED `v TALL FESCUE W z 5.8-7.5 2 w 2 CONDITION 25 p � � o � QW W TOLERANCE WET NORM DRY GEN. SOIL SPRAY EMERALD CROWNVETCH** =O in �O v O WW w z 3 x p li = �� w F= CREEPING RED FESCUE 2 1 2 1 1 1 MED. 1 20-25 12-18 7-21 o a S FESTUCA RUBRA .9 J Q 7. PERENNIAL RYEGRASS 170 4.0 5.0-7.5 LOO 1 a KENTUCKY BLUEGRASS 2 1 2 1 1 1 MED. 1 20-35 12-18 10-20 2 1 MT POA PROTINSIS TALL FESCUE FESTUCA L. ARUNDINACEA 2 1 1 1 1 1 LOW 1 24-35 24-36 5-14 T PERENNIAL RYEGRASS 2 1 2 - 1 2 MED. 2 15-20 12-18 5-10 MT LOLLUM PERENNE HIGH CROWNVETCH _ 1 1 2 - - LOW 1 5-10 24 14-21 T CORONILLA VARLA RED CLOVER TRIFOLIUM PROTENSE - 1 - 2 - - MED. 1 7-10 18 5-10 S S J]7L.KING• 1 GOOD 2 MEDIUM - NOT TOLERANT SALT TOLERANCE CM BOTH SOIL SALIS & SPM)o TOLERANCE MT FERTILIZER MEDIUM• • TOLERANCETE S SLIGHT WHEAT OR RYE OATS ANNUAL RYEGRASS * 1 - PREFERRED 2 - WILL TOLERATE ** INOCULATE WITH SPECIFIC INOCULANT. SEED TOLERANCE CHART SEEDING DETAIL NON -IRRIGATED* IRRIGATED DORMANT SEEDING ** TEMPORARY SEEDING DATES JAN I FEB I MAR I APR I MAY I JUN I JUL I AUG I SEP I OCT I NOV I DEC PERMANENT SEEDING DATES JAN I FEB I MAR I APR I MAY I JUN I JUL I AUG I SEP I OCT I NOV I DEC IRRIGATION NEEDED DURING THIS PERIOD. TO CONTROL EROSION AT TIMES OTHER THAN IN THE SHADED AREAS. USE MULCH. * LATE SUMMER SEEDING DATES MAY BE EXTENDED 5 DAYS IF MULCH IS APPLIED. ** INCREASE SEEDING APPLICATION BY 50%. SPECIES SEEDING RATE SUITABLE pH SITE SUITABILITY TYPE OF SEED 1000 SQ. FT. LBS/ACRE LBS 1000 SQQ. FT. DROUGHTY WELL DRAINED Puncture Strength WET WHEAT OR RYE LEVEL AND SLOPING, OPEN AREAS 2 BU. COVER SEED 1 " TO 1 1/2" DEEP WEEKLY, AFTER STORM EVENTS AND AS 1. TALL FESCUE 35 .8 5.5-8.3 2 1 2 2. TALL FESCUE 25 .6 5.5-8.3 EVENTS AND AS 1 PRIOR TO CLEARING AND GRADING ASTM D 4491 RED CLOVER 5 .12 EVENTS AND AS NEEDED ALONG WITH ROUGH GRADING J m 3. KENTUCKY BLUEGRASS 15 .4 5.8-7.5 2 1 WATER AS NEEDED Z O 0 CREEPING RED FESCUE 15 .4 EROSION CONTROL MATTING WEEKLY, AFTER STORM EVENTS AND AS NEEDED STEEP BANKS AND CUTS UPON COMPLETION ROCK CHECK DAM WEEKLY, AFTER STORM EVENTS AND AS NEEDED 4. TALL FESCUE 15 .4 5.8-7.5 2 1 2 KENTUCKY BLUEGRASS 25 .6 C N 5. TALL FESCUE 35 .8 5.5-8.3 2 1 REMOVAL OF STRAW BALES N/A EMERALD CROWNVETCH** 10 .25 AFTER AL AREAS DRAINING TO THESE AREAS ARE STABILIZED REMOVAL OF INLET PROTECTION N/A LAWNS AND HIGH MAINTENANCE AREAS W AFTER AL AREAS DRAINING TO THESE AREAS ARE STABILIZED REMOVAL OF SILT FENCE N/A 6. KENTUCKY BLUEGRASS 40 .9 5.8-7.5 2 1 o a CREEPING RED FESCUE 40 .9 J Q 7. PERENNIAL RYEGRASS 170 4.0 5.0-7.5 LOO 1 a TURF TYPE co 8. TALL FESCUE 170 4.0 5.5-8.3 2 1 2 * 1 - PREFERRED 2 - WILL TOLERATE ** INOCULATE WITH SPECIFIC INOCULANT. SEED TOLERANCE CHART SEEDING DETAIL NON -IRRIGATED* IRRIGATED DORMANT SEEDING ** TEMPORARY SEEDING DATES JAN I FEB I MAR I APR I MAY I JUN I JUL I AUG I SEP I OCT I NOV I DEC PERMANENT SEEDING DATES JAN I FEB I MAR I APR I MAY I JUN I JUL I AUG I SEP I OCT I NOV I DEC IRRIGATION NEEDED DURING THIS PERIOD. TO CONTROL EROSION AT TIMES OTHER THAN IN THE SHADED AREAS. USE MULCH. * LATE SUMMER SEEDING DATES MAY BE EXTENDED 5 DAYS IF MULCH IS APPLIED. ** INCREASE SEEDING APPLICATION BY 50%. * NOT NECESSARY WHERE MULCH IS APPLIED. TEMPORARY SEEDINGS EROSION CONTROL SCHEDULE MARV EROSION CONTROL MEASURE ASTM D 4632 TYPE OF SEED 1000 SQ. FT. ACRE REMARKS STONE ENTRANCE AS NEEDED Puncture Strength ASTM D 4633 WHEAT OR RYE 3.5 LBS. 2 BU. COVER SEED 1 " TO 1 1/2" DEEP WEEKLY, AFTER STORM EVENTS AND AS NEEDED SPRING OATS 2.3 LBS. 3 BU. COVER SEED 1" DEEP STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING ANNUAL RYEGRASS 1 LB. 40 LB. COVER SEED 1/4" DEEP * NOT NECESSARY WHERE MULCH IS APPLIED. EROSION CONTROL MEASURES MAINTENANCE REQUIREMENTS EROSION CONTROL BLANKET (SURFACE APPLIED) MAINTENANCE REQUIREMENTS: 1. DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET. 2. IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF THE BLANKET COVERING IT, ADD SOIL, RE -SEED THE AREA, AND RE-LAY AND STAPLE THE BLANKET. 3. AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE MAINTENANCE REQUIREMENTS: 1. INSPECT ENTRANCE PAD AND SEDIMENT DISPOSAL AREA WEEKLY AND AFTER STORM EVENTS OR HEAVY USE. 2. RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF CONTROL 3. TOP DRESS WITH CLEAN STONE AS NEEDED. 4. IMMEDIATELY REMOVE MUD AND SEDIMENT TRACKED OR WASHED ONTO PUBLIC ROADS BY BRUSHING OR SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. 5. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. ROCK CHECK DAM MAINTENANCE REQUIREMENTS: 1. INSPECT ROCK CHECK DAMS AFTER EACH STORM EVENT AND PROMPTLY REMOVE ANY SEDIMENT DEPOSITS TO ENSURE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN, TAKING CARE NOT TO UNDERMINE THE ENTRENCHED BALES. 2. INSPECT PERIODICALLY FOR DETERIORATION OR DAMAGE FROM CONSTRUCTION ACTIVITIES AND REPAIR IMMEDIATELY. 3. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL ROCK CHECK DAMS AND SEDIMENT, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE IT. SILT FENCE MAINTENANCE REQUIREMENTS: 1. INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. 2. IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE AFFECTED PORTION IMMEDIATELY. 3. REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS CAUSING THE FABRIC TO BULGE. 4. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEAN OUT. 5. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. GEOTEXTILE SPACE POSTS PER FABRIC MANUFACTURER RECOMMENDATIONS FILTER FABRIC WOOD POST FLOW Now m_� 1. PLACE THE END POST OF THE SECOND FENCE INSIDE THE END POST OF THE FIRST FENCE. 2. ROTATE BOTH POSTS AT LEAST 180' IN A CLOCKWISE DIRECTION TO CREATE A TIGHT SEAL WITH THE FABRIC MATERIAL 3. DRIVE BOTH POSTS A MINIMUM OF 18" INTO THE GROUND AND BURY THE FLAP. JOINT DETAIL EXTEND FABRIC //�\\/� /�\ N PHOS S SHALL HAVE A MINIMUM LENGTH OF TO 8" BELOWATERIAL SURFACE /��//\ /\\� SHALL 36 CBESWOOD, STEEL, OR SYNTHETIC, PLUS BURIAL DEPTH. POST MAND SHALL BE OF DURING INSTALLATION ON AND TO SUPPORT APLIED LOADS. FABRIC SHALL BE A WOVEN GEOTEXTILE FABRIC CONSISTING OF STRONG, ROT RESISTANT, MATERIALS RESISTANT TO DETERIORATION FROM ULTRAVIOLET AND HEAT EXPOSURE. 04 SILT FENCE CONSTRUCTION C5.0 NOT TO SCALE STORM SEWER GRATE LIFT STRAP: USED FOR EASY MOVEMENT AND INSPECTION OF UNIT -. _.._db STORM SEWER GRATE VELCRO 'LOSURE DANDY BAG® SPECIFICATIONS NOTE: THE DANDY BAG® WILL BE MANUFACTUItSD IN THE U.S.A. FROM A WOVEN MONOFILAMENT FABRIC THAT MEETS OR EXCEEDS THE FOLLOWING SPECIFICATIONS: HI -FLOW DANDY BAG® (SAFETY ORANGE) Mechanical Properties Test Method EROSION CONTROL SCHEDULE MARV EROSION CONTROL MEASURE ASTM D 4632 MAINTENANCE 1.62 365 X 0.89 200 INSTALLATION SEQUENCE ASTM D 4632 STONE ENTRANCE AS NEEDED Puncture Strength ASTM D 4633 kN lbs PRIOR TO CLEARING AND GRADING Mullen Burst Stren SILT FENCE WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING 0.51 Q15 X 0.33 75 EXISTING INLET PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING 1 Mm US Std Sievs TREE PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING ASTM D 4491 TEMPORARY DIVERSIONS WEEKLY, AFTER STORM EVENTS AND AS NEEDED ALONG WITH ROUGH GRADING J m TEMPORARY SEEDING WATER AS NEEDED Z C N= 5 AFTER ROUGH GRADING W ' y PERMANENT SEEDING WATER AS NEEDED Z O 0 APPLICATIONS, CHECK SLOTS SHOULD AFTER FINISH GRADING - AS SOON AS PRACTICAL UPON COMPLETION EROSION CONTROL MATTING WEEKLY, AFTER STORM EVENTS AND AS NEEDED AFTER FINISH GRADING - AS SOON AS PRACTICAL UPON COMPLETION ROCK CHECK DAM WEEKLY, AFTER STORM EVENTS AND AS NEEDED AFTER FINISH GRADING - AS SOON AS PRACTICAL UPON COMPLETION INLET PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED AFTER EACH INLET IS PLACED O C N REMOVAL OF TREE PROTECTION N/A m m AFTER PERMANENT SEEDING � REMOVAL OF STRAW BALES N/A W V AFTER AL AREAS DRAINING TO THESE AREAS ARE STABILIZED REMOVAL OF INLET PROTECTION N/A Q W AFTER AL AREAS DRAINING TO THESE AREAS ARE STABILIZED REMOVAL OF SILT FENCE N/A AFTER ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED EROSION CONTROL MEASURES MAINTENANCE REQUIREMENTS EROSION CONTROL BLANKET (SURFACE APPLIED) MAINTENANCE REQUIREMENTS: 1. DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET. 2. IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF THE BLANKET COVERING IT, ADD SOIL, RE -SEED THE AREA, AND RE-LAY AND STAPLE THE BLANKET. 3. AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE MAINTENANCE REQUIREMENTS: 1. INSPECT ENTRANCE PAD AND SEDIMENT DISPOSAL AREA WEEKLY AND AFTER STORM EVENTS OR HEAVY USE. 2. RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF CONTROL 3. TOP DRESS WITH CLEAN STONE AS NEEDED. 4. IMMEDIATELY REMOVE MUD AND SEDIMENT TRACKED OR WASHED ONTO PUBLIC ROADS BY BRUSHING OR SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. 5. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. ROCK CHECK DAM MAINTENANCE REQUIREMENTS: 1. INSPECT ROCK CHECK DAMS AFTER EACH STORM EVENT AND PROMPTLY REMOVE ANY SEDIMENT DEPOSITS TO ENSURE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN, TAKING CARE NOT TO UNDERMINE THE ENTRENCHED BALES. 2. INSPECT PERIODICALLY FOR DETERIORATION OR DAMAGE FROM CONSTRUCTION ACTIVITIES AND REPAIR IMMEDIATELY. 3. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL ROCK CHECK DAMS AND SEDIMENT, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE IT. SILT FENCE MAINTENANCE REQUIREMENTS: 1. INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. 2. IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE AFFECTED PORTION IMMEDIATELY. 3. REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS CAUSING THE FABRIC TO BULGE. 4. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEAN OUT. 5. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. GEOTEXTILE SPACE POSTS PER FABRIC MANUFACTURER RECOMMENDATIONS FILTER FABRIC WOOD POST FLOW Now m_� 1. PLACE THE END POST OF THE SECOND FENCE INSIDE THE END POST OF THE FIRST FENCE. 2. ROTATE BOTH POSTS AT LEAST 180' IN A CLOCKWISE DIRECTION TO CREATE A TIGHT SEAL WITH THE FABRIC MATERIAL 3. DRIVE BOTH POSTS A MINIMUM OF 18" INTO THE GROUND AND BURY THE FLAP. JOINT DETAIL EXTEND FABRIC //�\\/� /�\ N PHOS S SHALL HAVE A MINIMUM LENGTH OF TO 8" BELOWATERIAL SURFACE /��//\ /\\� SHALL 36 CBESWOOD, STEEL, OR SYNTHETIC, PLUS BURIAL DEPTH. POST MAND SHALL BE OF DURING INSTALLATION ON AND TO SUPPORT APLIED LOADS. FABRIC SHALL BE A WOVEN GEOTEXTILE FABRIC CONSISTING OF STRONG, ROT RESISTANT, MATERIALS RESISTANT TO DETERIORATION FROM ULTRAVIOLET AND HEAT EXPOSURE. 04 SILT FENCE CONSTRUCTION C5.0 NOT TO SCALE STORM SEWER GRATE LIFT STRAP: USED FOR EASY MOVEMENT AND INSPECTION OF UNIT -. _.._db STORM SEWER GRATE VELCRO 'LOSURE DANDY BAG® SPECIFICATIONS NOTE: THE DANDY BAG® WILL BE MANUFACTUItSD IN THE U.S.A. FROM A WOVEN MONOFILAMENT FABRIC THAT MEETS OR EXCEEDS THE FOLLOWING SPECIFICATIONS: HI -FLOW DANDY BAG® (SAFETY ORANGE) Mechanical Properties Test Method Units MARV Grab Tensile Strength ASTM D 4632 kN Iba 1.62 365 X 0.89 200 Grab Tensile Elongation ASTM D 4632 X 24 X 10 Puncture Strength ASTM D 4633 kN lbs 0.4090 Mullen Burst Stren ASTM D 3786 kPa ai 3097 450 Trapezoid Tear StranQth ASTM D 4533 kN(lbs) 0.51 Q15 X 0.33 75 UV Resistence ASTM D 4355 x 90 Apparent Opening Size ASTM D 4751 1 Mm US Std Sievs 0.425 40 Flow Rate ASTM D 4491 1 /min/ml ai mn 2 5907 145 permittivity ASTM D 4491 1 Sec- 2.1 *Note: All Dandy Bags® can be ordered with our optional oil absorbent pillows o1 STORM INLET C5.0 RAG PROTECTION NOT TO SCALE 6' HIGH, 12" WIDE GEOTECTILE FABRIC FILLED WITH No. 8 STONE. (FABRIC-NUTEC 3NW SILT FENCE FABRIC OR APPROVED EQ RUN FF PAVED AREA INLET o2 PAVED AREA INLET 5.0 SF=niMFNT RARRIFR NOT TO SCALE NORTH AMERICAN GREEN TYPE LONGEVITY MAX. SLOPE APPLICATION S75 10 MONTHS 3:1 LOW FLOW SWALES DS75 60 DAYS 3:1 LOW FLOW SWALES S150 10 MONTHS 2:1 MODERATE DISCHARGE SWALES DS150 60 DAYS 2:1 MODERATE DISCHARGE SWALES SC150 2 YEARS 1:1 MEDIUM DISCHARGE SWALES C125 3 YEARS >1:1 HIGH DISCHARGE SWALES 1 THE EDGES OF THE BLANKET SHOULD BE BUTTED AGAINST EACH OTHER, THE EDGES OF THE SCC225 SHOULD BE OVERLAPPED 2". 2 ON SLOPE APPLICATIONS, THE TOPOF THE BLANKET SHOULD BE "SLOTTED IN" ABOVE THE BREAK OF THE SLOPE OR AT A MINIMUM, STAPLED IN PLACE WITH STAPLES 6" APART ON THE END OF THE BLANKET. DKGR, LLC '�`���� U 6 4 I p - 317.614.0053 ' I f - 317.632.3662 ' ON LONG SLOPES, THE THE BLANKET SHOULD NOT BE F ) ENDS OF THE STRETCHED BUT ALLOWED TO �OJ�p BLANKETS SHOULD BE LAY LOOSELY ON THE SOIL O FOVERLAPPED 4 - 6" IN SURFACE TO ACHIEVE MAXIMUM O A "SHINGLE EFFECT". BLANKET TO SOIL CONTACT. WWW.CIVILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 6 P - 317.423.1550 W W W.LBH-ENG.COM PREPARATION OF THE SEED 1 jI'f4i ♦�� p,N S CR ��i BED, INCLUDING APPLICATION 40 Q-� FO'• N ' OF LIME, FERTILIZER AND .o .� STATE OF �i-PO.o '•�01 ANP'• `v SEED SHOULD BE CONDUCTED '0I N AL . ;•',:2t�I AS NORMAL PRIOR TO 7 CV r M INSTALLATION OF BLANKET. O z J m Z C N= 5 V � � W ' y IN HIGH VELOCITY CHANNEL Z O 0 APPLICATIONS, CHECK SLOTS SHOULD LLI T W BE ESTABLISHED EVERY 35 - 40'. v z W THE SLOTS SHOULD BE 6" WIDE BY Q Cn 6" DEEP WITH THE BLANKET STAPLEDEROSION BLANKET INSTALLATION IN THE BOTTOM OF THE SLOT, THEN Z m BACKFILLED AND SEEDED. NOT TD SCALE o DKGR, LLC 1409 MASSACHUSETTS AVE, #312' ' Indianapolis, In 46204 ' I p - 317.614.0053 ' I f - 317.632.3662 ' www.dkgrar.com THESE DRAWINGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMA'�N THE PROPERTY OF DKGR, LLC. THEY SHALL BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERM SS FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P_317.573.6043 WW W.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDINAPOLIS, IN 46204 P-3 1 7.423.3305 WWW.CIVILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423.1550 W W W.LBH-ENG.COM K DES 1 jI'f4i ♦�� p,N S CR ��i 40 Q-� FO'• N ' NO PE10910647 .o .� STATE OF �i-PO.o '•�01 ANP'• `v �x'♦,� �S`S/O ENG\ '0I N AL CA zi-j-- 7 CV r M o c0 O z J m Z C N= U V � � W ' y C0 W Z O 0 LLI T W Z v z W �VCDo Q Cn C/) Q Z m m w o q N � O C N m m � m W W V Z J 3 Z LU Q W W O cn o o v o a co J Q ■ W LOO A� 1.� a co 12" RESERVED PARKING L#v_73m VAN' ACCESSIBLE o7 HANDICAP PARKING Cs.O SIGN DETAIL NOT TO SCALE STOP SIGN INSTALLED IN LANDSCAPE AREA V) _Wo a OU 0 2'-0" MOVING EDGE MIN. TO CURB 0 - — ILLUMINATING TAPE (LETTERS) — ILLUMINATING TAPE (SYMBOL BLOCK) — ILLUMINATING TAPE (BACKGROUND) GREEN — ILLUMINATING TAPE (ARROW) GREEN — ILLUMINATING TAPE (BORDER) * "VAN ACCESSIBLE" TO BE NOTED FOR SPACES DESIGNATED FOR THAT USE. 10" DIA. 1" 11V 00 NOTE: ALL STRIPES TO BE 4" BLUE PAINT 05 PAINTED HANDICAP cs.o SYMBOL DETAIL NOT TO SCALE 20' N i PROPOSED BUILDING APPLIED JOINT SEALER ADDITION 1/2" PERFORATED TOOLED EDGE EXPANSION MATERIAL Q HANDICAP, NO PARKING SIGN INSTALLED IN PARKING LOT. HANDICAP LOCATIONS 2—SIDED WHERE STALLS FACING. EXPANSION JOINT MATERIAL TO BOTTOM OF 1/2" PAVEMENT 2" STEEL PIPE, ROUND OR SQUARE, EXPANSION JOINT AT BUILDING DETAIL SET IN CONCRETE 6" STEEL PIPE F-�� FILLED W/CONCRETE ozv APPLIED JOINT SEALER zW (M I ( 1/2- PERFORATED TOOL BOTH SIDES OF wo EXPANSION MATERIAL EXPANSION JOINT OI WU V) MW c�xpLJ PAVING PAVEMENT W tn3a BASE — a v' a p e a. a' a V. V. V .. V p.. rLW 10" CONCRETE FOOTING 08 TRAFFIC SIGNAGE C6.0 NOT TO SCALE .< a > 1/2" v p, EXPANSION JOINT DETAIL 10" CONCRETE FOOTING CROWN CAP W/ CONC. 1 " ABOVE TOP OF PIPE 1 " a 6"0 STD. STEEL PIPE a GALVANIZED & FILLED W/CONCRETE. PROVIDE THERMOPLASTIC LDPE YELLOW BOLLARD COVER p 4 w o_ 2'-000 x4'-0" OR 2'-0"x a o 2'-0"x4'-0" CONC. FOOTING a w SLOPE CONCRETE 1" ABOVE & FINISH W/STEEL TROWEL. o e 00 .d . O OU Qa •a v a...0,00 a .a::.:.a. CID �\ a \\\ j/ v•. a. 4 .. \\ 2'-0" 6_9"W DIAMETER STANDARD s.o STEEL PIPE BOLLARD NOT TO SCALE FLUSH WITH SURFACE 1/8' — 1-1/4' DEEP SAWED d/4 4' '77 S4a .p P.71 a 4 ///\\///�///\\//�\\///,\\///\\///,\\///\\\// CONTROL JOINT HANDICAPPED PARKING SIGNS 4" WIDE BLUE STRIPE 9' HANDICAPPED 1 5' 1 9' HANDICAF (TYPICAL 8' FOR VAN ACCESSIBLE o2 HANDICAP PARKING s_o STALLS NOT TO SCALE 1 -1/2" - A 1-1/2" 3/4" HOLES FOR A 12" STEEL ANCHOR ROD 03 PRECAST CONCRETE cs.o WHEELSTOP NOT TO SCALE DISTANCE DEFINED BY GENERAL. -NOTE'S.': 4" WIDE 6 33 6+ 576 » 1133 %> 11 96 t Os JOINT DETAILS IN. 6" TOPSOIL TO ENSURE STRIPE UNDER PAVEM ENT OG N - 'S € i 1.25 OD + 12�':';::>.:. EDGE OF PAVEMENT, CURB /\\ GUTTER OR SIMILAR STRUCTURE\\\ \� /SEE DETAIL ; .,, ..:.......: ....:,..,.... '... _. _ ' / BORROW OR EQUIVALENT IN THE PUBLIC RIGHT OF WAY\/ ; ; .:: = ' `°' ;' ;, ;:':•;.. -r'' :'" :' ";:: ':. ;.:' FOR DIMENSIONS \ TO 95% STANDARD PROCTOR DENSITY TO TOP OF TRENCH IF exceeds I I% '� be nx+rssiitcwitit IN - 45' LESS THAN OR WITHIN 5' OF PAVEMENT. IF GREATER D M�N. 4" WIDE BLUE STRIPE 9' HANDICAPPED 1 5' 1 9' HANDICAF (TYPICAL 8' FOR VAN ACCESSIBLE o2 HANDICAP PARKING s_o STALLS NOT TO SCALE 1 -1/2" - A 1-1/2" 3/4" HOLES FOR A 12" STEEL ANCHOR ROD 03 PRECAST CONCRETE cs.o WHEELSTOP NOT TO SCALE DISTANCE DEFINED BY GENERAL. -NOTE'S.': D.O.T. REQUIREMENTS 6 33 6+ 576 » 1133 %> 11 96 t Os JOINT DETAILS IN. 6" TOPSOIL TO ENSURE 0 NOT TO SCALE GRASS GROWTH IF NOT UNDER PAVEM ENT These dimensions are based on a 6 In, curb ..... WIDTH = - '''..:::.,.:.:MINIMUM MINIMUM . \� € i 1.25 OD + 12�':';::>.:. EDGE OF PAVEMENT, CURB /\\ GUTTER OR SIMILAR STRUCTURE\\\ \� "B" ; .,, ..:.......: ....:,..,.... '... _. _ ' / BORROW OR EQUIVALENT IN THE PUBLIC RIGHT OF WAY\/ ; ; .:: = ' `°' ;' ;, ;:':•;.. -r'' :'" :' ";:: ':. ;.:' GRANULAR MATERIAL COMPACTED \ TO 95% STANDARD PROCTOR DENSITY TO TOP OF TRENCH IF exceeds I I% '� be nx+rssiitcwitit IN - to the width shown, suer wkM may ►� LESS THAN OR WITHIN 5' OF PAVEMENT. IF GREATER D M�N. EDGE OF THAN 5' FROM EDGE OF PAVEMENT, 8 STONE OR APPROVED AREA TO BE BACKFILLED WITH EQUIVALENT. EDDING MATERIAL HAND CLEAN MATERIAL THAT SHALL TAMPED OR WALKED INTO PLACE TO �0 OD CONTAIN NO MORE THAN ion MIN. OF 12" ABOVE TOP OF PIPE. PASSING A No. 200 SEIVE. LESEN 4" Square re pstla' •` OD = OUTSIDE DIAMETER OF PIPE -------_._wra ai I vis^ ID = INSIDE DIAMETER OF PIPE NOTES: 6 1. ALL INITIAL BACKFILL SHALL %,,.... Skiewa* low BE INSTALLED IN 6" TO 12" \4? BALANCED LIFTS. II DETECTABLE i "W'1NGS .................... ..... . . .. _ 2. A MINIMUM 9" OF CLEARANCE Out# ri _ Curb ram ratl� SHALL BE PROVIDED ON EACH V-0 I 5rciev SIDE OF THE INSTALLED PIPE. 8l� 12:.1 .;� • 04 PLASTIC PIPE PVC & HDPE s.o BEDDING/TRENCH DETAIL NOT TO SCALE `- 4' 1 /2" FIBER MATERIAL 1 " DEEP SAWED OR WITH SEALANT f TOOLED JOINT GENERAL. -NOTE'S.': 6 33 6+ 576 » 1133 %> 11 96 t ' . _ nunr 96 Maximum , These dimensions are based on a 6 In, curb __...... - \g; € i a �' forottrar curb heights.�, r� © � protide 7-0 strip, . �.. elgEbraic t4ffersr�oe .provide Curb as rrBqu# sari, 2 Where see Weemiibsl ecludes conouct€on rtY n ` n exceeds I I% '� be nx+rssiitcwitit IN - to the width shown, suer wkM may ►� 0.8 - 1,4* Ives strip. demarsed to a minimum ofs'-ti.CNANGE,OE_GRADE ............. Section s -a 3; The bottom edge of the wrb ramp shall be 2 � Z�. . flush. with tate of edjas ant w mme It Square re pstla' •` w...... ...... -------_._wra ai I vis^ 6 TRUNCATED._ DOMES. USED. %,,.... Skiewa* low �. \4? yy....... II DETECTABLE i "W'1NGS .................... ..... . . .. _ Out# ri _ Curb ram ratl� Side"k 6'-0 4dt ' V-0 I 5rciev ``=^•�,ralc ,� 2-0 ,i 8l� 12:.1 .;� • Stupe 12:1 •.�.,e •�_7€K Pavement `- l ... -- P-- Brusfred sand mixtufe exceed W: t. SEC 1-0-N. A 51tiirALK .... � -A SECTION 8-3 5, N�.1TIc5 _ . ... ... ,.. � .� 1 1 cam - � the width shown, to landkV width may 63 See S*Ward Dray ving E W4-_cNWR-iii 9 Curb optional. Shalt be used when \_.. SIDEWALK CURB RAMP I, Car groove detail. necessary based on field coixGtitans. TYPE K l - .1* SEPTEMBER itH35 ,7 ' See Staridald Drawing E S{-SWGtZ-02 10, See Standard Glowing E 604.SilYCR-02 6TAMPARD t�wma roc. E St1d- i Gl for detalis of datmeWbia warnings surface. for typiaat ramp construcbm deWll. M _.,,. r • - _.......... e ,8) Sfn Standard Drawer E 604-SVMCR-02 11. Sea Standard Drawing E tHt4-SMR-121 a� � 6, for aftrnate curb comwuebon, and -02 for Locatlon Plan arrd K= curb rrsrtps to preuerrtpuddies; at IV pea, of travel. General Nates respectively.'646 �- 7, *mom oFaftIf 1 4' 1 /2" FIBER MATERIAL 1 " DEEP SAWED OR WITH SEALANT f TOOLED JOINT GENERAL. -NOTE'S.': 6 33 6+ 576 » 1133 %> 11 96 t ' . _ nunr 96 Maximum , These dimensions are based on a 6 In, curb __...... - height They shalt be propodonally acjuwlW € i a �' forottrar curb heights.�, r� © � protide 7-0 strip, . �.. elgEbraic t4ffersr�oe .provide Curb as rrBqu# sari, 2 Where see Weemiibsl ecludes conouct€on rtY exceeds I I% '� be nx+rssiitcwitit J to the width shown, suer wkM may ►� 0.8 - 1,4* Ives strip. demarsed to a minimum ofs'-ti.CNANGE,OE_GRADE ............. Section s -a 3; The bottom edge of the wrb ramp shall be 2 � Z�. . flush. with tate of edjas ant w mme It Square re pstla' •` w...... ...... -------_._wra ai I vis^ and gutter firs, TRUNCATED._ DOMES. USED. \4? Lw dit area at the top of, mirb ramps salmi II DETECTABLE i "W'1NGS .................... ..... . . .. _ hexa maxirinun anus slops of 50: 1 ,n any DETAIL OF RAMP GROOVES d€rectimt site Infessibll€typrectuz s a landing slope of 50; t in any ditw ion, the slope p"nI to the curb face shall not P-- Brusfred sand mixtufe exceed W: t. DolectaEta warning o nwtu " . Latex Seting mortar 51tiirALK .... � slope 12 : f ; • Concrete boss 6 ' 5, if sitehiessibil � precludes con�urdion � _ . ... ... ,.. � .� 1 1 cam - � the width shown, to landkV width may . ... ..... PAV�iVT doovsa•d to 3'-0 minimum. The running ._........... .. .. ... RONP � " _ l - .1* slue of ft cwt ramp may be steepened to 10 ": fou a � Ik ....- a nVoirnurn of : a rna76mLin ,n, rise. ')Vr�e%om*d joint ftler M _.,,. r • - _.......... e 6, drainage €plats should be located uphill born RAMP ANCA. BRICK SURFACE DETAIL curb rrsrtps to preuerrtpuddies; at IV pea, of travel. 7, Sea Standard Drawing E 604 -SA" -12 fix * - #5 spa is IV hproved norm on narrow al laI .... .:. PXvEMEPIT $. Algebraic dillonce In grade between the base , _ —_ "' '. , .. < : € or curb ramp aced ase 9ut`,er shali be limited to leas 1_1 ................ ' SIDEWALK CURB RAMPS than i m lift isnut praI a 2'- o wide Construction of curb If>''r- GENERAL NOTES & DETAILS level strip shall be detail sketch. separated from ramp SEPTEMBER 2W6 9. Minimum recommwxfed width of curb ramp Is a'-0• SrAsiouto aRAM0 N0, E 6G4-SYtCWM »,Tix ALTERNATE CURB..Ct-N-$TRUCTIO t 4' 1 /2" FIBER MATERIAL 1 " DEEP SAWED OR WITH SEALANT f TOOLED JOINT 4" #53 COMPACTED STONE COMPACTED SUB GRADE 01 SIDEWALK DETAIL NOT TO SCALE DKGR, LLC 409 MASSACHUSETTS AVE, #312 Indianapolis, In 46204 p - 317.614.0053 f - 317.632.3662 www.dkgrar.com THESE DRAWINGS, SPFCIF,CATIONS AND ALV_ COPIES THEREOF ARE AND SHAL_ RE`AIN THE PROPERTY OF DKGR, LLC. THEY SHA_L BE USED ONLY WITH RESPECT 10 THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERM'.SSION FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P - 317.573.6043 WW W.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P - 317.423.3305 WWW.CIVILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423.1550 W W W.LBH-ENG.COM ♦`� p -N S 401 : QF10 ' c�`O•• N • • No ; : PE10910647 = o STATE OF ft SS/ONAL ENG ♦♦♦ , M r M I_ O V co �t O z 0 E Z M CO) = U � W > y �. °° LU Z o QX LU CD W Z U z V O Liu vii vii a � m m LU s 9 O a, Z O O N a m m m W W V Z Q to W W O fW a c U o M U) J W O0 J 9 W Z W MA ' . I - 4 1 , , • 1 • . J 1 4" #53 COMPACTED STONE COMPACTED SUB GRADE 01 SIDEWALK DETAIL NOT TO SCALE DKGR, LLC 409 MASSACHUSETTS AVE, #312 Indianapolis, In 46204 p - 317.614.0053 f - 317.632.3662 www.dkgrar.com THESE DRAWINGS, SPFCIF,CATIONS AND ALV_ COPIES THEREOF ARE AND SHAL_ RE`AIN THE PROPERTY OF DKGR, LLC. THEY SHA_L BE USED ONLY WITH RESPECT 10 THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERM'.SSION FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P - 317.573.6043 WW W.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P - 317.423.3305 WWW.CIVILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423.1550 W W W.LBH-ENG.COM ♦`� p -N S 401 : QF10 ' c�`O•• N • • No ; : PE10910647 = o STATE OF ft SS/ONAL ENG ♦♦♦ , M r M I_ O V co �t O z 0 E Z M CO) = U � W > y �. °° LU Z o QX LU CD W Z U z V O Liu vii vii a � m m LU s 9 O a, Z O O N a m m m W W V Z Q to W W O fW a c U o M U) J W O0 J 9 W Z W MA EARTHWORK 1. SCOPE OF WORK A. Extent: The work required under this section consists of all excavating, filling, rough grading and related items necessary to complete the work indicated on the drawings and described in the specifications. The Contractor shall notify in writing the owners and the Engineer of any changes, errors or omissions found on the plans or in the field before work is started or resumed. In general, the items of work to be performed under this section shall include: clearing and grubbing, removal of trees and stumps (where required), protection of trees to remain, stripping and storage of topsoil, fill compaction and rough grading of entire site. 2. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. The location of dump and length of haul shall be the Contractor's responsibility. 3. Provide and place any additional fill material from off the site as may be necessary to produce the grades required. Fill obtained from off site shall be of kind and quality as specified for fills herein and the source approved by the Owner. 4. The Contractor shall accept the site as he finds it and shall remove all trash, rubbish and debris from the site prior to starting excavation. B. Work not included: The following items of related work are specified and included in other sections of these specifications: 1. Excavation, grading and backfilling for utility lines 2. Storm drainage systems 3. Sanitary sewer systems 4. Streets and paving 5. Water supply system 2. BENCH MARKS Maintain carefully all bench marks, monuments and other other reference points; if disturbed or destroyed, Contractor shall contact engineer. Replacement shall be at Contractor's expense. 3. REMOVAL OF TREES A. Remove all trees and stumps from area to be occupied by road and surfaced areas. Removal of trees outside these areas shall only be done as noted on drawings or approved by the Owner. B. All brush, stumps, wood and other refuse from the trees shall be removed to disposal areas off of the site. Disposal by burning shall not be permitted unless proper permits are obtained (where applicable). The I 4, PROTECTION OF TREES A. General Protection: The Contractor shall be responsible for the protection of tops, trunks and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be boxed, fenced or otherwise protected before any work is started; do not stockpile within branch spread. Remove interfering branches without injury to trunks and cover scars with tree paint. 5. HANDLING OF TOPSOIL A. Remove all organic material from the areas to be occupied by buildings, roads, walks and parking areas. Pile and store topsoil at a location where it will not interfere with construction operations. Topsoil shall be reasonably free from subsoil, debris, weeds, grass, stones, etc.. B. After completion of site grading and subsurface utility installation, top soil shall be replaced in areas designated on the erosion control plan for seeding and/or sod. Any remaining topsoil shall be used for finished grading around structures and landscaping areas. 6. DISPOSITION OF UTILITIES: A. Rules and regulations governing the respective utilities shall be observed in executing all work under this section. B. If active utilities are encountered but not shown shown on the drawings, the Engineer shall be advised before work is continued. C. Inactive and abandoned utilities encountered in excavating and grading operations shall be reported to the Engineer. They shall be removed, plugged or capped as directed by the Utility Company the Engineer. P Y or D. It shall be the responsibility of each contractor P Y to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. 8. EARTH WORK BALANCE A. The Contractor shall confirm all earthwork quantities prior to start of construction. If an excess or shortage of earth is encountered, the Contractor shall confirm with the Owner and Engineer the requirements for stockpiling, removal or importing of earth. B. Minor adjustments to the grades may be required to earthwork balances when minor excess material or shortages are encountered. It is recognized by the parties hereto that the calculations of the the Engineer in determining earthwork quantities shall be accomplished in accordance with the American Society of Civil Engineers Standards for such calculations. Further, that these calculations are subject to the interpretations of soil borings as the physical limits of the various soil types, the allowable variation in finish grade and compaction permitted the contractor, and that all of these parameters may cause either an excess or shortage of actual earthwork materials to complete the project. If such an actual minor excess or shortage of materials occurs, the contractor shall contact the Engineer to determine if adjustment can be made to correct the imbalance of earth. 9. TESTING A. Contractor shall hire at Contractors expence an independent soil testing service to assure soil compaction with scope of testing to be approved by Engineer. Copies of test results shall be submitted to the Engineer. SANITARY SEWER SYSTEMS 1. SCOPE OF WORK A. The work under this section includes all sanitary sewers, manholes, cleanouts and related items including excavating and backfilling, necessary to complete the work shown in the drawings, starting five feet outside the building walls. The ends of sewers shall be tightly plugged or capped at the terminal points, adjacent to buildings, pending the connecting of all such lines to the building drain as specified in the plumbing and architectural drawings. One set of "approved" plans shall be on the job site at all times. 7. SITE GRADING: A. Grades: Contractor shall perform all cutting, filling, compacting of fills and rough grading required to bring entire project area to grade as shown on the drawings. B. Rough Grading: the tolerance for paved areas shall not exceed 0.10 feet plus or minus above the established subgrade. All other areas shall not exceed 0.10 feet plus or minus the established grade. All banks and other breaks in grade shall be rounded at top and bottom. C. Compaction Requirements: 1. All areas under building pads and paved areas shall be compacted to 100% standard proctor density. 2. All other fill areas shall be compacted to 90% standard proctor density. 3. All areas where cut is necessary to meet the design sub -grade are required to be scarified 12 inches below sub -grade and meet the above compaction requirements. 2. MATERIALS A. Polyvinyl Chloride Pipe (PVC) 1. 6"-15" PVC pipe shall be SDR 26 and conform to ASTM D3034, with a minimum cell classification of 12454-B or 12454-C. Greater than 15" PVC pipe shall conform to ASTM F679, with a minimum cell classification of 12454-C. 2. All fittings and joints shall be compression type flexible gasketed joints, and manufactured and installed in accordance with the pipe manufacturer's specifications. No solvent cement joints shall be allowed. B. Ductile Iron Pipe 1. Ductile iron (DI) pipe must meet ASTM A-746 or AWWA C151 with exterior asphaltic coating per AWWA C151 and interior asphaltic coating meeting AWWA C151 or polyethylene lining complying with ASTM D-1248 of nominal 40 mil thickness. Thickness design must be in accordance with AWWA C150. 2. Joint on DI pipe must be the integral bell type gosketed joint meeting AWWA Clll mechanical joint (MJ) meeting AWWA C111, or ANSI 125 Ib. flanged joint. Accessories for mechanical and flanged joints must be alloy steel "T" -head bolt and hex nut of Coorce Thread Series Class 2A (External) and Class 2B (Internal) per ANSI 61.1. C. Manholes 1. Precast reinforced concrete manhole sections and steps and concrete adjusting rings shall conform to ASTM C-478 latest revision. Exterior of manhole shall be waterproofed with Bismatic , 2.' (Cashall be of uniform quality, fre from ow holes, porosity, hard spots, shrinka distortion or other defects. Th shall be ooth and well -cleaned by s - blasting o some other approved ad. They shall b coated with asphalt p ' which shall re t in a smooth coo g, tough and tend us when cold, tacky or brittle. They Sha e gray iro eeting ASTM A-48 latest ision. nhole covers for sanitary sewer sh be enah Type R -1077-A w/R-1712-B-SP From elf -Sealing application. 3. Joints - Manhole .ons shall be joined with a nominal 1/2" size yl r er rubber base gasket material, co rming t ASHTO M-198 and Federal Speci ' ation SS -S 10a. Joint conforms to AS C-443. 4. Manhol shall include steps. hole steps shall be of ro e coated steel steps. an P YP PYI 9 approved n -corrosive fiberglass mater) The cc ymer polypropylene shall meet th requir ents of ASTM D-4101 with deforme 3/8" dia. or larger reinforcing steel conformin to STM A-615 Grade 60. Steps shall be a ximum of 18" from top, 24" from bottom an 6" spacing between. 5. Manholes shall be bedded on a granular foundation. The granular foundation shall be compacted with vibratory tamps. 3. APPLICATION A. Permits and Codes - The intent of this section of the specifications is that the contractor's bid on the work covered herein shall be based upon the P drawings and specifications but that the work shall comply with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. The Contractor shall be responsible for obtaining or verifying all permits for all or portions of this project prior to starting construction. The Contractor shall notify the local or county inspector or utility superintendent 48 hours prior to commencement of sanitary construction. B. Local Standards - The term "local standards" as used herein means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements - Maintain in operating condition all active utilities, sewers and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. D. Workmanship - To conform to all local, state and national codes and to be approved by all local and state agencies having jurisdiction. E. Trenching - Lay all pipe in open trenches, except Furnish and install "Identification Tape" and "Location Wire" over the 2, Aluminized type 2 corrugated steel pipe shall when the local authority gives written permission i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping be manufactured in accordance with AASHTO M36 for tunneling or jacking of pipe. Open the trench and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section (type I with 2 2/3" x 1/2" corrugations for sufficiently ahead of pipe -laying to reveal any 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, friable and deleterious material shall 12' and 15" diameters; type IR with 3/4" x obstructions. The width of the trench shall be be completely removed within the limits of the slope stakes. 3/4" x 7 1/2" corrugations for 18" diameter the inside pipe diameter plus 24 inches for 12 ii) Excavations and larger). The pipe shall be formed from inches above the pipe. Sheet and brace the (1) After excavation operations, all spongy and yielding material that does not readily compact shall be removed from within an aluminized steel type 2 coil that conforms trench as necessary to protect workmen and the slope stake limits and the resulting void shall be refilled with suitable material and compacted in accordance with Section to AASHTO M274. The minimum gage thickness of adjacent structures. All trenching to comply with 203 of the Standard Specifications. the pipe shall be as follows: Occupational Safety and Health Administration (2) Any pronounced depressions within the slope stake limits resulting after excavation operations shall be refilled with Diameter Gage Standards. Open trenches shall be properly suitable material and compacted in accordance with Section 203 of the Standard Specifications. 12" - 36" 16 protected and/or barricaded when left unattended. iii) Embankments 42" - 48" 14 Keep trenches free from water while construction (1) Embankments shall be constructed in accordance with Section 203 of the Standard Specifications. 54" - 84" 12 is in progress. Under no circumstances shall (2) All spongy and yielding material that does not readily compact shall be removed from within the slope stake limits prior pipe or appurtenances be laid in standing water. to embankment operations. N Conduct the discharge from trench dewatering (3) Any pronounced depressions within the slope stake limits resulting after clearing, grubbing, scalping and topsoil removal 3`. High density polyethylene pipe shall perform to drains or natural drainage channels. shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications prior to to AASHTO M252 and M294 Type S specifications, 1. Portland cement -Conforming to ASTM C-150, Type IA or Type IIIA. embankment operations. (4) Prior to the construction of any embankment, the original ground surface within the limits of the slope stakes shall be latest revision, and shall have material F. S Special Supports -Whenever, in the opinion of the P PP P leveled and the upper 6 -inches shall be compacted in accordance with Section 203 of the Standard Specifications. specifications conforming to ASTM D1248 or D3350, latest revision. Engineer, the soil at or below the pipe grade 5 Embankments shall be shaped to be well drained and shall be protected to prevent erosion. () P P is unsuitable for supporting sewers and B. Manholes appurtenances specified in this section, such in accordance with Section 203 of the Standard Specifications. special support, in addition to those shown or C) Soil Subgrades 1. Precast reinforced concrete manhole sections specified, shall be provided as the Engineer may i) Subgrades shall be installed on foundations constructed in accordance with Section 2(A) and Section 2(B) of this policy and steps shall conform to ASTM C-478 latest direct, and the contract will be adjusted. and only after the installation of all utilities and subsurface drains indicated on the approved construction documents to be evision. G. Backfilling - for a depth of at least 12 inches located under the pavement are completed. Trench backfilling work of these installations shall be in accordance with the City 2. ting shall be of uniform quality, fr above the top of the pipe, backfill with 12" of of Carmel Trench Backfilling specifications. from bl holes, porosity, hard spots, #8 crushed stone or #8 fractured face aggregate. ii) The subgrade shall be shaped to the required grade and sections, free from all ruts, corrugations, or other irregularities. shrinkage ortion or other defects. ey Compact this backfill thoroughly, taking care not ) subgrade shall be uniformly pre p anapproved iii The sub dacted d roved in accordance with Sections 207.02, 207.03 and pare, compacted shall be smo and well cleaned b of to disturb the pipe. For the remaining trench depth, 207.04 of the Standard Specifications. -blasting or by e other app' d method. backfill with earth or granular material containing iv) Subgrades shall be inspected and approved by the Engineer before any aggregate base or concrete curbs are constructed. They shall be cc with as t paint stones or rocks not larger than 4 inches. Backfill A proofroll shall be conducted in accordance with Section 203.26 of the Standard Specifications. Unacceptable areas shall be which shall result in mo coating, under and within 5' of walks, parking areas, driveways corrected to the satisfaction of the Engineer before the placement of any Aggregate Base or concrete curbing. tough and tenacious wh old, not tacky or and streets shall be granular material only - thoroughly v) At the discretion of the Engineer, Subgrade that has satisfactorily passed a proofroll, but remains uncovered for a period brittle. They shall be . n meeting compacted, by approved methods. of 14 calendar days prior to placing Aggregate Base or concrete curbing or is subject to a measurable rain event prior to ASTM A-48 latest r sion. H. Flow Channels - The flow channels within manholes placing Aggregate Base or concrete curbing, shall be subject to additional roof rolls prior to placement of the Aggregate P 99' p p p 3. Joints - anhole sections s be jointed shall be on integral part of the precast base. Base or concrete curbing. with rubber e gaskets. The rubbe e The channels shall be shaped and formed for a 3) Aggregate Bases gaskets meet ASTM C-443 latest clean transition with proper hydraulics to allow A) General revisio When manhole and storm pipe a the smooth conveyance of flow through the manhole. i) This work shall consist of placing a compacted Aggregate Base on a prepared soil subgrade in accordance with Section con ously in water. The bench wall shall be formed to the crown of the 105.03 of the Standard Specifications. inlet and outleti es to form a "U" shaped P P P ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. Shop Drawings - Contractor to submit star channel. The bench wall shall slope back from the iii) The Aggregate Base material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the structure precast drawings to engineer for approval t crown at 1/2 inch per foot to the manhole wall. Standard Specifications. to installation. No brick, rock or sand fillers will be allowed. iv) The Aggregate Base material shall be handled and transported to, and on, the work site in a manner that minimizes SIEVE SIZE % PASSING C. SUBDRAINS 1. Infiltration - The contractor shall furnish v) Aggregate Bases shall be constructed on approved soil Subgrades and to thicknesses equal or greater than those indicated necessary equipment to test sewers for on the approved construction documents. 1. Perforated plastic pipe subdrains shall conform infiltration. Infiltration rates shall not exceed B) Temperature and Seasonal Limitations to ASTM F-405, AASHTO M-252 (4" to 10" pipe). the Local Standards. All sanitary sewer lines i) The Aggregate Base shall be placed in accordance with the temperature limitations of Section 301.04 of the Standard upon completion will be required to pass a low 3. APPLICATION pressure air test, unless otherwise directed by #4 35-60 #8 25-50 ii) Frozen material shall not be placed. the City Engineer. Said test shall be A. Permits and Codes - The intent of this section of conducted according to NCPI Standard Method, #200 5-10 the specifications is that the contractor's bid on and shall be witnessed by an inspector authorized the work covered herein shall be based upon the by the City Engineer. Infiltration under drawings and specifications but that the work test shall not exceed 100 gallons per inch of shall comply with all applicable codes and inside diameter of sewer pipe per mile of sewer Grading - Do any necessary grading in addition to regulations as amended by any waivers. Contractor in 24 hours and is inclusive of all that performed in accordance with Earthwork shall furnish all bonds necessary to get permits appurtenances within the section being tested such Section, to bring subgrades, after final for cuts and connections to existing sewers. as manholes, house connections, etc. compaction, to the required grades and sections Contractor shall notify the local governing jurisdiction Any portions not passing said tests for acceptance for site improvement. a minimum of 72 hours prior to the commencement shall be repaired or replaced, including re -excavation Preparation of Subgrade - Remove spongy and of storm sewer construction. and backfill, at the Contractor's expense. otherwise unsuitable material and replace with period of time greater than 14 calendar days or experience a measurable rain event prior to the placement of concrete curb B. Local Standards - the term "Local Standards" as prepared subgrade prior to paving. used herein means the standards of design and J. Flushing Sewers - Flush all sanitary sewers except construction of the respective municipal building sewers with water to obtain free flow Compaction of Subgrade -The first -12 inches below department or utility company. through each line. Remove all silt and trash from the subgrade shall be compacted to at least 100% of the maximum dry density as determined by the i) This work shall consist of placing concrete curbing on prepared soil subgrades or Aggregate Bases in accordance with appurtenances just prior to acceptance of work. C - Existing Improvements Maintain in operating prevented from standing on the compacted subgrade. condition all active utilities, sewers and other K. Plastic Sewer Pipe Installation - Plastic sewer Compacted Aggregate Subbase -the thickness shown drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage on the drawings is the minimum thickness of the full compacted subbase. Compaction shall be Y P P to existing active improvements. of 5%. All sewer mn D. Workmanship - To conform to all local, state and time the mandrel test is conducted. All mains roller weighing 8 to 10 tons. Compact to 95% notional codes and to be approved by all local and shall be true to alignment and grade. standard proctor density (ASTM D698) state agencies having jurisdiction. L. Storm Water Connections - No roof drains, footing E. Trenching - Lay all pipe in open trenches, except drains and/or surface water drains may be not accessible to the roller, the aggregate when the local authority gives written permission material shall be tamped with mechanical tampers or with approved hand tampers. for tunneling. Open the trench sufficient ahead temporary connections during construction. of pipe laying to reveal any obstructions. The E. Bituminous Pavement - Hot asphalt concrete width of the trench shall be the inside pipe M. Waterline Crossing - Water and sewer line crossings pavement shall be as specified in Section 400-410 diameter plus 24 inches for 12 inches above the and separations shall be in accordance with Ten of the Indiana Department of Transportation pipe. Sheet and brace trench as necessary to States Standards and local and state codes. Specifications latest revisions. Paving will not w Protect workmen men and adjacent structures. All Waterlines and sanitary sewers shall maintain a be permitted during unfavorable weather or when the temperature is not in compliance with section trenching to comply with Occupational Safety and zontal separation and a 401.05 of the INDOT Specifications. Health Administration Standards. Keep trenches minimum 18 inches of clearance between pipes at free from water while construction is in progress. crossings. Otherwise, sanitary sewer within 10 Utility Structures - Check for correct elevation Under no circumstances lay pipe or appurtenances feet of waterlines shall be constructed of water of all manhole covers, valve boxes and similar in standing water. Conduct the discharge from works grade Ductile Iron Pipe with mechanical structures located within areas to be paved, and trench dewatering to drains or natural drainage joints and fittings. One length of sewer pipe make or have made, any necessary adjustments in such structures. channels. should be centered at the waterline crossing ii) No mixture shall be placed on a frozen subgrade or Aggregate Base. so that no joint is closer than 10 feet to the F. Special Supports - Whenever in the opinion of the waterline. Engineer the soil at or below the pipe grade is 1. Shall conform to the City of Carmel curbing policy. unsuitable for supporting sewers and appurtenances specified in this section, such special support, N. Utilities - It shall be the responsibility of Concrete Curb in addition to those shown or specified, shall be each contractor to verify all existing utilities OF CARMEL CONCRETE CURB POLICY provided as the Engineer may direct, and the and conditions pertaining to his phase of the contract will be adjusted. work. It shall also be the contractors responsibility to contact the owners of the G. Backfilling - for a depth of at least 12 inches various utilities before work is started. The above the top of the pipe, backfill with earth or contractor shall notify in writing the owners and granular material free from large stones, rock the engineer of any changes, errors or omissions fragments, roots or sod. Tamp this backfill found on these plans or in the field before work thoroughly, taking care not to disturb the pipe. is started or resumed. For the remaining trench depth, backfill with earth or granular material containing stones or rocks not 0. Service Laterals - Individual building service lines larger than 4 inches. Backfill under and within 5' shall be 6 inches in diameter and of material of paved areas shall be granular material only and equal to that specified in 2A of this section. shall conform to local standards - Service lines shall be connected to the main thoroughly compacted by approved methods. sewer by a wye at locations generally shown within these plans. Service lines shall be nhole Inverts - Construct manhole flow channel extended to a distance of 5 feet beyond the right- of -way line and within 5'-8' of the existing ground o e sewer pipe or brick, smoot Th n shall plugged and I surface.e e ds s a be p ugg sealed and of se section cc o the inside diameter o ing sewers. Make with a water tight cap. Sewer service lines shall changes in rade gra d changes in be marked with a 2"x4" painted green and extending d' y true curves. Provide suc Is from the lateral end to 3' above grade. or all connecting sewers at each manhole. Ill New Sanitary Sewer Main Construction - Contractor I. Subdrains - All subdrains shall be of the size all record length and dimensions of each service shown on the plans and shall be constructed to the II b from nearest downstream manhole meas grades shown. All drains constructed off-site as along unitary sewer main. The locations part of the outlet drain will be located as shown. manholes a 'vice lines along with an er construction cha are to be inc ed on the original cons truc I awl s "as -built" J. Utilities - It shall be the responsibility of each locations and submitted t Engineer as soon contractor to verify all existing utilities and after completion of uction ossible, not conditions pertaining to his phase of the work. to exceed 30 d It shall also be the contractors responsibility to contact the owners of the various utilities before Q. Field T - All manholes must be vacuum work is started. The contractor shall notify in Installation, repair or modification in accordonc writing the owners or the engineer of any changes, with ASTM C1244-93, Standard Test Method for Concrete errors or omissions found on these plans or in the Sewer Manholes by Negative Air Pressure (Vacuum) Test. field before work is started or resumed. STREETS AND PAVING STORM SEWER SYSTEMS 1. SCOPE OF WORK 1. SCOPE OF WORK A. The work required under this section includes all The work under this section includes all storm sewers, concrete and bituminous paving and related items storm wate necessary to complete the work indicated on drawings and described in the specifications, including but not limited to: meet local specifications. All streets, parking areas in contract limits Sidewalks and concrete slabs, exterior steps. 2. MATERIALS 'ints conforming to ASTM C-443 latest revision when storm pipe is located within public right-of-woy. 2. MATERIALS Furnish and install "Identification Tape" and "Location Wire" over the 1. Slopes -Provide 1 4 inch Per foot cross / - i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping A. Concrete - Concrete shall be ready -mixed concrete and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section O and shall be a mix of proportioned fine and coarse 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, friable and deleterious material shall 3 -inches and a maximum of 6 -inches. Imprinted text shall be aggregates with Portland cement and water. be completely removed within the limits of the slope stakes. shown on the drawings. Minimum cement content shall be 6 bags per cubic ii) Excavations below final grade over centerline of pipe. yard of concrete and maximum water content shall be 5.5 U.S. gallons per sack of cement, including (1) After excavation operations, all spongy and yielding material that does not readily compact shall be removed from within surface water has disappeared. Apply medium moisture in the aggregate. Slump for normal weight the slope stake limits and the resulting void shall be refilled with suitable material and compacted in accordance with Section W concrete shall be a maximum of 4 inches and a 203 of the Standard Specifications. where sidewalks intersect, and at a maximum minimum of 2 inches. The slump of machine place (2) Any pronounced depressions within the slope stake limits resulting after excavation operations shall be refilled with The wire shall be contiguous with no fabricated, or field constructed concrete shall be no less than 1-1/4 inches nor suitable material and compacted in accordance with Section 203 of the Standard Specifications. cure all concrete b one of the methods described Y more than 3 inches. Standard test ASTM C-143 iii) Embankments above the top of the buried pipe. shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. (1) Embankments shall be constructed in accordance with Section 203 of the Standard Specifications. O ti All exterior concrete shall have air .entrainment of (2) All spongy and yielding material that does not readily compact shall be removed from within the slope stake limits prior 5% to 8% by volume per ASTM C-260. Retempering to embankment operations. N delivered concrete will not be allowed. Concrete shall (3) Any pronounced depressions within the slope stake limits resulting after clearing, grubbing, scalping and topsoil removal O be composed of: shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications prior to 1. Portland cement -Conforming to ASTM C-150, Type IA or Type IIIA. embankment operations. (4) Prior to the construction of any embankment, the original ground surface within the limits of the slope stakes shall be vOi leveled and the upper 6 -inches shall be compacted in accordance with Section 203 of the Standard Specifications. 2. Aggregates: Conformin to ASTM C-33 9 5 Embankments shall be shaped to be well drained and shall be protected to prevent erosion. () P P (6) Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be 3. Water Shall be clear and free from in accordance with Section 203 of the Standard Specifications. injurious amounts of oils, acids, alkalis, C) Soil Subgrades organic materials or other deleterious substances. i) Subgrades shall be installed on foundations constructed in accordance with Section 2(A) and Section 2(B) of this policy and only after the installation of all utilities and subsurface drains indicated on the approved construction documents to be B. Welded Steel Wire Fabric - Where required for located under the pavement are completed. Trench backfilling work of these installations shall be in accordance with the City concrete reinforcement shall conform to ASTM A185. of Carmel Trench Backfilling specifications. ii) The subgrade shall be shaped to the required grade and sections, free from all ruts, corrugations, or other irregularities. C. Pre Joint Filler -Shall be of non -extruding ding type meeting ASTM D-544 except that ) subgrade shall be uniformly pre p anapproved iii The sub dacted d roved in accordance with Sections 207.02, 207.03 and pare, compacted premoulded joint filler used in concrete walk 207.04 of the Standard Specifications. construction may be either non -extruding or iv) Subgrades shall be inspected and approved by the Engineer before any aggregate base or concrete curbs are constructed. resilient. A proofroll shall be conducted in accordance with Section 203.26 of the Standard Specifications. Unacceptable areas shall be corrected to the satisfaction of the Engineer before the placement of any Aggregate Base or concrete curbing. D. Bituminous Pavement Materials - All materials v) At the discretion of the Engineer, Subgrade that has satisfactorily passed a proofroll, but remains uncovered for a period proposed for the construction of bituminous pavements shall comply with the Indiana Department of 14 calendar days prior to placing Aggregate Base or concrete curbing or is subject to a measurable rain event prior to of Transportation specifications, per latest placing Aggregate Base or concrete curbing, shall be subject to additional roof rolls prior to placement of the Aggregate P 99' p p p revision. Base or concrete curbing. 3) Aggregate Bases er E. Compacted Aggregate Subbase: Shall be crushed A) General 1,11111*1 stone or gravel. Crushed gravel shall be a i) This work shall consist of placing a compacted Aggregate Base on a prepared soil subgrade in accordance with Section minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material 105.03 of the Standard Specifications. shall be free from an excess of flat, elongated, ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. thinly laminated, soft or disintegrated pieces; iii) The Aggregate Base material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the and shall be free from fragments coated with dirt. Standard Specifications. Compacted aggregate shall be graded as follows: iv) The Aggregate Base material shall be handled and transported to, and on, the work site in a manner that minimizes SIEVE SIZE % PASSING segregation and moisture loss. v) Aggregate Bases shall be constructed on approved soil Subgrades and to thicknesses equal or greater than those indicated 1-1/2" 100 on the approved construction documents. 1" 80-100 B) Temperature and Seasonal Limitations 3/4" 70-90 i) The Aggregate Base shall be placed in accordance with the temperature limitations of Section 301.04 of the Standard 1 /2" 55-80 Specifications. #4 35-60 #8 25-50 ii) Frozen material shall not be placed. #30 1-2-30 iii) Aggregate Bases must be placed and pass proof roll prior to November 30 in order to allow paving in accordance with #200 5-10 Section 4C(iv) of this policy. C) Preparation i) The prepared soil subgrade shall be free from objectionable or foreign materials at the time of placement. 3. APPLICATION ii) The subgrade shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications A. Grading - Do any necessary grading in addition to just prior to placing the Aggregate Base on the subgrade in accordance with Section 2C(v) of this policy. Unacceptable areas that performed in accordance with Earthwork shall be corrected to the satisfaction of the Engineer before any Aggregate Base is placed. Section, to bring subgrades, after final D) Spreading and Finishing compaction, to the required grades and sections i) The Aggregate Base shall be spread in accordance with Section 301.05 of the Standard Specifications. for site improvement. ii) The Aggregate Base shall be compacted in accordance with Section 301.06 of the Standard Specifications. B. Preparation of Subgrade - Remove spongy and iii) Concrete curb shall be placed over the Aggregate Base within 14 calendar days. Aggregate Bases that lay exposed for a otherwise unsuitable material and replace with period of time greater than 14 calendar days or experience a measurable rain event prior to the placement of concrete curb stable material. No traffic will be allowed on shall be subject to inspection and acceptance by the Engineer. At the discretion of the Engineer, additional proof rolls may prepared subgrade prior to paving. be required. 4) Concrete Curb C. Compaction of Subgrade -The first -12 inches below A) General the subgrade shall be compacted to at least 100% of the maximum dry density as determined by the i) This work shall consist of placing concrete curbing on prepared soil subgrades or Aggregate Bases in accordance with provisions of AASHTO T-99. Water shall be Section 105.03 of the Standard Specifications. prevented from standing on the compacted subgrade. ii) Concrete curb shall be constructed on prepared soil subgrades or Aggregate Bases to the dimensional standards of the D. Compacted Aggregate Subbase -the thickness shown applicable City of Carmel Standard Details or in accordance with the curbing details of the approved construction documents. iii) Materials used in theroduction of the concrete for the curbing shall be in accordance with Section 605.02 of the P 9 on the drawings is the minimum thickness of the full compacted subbase. Compaction shall be Y P P Standard Specifications. High early strength admixtures may be utilized but shall not be considered in waiving any accomplished by rolling with a smooth wheeled requirements of this policy. Freeze protection admixtures shall not be utilized under any circumstances. roller weighing 8 to 10 tons. Compact to 95% iv) Equipment utilized for concrete curbing installation work, including but not limited to production, hauling/delivery, placing, standard proctor density (ASTM D698) installation, jointing, curing, finishing and miscellaneous/ancillary activity shall be in accordance with Section 508 of the Along curbs, headers and walls and at all placed Standard Specifications. not accessible to the roller, the aggregate v) Concrete production, mixing and hauling/delivery shall be in accordance with Section 502.10 of the Standard Specifications. material shall be tamped with mechanical tampers or with approved hand tampers. vi) Installation of the concrete curbing indicated on the approved construction documents shall be completed in the some paving season. E. Bituminous Pavement - Hot asphalt concrete B) Preparation pavement shall be as specified in Section 400-410 i) The soil subgrade or Aggregate Base shall be subject to additional proof rolls in accordance with Section 203.26 of the of the Indiana Department of Transportation Standard Specifications just prior to placing the HMA courses in accordance with Section 2C(v) and 3D(iii) of this policy. Specifications latest revisions. Paving will not Unacceptable areas shall be corrected to the satisfaction of the Engineer before placement of any concrete curbing. be permitted during unfavorable weather or when the temperature is not in compliance with section ii) All displacement or rutting of the soil subgrade or Aggregate Base shall be repaired prior to placing concrete curbing. 401.05 of the INDOT Specifications. C Weather and Seasonal Limitations ) o s i) Concrete curbing shall only be placed in accordance with Section 502.11 of the Standard Specifications with the exception F. Utility Structures - Check for correct elevation that placement operations shall not begin until the ambient temperature is 50T and rising. Placement operations shall be of all manhole covers, valve boxes and similar discontinued when the ambient temperature is descending and is 50T or below. At the discretion of the Engineer, concrete structures located within areas to be paved, and may be placed at ambient temperatures less than noted above provided that placement, jointing, finishing and curing make or have made, any necessary adjustments in such structures. operations conform to Sections 502.11 and 702.11 of the Standard Specifications. ii) No mixture shall be placed on a frozen subgrade or Aggregate Base. G. Placing Concrete iii) Under no circumstances shall concrete curb be placed between December 15 and March 30. iv) If a soil subgrade or Aggregate Base over which concrete curb is to placed, is placed and approved by the City prior to 1. Shall conform to the City of Carmel curbing policy. November 30, placement of the concrete curb will be allowed up to December 15, provided that the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy and the H. Concrete Curb paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the CITY OF CARMEL CONCRETE CURB POLICY Engineer. The Engineer shall select the construction inspector. December 13, 2006 A 1) General A) The work subject to the requirements of this policy shall include the production, hauling/delivery, excavation for, placing, installation, jointing, curing, finishing, and other work necessary to prepare foundations and soil subgrades, install aggregate bases and install concrete curbing within property within the corporate limits of the City of Carmel and existing or proposed right-of-way. B) This policy shall be the basis for acceptance of the work by the City. Failure to adhere to the requirements of this policy may result in non-acceptance of the work or other remedies outlined in this policy. C) Workmanship, materials and quality of the work completed shall conform to the 2006 Standard Specifications of the Indiana Department of Transportation (hereinafter referred to as Standard Specifications), except where deviations are allowed or specified herein, or variances are granted. D) Where the minimum standards of any other governmental agency having concurrent jurisdiction exceed these standards, the higher standards shall apply. E) If any plan or other note or specification on the approved construction documents exceeds the minimum standards of this policy, the higher standards shall apply. F) Nothing contained herein shall be construed as prohibiting the design and construction of improvements meeting higher standards, nor as discouraging petitions to appropriate governing bodies for variances for alternatives which can be supported by advances in technology and are approved by other agencies with concurrent jurisdiction. G) All work shall comply with the requirements of Section 105.03 of the Standard Specifications. H) For the purposes of this policy, where the term Engineer is used in this policy and the Standard Specifications, it shall mean: i) The Carmel City Engineer, staff of the Department of Engineering, other personnel employed by the City of Carmel, or authorized agent(s) that may be retained to represent the City of Carmel. ii) The Hamilton County Highway Engineer, staff of the Hamilton County Highway Department, other personnel employed by Hamilton County, or authorized agent(s) that may be retained to represent Hamilton County Highway, depending on the location of the work. 1) Authority of the Engineer over the work shall be per Section 105.01 of the Standard Specifications. J) Prior to commencing the work, the Contractor performing the work shall contact the Engineer to schedule a pre -construction meeting to review the Engineer?s construction requirements, staff notification requirements, required inspections for certain stages of the work and to review the authority of the Engineer as it relates to the work. K) Under no circumstances shall work subject to the standards established by this policy commence without obtaining approved construction drawings by the City of Carmel Department of Engineering. L) At the sole discretion of the Engineer, the portions of this policy related to inspections and testing of work subject to the requirements of this policy outside of the right-of-way shall be determined at the pre -construction meeting. M) Dimensional and other standards for concrete curb shall be in accordance with the City of Carmel Standard Details. N) Under no circumstances shall material other than Portland Cement Concrete meeting the standards established by this policy be utilized to construct concrete curbs within the corporate limits of the City of Carmel. 0) Under no circumstances shall extruded type curb be installed within the corporate limits of the City of Carmel. 2) Foundation A) General i) This work shall consist of the construction/preparation of the foundation in accordance with Section 105.03 of the Standard Specifications. ii) The foundation shall be prepared in accordance with Section 605.03(a) of the Standard Specifications and the requirements of this policy. B) Excavation and Embankment i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, friable and deleterious material shall be completely removed within the limits of the slope stakes. v) If the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy between April 1 and April 15, concrete curb shall be allowed to be placed on an approved soil subgrade or Aggregate Base provided that the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. vi) The Engineer reserves the right to suspend all concrete curb placement operations if, in the opinion of the Engineer, that prevailing weather conditions and/or the condition of the Subgrade and/or the Aggregate Base may result in substandard concrete curb placement, curing and finishing. D) Placement i) Concrete curb shall be placed in accordance with Section 502.09, 502.12 and 605.04(c) and 605.04(4) of the Standard Specifications. ii) Curb machines may be utilized in accordance with Section 605.04(c) and 605.04(h) of the Standard Specifications provided that the equipment conforms to the requirements of Section 508 of the Standard Specifications. iii) Formwork shall comply with the requirements of Section 605.04(b) of the Standard Specifications. iv) Forms shall be removed in accordance with Section 502.16 and 605.04(b) of the Standard Specifications. E) Joints i) Joints shall conform to the requirements of Section 503 and 605.04(e) of the Standard Specifications. ii) Joints shall be installed at intervals of 10 -feet or less; 5 -foot or less along radii. Joints in integral curb and sidewalks shall be located at the some location as the joints in the adjoining sidewalk. Joints may be sawed or tooled to a minimum depth of �-inch. iii) Preformed expansion joints shall be placed at intervals of 50 -feet or less, at all castings, the beginning and end of all curb returns, the end of each days work and where abutting existing construction. In addition to these requirements, expansion joints in integral curb and sidewalks shall be located at the same location as the expansion joints in the adjoining sidewalk. F) Finishing and Curing i) The concrete curb shall be finished and cured in accordance with Section 502.14, 502.15, 504 and 605.04(f) of the Standard Specifications. ii) Curing compound shall be applied to all exposed surfaces on slip -formed concrete curb. For formed concrete curb, curing compound shall be applied to all exposed surfaces including sides after any forms are removed. iii) The concrete curb shall be allowed to cure for a minimum of 5 -days prior to commencing backfilling operations adjacent to the concrete curbing. G) Backfilling i) The spaces adjacent to the concrete curb shall be backfilled in accordance with Section 605.04(g) of the Standard Specifications only after the concrete curbing is inspected and accepted by the Engineer in accordance with Section 5 of this policy. ii) Backfilling operations shall be completed prior to opening the area to regular construction traffic. 5) Inspections A) All materials furnished and each part or detail of the work will be subject to inspection per Section 105.10 of the Standard Specifications for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. B) The Contractor shall notify the Engineer a minimum of 48 -hours in advance of commencing any work subject to the standards established by this policy. C) The Contractor shall schedule proofrolls with the Engineer a minimum of 48 -hours in advance of such proofrolls. D) The Contractor and Engineer will conduct an inspection of the new concrete curbing for any damage, including freezing or random cracks. The inspection and all necessary repairs shall be completed prior to backfilling operations. E) Sampling and testing of materials, equipment or construction work may be required at the expense of the Contractor at the discretion of the Engineer for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. Sampling and testing shall conform to the requirements of the sections of the Standard Specifications applicable to the portion of the work suspected to be non-compliant or as directed by the Engineer. F) Where the Engineer determines that is necessary to confirm compliance with standards of quality or thickness, concrete curb shall be cored and tested at the expense of the Contractor. The average thicknesses of the curb must equal or exceed the minimum prescribed by the approved construction documents. G) Such inspections shall not be construed to relieve the developers? engineers or contractors in any way from their obligations and responsibilities under their contracts. Specifically, inspection by the Engineer, or by retained engineers or testing agencies, shall not require them to assume responsibilities for the approved construction documents, for any misinterpretation of the approved construction documents by the contractors during construction, or for the means and methods of construction, nor for safety on the job site. H) Work identified to not meet the requirements of this policy or the approved construction documents, unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to the final acceptance of the work, shall be removed immediately and replaced in an acceptable manner at the Contractor?s expense. 1) If the Contractor fails to comply forthwith with any order made under the provisions of this subsection, the Engineer will have authority to cause unacceptable work to be remedied or removed and replaced; to cause unauthorized work to be removed; and to deduct the costs from any monies due or to become due. J Work done contra' to instructions provided b the Engineer shall be considered unacceptable table and subject to immediate P Y 9 Y P J removal and replacement in accordance with the instructions provided by the Engineer. 6) Acceptance A) Before acceptance of the concrete curb, the Engineer shall determine if the improvements are in substantial compliance with this policy (except for any variances granted) and the approved construction documents. B) The Engineer may, at his sole discretion, accept work that is not in conformance with this policy provided that the work is bonded for a period greater than three years. The Engineer shall establish the extended bonding requirement. UTILITIES 1. WATER A. All water mains shall be installed and tested in accordance with local standards and requirements. 2. GAS Gas mains shown in the plans are for information only. The local gas utility is responsible for final design and installation of new gas mains. 3. OTHER UTILITIES Electric, Telephone, and CATV lines shown in the plans are for information only. The local utility companies are responsible for final design and installation of their respective utility lines. 4. IDENTIFICATION / LOCATION I. Concrete Walks and Exterior Steps Furnish and install "Identification Tape" and "Location Wire" over the 1. Slopes -Provide 1 4 inch Per foot cross / centerline of buried utilities. slope. Make adjustments in slopes at walk A. Identification Tape intersections as necessary to provide proper drainage. 1. Inert Polyethylene with minimum thickness of 4 -mils and shall have O a 1 -mil thick metallic foil core. Tape width shall be a minimum of 2. Dimensions - Walks and steps shall be one 3 -inches and a maximum of 6 -inches. Imprinted text shall be course construction and of widths and details "Caution Caution Utility Buried Below" and should repeat itself once shown on the drawings. every 2 feet, for the entire pipe length. Install approximately 2 feet 3. Finish - Screed concrete and trowel with a below final grade over centerline of pipe. steel trowel to a hard dense surface after 2. "Terra Tape" as manufactured by Reef Industries, Inc., Houston, TX, surface water has disappeared. Apply medium or approved equal. broom finish and scribe control joints at 5 W foot spacing. Provide 1/2" expansion joints B. Location Wire where sidewalks intersect, and at a maximum 1. Location wire shall be a 12 gauge insulated, solid copper wire. spacing of 48 feet between expansion joints. The wire shall be contiguous with no fabricated, or field constructed J. Curing Concrete -Except as otherwise specified, connections interrupting the wires continuity from end to end of pipe. cure all concrete b one of the methods described Y 2. Location wire shall be installed no greater than 6 -inches in height in Section 501.17 of the Indiana Department of P above the top of the buried pipe. Transportation Specifications, latest revision. P P 3 PER INDOT SPECIFICATION SECTION 215 -"CHEMICAL MODIFICATION OF SOILS" 215.01 - DESCRIPTION THIS WORK SHALL CONSIST OF THE MODIFICATION OF SOILS BY UNIFORMLY MIXING DRY PORTLAND CEMENT, FLY ASH, LIME, OR A COMBINATION OF THE MATERIALS WITH SOIL TO AID IN ACHIEVING THE WORKABILITY OF SOILS HAVING AN EXCESSIVE MOISTURE CONTENT. 215.02 - MATERIALS 215.03 - TESTING AND MIX DESIGN 215.04 - STORAGE AND HANDLING 215.05 - WEATHER LIMITATIONS 215.06 - PREPARATION OF SOILS 215.07 - SPREADING OF CHEMICAL MODIFIERS 215.08 - MIXING 215.09 - COMPACTION 215.10 - MEASUREMENT 215.11 - BASIS OF PAYMENT SECTION 913 -"SOIL TREATMENT MATERIALS": 913.01 - WATER 913.02 - CALCIUM CHLORIDE 913.03 - SODIUM CHLORIDE 913.04 - LIME DKGR, LLC 409 MASSACHUSETTS AVE, #312 Indianapolis, In 46204 p - 317.614.0053 f - 317.632.3662 www.dkgrar.com THESE DRAWINGS, SPECIFICATIONS AND A',.L. COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR LLC. THEY SHALL BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TOBE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERMISS. ON FROM DKGR LLC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P - 317.573.6043 W W W.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P - 317.423.3305 WWW.CIVILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423.1550 W W W.LBH-ENG.COM DESCRIPTION I DATE ��O,,,,,• •S • C'If.# ,� , CPN...... 0 �,i 4% �: ,: STERE. •sN 00 f �.,I • ft NQ ; ;, . PE10910647 = ,.o STATE OF � � o •!N P.. , 00 .�4� S`9�ONAI- EN 1$� 4111 &,�, ._,� C', r CD N M O CD } O J z (A 0 O m N • Z M U 0 CO) ♦= V W it � W n m N W Z QX �y O G1 W 0IMEN W 0) L O C W W 2 W Z Wz U W 20 3 O ti 3 O Q N N Q - M Z m CO w o Q O N J_ m Q Z_ Q H rA D N Z 0 rn W O W n H U W H U X Q �: } M m it m H W W W Z �C W 3 Q N W H O vOi J_ m Q Z_ Q H rA D N Z 0 rn W O W n H U W H U X Q Z"-4" ofbKAw,00d muk t Aged wood CIT orsrrmiarmvkl , Keep =4 r. from Irm i BEekfiil using exiizsg setT Wnte, tinrtnmgitly to dmut atr pockm Aomatvc tags and iabcls. pt►cmeonlycrbmkcn Remavetrmzk&wd kratres mr tivaio kadem rat PhD* Law soli under ball msAgmbed" W smppo t soot kali and m dm sculling. 112 - 2 tomes ba SHRUB PLANTING DETAIL wrmsc" iza�esoia umc�r lmit �,,,,�,a do $upper root tali and reduce still* 1 its • 2 timet ball Rmove mp ad labels. tt"� m �,tt atpl mfmg tune, Bud gat Root t;,ollu,' Mara: Collar shall be level or ;fit to 1" 2" above fsmiA gradin. Rmove am aarA= WA to kx& Wopossrac>€ ffim Sail Score aideaof the p1mfi ig pet wak TREE _PLANTING DETAIL. �aro�uc EES -REE S; i Fr;FNn- NURSERY SOD GENERAL PLANTING NOTES: 1. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL; FREE OF PEST & DISEASE. 2. ALL PLANT MATERIAL TO BE NORTHERN GROWN IN SIMILAR CLIMATIC CONDITIONS. 3. ALL PLANTS MUST BE CONTAINER—GROWN OR BALLED & BURLAPPED(B&B) AS INDICATED IN THE PLANT LIST. 4. ALL TREES MUST BE STRAIGHT TRUNKED, FULL HEADED & MEET ALL REQUIREMENTS SPECIFIED. 5. NO SUBSTITUTIONS OF PLANT MATERIAL WILL BE ALLOWED. IF PLANTS ARE SHOWN TO BE UNAVAILABLE, THE CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT PRIOR TO BID DATE IN WRITING. 6. ALL PLANTS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT & THE OWNER BEFORE, DURING, AND AFTER INSTALLATION. 7. ALL PLANTS & PLANTING AREAS TO RECEIVE 3" MINIMUM OF SHREDDED HARDWOOD BARK MULCH (UNLESS OTHERWISE NOTED). MULCH SHALL BE UNIFORM IN TEXTURE AND COLOR. NO PROCESSED TREE TRIMMINGS WILL BE ALLOWED. 8. ALL PLANTING BEDS SHALL HAVE PRE—EMERGENT HERBICIDE APPLIED AS PER MANUFACTURER'S RECOMMENDATION. 9. MULCH BEDS SHALL EXTEND A MINIMUM WIDTH OF TWO TIMES THE PLANT CROWN. 10. ALL PLANTING BEDS SHALL HAVE A METAL EDGE (SEE PLANTING DETAILS). 11. PRIOR TO CONSTRUCTION, THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES & SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY & ALL DAMAGE TO THE UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC.. WHICH OCCURS AS A RESULT OF THE LANDSCAPE CONSTRUCTION. 12. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK. 13. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PLANTING (INCLUDING, BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, FERTILIZING, ECT.) OF THE PLANTING AREA & LAWNS UNTIL THE WORK IS ACCEPTED IN TOTAL BY THE LANDSCAPE ARCHITECT & THE OWNER. 14. THE LANDSCAPE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A PERIOD OF ONE (1) YEAR BEGINNING AT THE DATE OF THE FINAL ACCEPTANCE. THE LANDSCAPE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS BEFORE OR AT THE END OF THE GUARANTEE PERIOD (AS PER DIRECTION OF THE OWNER). 15. AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN LEAF SHALL BE ACCLIMATED FOR TWO (2) WEEKS UNDER A MIST SYSTEM PRIOR TO INSTALLATION. 16. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE WORK) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH THE SAME MATERIAL OF THE SAME SPECIES, QUALITY, SIZE, AND MEETING ALL PLANT LIST SPECIFICATIONS. 17. STANDARDS SET FORTH IN 'AMERICAN STANDARDS FOR NURSERY STOCK' 1996 EDITION, REPRESENT GUIDELINE SPECIFICATIONS ONLY AND CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. 18. ALL DISTURBED LAWN AREAS ARE TO BE ROTOTILLED AND HYDROSEEDED UNLESS OTHERWISE NOTED. IF THE SOIL WILL NOT ADEQUATELY SUPPORT GRASS, THEN SIX INCHES OF TOPSOIL SHALL BE ADDED FIRST. LANDSCAPE STONE (MATERIAL / COLOR SELECTION BY OWNER) BORDERED BY 3/16" X 4" HIGH METAL EDGING STAKED 3' O.C. PLANTING SCHEDULE SYMBOL 14 -move Wim JkA*� Species IftisiApd, boam R09 CDW Flea ^ Collar shah ke kw arto of busier cumag hmitonhuy. After tree is in r&" thertst t 1"-2' Am ft" pr of the bauxet cw* grade. yertiea y, d a to 10C* :d== 2"•4" of baniwoW muk k Aged wutui CIVIL SITE GROUP, INC L1r sim match. K" mule}; Sml F& 2"3" from trmiL STRUCTURAL ENGINEER LYNCH, HARRISON & '$�CgS�i�r��G��8y`��4t,(i�fli=lly_a j ds ater— �tousing y�mmAie •v_• :V4r� a rpoaxt& Law soli under ball msAgmbed" W smppo t soot kali and m dm sculling. 112 - 2 tomes ba SHRUB PLANTING DETAIL wrmsc" iza�esoia umc�r lmit �,,,,�,a do $upper root tali and reduce still* 1 its • 2 timet ball Rmove mp ad labels. tt"� m �,tt atpl mfmg tune, Bud gat Root t;,ollu,' Mara: Collar shall be level or ;fit to 1" 2" above fsmiA gradin. Rmove am aarA= WA to kx& Wopossrac>€ ffim Sail Score aideaof the p1mfi ig pet wak TREE _PLANTING DETAIL. �aro�uc EES -REE S; i Fr;FNn- NURSERY SOD GENERAL PLANTING NOTES: 1. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL; FREE OF PEST & DISEASE. 2. ALL PLANT MATERIAL TO BE NORTHERN GROWN IN SIMILAR CLIMATIC CONDITIONS. 3. ALL PLANTS MUST BE CONTAINER—GROWN OR BALLED & BURLAPPED(B&B) AS INDICATED IN THE PLANT LIST. 4. ALL TREES MUST BE STRAIGHT TRUNKED, FULL HEADED & MEET ALL REQUIREMENTS SPECIFIED. 5. NO SUBSTITUTIONS OF PLANT MATERIAL WILL BE ALLOWED. IF PLANTS ARE SHOWN TO BE UNAVAILABLE, THE CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT PRIOR TO BID DATE IN WRITING. 6. ALL PLANTS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT & THE OWNER BEFORE, DURING, AND AFTER INSTALLATION. 7. ALL PLANTS & PLANTING AREAS TO RECEIVE 3" MINIMUM OF SHREDDED HARDWOOD BARK MULCH (UNLESS OTHERWISE NOTED). MULCH SHALL BE UNIFORM IN TEXTURE AND COLOR. NO PROCESSED TREE TRIMMINGS WILL BE ALLOWED. 8. ALL PLANTING BEDS SHALL HAVE PRE—EMERGENT HERBICIDE APPLIED AS PER MANUFACTURER'S RECOMMENDATION. 9. MULCH BEDS SHALL EXTEND A MINIMUM WIDTH OF TWO TIMES THE PLANT CROWN. 10. ALL PLANTING BEDS SHALL HAVE A METAL EDGE (SEE PLANTING DETAILS). 11. PRIOR TO CONSTRUCTION, THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES & SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY & ALL DAMAGE TO THE UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC.. WHICH OCCURS AS A RESULT OF THE LANDSCAPE CONSTRUCTION. 12. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK. 13. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PLANTING (INCLUDING, BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, FERTILIZING, ECT.) OF THE PLANTING AREA & LAWNS UNTIL THE WORK IS ACCEPTED IN TOTAL BY THE LANDSCAPE ARCHITECT & THE OWNER. 14. THE LANDSCAPE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A PERIOD OF ONE (1) YEAR BEGINNING AT THE DATE OF THE FINAL ACCEPTANCE. THE LANDSCAPE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS BEFORE OR AT THE END OF THE GUARANTEE PERIOD (AS PER DIRECTION OF THE OWNER). 15. AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN LEAF SHALL BE ACCLIMATED FOR TWO (2) WEEKS UNDER A MIST SYSTEM PRIOR TO INSTALLATION. 16. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE WORK) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH THE SAME MATERIAL OF THE SAME SPECIES, QUALITY, SIZE, AND MEETING ALL PLANT LIST SPECIFICATIONS. 17. STANDARDS SET FORTH IN 'AMERICAN STANDARDS FOR NURSERY STOCK' 1996 EDITION, REPRESENT GUIDELINE SPECIFICATIONS ONLY AND CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. 18. ALL DISTURBED LAWN AREAS ARE TO BE ROTOTILLED AND HYDROSEEDED UNLESS OTHERWISE NOTED. IF THE SOIL WILL NOT ADEQUATELY SUPPORT GRASS, THEN SIX INCHES OF TOPSOIL SHALL BE ADDED FIRST. LANDSCAPE STONE (MATERIAL / COLOR SELECTION BY OWNER) BORDERED BY 3/16" X 4" HIGH METAL EDGING STAKED 3' O.C. PLANTING SCHEDULE SYMBOL Quantity Species 0 2 "JAPANESE LILAC TREE" — 2.5" Cal. Min. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 NOTE: PLACE 3" MINIMUM SHREDDED HARDWOOD BARK MULCH IN ALL LANDSCAPE BEDS. 10 0 5 10 ( IN FEET ) 1 inch = 10 ft. SYMBOLS PLAN KEY EXISTING ORNAMENTAL TREE ...:A NEW ORNAMENTAL TREE PLANTING SOIL MIX NOTES: 1. LANDSCAPE CONTRACTOR SHALL SUPPLY ALL PLANTING SOIL. PLANTING SOIL SHALL BE MIXED AND STORED ON SITE. 2. LANDSCAPE CONTRACTOR SHALL FURNISH A GOOD, CLEAN, DARK, LOAMY TOPSOIL. TOPSOIL MUST BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. THE PLANTING SOIL MIX MUST BE APPROVED BY LANDSCAPE ARCHITECT PRIOR TO ANY BACKFILLING. 4. THE PLANTING SOIL MIX SHALL CONSIST OF THE FOLLOWING FOR TREES AND SHRUBS: 66% TOPSOIL 33% COMPOST DKGR, LLC 409 MASSACHUSETTS AVE, #312 Indianapolis, In 46204 R4- CAA -C7 f - 317.632.3662 www.dkgrar.com THESE DRAWINGS, SPECIFICATIONS AND AL_ COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, LLC. THEY SHALL BE USED ONLY WITH RESPECT TO THIS PROJEC- AND ARE NOT TO BE USED ON ANY OTHER PRO -ECT OR WORK WITHOUT PRIOR WRITTEN PER-SS'.ON FROM .DKGR, LLC. CONTRACTOR REI CONSTRUCTION 11711 NORTH PENNSYLVANIA STREET SUITE 200 CARMEL, IN 46032 P - 317.573.6043 W W W.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P-317.423.3305 W W W.CIVILSITE. NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423.1550 W W W.LBH-ENG.COM K DES S .•..... ••ESTE '. G SFO 00�N 00 • N9 PE10910647 STATE OF i�O" ♦♦x,01 / ONAt- ,, 11111 CV r M ,^ o V o O z O .� E z = U � W > Fn in LU z O d W CD Z w U° W Z 0 o O N En Q m m LU o 4 N O = O 0 N M m m W W ~ V Z 3 Z Q N W H O V W 2 Q w rn o c c a 707Q z AAJ a. W OIL Q � V `..� a z Q J EXISTING NORTH BUILDING EXISTING SOUTH BUILDING 1 FIRST FLOOR DEMOLITION PLAN DEMOLITION NOTES 1 REMOVE PORTION OF EXTERIOR WALL TO A HEIGHT OF APPROXIMATELY 9'-0" TO ACCOMMODATE NEW CONSTRUCTION. TO INCLUDE BRICK WAINSCOT, EIFS, FRAMING AND GYPSUM BOARD, COORDINATE SEQUENCING WITH EXISTING TENANT. REFER TO STRUCT. DRAWINGS FOR NEW LIGHT -GAUGE FRAMED HEADERS AT THESE LOCATIONS. 2 DEMOLITION OF ADJACENT TENANT SPACE IS THE RESPONSIBILITY OF THE TENANT AND IS TO BE COORDINATED WITH THE WORK OF THIS PROJECT. 3 REMOVE PORTION OF EXTERIOR WALL AS NEEDED TO ACCOMMODATE NEW STRUCTURAL CONNECTION. REFER TO STRUCTURAL DRAWINGS. 4 REFER TO STRUCTURAL DRAWINGS FOR REMOVAL OF EXISTING STRUCTURAL CROSS -BRACING. 5 REFER TO CIVIL DRAWINGS FOR SITE RELATED WORK. 6 REMOVE ALL FAILING EIFS AND SUBSTRATE AT SE CORNER OF NORTH BUILDING (UP TO APPROX. 12'-0") IN PREPARATION FOR NEW WORK. 7 REMOVE PORTION OF BRICK WAINSCOT AND EXTERIOR FINISH SYSTEM AS NEEDED TO ACCOMMODATE NEW WALL CONNNECTION. REFER TO PLAN DETAILS. 001%111111111/// � G SC/Y&,`/�� �g �?f r ti r N0.10500156 - STATE OF rJi l.'v t1 tt!lkk11 N ♦>. � V � , O z J O E z ca C = U U -> w m E z o > Q� W — �— c �z0W W W T z mV r- o o a a W o M Lu 7 aj U N O = O p z U N O O N Q } m m m W W U Z Z Lu Q w 2 Q O z T a J IXa Oo r O- .jF- LL I- O W lL O } H J m Q z Q H V z U) w 0 w U W U Q DKGR, LLC 409 MASSACHUSETTS AVE, #312 INDIANAPOLIS, IN 46204 P - 317.614.0053 1 F - 317.632.3662 WWW.DKGRAR.COM I THESE DRAWINGS, SPECIE ICATI ONS AND ASL COPIFS THEREOF ARE AND SHALL REMAN THE PROPERTY OF DKGR, LLC. THEY'HA-L RE OSEC ONLY WITH RESPECT TO Th'IS PROJECT AND ARE NOT TO BE USED ON ANI OTHER PROJEC` OR WORK WITHOUT PRIOR WRITTEN PFRM'SSION FROM DKGR, LLC- CONSULTANTS CONTRACTOR REI CONSTRUCTION IINORTH PENN`.,YLVANiA'TREE- SUi TE 200 CARME'_, IN 66032 - 317 575 bO,.3 WWW. RE RES -COM CIVIL E'E'G WEER CIVIL SITE GROUP, INC 6,.3 MASSACHUSETTS AVENUF SUITE 200 NDIANAPOLIS, IN 4620E 35j5 WWW. CIVIL'[TE.NET ,'MW STRUCTURA- ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 45203 P - 317.425.1550 WWW-1_BH-FOG -COM 001%111111111/// � G SC/Y&,`/�� �g �?f r ti r N0.10500156 - STATE OF rJi l.'v t1 tt!lkk11 N ♦>. � V � , O z J O E z ca C = U U -> w m E z o > Q� W — �— c �z0W W W T z mV r- o o a a W o M Lu 7 aj U N O = O p z U N O O N Q } m m m W W U Z Z Lu Q w 2 Q O z T a J IXa Oo r O- .jF- LL I- O W lL O PLAN NOTES 1 NEW FINISH TO ALLIGN WITH EXISTING FINISH AT RETURNS 2 DASHED LINE INDICATES BULKHEAD ABOVE. 3 DASHED LINE INDICATES EXTERIOR SOFFIT ABOVE 4 2-1/2" METAL STUD FRAMING WITH GYPSUM BOARD ON ROOM SIDE ONLY. 5 EXISTING WALL CONSTRUCTION. 6 DARK BRONZE ALUMINUM STOREFRONT SYSTEM TO MATCH BUILDING STANDARD IN FINISH, SIZE AND MULLION SPACING. 7 DOUBLE ALUMINUM STOREFRONT ENTRY SYSTEM TO MATCH BUILDING STANDARD IN FINISH, SIZE AND HARDWARE. 8 INSTALL NEW EIFS AND AND SUBSTRATE (UP TO APPROX. 12'-0") AT EXISTING SE CORNER OF NORTH BUILDING. 9 ALL NEW DRYWALL SURFACES ARE TO BE TAPED, MUDDED AND FINISHED TO A LEVEL 4 FINISH AND PAINTED WITH 1 COAT OF PRIMER IN PREPARATION FOR TENANT BUILD -OUT. 1 FIRST FLOOR PLAN ALUMINUM STOREFRONT SYSTEM TO MATCH EXISTING SEALANT AND BACKER ROD BRICK WAINSCOT BELOW EIFS. TYPE, SIZE AND COURSING PATTERN TO MATCH THAT OF EXISTING CONDITIONS. 1" EXTERIOR INSULATION FINISH SYSTEM OVER 1/2" GYPSUM SHEATHING SEALANT AND BACKER ROD CONTROL JOINT EXISTING WALL CONSTRUCTION EXISTING BRICK WAINSCOT BLOCKING AS NEEDED FOR SECURE ATTACHEMENT OF NEW FRAMING 1" EXTERIOR INSULATION FINISH SYSTEM OVER 1/2" GYPSUM SHEATHING BRICK WAINSCOT BELOW EIFS. TYPE SIZE AND COURSING PATTERN TO MATCH THAT OF EXISTING CONDITIONS SEALANT AND BACKER ROD ALUMINUM STOREFRONT SYSTEM TO MATCH EXISTING SEALANT 5/8" GYPSUM WALL BOARD 3-5/8" METAL STUD FRAMING WITH BATT INSULATION SEALANT ALUMINUM STOREFRONT SYSTEM TO MATCH EXISTING SEALANT 5/8" GYPSUM WALL BOARD 6" 16 GAUGE METAL STUD FRAMING WITH BATT INSULATION 2-1/2" METAL STUD FRAMING EXISTING BRICK WAINSCOT MAY REMAIN Z PLAN DETAIL_ NEW FINISH TO BE FLUSH WITH EXISTING FINISH 2 1/2" METAL STUD FRAMIN 5/8" GYPSUM WALL BOARD 4 PLAN DETAIL_ NEW STRUCTURAL COLUMN. REF. STRUCT. DWGS. SEALANT ALUMINUM STOREFRONT I SYSTEM TO MATCH EXISTING /— SEALANT AND BACKER ROD 1" EXTERIOR INSULATION FINISH SYSTEM OVER 1/2" GYPSUM SHEATHING LINE OF COLUMN CAPITOL �"—/ --------- ABOVE FORMED RIGID INSULATION _ LINE OF COLUMN BASE BELOW 1 I I ---------------------- 2'-1 " -------------------2'-1" VIF TO MATCH 1 3-5/8" METAL STUD FRAMING WITH BATT INSULATI SEALANT AND BACKER ROD ALUMINUM STOREFRONT SYSTEM TO MATCH EXISTING SEALANT AND BACKER ROD BRICK WANSCOT BELOW EIFS. TYPE, SIZE AND COURSING PATTERN TO MATCH THAT OF EXISTING CONDITIONS. 1" EXTERIOR INSULATION FINISH SYSTEM OVER 1/2" GYPSUM SHEATHING SEALANT AND BACKER ROD ALUMINUM STOREFRONT SYSTEM TO MATCH EXISTING EXISTING BRICK WAINSCOT MAY REMAIN 5/8" GYSPUM W."' ' BOARD OVER 2 - METAL STUD FRAM ........................... NEW FINISH TO BE FLI,1-11 WITH EXISTING FINISH 3 PLAN DETAIL - Al YY.9 O EXISTING WALL CONSTRUCTION ■ NOT TO BE USED ON ANY CTHER PRO_.EC- L WORK WITHOUT PRIOR WR;TTEN PERNROM DKGk, LL-- CONTRA,­-OR LC CONTRAC'OR REI CONSTRUCTION i71I NORTH PENNSYLVANIA STREET SUI'' -E 200 CARMEL, IN 46032 P - 317.573.6043 WWW-REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS,N 46204 P - 317.423.3305 WWW.CIVI�SITE. NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 VIRGINIA AVENUE INDIANAPOLIS, IN 46203 P - 317.423.1550 WWW -'_BH -ENG . COM ..................................:................:: - SEALANT AND BACKER RODS>.'�,, ALUMINUM STOREFRONT ¢n rI SYSTEM TO MATCH `\� 2" MIN EXISTING No. 10500156 STATE CF 5/8" GYPSUM WALL BOARD OVER 2 1/2" ',, ` A - • ���`�`` METAL STUD FRAMING. ri�� c►�1� ttt�►it► MATCH EXIST! NEW STRUCTURAL STEEL COLUMN - REF. STRUCT. DWGS. NEW STRUCTURAL CROSS -BRACING - REF. STRUCT. DWGS. N CO 5 PLAN D ETAIL 00 z A101 1" = V-0" J N Z cz C U zzw U -> m N Z o> c a oc cn w MATCH EXIST. W Z U STOREFRONT Z 2" MIN SYSTEM TO MATCH EXISTING WALUMINUM � � �j O do SEALANT AND BACKER ROD w -� U _ N O O ui U N o N a LLI Z uj W Z Y U W U Z ........ ....... O W Q l G PLAN DETAIL- T PLAN DETAIL r J m a _z a H N z cn w 0 w H v w U a CEILING PLAN LEGEND 1 i ELEVATION IDENTIFICATION 2'x4' LAY -IN FIXTURE ® EXIT LIGHT ® SUPPLY DIFFUSER RETURN DIFFUSER 2'x4' SUSPENDED ACOUSTICAL CEILING GYPSUM BOARD CEILING GENERAL NOTES 1. ALL A.P.C. CEILINGS TO BE BUILDING STANDARD. 2 AT A.P.C. CEILINGS, EXTEND GYPSUM BOARD TO ABOVE CEILING. AT GYP. BD. CEILINGS, TERMINATE GYP. BD. AT CEILING UNLESS OTHERWISE NOTED. 3. FIRE -PROTECTION DESIGN TO BE DONE BY FIRE -PROTECTION ENGINEER, ALL SPRINKLER HEADS ARE TO BE CONCEALED WITH WHITE COVER PLATES. 4 REFER TO MECHANICAL DWGS. FOR LOCATION OF ALL SUPPLY AND RETURN DIFFUSERS. 5. REFER TO ELECTRICAL DWGS. FOR ALL EMERGENCY AND NIGHT LIGHT REQUIREMENTS. CEILING TYPES Cl BUILDING STANDARD 2'x4' SUSPENDED ACOUSTICAL PANEL CEILING SYSTEM. C2 5/8" GYPSUM BOARD OVER METAL STUDS AT 24" O.C. FIRST A110 1/4" = V-0" FLOOR CEILING PLAN ROOF PLAN �2 A110 1/4" = V-0" H J_ m Q z Q c z 0 U) w 0 w u w U Q z J III 0J z O °C a LL LL o � � w° Q H J_ m Q z Q c z 0 U) w 0 w u w U Q ALL REVEALS, CONTROL JOINTS AND THICKENED EIFS PROFILES ARE TO MATCH EXISTING CONDITIONS IN DIMENSIONS AND FINISH. VERIFY IN FIELD (A,' T/WEST COPING 47 16-8" EXTERIOR INSULATION FINISH SYSTEM TO MATCH EXISTING TEXTURE AND COLOR - PREFINISHED ALUMINUM COPING (TYP) COLOR TO MATCH EXISTING) 6'-0" 6'-0" MATCH EXIST. MATCH EXIST. I I I I / \ I V / 4 �EQ. T/PARAPET � 21'-5" 1 B/SOV-6" IT � z Ln X ui U H FINISHED FLOOR � OI�1 EQ. � EQ. ALUMINUM STOREFRONT SYSTEM WITH 1" INSULATED GLASS. ALUMINUM FRAME(S) AND GLAZING TO MATCH EXISTING CONDITIONS. 1 EAST ELEVATION �MIE%1►IATr - hill/ - AKIPY �1 IMn EXTERIOR INSULATION FINISH SYSTEM TO MATCH EXISTING TEXTURE AND COLOR PREFINISHED ALUMINUM COPING (TYP) COLOR TO MATCH EXISTING) LINE OF PARAPET WALL BEYOND EQ. BRICK WAINSCOT - TYPE SIZE AND 5 COURSING PATTERN TO MATCH THAT A202 OF EXISTING CONDITIONS ALTERNATE DEDUCT: TAKE EIFS TO GRADE IN LIEU OF BRICK WAINSCOT (TYP) r EQ. I EQ. I ALUMINUM STOREFRONT SYSTEM WITH 1" INSULATED GLASS. ALUMINUM FRAME(S) AND GLAZING TO MATCH EXISTING CONDITIONS. HORIZONTAL MULLION 1 SPACING TO MATCH EAST ELEVATION L WEST ELEVATION T/PARAPET 21'- 5" �I B/CEILING 12'- B/SOFFIT � 9'-6" V FINISHED FLOOR EXTERIOR INSULATION FINISH SYSTEM TO MATCH EXISTING TEXTURE AND COLOR PREFINISHED ALUMINUM COPING (TYP) COLOR TO MATCH EXISTING) LINE OF PARAPET WALL BEYOND T/PARAPET � 21'-5" 1 T/WEST COPING � 16'--811 �1 T/WINDO_ 9'-6" r v (V EQ. EQ. EQ. FINISHED FLOOR � OII 1 BRICK WAINSCOT - TYPE SIZE AND COURSING PATTERN TO MATCH THAT OF EXISTING CONDITIONS T/PARAPET � 21'-5" V T/WEST COPING 16'-8" 1 r J_ m a z_ a H N N z V) w 0 w U w U a DKGR, LLC 1 409 MASSACHUSETTS AVE, #3121 INDIANAPOLIS, IN 46204 1 P - 317.614.0053 1 F - 317.632.3662 1 WWW. DKGRAR. COM THESE DRAWINGS, SPECIFICATIONS AND v, L COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, LLC. THEY SHALL BE JSED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT jR WORK WITHOUT PRIOR WRITTEN PERMISSION FROM DKGR, LLC. TNVINDOW N M V CD CONTRACTOR 0 z 9' - 6" REI CONSTRUCTION Z = 11711 NORTH PENNSYLVANIA STREET c V W > m SUITE c00 H CARMEL,IN 46032 N P - 317.573.6043 > C WWW.REIRES.COM CIVIL ENGINEER w z CIVIL SITE GROUP, INC 0 6 MASSACHUSETTS AVENUE SUITE 200 NDIANAPOLIS, IN Lb70L O P - 317.423.3305 FINISHED FLOOR N o O ��VW,'CIVILSITENET 0 1 C N STRUCTURAL ENGINEER LYNCH, HARRISON & ALUMINUM STOREFRONT WINDOW SYSTEM BRUMLEVE WITH 1" INSULATED GLASS. ALUMINUM FRAME(S) AND GLAZING TO MATCH EXISTING sso VIRGINIA AVENUE ND ANAPOLIS, IN 46203 CONDITIONS. P - 317.°25.1550 WWVv.LBH-FNG.COM ALTERNATE DEDUCT: TAKE EIFS TO GRADE IN LIEU OF BRICK WAINSCOT (TYP) LA WEST ELEVATION -ALTERNATE A201 3/16" = 11-011 3 BUILDING SECTION- 4 1 BUILDING SECTION 1/411 = 11-011 T/PAR_APET 21'-5" STUDS BACK TO EXISTING WALL AS :DED FOR STABILITY. FINISHED FLOOR 0 V DESCRIPTION I DATE �011t>,rtrttrrtf/// o", l c sucklInc} STEO N0.10500156 - STATE OF ���fltt11LL1��S��,,l m m m W W Z Z U Q Q N W H uj aO Z 0 WZ r U) 0 oa 0 > cmW W J F- W W 0 N M V CD 0 z J Z = c� U c V W > m ami E H N Z o Q C/) > C 0Lu Z v W Wr w z �U o 0 0 s O aj LLI- 7 U = N o O �U a C N m m m W W Z Z U Q Q N W H uj aO Z 0 WZ r U) 0 oa 0 > cmW W J F- W W 0 PREFINISHED METAL COPING TO MATCH � 9 � EXISTING. T/PA_RAPET � 21'-5" LAP ROOF MEMBRANE OVER PARAPET WALL EPDM ROOF MEMBRANE OVER 1/4" PROTECTION BOARD OVER 3" RIGID INSULATION DEEP LEG SLIP TRACK REF. STRUCT. DWGS. rh 10NG \_ _ 12' - 011" REFER TO CEILING PLAN 5/8" GYPSUM WALL -BOARD 5/8" GYPSUM WALL -BOARD OVER 7/8" HAT -CHANNEL OVER 1/2" GYPSUM SHEATHING OVER 3 5/8" METAL FRAMING. SEALANT AND BACKER ROD - BOTH SIDES ALIGN WITH ADJACENT WALL(S CONCRETE SLAB VIF I VIF ^4 2'-0" REFER TO STRUCT. DWGS FOR FOUNDATION DETAILS ea d. a 4< WALL SECTION A202 3/4" = V-0" 1" EIFS OVER 1/2" GYPSUM SHEATHING OVER 3-5/8" (16 GA.) FRAMING. (TYPICAL) CANT STRIP CONTINUOUSLY CLIP STUDS BACK TO STRUCTURE REF. STRUCT. DWGS. BATT INSULATION 4" MATCH EXISTING PROFILE AND DIMENSIONS B/SOFFIT 9-611 �'1 DRIP EDGE 1" EIFS OVER 1/2" GYPSUM SHEATHING OVER 3-5/8" FRAMING. (TYPICAL) ALUMINUM STOREFRONT SYSTEM. FINISHED FLOG..._._ R � 0111 DRAWNG DIMENSIONS ARE BASED ON HISTORIC DRAWINGS AND LIMITED FIELD MEASUREMENTS. ALL DIMENSIONS OF EXTERIOR ELEMENTS ARE ULTIMATELY TO MA EXISTING CONDITIONS OF THE ADJACENT BUILDINGS WHEREVER APPLICABLE. CONTRACTOR TO VERIFY IN FIELD PRIOR TO WORK. Lk T/WEST COPING 161- 8" CONTINUOUSLY CLIP STUDS BACK TO STRUCTURE 1" EIFS OVER 1/2" GYPSUM SHEATHING OVER 6" (16 GA.) FRAMING (TYPICAL) T/WINDOW 91- 611 SEALANT AND BACKER ROD (BOTH SIDES) jjk FINISHED FLOOR 011 2. WALL A202 3/4" = V-0" 'Kt-I­UHMtU ALUMINUM GUF'IN6 'ANT STRIP =PDM ROOF MEMBRANE OVER 1/4" PROTECTION BOARD OVER 3" 3IGID INSULATION 3EFER TO STRUCT. DWGS. B/CEILING 12'-011 1 3EFER TO CEILING PLAN 5/8" GYPSUM WALL -BOARD 4LUMINUM STOREFRONT SYSTEM DONCRETE SLAB DWGS ETAI LS SECTION NEW FINISH TO BE EXI 1" INTERIOR EXPA AT BULKHEAD AN NEW COf EXISTING COIF WALL A202 3/4" = 1'-0" SECTION T/PARAPET � 21'-55�1 NG PARAPET WALL 3OOF MEMBRANE UP EXISTING VALLS MIN. 24". CUT MEMBRANE VALL AND SEAL WITH NATION BAR AND SEALANT. EXPANSION JOINT ROOF MEMBRANE OVER IOTECTION BOARD OVER 3" INSULATION LEG SLIP TRACK METAL FRAMING B/CEILING 12' -- 0" �1 I TO CEILING PLAN (PSUM WALL -BOARD FINISHED FLOOR 011 1 1" EIFS REVEAL B/CEILING 12'-0" T/WINDOW 91 - 611 FINISHED FLOOR OII 4 EIFS COLUMN DETAIL 1" EIFS SYSTEM SST FLASHING TO LAP OVER BRICK 4" SOLID BLOCK OR (3) COURSES OF BRICK rJ TYPICAL BRICK SECTION r J_ m a z a cfl p z 0 V) W 0 W E u W cc U U V Lu Q DKGR, LLC i 409 MASSACHUSETTS AVE, #312 INDIANAPOLIS, IN 46204 P - 317.614.0053 F - 317.632.3662 WWW. DKGRAR. COM I DISCLAIMER N > THESE DRAW,NGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, LLC. THEY SHALL BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERMIS�I�"N f ROM LV, DKGR,' LC. CONSULTANTS �V COLTRAC ,OR REI CONSTRUCTION o PENN YLVAN14 STREET S'OP_H U TE 200 CARMEL IN4Ko ' o W ouj P 60»Z' a Q W W W. RE RE` -CONI o o CIVIL ENGINEER z W a CIVIL SITE GROUP, INC 663 MASSACHOSETTS 41,ENUF NN O SUITE 200 INDIANAPOL6, IN r.6204 m WW P - 317.423.3305 WWW.CNILSITE_ NET STRUCTURAL ENGINEER Z 2 LYNCH, HARRISON & BRUMLEVE v N 550 VIRGINIA AVENUE w z cl INDIANAPOLIS, IN x6203 a 0 P - 317_[.23.1550 W W W. LB H -E NG _COM .� QC, ATE,, -- s No, 10500156 - STATE OF / „ «<!I!7lfUN»1 t 4 N 00 0 �R V cfl p Z J O E Z = cc U V Lu -a m E Z � o N > Q (1) C �Z W LV, C)w z �V o o W ouj a Q a Q W Y o o PO z W a U NN O m m WW m U Z Z 2 v N x o w z cl U a 0 m (L 4 T ® _S D_4 RG2 500 500 120 b RG2 SD41000 500 01 (—S -D-4) 500 SD4 500 I Al O Specifications: Section 15500: Scope Of Project Part 1: General 1.1 Furnish all materials and labor required to provide a complete, operable and acceptable installation as shown on the Contract Documents. 1.2 All items described within the Contract Documents shall be furnished and installed complete by the Contractor unless noted otherwise. 1.3 Work shall include, but not necessarily be limited to, the following: A. RTU System. B. Ductwork and terminal devices. C. Temperature control system. D. Testing and balancing. E. Roof drains and piping. F. Gas piping. 1.4 All Materials and equipment shall be in strict accordance with the Contract Documents and some shall be new, of the best grade and quality. 1.5 Submit product data and/or shop drawings as specified in the Contract Documents. 1.6 All work must be performed in accordance with all Federal, State and Local Laws, Codes, Ordinances, etc. 1.7 All materials and equipment shall be installed by mechanics skilled in their particular trade. 1.8 Coordination of all Sub—Contracts throughout the construction of this project shall be the responsibility of the Contractor. DKGR, LLC 409 MASSACHUSETTS AVE, #312 INDIANAPOLIS, IN 46204 P - 317.614.0053 F - 317.632.3662 I WWW.DKGRAR.COM THESE DRAWINGS, SPECIFICATIONS AND ALL COPIES THEREOF ARE AND SHALL REMAIN THE PROPERTY OF DKGR, LLC. THEY SHALL BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE NOT TO BE USED ON ANY OTHER PROJECT OR WORK WITHOUT PRIOR WRITTEN PERMISSION FROM DKGR, LLC. CONTRACTOR REI CONSTRUCTION 11711NORTH PENNSYLVANIA STREET SUITE 200 CARMEL,IN 46032 P - 317.5 7 3,6043 WWW.REIRES.COM CIVIL ENGINEER CIVIL SITE GROUP, INC 643 MASSACHUSETTS AVENUE SUITE 200 INDIANAPOLIS, IN 46204 P - 317.423.3305 WWW.CIVILSITE.NET STRUCTURAL ENGINEER LYNCH, HARRISON & BRUMLEVE 550 V'.RGIN;A AVENUE INDIANA10t_IS, IN L6203 P - 5 7.423.550 WWW.LBH-ENG.COM DESCRIPTION DATE HVAC PLAN CEILING PLAN M101 1/8" = V-0" M101 1/8" = 1 I-0" DS/ .•.......MAS IIIW !6 3 No, :2 �=20158 =� cc % STATE OF �9 0 ROOFTOP UNIT SCHEDULE TAG MFGR MODEL ELECTRICAL DATA GAS INPUT OUTPUT REFERIG. LOCATION STD. UNIT WEIGHT / HEIGHT W/ CURB TONS VOLTS KW PHASE III MCA MBH TYPE RTU -1 CARRIER 48TCEDO8E2A5-0F000 7.5 208/230 — 1 3 141.1150 180/148 R-41 OA Vestibule 810 lbs. 55" ROOF PLAN M101 1/8" = V-0" 1. Provide factory mounted CO2 R/A sensor. 0L a N - 2. Disconnect and Convenience outlet provided by EC. 0 G.9 3. Provide 14" high roof curb. o 0 0 4. Provide low ambient control. N O 5. Provide economizer. r M O 6. Provide power exhaust. � o N Provide Debonair 450 Slimline—Premier programmable thermostat. O "It7. Z J 0 W E .� ZC GRILLES, REGISTERS DIFFUSERS = W W U AG SIZE NECK SIZE MFGR MODEL I NOTES Z JnV 3 SD4 24/24 12-0 PRICE SCD - W Q ID r U) W H O L) uU m W IX RG2 24/24 24/24 PRICE 80 -FR - c o U c a Z o 0 LLJ � OC Z U W �.. o 0 O Y�Y Cd ■ IOp� MO IID�� t 11M aE (t) M 11D1 ql�-Aad 1�11� M MARL D➢f ■/RT Hlld 1RRT pMI�J �0i NO MILL \/\77 Ra1Ri1 OIDIL AID 1RIIDFR oxrmDL RtFDt 10 t AND MMlMRO FOR ow MCS Mechanical Contracting Services, Inc. 15371 Stony Creek Way Noblesville, Indiana 46060 0 0L a N - LU 0 o 0 0 0 N O Z O O U7 N Q W W W W W U Z JnV 3 ,ZLLJ Q N W H O L) uU z Q IX rn c o U c a } H J_ CO Q Z_ Q H N N Z U N W W ry F- U w U a EXISTING MECHANICAL ROOM THIS DRAWING AND ALL INFORMATION ON IT IS THE PROPERTY CF GAYLOR, INC, IT IS CONFIDENTIAL AND ITS SUBMISSION OR DISTRIBUTION TO MEET OFFICIAL REGULATORY REQUIREMENTS OR FOR OTHER PURPOSES IN CONNECTION WITH THIS PROJECT IS NOT TO BE CONSTRUED AS PUBLICATION IN DEROGATION OF GAYLOR, INC.'S COMMON LAW COPYRIGHT OR OTHER RESERVED RIGHTS. THIS DRAWING NOR ANY PART OF IT, NOR ANY INFORMATION CONCERNING IT MAY BE COPIED, EXHIBITED, REPRODUCED OR FURNISHED TO OTHERS NOR MAY PHOTOGRAPHS BE TAKEN DF ANY ARTICLE FABRICATED OR ASSEMBLED FROM THIS DRAWING WITHOUT WRITTEN CONSENT OF GAYLDR, INC. ® COPYRIGHT BY GAYLOR, INC. 2011. LIGHTING PLAN 0 LIGHT FIXTURE SCHEDULE TYPE DESCRIPTION MANUFACTURER LAMPS VOLTAGE 2'x4'3 -LAMP FLUORESCENT LAY -IN GRID TROFFER, WITH LrrHONiA CAT. # 2GT8 3 32 A 12120 GE3101S (3)-F32T&1735 120 A ACRYLIC LBWS AND SNGLE ELECTRONIC BALLAST Z 0 SAME AS TYPE `A' EXCEL' WrrH EMERGENCY BATTERY LrrHONIA CAT. # 2GT8 3 32 A12120 GIEB101S (3)-F32MI735 120 A'EM PACK 6V REMOTE aiERGENCY HEAD, WET LOCTION RATER LrrHONIA CAT #ELA SCS VA P M12 8W/6V I iCAN. 6V WV UNIT w A ER LEL, EXIT LIGHT WTH REO STENCIL FACE LETTERS LITHONIA GAT ##ECR W I UNIT 120277 EMX POWER PLAN H G.9 F >w wa wQ Z 0 H u 0 w A W Z W H Z W J 0mQ �QQ O0� — Z ZLul)) xWJ W fY :2 Z Q �Z WEU U O rlZ W O r 0 M r I- F- N CD E aO.OZM v L O u- J u- j, Z 0) Y M to 0 N J 4 N _ N Q I_ Z 0 T` M 2 a. CERTIFIED BY, �• Sltij ''''%., �GZST£P� SO No. 2= 20158 STATE OF O� DRAWING TITLE, ELECTRICAL PLANS DRAWN BYi MTF DATEi 02-07-11 SCALE, 1/8' = 1'-0' APPROVED, DRAWING NO, E-1