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WZ-10-05
I A B C D E F G H J K L COORS PLANNED INDUSTRIAL DEVELOPMENT BOOK _PAGE_ RECEPnON N0. FILINGS NO. 1 & 2, AMENDMENT #8 °P FINAL DEVELOPMENT PLAN 1 AN OFFICIAL DEVELOPMENT PLAN IN THE CITY OF WHEAT RIDGE INCLUDING A PART OF TALMAR INDUSTRIAL PARK, FILING NO. 1, A PART OF THE N.W.1 /4, S.E.1 /4 AND A PART OF THE S.W.1 14, N.E. 1/4, ALL IN SECTION 16, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH P.M., JEFFERSON COUNTY, COLORADO. VICINITY MAP SHEET 1 OF 3 nu LEGAL DESCRIPTION ALLOWED USES CITY CERTIFICATION O BOOK 14 PAGE DEVELOPMENT P AN BOOK 14 PAGE 10 9 vw J �� B -.0 u m+n. > 9 6 RECEPTION NO. 00997892 wvmo sM a s COORS BREWING COMPANY, BEING THE OWNER OF THE REAL PROPERTY DEVELOPMENT STANDARDS APPROVAL THIS DAY OF 20_ BY THE CITY OF GATE 311808 F'. OF 28.74 ACRES MORE OR LESS DESCRIBED AS FOLLOWS: _ __ WHEAT RIDGE PIDAMENOMENTNO. 1 eaaP 9� P Wem MINIMUM BUILDING SETBACKS: SEC. 26 -302 B. BOOK 38 PAGE 11 LOT I OF COORS PLANNED INDUSTRIAL DEVELOPMENT FILING NO. 1, A MAXIMUM BUILDING HEIGHT: 50' -0" RECEPTION No. 84017574 2 �m $ I ✓' P +' h PORTION OF MILLER STREET RIGHT -OF -WAY AS DESCRIBED IN BOOK 89, MAXIMUM BUILDING COVERAGE: SEC. 26 -302 B. ATTEST DATE 027184 2 , ? _ aqw " PAGE 16 UNDER RECEPTION NUMBER 86051871, AND A PORTION OF LOT "LANDSCAPING 8 OF ARVADA RIDGE ANAL PLAT, SECTION 16, TOWNSHIP 3 SOUTH, SHALL BE A MINIMUM OF 20% OF THE TOTAL LOT PIDAMENRMENTNa.2 PROJECT LOCATION * w ecv"' y ' RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF AREA (SECTION 26 -502) BOOK 89 PAGE 18 ' z P JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS Cltt CLERK MAYOR RECEPTION No. 66051671 w•mw s - FOLLOWS: "ALL PARKING SHALL BE IN CONFOTMANCE WITH SECTION 26 -501 OF DATE 51886 saN.+m•n.+ "� THE WHEAT RIDGE CODE OF LAWS." a A PORTION OF TAI MAR INDUSTRIAL PARK, FILING N0. 1, AND A PORTION PIOAMENDMENT NO. 3 � M p OF THE N.W. 1/4, S.E. 1/4, AND THE SW. 1/4, N.E. 1/4, SECTION 16, "ALL EXTERIOR LIGHTING SHALL BE IN CONFORMANCE WITH SECTION OOP BOOK 70 PAGE 51 g TOWNSHIP 3 SOUTH, RANGE 69 WEST 6TH. P WHEAT RIDGE. 26 -503 OF WHEAT RIDGE CODE OF LAWS." RECEPTION No. 93127559 qy. _ O F y COLORADO, DESCRIBED AS FOLLOWS; COMMENCING AT THE S.E. CORNER, IN "W COMMUN DEVELOPMENT DIRECTOR DATE WOW N.W. 1/4, SEL 1/4 OF SAID SECTION 16, THENCE S89'30'02 ALONG "ALL FENCING SHALL BE IN CONFORMANCE WITH SECTION 26 -603 P " c THE SOUTH LINE OF THE N.W. 1/4, S.E. 1/4, 30.00 FEET TO THE TRUE OF THE WHEAT RIDGE CODE OF LAWS." P I D AMENDMENT No.4 OpP BOOK 105 PAGE 47 �� ^ '" ° °"•• POINT OF BECINING, THENCE CONTINUING 589'30'02 "W, 921.39 FEET MORE OR LESS TO A POINT THAT IS 376.72 FT. THE o. F1063350 RECEPT 3 _" _ fl EAST OF S.W. SIGNAGE SHALL BE IN CONFORMANCE NTH ARTICLE NI OF THE DATE 5TION 3 CORNER, N.W. 1/4, S.E. 1/4, THENCE NORTH AND PARALLEL TO THE WHEAT RIDGE CODE OF LAWS." WHEAT RIDGE, CO NORTH -SOUTH CENTER- LINE OF SECTION 16, 1323.42 FEET . TO A POINT ON THE SOUTH RIGHT -OF -WAY LINE OF THE COLORADO AND " COUNTY CLERK No .S PID SOUTHERN RAIL -ROAD, THENCE N74 ALONG THE SAID SOUTH RIGHT LINE, 642.61 FEET TO THE N.W. ARCHITECTURAL DETAIL N ACCORDANCE WITH THE SIREETSCAPE APPROVED BY THE PLANNING AND DEVELOPMENT DIRECTOR IN AND RECORDERS CERTIFICATE 115 PAGE 84 RECEPTION N0. F1480796 REC BOOK OOK No. -OF -WAY CORNER OF SAID AND ARCHITECTURAL DESIGN MANUAL." DATE 5113102 EXPLANATION OF AMENDMENT TALMAR INDUSTRIAL PARK,FILING NO.i,THENCE SO'12'57"E ALONG THE THE WEST LINE OF SAID INDUSTRIAL PARK 389.34 FEET, THENCE ' N89'33'01 "E, 383.29 FEET, TO THE WEST BOUNDARY OF THE MILLER STATE OF COLORADO p 1p AMEND MENTNa. B gMENO TION STREET RIGHT -OF -WAY; THENCE ALONG A NON- TANGENT CURVE TO THE ", CHARACTER OF DEVELOPMENT COUNTY OF JEFFERSON 118 PAGE 50 18 PAGE M RECEPTI ON TION AMENDMENT TO ADD SAND STORAGE BUILDING AS SHOWN ON SHEET 2 (BLDG 19) RIGHT HAVING A DELTA OF 17'19'11 A RADIUS OF 770.00 FEET, AND AN ARC LENGTH OF 232.76 FEET WITH A CHORD BEARING 58'51'47 "E, I HEREBY CERTIFY THAT THIS PLAN WAS FILED IN THE OFFICE OF RATE 231.88 FEET; THENCE SO'1250 "W, 236.62 FEET; THENCE ALONG A THE CHARACTER OF THIS DEVELOPMENT SHALL REFLECT THE THE COUNTY CLERK AND RECORDER OF JEFFERSON COUNTY AT TANGENTAL CURVE TO THE RIGHT NTH A DELTA OF 17'39'50 ", A RADIUS INDUSTRIAL NATURE OF THE INTENDED USE. ACCEPTABLE MATERIALS GOLDEN, COLORADO, Al_ O'CLOCK -M. ON THE _ DAY OF P I D AMENDMENT No.7 OF 670.00 FEET AND AN ARC LENGTH OF 206.56 FEET; THENCE SHALL BE CONCRETE, METAL OR GLASS. BUILDING COLORS SHAL BE 20_ A.D., IN BOOK PAGE RECEPTION FILING No.2 ORD 4 517'27'39 "W, 164.38'; THENCE ALONG A TANGENTAL CURVE TO THE LEFT EARTH TONES. __, -- __� NO RED No. 2006151563 44 HAVING A DELTA OF 1' RADIUS OF 7300. 0 FEET AND AN ARC DATE 1212W06 FILING N O. 2 FDP 0 66151564 THE LENGTH OF 15.04 FEET; THENCE S89'4T48'W, 30.00 FEET; THENCE .JEFFERSON COUNTY CLERK AND RECORDER REC Na. SO'12'IYE ALONG THE WEST RIGHT -OF -WAY LINE OF MILLER STREET DATE1212W06 228.79 FEET TO THE TRUE POINT OF BEGINNING, EXCEPT THAT PORTION DESCRIBED IN BOOK 2163, PAGE 738 AND BOOK 89, PAGE 16 OF THE OWNER'S CERTIFICATE P I D AMENDMENT No.8 RECORDS OF JEFFERSON COUNTY, COLORADO, CONTAINING 28.74 ACRES, FILING Nos.1 aM2FOR MORE OR LESS. THE BELOW SIGNED OWNER(S), OR LEGALLY DESIGNATED AGENT(S) BY. RECNO. THEREOF, DO HEREBY AGREE THAT THE PROPERTY LEGALLY DEPUTY DATE_ DESCRIBED HEREON WILL BE DEVELOPED AS PLANNED DEVELOPMENT IN ACCORDANCE WITH THE USES, RESTRICTIONS AND CONDITIONS CONTAINED IN THIS PLAN, AND AS MAY OTHERWISE BE REOUIRED BY LAW. I (WE) FURTHER RECOGNIZE THAT THE APPROVAL OF A 5 CASE HISTORY NUMBERS: SURVEYOR'S CERTIFICATE REZONING PLANNED DEVELOPMENT, AND APPROVAL OF THIS FINAL DEVELOPMENT PLAN, DOES NOT CREATE A VESTED PROPERTY INDEX OF DOCUMENTS 5 RIGHT. VESTED PROPERTY RIGHTS MAY ONLY ARISE AND ACCRUE WZ- 77 -16, WZ- 83 -36, WZ- 85 -28, WZ -93 -4, WZ -99 -1, I, DO HEREBY CERTIFY THAT THE INFORMATION PERSUANT TO THE PROVISIONS OF SECTION 26 -121 OF THE WHEAT SHEET 1 TITLE PAGE WZ- 02 -04, WZ- 02 -11, WZ- 06 -01, WV- 06 -01, MS- 06 -05, SHOWN HEREIN ON THE (FDP FILLINGS NO 1 & 2 AMENDMENT 0) RIDGE CODE OF LAWS. SHEET 2 SITE PLAN ANX- 06 -01, WZ -10 -05 HAS BEEN VERIFIED BY ME AND TO THE BEST OF MY KNOWLEDGE. SHEET 3 ELEVATIONS INFORMATION AND BELIEF, IS CORRECT AND IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE MUNICIPAL CODE OF LAWS, AND ALL APPLICABLE COLORADO STATUTES, CURRENT REVISED EDITION AS BILL DILLMAN AMENDED, AND THAT UPON COMLETTON OF THE PROJECT I AGREE TO FURNISH AN AS -BUILT SURVEY ACCURATELY LOCATING ALL CONSTRUCTED ITEMS. STALE OF COLORADO COUNTY OF JEFFERSON GREY WOLF ARCHITECTURE 6 .rzmw oma 6 THE FOREGOING INSTRUMENT WAS ACKNOWLAGED BEFORE ME THIS SIGNATURE — DAY OF A.O. 20_ BY _— 1 !^ WITNESS MY HAND AND OFFICIAL SEAL MY COMMISSION EXPIRES: / NOTARY PUBLIC GWP PftOJECINO. 10-263 (SURVEYOR'S SEAL) CASE HISTORY SHEET i HGWASHEETNO, ° "" NAME DATE MLLERCOORS rca o rc a m� r� &2 ° m as rc t7OO m� mum DMN M 07.06.10 ammmab�� u�Te., DW n"E ARCHITECTURAL GLASS OR MH m r m m m a n " 7 z °� d zz PLANT DE -ICER BLDG 7 Asm z z z z °� Z W � m� = z z z SHEET TITLE TITLE PAGE w nN m aw sad ° o 0 0 0�� o s fm o w.+Am,.weo N1s SNT. 1 of 3 Viz. op p _ Z � ry wrimo $ a a S d $ap,d a QK S 5drc �awng G W M L K J I H G F E D C A B C D E F G H J K L A B C D E F G H J K L A - 1 ZONE COORS PLANNED INDUSTRIAL DEVELOPMENT S.R. 3 OP B BOOK —PA °a:E °FaE� PRD ZONE _ - -' " - {I -' FILINGS NO. 1 & 2, AMENDMENT #S FINAL DEVELOPMENT PLAN 2 3 PID ZONE / AiSj R R c, o &. E 6p26A °' �, C) �• A8 0 OIL STORAGE & SP. II 0 0, o coNTaINMENT 19 _ 10 E� ° I'i i - ' ' A` li ¢ �T L° `_�_ ' TANI P B EO E ED SAN FA" T G / O RAYFF LOT . PAD RAVEL II RAW STORAGE E AREA rCgqORS OU5IRIAL WED ME T I I, I I (26.84 AC. I N ASPHALT EMERGENCY 13 - y \ \\ \ \ \ N 1] -;- \\_ \\ g • \ R ¢ ` PID ZONE \ COORS GLASS PLANT IP < (COORS BUILDING 25) M PID ZONE ^ III 1❑ a 3 - 18 4 j ,,_ AN OFFICIAL / INCLUDING A PART OF TALMAR INDUSTRIAL ymm ACE EN an. I I I I N.E. 1/ ALL IN SECTION 16, TOWNSHIP (G8n L) II n j m ;I ^ NE coC NW 1 /4, SE 1/4, SECEDO t6 M Telmer I eFtlol P LOT 8 - A w G Na F \\ ARVADA RIDGE 'I^ 11 II \ FINAL PLAT W \\ TO BE QUIT CLAIMED TO Z W �'� \ \ ESCO UNDER SEPARATE DOCUMENT 3J53 S I I ,F (0.00 AC.) w [ l yl q\ I� \ SAN 89'33\0) FIFE Id. 9' I I I; �, \\ 0= 1719'11' R= 770.00' \. \ L 232'76 PUBLIC SERVO Co. EASEMENT 1 ILLER STREET B. 2e06. P.566 , R OW 0' TO BE VACATED UNDER I SEPARATE DOCUMENT $ I (0.58 AC.) 30' DRAINAGE & UTILITY MILLER EASEMENT (BY SEPARATE DOCUMENT) STREET ID EX 30 UTILITY EASEMENT - -A r I EXISIINC ASPHALT 10 REMAIN WAREHOUSE dro r (VACATED MILLER STREET) I(COORS Ba IGA -T3R61 E EX 30' IRRIGATION EASEMENT EASEMENT LEY is ,I ] �e 2Ja0, D P ?` el_�, ASPHALT AREA DEVELOPMENT PLAN IN THE CITY OF WHEAT PARK, FILING NO. 1, A PART OF THE III S.E.114 3 SOUTH, RANGE 69 WEST OF THE SIXTH P.M., JEFFERSON LAND USE CHART RIDGE AND A PART OF THE S.W.1 /4, COUNTY, COLORADO. KEY - __ -S -__- EXIST. SANITARY SEWER _ _ _ EXIST. GAS - G -T - - EXIST. TELEPHONE E EXIST. ELECTRICAL I EXIST. IRRIGATION DITCH V, EXIST. WATER SERVICE E %ISL FIRE HYDRANT 2 3 ALLOWABLE PROPOSED 9. BUILDING COVERAGE SEC. 26 -302 B. 10.66 ACRES, 463 592 SF 37.75 HURTLING HEIGHT MAX 5G' -0' SEE BELOW LOT SIZES MIN I ACRE 28]4 ACRES, 1 251 951 SF ACREAGE OF HARD SURFACE AREAS, CONCRETE, ASPHALT, ETC. GENERAL USAGE 2.28 ACRES 8.07 ACREAGE OF PARKING, OFF STREET LOADING &ROADS STREET ACRES 1806 ACREAGE OF LANDSCAPING, NATURAL GRASS, PONDS, DECORATIVE GRAVEL ETC. MIN 202 tOJ ACRES 37.89 5E18ACK5 SEC. 26 -302 B. RULING NO. 25 PRODUCTION & SOME WAREHOUSE 130,000 SDI BLDG. HT. 52' FUTURE EXPANSION 50,000 SOFT. BLDG. HT. 35' OFFICE & STORES AREA 22,100 SOI BLDG. HT 35' 2 ❑ BUILDING N0. 36 P STORAGE 103,000 03,000 SOFT. BLDG. NT. 37' HIRE PROTECTION PUMP STATIONS ® BATCH HOUSE SILO STORAGE OF RAW MATERIALS 2.900 SQ.FT. BLDG. HT. 82' -10" BUILDING No. 26 AIR COMPRESSOR & STORAGE TANKS 3,000 SOFr. BLDG. HT 30' 4 5 g W o INLAND CONTAINER y I: cox 15 � CORPORATION w WADLEY DIT i msnee e S • ERRATIC RIGATION F p 14 ASMENT z 6 • ,� J/" r G - - _ -- T _ - - - '>I - - �. $.�-� I V 1D0.1> C BT ee' S N 5 O coons FIRE acne ze ^- a RYO. - -- ___ _ G_J 45 BE DS - RyrP MP • / urasarruar L - / re. oxx — kkkk P \RN TRUCK ~ Te:------- - -� - -- �ssEmERLwCan+>�xssEmwx_TS -_r_ - r.PVRe�+Femn� o E toeniroN -cwNaF F61MD -ar RECEPR N _ — - -_ - POND _ a a _ _ _ _ LI N IRRIGA EA S EMENT � ; I LANDSCAPE ARIA 3 11 _ Ia _ - - Pu6uC SERVICE LOT 8 _= y - - I CD. EASEMENTARVADA RIDGE ft N931 S4D3 I FINAL PLAT / PU ERVICE III 9 I ARVADA RIDGE SECTION 16 / (1.32 AC.) BOOK 2198_ P m �- - -5 I D= 1T39'S0° ,� ULLET RECYCLIN n / R =670.00' �p6a CENTER F _ L= 206.56' Q IR 30' O` a COORS BUILDlISLH O! - 6 E aF'� BS OSTR �b` m E ALE $ 0 n O 1101 4Q' O II / O __ D / ®730.00' ,4 S 3 il, / L=15.04' A'Y' _ _ _ _ _ _ _ I' •.� SOUTHEAST CORNER SECTION 18,T35,R89W � - T _ _ _ _ _ _ _ _ _ I a l l b yM 1S d 1 I`'� TRUE POINT OF BEGINNING (1) e' crux uxe axcc w H SE car. NW 1/4, SE 1/4, SECTION 16 __ -- ° - - - - -- - -- — -- `- I I '� I —GAS EXIST. GAS (STREET) - - -- PAID. BOUNDARY FENCE ® AREA OF FUTURE BUILDING EXPANSION � LANDSCAPE AREA AERIAL MAPPED 1983 ®EXISTING ASPHALT FIELD REVISED 1992 POND BUILDING DEVELOPMENT PLAN LA I COORS BREWING CO. GLASS I \ OPERATIONS JEFFERSON COUNTY, COLORADO { %�/ 1IIIIIIII��' 0 50 100 KEPT. W SCALE' G REY WOLF ARCHITECTURE _ aoEm _ m,a a 4 5 6 © BUILDING NO. 27 BUILDING N0. 28 RAW MATERIALS PROCESSING 5,500 SQ.FT. BLDG. HT 45' RAW MATERIALS PROCESSING 5,000 SOFT. BLDG. HT. 30' ] PROPANE VAPORIZATION STATION 8 � BUILDING ROAD ELECTRICAL SWITCH STATION SUB-STARIN4 CONTROL 900 SO.R. BLDG. Hr. 15' 9 aulLDwc No.a1 ELECTRICAL SWITCH STATION MAIN SERVICE ENTRANCE 90 BLDG. HT. 15' 0 SOFT. 1O FE STORAGE PROPANE AND FEEL OIL STORAGE 11 CAS METER STATION 12, ❑ BUILDING NO, 29 CULLEr RECYCLING CENTER 43,000 SORT.. BLDG. HT. 35' 13 CONSTRUCTION SHOP 6,000 SOFT. BLDG. HT. 20' 14 BULK GLASS AODRION 40,200 SOFT. BLDG. Hi. 35' �5 ❑ NEW MOLD / MAINTENANCE SHOP ADDITION SOFT. BLDG. HT. 35 16 RECEPTAUNCH/ LOCKER ROOM ADDITION 3431 SOFT BLDG HT 2 3J -___ ______�___�________W. 50TH AVENl1E _____ 1] FUTURE EXPANSION 35,463 SOFT. BLDG. HT. 35' � o 18 NEW BULGING ADDITION 1,092 SOFT BLDG Hi 35 PID ZONE CASE HISTORY 15 SAN K 'E v WATER & SANITA N TRICT Rzzos.P ij. GwaRRaBCrxo 10 - zs3 SHEET 2 (GWABHEEFNQ) -' " ` �' `-` "� L K � O O rc\ o- pn ,�, rc� n r \ 3 U� O s� q as — � pm Up F° eyy In be,yy . bM ... vMm� m Nam ^ bm.ILL,peL�vw6 , rd'sr�LB mPUiNe�ANW mix wPm. mm r 1 NAME DATE MLLERCO ORS D MN BJ.05.10 END. TREE ARCHITECTURAL GLASS PLANT DE -ICER BLDG O z 0 z `: $ a =wP O w o � ZV ° a$eL =wI2 a2 oZO :. a 'a z m ° oz a wry mw p�Z op'" ° a- z W W 5N o w� SB= 'e z w 3 w a '0 ^ z� W � EN w arc N z 3 °z Des Vw u SITE PLAN r = 1W' - o' sxT. 2 T 3 M L K J I H G F E D C A I B C D E F G H J K L A B C D E F G H I J I K L TE DWG/IC NO. I I U/N I ftEO. DMG N0.- DESCRWTIDN I NOTES SPORES C � A I 13 uo 1] 1 zz' -G' 105 Et = II6' -1 I/Y ffi R = 110' -9 11 2 z b � y S o 4 B/ BP a. • IDB' -I I/2' 3 ELEVATION — LOOKING WEST (FRONT) ELEVATION — LOOKING EAST (BACK) 3 WEE: 1 4 ^ =1' -0 22W SCP4E 4 : 1 -1 -0 ° t � 4 6 6 ELEVATION — LOOKING NORTH (SIDE) S 1 4 =1 -0 CASE HISTORY GAD FILE NAME. mga oxs 1 3 REV CHG. CODE B/M DWG NAME DATE MILLERCOORS oxN Y.IEIIaQC nsl.to nT"oic ARCHITECTURAL +��� ae J.I,B ea pn aN i� .^ e .. DES KWmlt as.zl.lo m �'— GLASS PLANT Lllft r®eaxs os.s+.10 DE —ICER BLDG avro 7 i i AI2 6 A i � EEVATIONS L 7 o_w �� `"' ? DIMEN9 IN W ES ToL SPEC a D�ESS rxERms�' f . SXEET n uExr �? go s o LH ° "' � y ° ..,....e REF. DWGS. rx / as EMaLr scaLE of [ Sd u 2a ° ¢ •, eO • M T115 vuNx sNr D N oW6. DPRWING LONEOFMS SIZE N0. a l ZZ¢ Q NC1E5 RNSI r -Ins 4 65 - I- I- � M L K J G L C M ID NDA DS utRCOOas sraNOaxos DESIGN CONTROL 4R A B C D E F G H J K Page] of 4 Meredith Reckert From: Dave Brossman Sent: Monday, November 08, 2010 2:04 PM To: Meredith Reckert Cc: MCregger @tstdenver.com; Haas, Ryan Subject: RE: Surveyor Attachments: Modified ODP_FDP Surveyor Certification Language (8- 8- 08).doe Meredith — Apparently I was in error when sent the Surveyor's Certification to you on August l O this was the old one we no longer use because it is too vague. I revised the language from that one back in 2008 and have attached a copy of the (correct) certification language for ODP /FDP Amendments whereby no boundary survey is being performed. The (top) certification is the one we need for this project and it clearly states the surveyor will only be certifying that the property boundary info shown on the document is correct and that As -Built plans be furnished upon completion of the project. In this certification the reference to the "City of Wheat Ridge Municipal Code of Laws and all applicable Colorado statutes" states only that the boundary info is in conformance with local and state requirements (if it's been previously platted this is a no- brainer). It's unfortunate this wasn't caught prior to the Mylar ie , but I highly recommend that no strike- outs or white -outs be allowed on it. This will become a legal document of public record and any "edits" of this type would at a minimum require all parties to initial each and every "edit", or we risk diminishing its legal standing. I apologize for any confusion this may have caused. David F. Brossman, P.H.S. Devetopment ReVjc%a I Altzincer lCit., Suivcvor Office and tax: 1 01-2 , 35-2R64 Gill' of From: Meredith Reckert Sent: Monday, November 08, 2010 11:24 AM To: Haas, Ryan Cc: Dave Brossman Subject: RE: Surveyor I am not sure why Mr. Cregger is so uncomfortable with the certification. This is language that our city surveyor put together in instances when a property isn't being surveyed as part of an application. See attached comments from Dave Brossman. The certification is different from the 2006 language because the property had to be resurveyed with a plat as part of the 2006 application. If it is easier to strike things out, I guess that's okay but it doesn't look very professional and I may get questioned about it. Meredith 12eckert, AIC:P Senior Planner Office Phone: Vlj ?:j.7g48 11/8/2010 Page 2 of 4 Cif, A C ..,vvI 1 ]u ,1 , ,,, -ice From: Haas, Ryan [ mailto :Ryan.Haas @millercoors.com] Sent: Monday, November 08, 2010 11:11 AM To: Meredith Reckert Subject: RE: Surveyor Meredith. Can you provide some clarification on Mike's concerns /questions below. I don't want to redo the mylars if I don't need to. From: Meredith Reckert [ mailto :mreckert @ci.wheatridge.co.us] Sent: Monday, November 08, 2010 8:30 AM To: Teter, William Cc: Hood, Tim; Haas, Ryan; Hulsey, Jeremy Subject: RE: Surveyor I'm okay with the requested modifications. 1 would like a new, unmarked up front mylar. A�Iercdith Ibeckert, AICP SLnio, I'lanncr Ofic; Phone: 30_ -_'35 -2848 From: Teter, William [ mailto :William.Teter @millercoors.com] Sent: Thursday, November 04, 2010 7:37 AM To: Meredith Reckert Cc: Hood, Tim; Haas, Ryan; Hulsey, Jeremy Subject: FW: Surveyor Meredith, I have the mylars signed by the plant manager here. This sounds like it's just some semantics. Can we line out some of this to get the surveyor satisfied? Thanks, Bill From: Mike Cregger [mai Ito: MCregger @tstdenver.com] Sent: Tuesday, November 02, 2010 4:31 PM To: Haas, Ryan Cc: Teter, William; tgoertz @tstdenver.com Subject: RE: Surveyor Mr. Haas, In reviewing the Surveyor's Certificate on the Coors Planned Industrial Development PID Amendment #8, I'm a little concerned about certifying "... that the information ... is correct in accordance with the City of Wheat Ridge Municipal Code of Laws, and all applicable 11/8/2010 Page 3 of 4 Colorado Statutes, current revised edition as amended, and that upon completion of the project 1 agree to furnish an as -built survey accurately locating all constructed items." This isn't the same Surveyor's Certificate I signed on Amendment #7. So I was wondering if this is a change from their previous regulations? My two concerns about the Certificate as written are: 1) What does the word "information" refer to? It reads like an open ended certification, whereas 1 would only be certifying to survey related information. 2) In combination with that issue would be certifying to "all applicable Colorado Statutes ", which apply to what? I wanted to also inform you that the legal description of this property is now Lot 1 of the Rocky Mountain Bottling Subdivision, which was recorded the same day as Amendment #7 in 2006. If you still want me to sign the Certificate, pretty much as is, 1 would have to request that the words "Land Surveying" be inserted before the word "information ", and our firm would require a Work Order be signed for the services required for me to be able to "furnish an as- built survey accurately locating all constructed items." Please contact me if you have any questions or comments regarding this matter. Michael C. Cregger, PLS TST Inc. of Denver 9222 Teddy Lane Lone Tree, CO 80124 e -mail: mcregger(Mtstdenver.com phone: 303 - 792 -0557 fax: 303 - 792 -9489 From: Haas, Ryan [ mailto :Ryan.Haas @millercoors.com] Sent: Tuesday, November 02, 2010 12:02 PM To: Teter, William Cc: Mike Cregger Subject: RE: Surveyor Here are the sheets. From: Teter, William Sent: Tuesday, November 02, 2010 11:55 AM To: Haas, Ryan Cc: mcregger @tstdenver.com Subject: Surveyor Ryan, Here is the information for the surveyor. Michael Cregger 303 - 792 -0557 11/8/2010 Page 4 of 4 m e re g g e r (a� i s td e n v e r. co m He would like Ken from Grey Wolf to send him PDFs of these mylars for his review. He is waiting for you to call him. Bill Teter Project Leader Rocky Mountain Bottle Company 303 - 425 -7949 - Office 303 - 886 -6594 - Cell bil I. teter(a)m i I lercoors. com 11/8/2010 Page I of I Meredith Reckert From: Meredith Reckert Sent: Wednesday, September 29, 2010 12:37 PM To: 'Teter, William'; 'Haas, Ryan' Attachments: PW comments 2.pdf; comments 2.dot The FDP amendment has been approved. See attached. Meredith Reekert, AICP Seuico- planner 7500 11'. 2 )` Avenuc Wheal Ridge, CO 80033 Office Phone: 303- 23� - FAX 2 103- 1 35-?8 57 w«RV . ci. whea[ri d ee. co ms C ity tai CON MUNWV DU VUY0 Mi;VJ �"'. CONFIDENTIALITY NOTICE: This e-mail contains business - confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, elecu'onic storage m use of this communication is prohibited. If you received this communication in error, please notify us immediately by e -mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. 9/29/2010 City of WheatR - COMMU N ITY DFVELOPMENT Oge City of Wheat Ridge Municipal Building September 29, 2010 Ryan Haas P.O. Box 4030 MS BT500 Golden, CO 80401 Dear Mr. Haas: 7500 W. 29'" Ave. Wheat Ridge. CO 80033 -8001 P: 303.235.2846 F: 303.235.2857 This letter is in regard to your request for approval of an amended Final Development Plan (FDP) for property located at 10619 W. 50 Avenue. I have concluded that all outstanding comments have been addressed. Attached is a response from Dave Brossman dated September 29, 2010, indicating that all Public Works comments have been addressed. Please submit a blackline mylar meeting the standards of the Jefferson County Clerk and Recorder's with original signatures for the owner with notarization and surveyor (with seal) in black indelible ink. A fee of $11 per page is required for recording. If you have any questions or need further clarification, do not hesitate to contact me at 303 - 235 -2848. Sincerely, Meredith Reckert, AICP Senior Planner c: WZ -10 -05 Bill Teter ww w.ci.w heatridge.co.0 s ° ® ®� City of Wheat -Midge PUBLIC WORKS Memorandum TO: Meredith Reckert, Senior Planner �j FROM: Dave Brossman, Development Review Engineer J DATE: September 29, 2010 SUBJECT: WZ- 10- 05/Rocky Mt. Bottling —10619 W. 50` Avenue I have completed the 2 " review of the administrative Final Development Plan (FDP) Amendment #8 received on September 16, 2010, for the Rocky Mountain Bottling Company located at 10619 W. 50' Avenue, and I have the following comments: 1. The FDP appears approvable from a Public Works standpoint — they just need to be aware of the following: a. They will need to keep contain any debris on site and not track onto adjacent roadways. Additional erosion control measures may be required at the request of the City Inspector. b. An As -Built survey verifying the constructed items were built in the correct location will be required upon project completion per the recorded FDP Amendment. Rocky Mt Bottling_10619 W 50th Ave (09- 29- 10)_approval.W.doc roa6 City of Wheatldge COMMUNITY DEVELOPMENT Memorandum TO: Dave Brossman FROM: Meredith Reckert, Senior Planner DATE: September 16, 2010 SUBJECT: Case No. WZ -10 -05 /Rocky Mt. Bottle Attached are two copies of the revised FDP amendment for the salt storage building on the Rocky Mt. Bottle site at 10619 W. 50` Please review and comment at your convenience. CtA2 WI September 9, 2010 Attn: Meredith reckert City of Wheat Ridge Community Development 7500 W. 29' Ave. Wheat Ridge, CO 80033 RE: RMBC Sand Storage Building Dear Mrs. Reckert: This letter is in response to your comments dated August 20, 2010 to the submitted request for the approval of the Final Development Plan (FDP) Amendment for the above referenced project located at 10619 W. 50`" Ave., Wheat Ridge, Colorado. Please find attached two copies (24x36), and one copy (11x17) of the revised FDP drawings per your comments. If you have any questions or need additional information, please do not hesitate to call me at 720.201.3651. Sincerely, z � Ryan Haas Construction Manager — CH2MHILL City of W heat �idge MUNrry DEVELOPMENT City of Wheat Ridge Municipal Building August 20, 2010 Ryan Haas P.O.Box4030 MS BT500 Golden, CO 80401 Dear Mr. Haas: 7500 W. 29' Ave. Wheat Ridge, CO 80033 -8001 P: 303.235.2846 F: 303.235.2857 This letter is in regard to your request for approval of an amended Final Development Plan (FDP) for property located at 10619 W. 50 Avenue. I have reviewed your submittal and have the following comments: PAGE ONE 1. Modify the surveyor's certificate in accordance with Dave Brossman's suggested language. See his comments dated August 10, 2010 attached. 2. Add a case history box with the following case numbers: WZ- 77 -16, WZ- 83 -36, WZ- 85 -28, WZ -93- 4, WZ -99 -1, WZ- 02 -04, WZ- 02 -11, WZ- 06 -01, WV- 06 -01, MS- 06 -05, ANX -06 -1, WZ -10 -05 3. Add the breakdown of amendment activity per the attached. 4. Add the following regarding PID Amendment No. 7: "PID Amendment No. 7 Filing No. 2 ODP Rec. #2006151563 Date: 12/28/06 Filing No. 2 FDP Rec. #2006151564 Date: 12/28/06" Add a category to the above referenced table for amendment No. 8. It should read as follows: "PID Amendment No. 8 Filing Nos. 1 and 2 FDP Reception No.: Date: " 6. Under the "owner's certificate" signature line, please indicate who will be signing the document. PAGE TWO No comments. PAGE THREE No comments. www.ci.wheatridge.co.0 s Attached are referral responses received from other city departments and outside agencies regarding the plat document_ Arvada Fire Protection District: See attached comments from Steve Steigleder dated August 11, 2010. Valley Water District: Via telephone conversation on August 19, 2010, Robert Arnold indicated no concerns or objections. City of Wheat Ridge Public Works Department: See attached comments Dave Brossman dated August 10, 2010. This concludes the summary of comments. Please address each of these comments by revising the drawings accordingly. For clarification on any of these issues, please feel free to contact any of the Development Review committee members: Community Development Meredith Reckert 303 -235 -2848 Public Works Dave Brossman 303- 235 -2864 Traffic Engineering Steve Nguyen 303 - 235 -2862 Project Supervisor Mark Westberg 303- 235 -2863 This Final Development Plan approval is being processed administratively. Once the changes are made, please submit two copies of the revised plan sets. If you have any questions or need further clarification, do not hesitate to contact me at 303 - 235 -2848. Sincerely, r Meredith Reckert, AICP Senior Planner c: WZ -10 -05 Bill Teter A .( City of l Wheatl�dge PUBLIC WORKS Memorandum TO: Meredith Reckert, Senior Planner n.1 FROM: Dave Brossman, Development Review Engineer 1l4" DATE: August 10, 2010 SUBJECT: WZ- 10- 05/Rocky Mt. Bottling —10619 W. 50 Avenue I have completed the review of the administrative FDP amendment received on August 5, 2010, for the Rocky Mountain Bottling Company located at 10619 W. 50 Avenue, and I have the following comments: 1. Unless the surveyor who is going to sign the FDP Amendment Surveyor's Certification has actually completed the boundary survey for this property, the certification block currently shown on the FDP Amendment cannot be used. 2. In the event the surveyor has not performed an actual boundary survey but rather has relied upon existing (recorded) documentation for the legal description and boundary line information, the following certification block should be used on the FDP Amendment: SURVEYOR'S CERTIFICATE I, do hereby certify that the information shown herein on the (FDP Amendment name) has been verified by me and to the best of my knowledge, information and belief, is correct and in accordance with the City of Wheat Ridge Municipal Code of Laws, and all applicable Colorado statutes, current revised edition as amended, and that upon completion of the project I agree to furnish an As -Built survey accurately locating all constructed items. (Surveyor's Seal) Signature 3. The proposal to build the 1100 ft sand storage building appears fine; they have an existing detention/WQ pond so there are no issues with stormwater. 4. They will need to keep contain any debris on site and not track onto adjacent roadways. Additional erosion control measures may be required at the request of the City Inspector. 5. An As -Built survey verifying the constructed items were built in the correct location will be required upon project completion per the recorded FDP Amendment. To Mere - Rocky Mt Bottling 10619 W 50th Ave (08- 09- 10).doc August 19, 2010 Note to file: Spoke with Bob Arnold today regarding Case No. WZ- 10 -05. He has no objections. �`R" A, i rl /Arv Fi D q ONCE Division of Fire. Prev ention August 11, 2010 Ms Meredith Reckert, Senior Planner City of Wheat Ridge Department of Community Development 7500 W. 29'" Ave. Wheat Ridge, CO 80033 RE: WZ- 010 -05 Haas for Rocky Mountain Bottling Plant. Dear Meredith, received 1 —/5-/0 We have reviewed this site plan for conformance with the 2006 International Fire Code and have the following comments. 1. Fire protection is provided to this site by Station 2, 21295 W. 52 Ave. and Station 1, 7900 W. 57 Ave. 2. We have no objections to the construction of the proposed sand storage building. If you have any questions or would need any additional information, please feel free to contact me at 303 -424 -3012. Sincerely, Arvada Fire Protection District Steve Steigleder Deputy Fire Marshal 7903 Allison 1h /ay � Arvada, Colorado 80005 a (303) 424.3012 - Fax (303) 432 -7995 City of W heat�dge MMUNITY DEVELOPMENT Community Development 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303.235.2846 Fax: 303.235.2857 Community Development Referral Form Date: August 5, 2010 Response Due: August 19, 2010 The Wheat Ridge Community Development Department has received an application for approval of a Planned Industrial Development administrative amendment to the final development plan for the Coors' Rocky Mountain Bottling plant located at 10619 W. 50 Avenue. No response from you will constitute having no objections or concerns regarding this proposal. Case No.: WZ- 010 -05 /Haas for Rocky Mountain Bottling plant Request: Approval of an administrative amendment to the existing final development plan to allow for construction of a 1100 square foot sand storage building. Location denoted by number 19 on page 2. Please respond to this request in writing regarding your ability to serve the property. Please specify any new infrastructure needed or improvements to existing infrastructure that will be required. Include any easements that will be essential to serve the property as a result of this development. Please detail the requirements for development in respect to your rules and regulations. If you need further clarification, contact the case manager. Case Manager: Meredith Reckert Voice: 303.235.2848 Fax: 303.235.2857 Email: mreckert &i.wheatridge.co.us DISTRIBUTION: Water District (Valley Water) Sanitation District (Clear Creek Valley) Fire District (Arvada) Wheat Ridge Public Works Wheat Ridge Building Division "The Carnation City" CH2MV July 30, 2010 Attn: Planning Department City of Wheat Ridge Community Development 7500 W. 29' Ave. Wheat Ridge, CO 80033 RE: RMBC Sand Storage Building FDP Amendment Request To Whom It May Concern This letter is to request the approval of the Final Development Plan (FDP) Amendment for the above referenced project located at 10619 W. 50 Ave., Wheat Ridge, Colorado. The Rocky Mountain Bottling Company (RMBC) plans to build a sand storage building that will be located on the north end of the plant between two railroad tracks. Its purpose will be to house the ice melt and sand used for snow removal operations. The footprint of the building will be 44' -0" x 22' -0 ", with an apron footprint of 44' -0" x 20' -0 ". An engineered foundation and structure will be completed and submitted for permit prior to construction. This structure will consist of 6 structural steel columns and the necessary structural framing. A corrugated metal roof and siding will be installed. On the east end of the building, it will be open to accommodate tractor access to the sand. On the other three sides, there will be concrete ecology blocks stacked four high, with the corrugated metal siding overlapping the top edge of the ecology block by approximately 2'. No utilities such as electrical, gas, or water will be apart of this project. If you have any questions or need additional information, please do not hesitate to call me at 720.201.3651. Sincerely, Ryan Haas Construction Manager — CH2MHILL 0 MillerCoors ROCKY MOUNTAIN B O T T L E C C M P A N Y- July 30, 2010 Sarah Showalter, AICP, LEED AP Planner II 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Re: Rocky Mountain Bottle Company Dear Ms. Showalter: C•4 In connection with our application for approval to build a small storage building for waste sand and snow ice melt on -site, this letter serves as consent to complete the work described in the attached site plan. As Engineering Services Leader for Rocky Mountain Bottle Company, I am authorized to give my consent for this project, and do hereby authorize the completion of work described in the attached site plan. Please advise if you need any additional information from me or have any additional questions regarding the project that we can address. Regards, �i� Tim Hood Engineering Services Leader 1 0 6 1 9 W E S T 5 0 T H A V E W H E A T R I D G E , C O L O R A D O 80033 PHONE: 303 425 7965 -FAX: 303 425 7886 Geotechnical Engineering Report PROPOSED DE -ICER SHED AND APPROACH APRON Coors Glass Plant Wheat Ridge, Colorado May 4, 2010 Project No. 25105026 Prepared for: Behrent Engineering Wheat Ridge, Colorado Prepared by: Terracon Consultants, Inc. Wheat Ridge, Colorado Irerracon May 4, 2010 Behrent Engineering 11455 North 1 -70 Frontage Road Wheat Ridge, Colorado 80033 -2101 Attention: Mr. Jeff Gibbons Phone: 303 - 600 -3158 Email: jeff.gibbons @behrent.com Regarding: Geotechnical Engineering Report Proposed De -Icer Shed and Approach Apron Coors Glass Plant Wheat Ridge, Colorado Terracon Project Number: 25105026 Dear Mr. Gibbons: Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering exploration for the above referenced project. This study was performed in general accordance with our proposal number D25100227 dated March 15, 2010. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations, floor slabs and pavement thickness recommendations for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, TERRACON CONSULTANTS, INC. m -K IR Melanie K. Ewert Staff Geotechnical Engineer Enclosures cc: 5 -Above 1 - File .,...., ;ma y v S d.,j; 39525 i �/� 7� •,� 5/4/10 1 < Thomas J. Nevin, P.E. `sSyONALE�O Senior Project Engineer _ Terracon Consultants, Inc. 10625 W. -70 Frontage Rd N, Ste 3 Wheat Ridge, Colorado 80033 P [303] 423 -3300 F [303] 423 -3353 www.terracon.com TABLE OF CONTENTS Page EXECUTIVE ................................................................................ ............................... i 1 .0 INTRODUCTION ................................................................................. ..............................1 2.0 PROJECT INFORMATION ................................................................. ..............................1 2 .1 Project Description .................................................................. ..............................1 2.2 Site Location and Description .................................................. ..............................2 3.0 SUBSURFACE CONDITIONS ............................................................ ..............................2 3 .1 Geology ................................................................................... ..............................2 3 .2 Typical Profile .......................................................................... ..............................3 3 .3 Groundwater ............................................................................ ..............................4 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ......... ..............................4 4.1 Geotechnical Considerations ................................................... ..............................4 4 .1.1 Existing Fill ................................................................... ..............................4 4.1.2 Structural Recommendations ...................................... ..............................5 4 .2 Earthwork ................................................................................ ..............................5 4 .2.1 Site Preparation ........................................................... ..............................6 4.2.2 Import Material Specifications ...................................... ..............................7 4.2.3 Compaction Requirements .......................................... ..............................7 4.2.4 Excavation and Trench Construction ........................... ..............................8 4.2.5 Grading and Drainage ................................................. ..............................8 4.2.6 Construction Considerations ........................................ ..............................9 4.2.7 Corrosion Protection .................................................... ..............................9 4 .3 Foundations ............................................................................ .............................10 4.3.1 Construction Considerations ....................................... .............................10 4.4 Seismic Considerations .......................................................... .............................11 4 .5 Interior Floors ......................................................................... .............................11 4.5.1 Design Recommendations .......................................... .............................11 4.5.2 Construction Considerations ....................................... .............................12 4.6 Lateral Earth Pressures .......................................................... .............................12 4.7 Pavement Design and Construction ....................................... .............................14 4 .7.1 Compliance ................................................................. .............................15 4.7.2 Pavement Performance .............................................. .............................16 4.7.3 Construction Considerations ....................................... .............................16 5.0 GENERAL COMMENTS .................................................................... .............................17 TABLE OF CONTENTS (Cont'd) APPENDIX A — FIELD EXPLORATION Exhibit A -1 Field Exploration Description Exhibit A -2 Boring Location Map Exhibit A -3 to A-4 Logs of Borings APPENDIX B — LABORATORY TESTING Exhibit B -1 Laboratory Testing Exhibit B -2 to B -3 Swell Consolidation Testing Exhibit B-4 Grain Size Distribution Exhibit B -5 Summary of Laboratory Test Results APPENDIX C — SUPPORTING DOCUMENTS Exhibit C -1 General Notes Exhibit C -2 Unified Soil Classification Exhibit C -3 General Notes — Description of Rock Properties Exhibit C-4 Laboratory Test Significance and Purpose Exhibit C -5 to C -6 Report Terminology Geotechnical Engineering Repoli lr�rra Proposed De -Icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 EXECUTIVE SUMMARY A geotechnical engineering exploration has been performed for the proposed de -icer shed and approach apron to be located at the Coors Glass Plant in Wheat Ridge, Colorado. Two borings, Boring Nos. 1 and 2 were drilled to depths of about 15 to 25 feet below the existing ground surface. Based on the information obtained from our subsurface exploration and the laboratory testing completed, the site appears suitable for the proposed construction. The following geotechnical considerations were identified and should be considered in the proposed site development: ■ About 15 to 18 feet of fill materials were encountered in the borings drilled at the site. ■ Due to the non- to low expansive potential of the fill materials, a spread footing foundation system is recommended for support of the building. ■ Due to the non- to low expansive potential of the fill materials, we recommend conventional slab -on -grade construction, assuming some floor slab movement can be tolerated. ■ Conventional slab -on -grade construction is considered acceptable when supported on properly compacted fill materials, provided some floor slab movement can be tolerated. ■ The 2009 International Building Code, Table 1613.5.2 IBC seismic site classification for this site is C. ■ The amount of movement of foundations, floor slabs, pavements, etc. will be related to the wetting of underlying supporting soils. Therefore, it is imperative the recommendations outlined in the "Grading and Drainage" section of this report be followed to reduce potential movement. ■ Compaction of foundation, floor slab and pavement supporting soils should follow the recommendations outlined in the "Earthwork" section of this report. ■ This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and this report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. Reliable ■ Responsive ■ Convenient ■ Innovative GEOTECHNICAL ENGINEERING REPORT PROPOSED DE -ICER SHED AND APPROACH APRON COORS GLASS PLANT WHEAT RIDGE, COLORADO Project No. 25105026 May 4, 2010 1.0 INTRODUCTION Terracon has completed a limited subsurface field exploration, laboratory testing, and prepared a geotechnical engineering report for the proposed de -icer shed and approach apron to be located at the Coors Glass Plant in Wheat Ridge, Colorado. Two borings, Boring Nos. 1 and 2 were drilled to depths of about 15 to 25 feet below existing site grade near the locations indicated on the provided Site Plan. The approximate location of the borings in plan view is shown on the Boring Location Map (Exhibit A -1) in Appendix A. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: ■ Subsurface soil and bedrock conditions ■ Floor slab design and constructi on ■ Groundwater conditions ■ Seismic considerations ■ Foundation design and construction ■ Pavement construction ■ Earthwork ■ Grading and Drainage 2.0 PROJECT INFORMATION 2.1 Project Description ,'ITEM;; ;- "DESCRIPTION ' Site layout See Appendix A, Exhibit A -1 "Boring Location Map" The proposed building will be a one -story slab -on -grade structure approximately 900 square feet in size (22 feet by 40 Proposed Construction feet). Basement construction will not be included. The proposed approach apron will be about 760 square feet in size (19 feet by 40 feet). We assume construction of the building will consist of steel Building Construction frame, steel studs, and /or load bearing masonry walls supported on a reinforced concrete foundation system. Reliable ■ Responsive ■ Convenient ■ Innovative 1 Geotechnical Engineering Report lrerracon Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 Finished Floor Elevation Finished floor elevation (FFE) of the building is unknown. Walls: 2 to 4 kips per lineal foot Maximum Loads Floor slabs: 900 psf max Maximum Allowable Settlement Columns: 1 -inch (assumed) Walls: '/. inch over 40 feet (assumed) Preliminary Site Grading Plans were not available at the time Grading this report was written; however, we understand, maximum fills on the order of about 1 to 2 feet will be required to bring the site to construction grade. 2.2 Site Location and Description ITEMS ` 0FS0RIPT10N ` The project site is located at the Coors Glass Plant in Wheat Location Ridge, Colorado. Current Development The site is currently developed industrial property. The project site is bounded to the north by West 52n Avenue Adjacent Development and to the east by Miller Street. The site is bounded to the south and west by industrial buildings and railroad tracks. Current Ground Cover The proposed shed area is covered with fill materials. Gently slopes downward to the south with an estimated Existing Topography elevation differential of about 2 to 3 feet across the subject area. 3.0 SUBSURFACE CONDITIONS 3.1 Geology Surficial geologic conditions at the site, as mapped by the U.S. Geological Survey (USGS) ('Lindvall, 1979), consist of the Louviers Alluvium of Pleistocene Age. The alluvium is described as reddish - yellowish -brown pebbly arkosic sand, coarse sand, cobble -sized gravels and occasional boulders. Lenticular masses of silt and clay are also included in this alluvium. These materials are commonly on the order of 15 to 20 feet in thickness, but in some places may be as thick as 25 feet. Bedrock underlying the surface units consists of the Denver and Arapahoe Formations of Paleocene and Upper Cretaceous age. These formations have been reported to include ' Lindvall, Robert M., 1979, Geologic Map of the Arvada Quadrangle, Adams, Denver, and Jefferson, Counties, Colorado, United States Geological Survey, Map GQ -1453. Reliable ■ Responsive ■ Convenient ■ Innovative 2 Geotechnical Engineering Report 1 rC'PF7C ®Ft Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 claystone, siltstone and sandstone, interbedded within lenticular beds of tuffaceous sandstone and pebble conglomerate. The finer- grained units within the formations contain montmorillonitic clays that produce high to very high swelling pressures when moisture content is elevated. The thickness of these units has been reported on the order of 300 to 900 feet. Due to the relatively gently sloping nature of the site, geologic hazards at the site are anticipated to be low. Seismic activity in the area is anticipated to be low; and from a structural standpoint, the property should be relatively stable. With proper site grading around proposed structures, erosional problems at the site should be reduced. 3.2 Typical Profile Based on the results of the borings, subsurface conditions on the project site can be generalized as follows: Fill materials, consisting of lean clay to poorly graded sand site grade in Boring No. 2 and 15 feet (maximum depth explored) in Boring No. 1. Clay materials: stiff to very stiff Sand materials: loose to medium dense Sandstone and claystone bedrock depth explored, about 25 feet below existing site grade. Firm to medium hard Subsurface conditions encountered at each boring location are indicated on the individual Logs of Borings. Stratification boundaries on the Logs of Borings represent the approximate depths of changes in soil and bedrock type, the transition between materials may be gradual. The Logs of Borings are attached in Appendix A of this report. Laboratory testing indicates the clay and sand fill materials are non - expansive. The clay and sand fill samples tested have the following laboratory tested liquid limits, plastic limits, and plasticity indices: Swell /expansion testing was performed under a 500 psf surcharge load Laboratory testing for water soluble sulfates indicate a negI ible level of about 34 mg /I. Reliable ■ Responsive ■ Convenient ■ Innovative 3 -Liquid Plastic Plasticity Boring Sotl Type Depth Lima Lima Index Settiement/Consohdation // yy 1 Fill, Lean clay 2 45 15 30 -0.2 2 Fill, Clayey sand 4 -0.7 2 Fill, Well graded sand 9 NP NP NP Swell /expansion testing was performed under a 500 psf surcharge load Laboratory testing for water soluble sulfates indicate a negI ible level of about 34 mg /I. Reliable ■ Responsive ■ Convenient ■ Innovative 3 Geotechnical Engineering Report lr�rr� con Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 A summary of the laboratory test results is attached in Appendix B. 3.3 Groundwater Groundwater was not observed in Boring No. 1 at the time of field exploration and was encountered at 18 feet below existing grade in Boring No. 2. For safety considerations, the borings were backfilled and patched upon completion of the drilling operations; therefore, supplemental groundwater measurements are not available. Groundwater observations are noted on the attached Logs of Borings. These observations represent groundwater conditions at the time of the field exploration, and may not be indicative of other times or at other locations. Groundwater levels can be expected to fluctuate with varying seasonal and weather conditions, and other factors. Based upon review of USGS maps, ( et al, 1983), regional groundwater beneath the project area is expected to be encountered in unconsolidated alluvial deposits on the site at depths ranging from 5 to 20 feet below present ground surface. Zones of perched and /or trapped groundwater may occur at times within permeable fractures in the bedrock materials. The location and amount of perched water is dependent upon several factors including hydrologic conditions, type of site development, irrigation demands on or adjacent to the site, fluctuations in water features, seasonal and weather conditions. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the desi gn and construction pl ans for the project. 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations 4.1.1 Existing Fill As previously noted, about 15 to 18 feet of fill was encountered in the borings drilled at the site. We do not possess any information regarding whether the fill was placed under the observation of a geotechnical engineer. 'Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table (197 &1977) in the Greater Denver Area, Front Range Urban Corridor, Colorado, United States Geological Survey, Map 1- 856 -K. Reliable ■ Responsive ■ Convenient ■ Innovative 4 Geotechnical Engineering Report 1 r� rr�con Proposed De -icer Shed and Approach Apron ■ wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 Based upon the field penetration resistance values, in -situ dry densities and the laboratory consolidation test data, it is our opinion that the existing fill is likely suitable for support of foundations and floor slabs -on -grade without the need for complete removal provided the owner is willing to risk potential movement. Due to the potential variability of material type and consistency of fill materials, there is a potential for significant differential movement to occur. The relative density of the existing fill must be verified prior to foundation and slab -on -grade construction to assess that similar conditions exist across the site with those encountered in the borings. Terracon's services did not include delineating the horizontal or vertical extent of the existing fill material. It should be noted that there exists the potential for construction debris and /or domestic trash to be encountered within the fill on some portions of the site. This should be verified by additional geotechnical exploration or evaluation at the site. If additional exploration is not performed, the owner should make allowances for such conditions to exist in the preparation of the project budget and /or construction plans. 4.1.2 Structural Recommendations Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results, the proposed building may be supported on spread footing foundation systems bearing on existing non- to low expansive fill. Slab -on -grade may be utilized for the interior floor system when bearing on non- to low expansive subgrade materials, provided that care is taken in the placement and compaction of the subgrade soil and that some movement can be tolerated. Due to the potential variability of material type and consistency of fill materials, there is a potential for significant differential movement to occur. If very little movement can be tolerated, structural floors, supported independent of the subgrade materials, are recommended. Subgrade soils beneath interior and exterior slabs and beneath pavements should be scarified, moisture conditioned and compacted to a minimum depth of 12 inches. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction. Design and construction recommendations for the foundation system and other earth connected phases of the project are outlined in subsequent sections. 4.2 Earthwork The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. All earthwork on the project should be observed and evaluated by Terracon on a full -time basis. The evaluation of earthwork should include observation of overexcavation operations, testing of engineered fills, subgrade preparation, foundation bearing soils and other geotechnical conditions exposed during the construction of the project. Reliable ■ Responsive ■ Convenient ■ Innovative 5 Geotechnical Engineering Report lrerrc7con Proposed De -icer Shed and Approach Apron ■ Wheat fridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 4.2.1 Site Preparation Strip and remove existing vegetation and other deleterious materials from proposed building and pavement areas. All exposed surfaces should be free of mounds and depressions which could prevent uniform compaction. Stripped materials consisting of vegetation and organic materials should be wasted from the site or used to revegetate landscaped areas or exposed slopes after completion of grading operations. The site should be initially graded to create a relatively level surface to receive fill and to provide for a relatively uniform thickness of fill beneath proposed structures. All exposed areas which will receive fill, once properly cleared, should be scarified to a minimum depth of 12 inches, conditioned to near optimum moisture content and com pacted. Although evidence of soft or very loose fills or underground facilities such as grease pits, septic tanks, cesspools, basements and utilities was not observed during the site reconnaissance, such features could be encountered during construction. If unexpected fills or underground facilities are encountered, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and /or construction. It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. However, excavations penetrating the bedrock surface may require the use of specialized heavy -duty equipment to facilitate rock break -up and removal. Consideration should be given to obtaining a unit price for difficult excavation in the contract documents for the project. Depending upon depth of excavation and seasonal conditions, groundwater may be encountered in excavations on the site. Pumping from sumps may be utilized to control water within excavations. The stability of subgrade soils may also be affected by precipitation, repetitive construction traffic or other factors. If unstable conditions are encountered or develop during construction, workability may be improved by overexcavation of wet zones and mixing these soils with crushed gravel or recycled concrete and recompaction. Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique. Laboratory evaluation is recommended to determine the effect of chemical stabilization on subgrade soils prior to construction. Lightweight excavation equipment may be required to reduce subgrade pumping. The individual contractor(s) is responsible for designing and constructing stable, temporary excavations as required maintaining stability of both the excavation sides and bottoming. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Reliable ■ Responsive ■ Convenient ■ Innovative 6 Geotechnical Engineering Report 1 t C' rr� con Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 4.2.2 Import Material Specifications Clean on -site soils or approved imported materials may be used as fill material. Imported soils (if required) should meet the following material property requirements: Gradation Percent finer by weight (ASTM C136) 6" ............................ ............................... Y ............................ ............................... No 4 Sieve ............. ............................... No. 200 Sieve ......... ............................... • Liquid Limit ......... ............................... • Plasticity Index ... ............................... • Maximum expansive potential ( %) *... .............. ............................100 ....... .............................70 -100 ....... .............................50 -100 ........ .............................15-35 ................ .............................30 (max) ................ .............................20 (max) .......................... ............................1.0 *Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at about 3 percent below optimum water content. The sample is confined under a 100 psf surcharge and submerged. 4.2.3 Compaction Requirements Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. ITEM-P: - DESCRIPTION _.; Fill Lift Thickness 8 to 12- inches or less in loose thickness Compaction Requirements 98% of the materials maximum standard Proctor dry density (ASTM D 698) Moisture Content Granular Material (existing fill, native sand or imported -3% to +3% materials) 1. Existing fill materials should be observed by the geotechnical engineer prior to placing new fills on the existing fill. 2. We recommend engineered fill be tested for moisture content and compaction during placement. Should the results of the in -place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 3. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the fill material pumping when proofrolled. Reliable ■ Responsive ■ Convenient ■ Innovative 7 Geotechnical Engineering Report l rerr�con Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 4.2.4 Excavation and Trench Construction Excavations into the on -site sand fill materials and native sand soils may encounter caving soils and possibly groundwater, depending upon the final depth of excavation. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Soils penetrated by the proposed excavations may vary significantly across the site. The soil classifications are based solely on the materials encountered in the exploratory test borings. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. As a safety measure, it is recommended that all vehicles and soil piles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope height. The exposed slope face should be protected against the elem ents. 4.2.5 Grading and Drainage All grades must be adjusted to provide positive drainage away from the building during construction and maintained throughout the life of the proposed project. Infiltration of water into utility or foundation excavations must be prevented during construction. Landscaped irrigation adjacent to the foundation system should be minimized or eliminated. Water permitted to pond near or adjacent to the perimeter of the structure (either during or post- construction) can result in significantly higher soil movements than those discussed in this report. As a result, any estimations of potential movement described in this report cannot be relied upon if positive drainage is not obtained and maintained, and water is allowed to infiltrate the fill and /or subgrade. Exposed ground should be sloped at a minimum of 10 percent grade for at least 5 feet beyond the perimeter of the building, where possible. The use of swales, chases and /or area drains m ay be required to facilitate drainage in unpaved areas around the perimeter of the building. Backfill against footings, exterior walls and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration. After building construction and prior to project completion, we recommend that verification of final grading be performed to document that positive drainage, as described above, has been achieved. Flatwork and pavements will be subject to post construction movement. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades should take into consideration post- construction movement Reliable ■ Responsive ■ Convenient ■ Innovative 8 Geotechnical Engineering Report lr�rr� con Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts the structure, care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water. Planters located adjacent to the structure should preferably be self- contained. Sprinkler mains and spray heads should be located a minimum of 5 feet away from the building line. Roof drains should discharge on pavements or be extended away from the structure a minimum of 10 feet through the use of splash blocks or downspout extensions. A preferred alternative is to have the roof drains discharge to storm sewers by solid pipe or daylighted to a detention pond or other appropriate outf all. It is recommended that all permanent cut and fill slopes in soil materials be made no steeper than 3 horizontal (H) to 1 vertical (V). Steeper slopes, including areas where retaining walls are planned, should be evaluated for slope stability. The recommended 3H:1V slopes are based on experience with slopes in soils such as those at this site. The 3H:1V slopes are also widely used by state and local government agencies. However, the use of 3H:1V slopes does not guarantee that slope failures will not occur. It is recommended that all exposed earth slopes be seeded to provide protection against erosion. Seeded slopes should be protected with erosion mats until the vegetation is established. 4.2.6 Construction Considerations Upon completion of grading operations, care should be taken to maintain the subgrade moisture content prior to construction of floor slabs, pavements, etc. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to floor slab and pavement construction. Trees or other vegetation whose root systems have the ability to remove excessive moisture from the subgrade and foundation soils should not be planted next to the structure. Trees and shrubbery should be kept away from the exterior edges of foundations, a distance at least equal to 1.5 times their expected mature height. The geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during overexcavation operations, subgrade preparation; proof - rolling; placement and compaction of controlled compacted fills; backfilling of excavations into the completed subgrade, and just prior to construction of building floor slabs. 4.2.7 Corrosion Protection Results of water soluble sulfate testing performed on the existing fill materials indicated a negligible value of about 34 mg /I. Results of soluble sulfate testing indicate that ASTM Type I Reliable ■ Responsive ■ Convenient ■ Innovative 9 Geotechnical Engineering Report lferr7cOn Proposed De -icer Shed and Approach Apron ■ wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 Portland cement is suitable for all project concrete on and below grade. However, if there is no (or minimal) cost differential, use of ASTM Type II Portland cement is recommended for additional sulfate resistance of construction concrete. Foundation concrete should be designed in accordance with the provisions of Section 318, Chapter 4, of the ACI Design Manual. 4.3 Foundations Due to the presence of generally non- to low expansive soils on the site, the proposed de -icer storage shed may be supported on spread footing foundation system bearing on existing non - expansive fill. It is noted that due to the potential variability of material type and consistency of fill materials, there is a potential for significant differential movement to occur. If very little movement can be tolerated, alternative foundation systems will be required. Design recommendations for a spread footing foundation system are presented in the following paragraphs. DESCRIPTI,QN VALUE Maximum Net Allowable Bearing Pressure 2,000 psf Estimated Movement 1 inch or more 1. Exterior footings should be placed a minimum of 36 inches below finished grade for frost protection and to provide confinement for the bearing soils. 2. Interior footings should bear a minimum of 12 inches below finished grade in heated areas. 3. Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. 4.3.1 Construction Considerations Based upon the field penetration resistance values, in -situ dry densities and the laboratory consolidation test data, it is our opinion that the existing fill is likely suitable for support of foundations and floor slabs -on -grade without the need for complete removal. However, the existing fill should be observed prior to foundation and slab -on -grade construction to assess that similar conditions exist across the site with those encountered in the borings. If unstable, yielding or dry conditions are observed, supplemental recommendations will be provided. Footings should be proportioned on the basis of equal total dead load pressure to reduce differential movement between adjacent footings. Total movement resulting from the assumed structural loads is estimated to be on the order of 1 inch or more. Differential settlement should be on the order of 1/2 to 3/4 of the estimated total settlement. Additional foundation movements could occur if water from any source infiltrates the foundation soils; therefore, proper drainage should be provided in the final design and during construction and throughout the life of the structure. Failure to maintain the proper drainage as recommended in the "Grading and Drainage" section of this report will nullify the movement estimates provided above. Reliable ■ Responsive ■ Convenient ■ Innovative 10 Geotechnical Engineering Report ltc' con Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 Footings, foundations and masonry walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints at openings or other discontinuities in masonry walls is recommended. 4.4 Seismic Considerations 2009 International Building Code (IBC) ' I C 1. In general accordance with the 2009 Intemational Building Code, Table 1613.5.2. 4.5 Interior Floors Slab -on -grade may be utilized for the interior floor system when bearing on non- to low expansive subgrade materials, provided that care is taken in the placement and compaction of the subgrade soil and that some movement can be tolerated. Due to the potential variability of material type and consistency of fill materials, there is a potential for significant differential movement to occur. If very little movement can be tolerated, structural floors, supported independent of the subgrade materials, is recommended. Subgrade soils beneath interior and exterior slabs and beneath pavements should be scarified, moisture conditioned and compacted to a minimum depth of 12 inches. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction. 4.5.1 Design Recommendations Even when bearing on properly prepared soils, movement of the slab -on -grade floor system is possible should the subgrade soils undergo an increase in moisture content. We estimate that movement of about one inch is possible. If the owner cannot accept the risk of slab movement, a structural floor should be used. If conventional slab -on -grade is utilized, the subgrade soils should be prepared as outlined in the "Earthwork" section of this report. For structural design of concrete slabs -on- grade, a modulus of subgrade reaction of 200 pounds per cubic inch (pci) may be used for floors supported on existing or compacted soils at the site. Additional floor slab design and construction re commendations are as follows: • Positive separations and /or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. Reliable ■ Responsive ■ Convenient ■ Innovative 11 Geotechnical Engineering Report lrerf� con Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 • Control joints should be provided in slabs to control the location and extent of cracking. • A minimum 2 -inch void space should be constructed above or below non - bearing partition walls placed on the floor slab. Special framing details should be provided at doorjambs and frames within partition walls to avoid potential distortion. Partition walls should be isolated from suspended ceilings. • Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below. • The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder. • Floor slabs should not be constructed on f rozen subgrade. • Other design and construction considerations, as outlined in Section 302.1 R of the ACI Design Manual, are recommended. 4.5.2 Construction Considerations Movements of slab -on- grades using the above outlined alternatives will likely be reduced and tend to be more uniform. The estimates outlined above assume that the other recommendations in this report are followed. Additional movement could occur should the subsurface soils become wetted to significant depths, which could result in potential excessive movement causing uneven floor slabs and severe cracking. This could be due to over watering of landscaping, poor drainage, improperly functioning drain systems, and /or broken utility lines. Therefore, it is imperative that the recommendations outlined in the "Grading and Drainage' section of this report be followed. 4.6 Lateral Earth Pressures Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and /or compaction and the strength of the materials being restrained. Two wall restraint conditions are shown. Active earth pressure is commonly used for design of free - standing cantilever retaining walls and assumes wall movement. The "at -rest' condition assumes no wall movement. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls. Reliable ■ Responsive ■ Convenient ■ Innovative 12 Geotechnical Engineering Report Merriman Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 S = Surcharge For active pressure movement (0.002 H to 0.004 H) i S For at -rest pressure I . - No Movement Assumed Horizontal Finished Grade 1 A -1 Horizontal Finished Grade N pz Retaining Wall EARTH PRESSURE COEFFICIENTS Earth Pressure °.. Conditions ,.., - Cbefficient For' - BackfilhType Equivalent Fluld Density (pcf) - -:; ;Surcharge, , , Pressure, Pi tPsf1 = Earth Pressure„ ; pz (psfl?= Active (Ka) Granular - 0.33 40 (0.33)S (40)H At -Rest (Ko) Granular - 0.50 60 (0.50)8 (60)H Passive (Kp) Granular - 3.0 360 - -- - -- Applicable conditions to the above include: ■ For active earth pressure, wall must rotate about base, with top lateral movements of about 0.002 H to 0.004 H, where H is wall height ■ For passive earth pressure to develop, wall must move horizontally to mobilize resistance. ■ Uniform surcharge, where S is surcharge pressure ■ In -situ soil backfill weight a maximum of 120 pcf ■ Horizontal backfill, compacted between 95 and 98 percent of standard Proctor maximum dry density ■ Loading from heavy compaction equipment not included ■ No hydrostatic pressures acting on wall ■ No dynamic loading ■ No safety factor included in soil parameters ■ Ignore passive pressure in f rost zone Reliable ■ Responsive ■ Convenient ■ Innovative 13 Geotechnical Engineering Report lrerracon Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado o• " May 4, 2010 ■ Terracon Project No. 25105026 For the granular values to be valid, imported granular backfill must extend out from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively. To control hydrostatic pressure behind the wall we recommend that a drain be installed at the foundation wall with a collection pipe leading to a reliable discharge. If this is not possible, then combined hydrostatic and lateral earth pressures should be calculated for granular backfill, an equivalent fluid weighing 85 and 90 pcf should be used for active and at -rest, respectively. These pressures do not include the influence of surcharge, equipment or floor loading, which should be added. Heavy equipment should not operate within a distance closer than the exposed height of retaining walls to prevent lateral pressures more than those provided. 4.7 Pavement Design and Construction Design of privately maintained pavements for the project has been based on the procedures outlined by the Asphalt Institute and the American Concrete Institute. Traffic criteria assumed for pavement thickness design of the Approach Apron includes AI Class III for trucks with Equivalent Single Axle Load (ESAL) of 36,500 over 20 years as well as ACI Category B with Average Daily Truck Traffic (ADTT) less than or equal to 25. It should be noted that these assumptions were based on our experience with similar developments in this area. We should be contacted immediately to confirm and /or modify the recommendations contained herein if actual traffic volumes differ from the assumed values in this report. Based upon AASHTO criteria, Colorado is located within Climatic Region VI of the United States. This region is characterized as being dry, with hard ground freeze and spring thaw. The spring thaw condition typically results in saturated or near - saturated subgrade soil moisture conditions. The AASHTO criteria suggest that these moisture conditions are prevalent for approximately 12 -1/2 percent of the annual moisture variation cycle. Local drainage characteristics of proposed pavement areas are considered to vary from fair to good depending upon 'location on the site. For purposes of this design analysis, fair drainage characteristics are considered to control the design. These characteristics, coupled with the approximate duration of saturated subgrade conditions, result in a design drainage coefficient of 0.9, 1.0 when applying the AASHTO criteria for design. For flexible pavement design, a terminal serviceability index of 2.0 was utilized along with an inherent reliability of 80 percent and a design life of 20 years. Using the appropriate ESAL, environmental criteria and other factors, the structural numbers (SN) of the pavement sections were determined on the basis of the 1993 AASHTO design equation. In addition to the flexible pavement design analyses, a rigid pavement design analysis was completed based upon AASHTO design procedures. Rigid pavement design is based on an Reliable ■ Responsive ■ Convenient ■ Innovative 14 Geotechnical Engineering Report lF�rrcon Proposed De -icer Shed and Approach Apron ■ wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 evaluation of the Modulus of Subgrade Reaction of the soils (K- value), the Modulus of Rupture of the concrete, and other factors previously outlined. The design K -value of 150 for the subgrade soil was determined by correlation to the laboratory test results. A modulus of rupture of 650 psi (working stress 450 psi) was used for pavement concrete. The rigid pavement thickness for each traffic category was determined on the basis of the AASHTO design equation. Based on a subgrade soil Unified Soil Classification of CL, Al classifies the subgrade soil as poor. Recommended alternatives for flexible and rigid pavements are summarized for each traffic area as follows: * Minimum pavement section thickness perACI Each alternative should be investigated with respect to current material availability and economic conditions. A minimum 6 -inch thickness of rigid concrete pavement is recommended at the location of dumpsters where trash trucks park and load, and in areas of tight turning radius. For analysis of pavement costs, the following specifications should be considered for each pavement component: Pavement Component Asphalt Concrete Surface. Aggregate Base Course.... Portland Cement Concrete Colorado Department of Transportation Criteria Grading S or SX ....... Class 5 or 6 ..............Class P 4.7.1 Compliance Recommendations for pavement design and construction presented depend upon compliance with recommended material specifications. To assess compliance, observation and testing should be performed under the observation of the geotechnical engineer. Reliable ■ Responsive ■ Convenient ■ Innovative 15 Recommended Pavement Thickness (Inches)` m Asphalt Aggregate; Portland Traffic Area E Concrete Base Cement Total Y ¢ Surrace Course �� Concrele A 7 7 Approach Apron (Al Class III and B 4 6 10 ACI Category B) C 1 1 6 6 * Minimum pavement section thickness perACI Each alternative should be investigated with respect to current material availability and economic conditions. A minimum 6 -inch thickness of rigid concrete pavement is recommended at the location of dumpsters where trash trucks park and load, and in areas of tight turning radius. For analysis of pavement costs, the following specifications should be considered for each pavement component: Pavement Component Asphalt Concrete Surface. Aggregate Base Course.... Portland Cement Concrete Colorado Department of Transportation Criteria Grading S or SX ....... Class 5 or 6 ..............Class P 4.7.1 Compliance Recommendations for pavement design and construction presented depend upon compliance with recommended material specifications. To assess compliance, observation and testing should be performed under the observation of the geotechnical engineer. Reliable ■ Responsive ■ Convenient ■ Innovative 15 Geotechnicai Engineering Report 1 r�rr7con Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 4.7.2 Pavement Performance Future performance of pavements constructed on the soils at this site will be dependent upon several factors, including: • Maintaining stable moisture content of the subgrade soils both before and after pavement construction. • Providing for a planned program of preventative maintenance. Pavement surfaces could crack in the future primarily because of settlement of the supporting soils when subjected to an increase in moisture content to the subgrade. The cracking, while not desirable, does not necessarily constitute structural failure of the pavement, provided that timely maintenance, such as crack sealing is performed. Excessive movement and cracking could result if the subgrade soils are allowed to dry out before paving and subsequently become rewetted. The performance of all pavements can be enhanced by minimizing excess moisture, which can reach the subgrade soils. The following recommendations should be considered at minimum: • Site grading at a`rr"f inimum 2 percent grade onto or away from the pavements. • Water should not be allowed to pond behind curbs. • Compaction of any utility trenches for landscaped areas to the same criteria as the pavement subgrade. • Sealing all landscaped areas in or adjacent to pavements to minimize or prevent moisture migration to subgrade soils. • Placing compacted backfill against the exterior side of curb and gutter. • Placing curb, gutter and /or sidewalk directly on subgrade soils without the use of base course materials. • Placing shoulder or edge drains in pavement areas adjacent to water sources. Preventative maintenance should be planned and provided for an ongoing pavement management program in order to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Preventative maintenance consists of both localized maintenance (e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. 4.7.3 Construction Considerations Site grading is generally accomplished early in the construction phase. However, as construction proceeds, the subgrade may be disturbed due to utility excavations, construction Reliable ■ Responsive ■ Convenient ■ Innovative 16 Geotechnical Engineering Report lrrrcon Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 traffic, desiccation, or rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance or excessive rutting. If disturbance has occurred, pavement subgrade areas should be reworked, moisture conditioned, and properly compacted to the recommendations in this report immediately prior to paving. We recommend the pavement areas be rough graded and then thoroughly proof rolled with a loaded tandem axle dump truck prior to final grading and paving. Particular attention should be paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the materials with properly compacted fills. All pavement areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to paving. The placement of a partial pavement thickness for use during construction is not recommended without a detailed pavement analysis incorporating construction traffic. In addition, if the actual traffic varies from the assumptions outlined above, we should be contacted to confirm and /or modify the pavement thickness recommendations outlined above. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon should also be retained to provide testing and observation during the over excavation (if performed), grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include, either specifically or by implication, any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical Reliable ■ Responsive ■ Convenient ■ Innovative 17 Geotechnical Engineering Report lr� rr7 cOn Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes are planned in the nature, design, or location of the project as outlined in this report, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes, and either verifies or modifies the conclusions of this report in writing. Reliable ■ Responsive ■ Convenient ■ Innovative 18 APPENDIX A FIELD EXPLORATION Geotechnical Engineering Report lr�rr7 Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 Field Exploration Description The borings locations were identified on the provided Site Plan developed by Behrent Engineering. The borings were located in the field by measuring with a wheel from property lines and /or existing site features based upon the Site Plan. The accuracy of the boring locations should only be assumed to the level implied by the methods used. The borings were drilled with a CME -55 truck - mounted rotary drill rig with solid -stem augers. During the drilling operations, lithologic logs of the borings were recorded by the field engineer. Relatively undisturbed samples were obtained at selected intervals utilizing a 3 -inch outside diameter ring barrel sampler (RS) and a 2 -inch outside diameter split -spoon sampler (SS). Disturbed bulk samples (BS) were obtained from auger cuttings. Penetration resistance values were recorded in a manner similar to the standard penetration test (SPT). This test consists of driving the sampler into the ground with a 140 -pound hammer free - falling through a distance of 30 inches. The number of blows required to advance the ring - barrel sampler 12 inches (18- inches for standard split -spoon samplers, final 12- inches are recorded) or the interval indicated, is recorded and can be correlated to the standard penetration resistance value (N- value). The blow count values are indicated on the boring logs at the respective sample depths, ring barrel sample blow counts are not considered N- values. A CME automatic SPT hammer was used to advance the sampler in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the ring barrel blow counts, SPT values, and soil properties are based on the lower efficiency cathead and rope method. This higher efficiency affects the standard penetration resistance blow count value by increasing the penetration per hammer blow over what would be obtained using the cathead and rope method. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. The standard penetration test provides a reasonable indication of the in -place density of sandy type materials, but only provides an indication of the relative stiffness of cohesive materials since the blow count in these soils may be affected by the soils moisture content. In addition, considerable care should be exercised in interpreting the N- values in gravelly soils, particularly where the size of the gravel particle exceeds the inside diameter of the sampler. Groundwater measurements were obtained in the borings at the time of site exploration and a minimum of one day after drilling. Upon completion of the supplemental groundwater measurements, the borings were backfilled with auger cuttings. Some settlement of the backfill and /or patch may occur and should be repaired as soon as possible. Exhibit A -1 LOG OF BORING NO. 1 Page 1 of 1 CLIENT Behrent Engineering SITE Coors Glass Plant PROJECT Wheat Ridge, Colorado Deicer Storage and Approach Apron SAMPLES TESTS C7 DESCRIPTION O °' > Z= ul r) W Z �— Z = ~ W m W > O W 0_W F z ZZ 0 JO= Q w 0 U) Z o_ w ¢0 >. Kz of Z� W z W �O5 C7 0: m �U O¢ DO w ow FILL, LEAN CLAY with sand, brown, stiff to very stiff -02%/ CL 1 RS 12 10 23 95 500psf 4.5 5 CL 2 RS 12 27 3 107 FILL. WELL GRADED SAND fine to coarse grained, with silt and gravel, brown, white, pink, medium dense SW 3 SS 18 33 SM 9 FILL, CLAYEY SAND fine to coarse SC 4 RS 12 12 13 120 grained, with gravel, brown, loose 1p 11 FILL, WELL GRADED CLAYEY SAND fine to coarse grained, with silt and gravel, brown, loose SW 5 RS 6 50/6" 5 15 15 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 4 -14 -10 WL g None WD = Backfilled BORING COMPLETED 4 -14 -10 W L Y Y irerracon RIG CME 55 LOGGED MKE Exhibit A-3 APPROVED TJN I JOB# 25105026 0 0 z w z w 0 d w 0 m LOG OF BORING NO. 2 Page 1 of 1 CLIENT Behrent Engineering SITE Coors Glass Plant PROJECT Wheat Ridge, Colorado De -icer Storage and Approach Apron SAMPLES TESTS DESCRIPTION J O 2 F C e F Q i Z F W D o �� Q_ y m w o 3 w� I-z } ow 0 o �0U Wzb' w o uUi D z a w W m ¢O 3v K o a zF Drn 305 woo FILL. CLAYEY SAND fine grained, brown, loose to medium dense SC 1 RS 12 16 9 109 4.5 5 -0.7%/ 500psf SC 2 RS 12 9 15 106 FILL. SILTYSAND fine grained, black, gray, medium dense SM 3 RS 11 50/11" 2 8 FILL, WELL GRADED SAND fine to coarse grained, with silt and gravel, brown, SW 4 RS 12 46 3 white, pink, medium dense 10 SW 5 RS 11 50/11" 15 18 - SANDSTONE. fine to coarse grained, with gravel, brown, medium hard, weakly 6 RS 12 50 16 110 cemented 20 21 25 CLAYSTONE gray, brown, firm 25 5 7 RS 12 32 24 r BOTTOM OF BORING u The stratification lines represent the approximate boundary lines 3 between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 4 -14 -10 n WL g 18 WD = Backfilled BORING COMPLETED 4 -14 -10 i rerracon RIG CME 55 LOGGED MKE APPROVED TJN JOB# 25105026 JD WL Y n EchibitA -4 APPENDIX B LABORATORY TESTING Geotechnical Engineering Report � Y ������� ^ Proposed De -icer Shed and Approach Apron ■ Wheat Ridge, Colorado May 4, 2010 ■ Terracon Project No. 25105026 Laboratory Testing Samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer, and were classified in general accordance with the Unified Soil Classification System described in Appendix C. Samples of bedrock were classified in general accordance with the general notes for Rock Classification. At this time, an applicable laboratory - testing program was formulated to determine engineering properties of the subsurface materials. Following the completion of the laboratory testing, the field descriptions were confirmed or modified as necessary, and Logs of Borings were prepared. These logs are presented in Appendix A. Laboratory test results are presented in Appendix B. These results were used for the geotechnical engineering analyses and the development of foundation and earthwork recommendations. All laboratory tests were performed in general accordance with the applicable local or other accepted standards. Selected soil and bedrock samples were tested for the following engineering properties: • Water content • Water soluble sulfate content • Dry density • Grain size • Swell /Expansion • Plasticity Index Exhibit B -1 e i 00 PRESSURE, psf Specimen Identification Classification Td, pcf WCA l ei 1 2.0ft 1 FILL, LEAN CLAY with SAND 95 23 Notes: SWELL CONSOLIDATION TEST lrerracon Project: De -icer Storage and Approach Apron Site: Coors Glass Plant Wheat Ridge, Colorado Exhibit B -2 0 I El PRESSURE, psf Specimen Identification Classification Yd, pcf WCA Fel 2 4.0ft 1 FILL, CLAYEY SAND 106 15 Notes: SWELL CONSOLIDATION TEST 1 rerracon Project: De -icer Storage and Approach Apron Site: Coors Glass Plant Wheat Ridge, Colorado Job M 25105026 Exhibit B -3 4 ., 2 , . 1 „ 112.,, 3 „ 6 .10 ., 16 � 30 � 50 e, 100,,,,,200 100 95 90 85 SO 75 70 f 65 2 w 60 m 55 Z 50 LL Z 45 w Z 40 w a 35 Of, 25 20 15 10 5 0 10 GRAIN SIZE IN MILLIMETERS HYDROMETER COBBLES GRAVEL SAND SILT OR CLAY wame I fine coarse I medium I fine Specimen Identification Classification LL I PL I PI I Cc Cu • 2 9.0ft WELL- GRADED SAND with SILT and GRAVEL(SW-SM)l NP I NP I NP 1 1.41 12.80 J Specimen Identification D100 D60 D30 D10 %Gravel I %Sand I %Silt %Clay o 101 2 9.0ft 1 12.5 1 2.009 1 0.666 1 0.157 1 17.2 1 76.9 1 5.9 GRAIN SIZE DISTRIBUTION Project: De -Icer Storage and Approach Apron 1 rerracon Site: Coors Glass Plant Wheat Ridge, Colorado Job #: 25105026 n.1.- A -10 -1 n Exhibit B -4 ! } »7772 I ` 2 /� 2 ■ 0 LU Lam .8 _ g 0. o 0 d LLF o J� W, jk § ! LU f !! j � § k k 7E E r! § z w o § : } \\ ! 0 0 - E ! ;; ( 0 2 g | m jL CL G ;§ ; IL z - !k 2 0 / k7 - L 2 - r! ; « ) §\ &»_ w w | § U) ` 2 � 0 � k!y ) E k ; = x ! w o ) a2aa ■2 kJ)k _: \ \) \ \ \ .6�\ £ - � °7!■ {I §,§ {) \��� -� ' ; � � §] \ I) , , , , , , , - , , /)( �,��, APPENDIX C SUPPORTING DOCUMENTS GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon -1 3 /8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin - Walled Tube -2" O.D., unless otherwise noted PA: Power Auger RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger DB: Diamond Bit Coring - 4 ", N, B RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2 -inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18 -inch penetration with a 140 -pound hammer falling 30 inches is considered the 'Standard Penetration" or "N- value ". For 3" O.D. ring samplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140 - pound hammer falling 30 inches, reported as "blows per foot," and is not considered equivalent to the 'Standard Penetration" or "N- value ". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: While Sampling WCI: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB: After Boring ACR: After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short- term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic and silts if they are slightly plastic or non - plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse- grained soils are defined on the basis of their in -place relative density and fine- grained soils on the basis of their consistency. FINE- GRAINED SOILS COARSE- GRAINED SOILS BEDROCK IRS) (SS) Descriptive Terms of ,LS) (SS) Relative IRS) (SS) With Blows /Ft. Blows /Ft. Consistency Blows /Ft. Blows /Ft. Densi Blows /Ft. Blows/Ft. Consistency <3 0 -2 Very Soft 0-6 < 3 Very Loose < 30 < 20 Weathered 3 -4 3-4 Soft 7 -18 4-9 Loose 30-49 20 -29 Finn 5 -9 5 -8 Medium Stiff 19 -58 10 -29 Medium Dense 50 -89 30-49 Medium Hard 10 -18 9 -15 Stiff 59 -98 30 -50 Dense 90 -119 50 -79 Hard 19 -42 16 -30 Very Stiff > 98 > 50 Very Dense > 119 > 79 Very Hard > 42 > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Plasticity Index Descriptive Terms of Percent of Other Constituents Dry Weight Trace < 15 With 15 -29 Modifier > 30 GRAIN SIZE TERMINOLOGY Maior Comoonent of Sample Boulders Cobbles Gravel Sand Silt or Clay Particle Size Over 12 in. (300mm) 12 in. to 3 in. (300mm to 75 mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm) Passing #200 Sieve (0.075mm) RELATIVE PROPORTIONS OF FINES Descriptive Terms of Percent of Other Constituents Dry Weight Trace < 5 With 5 -12 Modifiers > 12 PLASTICITY DESCRIPTION Term Plasticity Index Non - plastic 0 Low 1 -10 Medium 11 -30 High 30+ Exhibit C -1 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Names Coarse Grained Soils Gravels Clean Gravels Cu a4 and 1 5 Cc <_ 3` GW Well graded gravel` More than 50% retained More than 50% of coarse Less than 5 % fines` Cu <4 and /or 1 > Cc> 3P GP Poorly graded gravel` fraction retained on on No. 200 sieve No. 4 sieve Gravels with Fines More Fines classify as ML or MH GM Silty gravel' - than l2 %fines` Fines classify as CL or CH GC Clayey gravel"H Sands Clean Sands Cu >_ 6 and 1 s Cc <3z SW Well graded sand' 50% or more of coarse Less than 5% fines° Cu <6 and/or 1 > Cc> 3P SP Poorly graded sand' fraction passes No. 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand- Mom than 12 %fines° Fines classify as CL or CH SC Clayey sand`"' Fine - Grained Soils Silts and Clays Inorganic PI > 7 and plots on or above "A" line' CL Lean clay "L" 50% or more passes the Liquid limit less than 50 PI <4 or plots below "A" line' ML Silt " No. 200 sieve Organic Organicclay "'L "" <0.75 Liquid limit -oven OL dried Organic silt"LMO Liquid limit - not dried Silts and Clays Inorganic PI plots on or above "A" line CH Fat clay'L" Liquid limit 50 or more PI plots below "A° line MH Elastic silt" Organic Liquid limit - oven dried Organic clay "L "P <0.75 OH - Liquid limit - notdried - - Organicsilt " "4 �:,• Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat "Based on the material passing the 3 -in. (75 -mm) sieve e lf field sample contained cobbles or boulders, or both, add "With cobbles or boulders, or both" to group name. ° Gravels with 5 to 12% fines require dual symbols: GW -GM well graded gravel with silt, GW -GC well graded gravel with clay, GP -GM poorly graded gravel with silt, GP -GC poorly graded gravel with clay. "Sands with 5 to 12% fines require dual symbols: SW -SM well graded sand with silt, SW -SC well graded sand with clay, SP -SM poorly graded sand with silt, SP -SC poorly graded sand with clay z `CU = D Cc = (Dn D10 x Dso `If soil contains? 15% sand, add 'With sand" to group name. e lf fines classify as CL -ML, use dual symbol GC -GM, or SC -SM. 60 "If fines are organic, add "with organic fines" to group name. If soil contains? 15% gravel, add 'With gravel" to group name. ' If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay. x lf soil contains 15 to 29% plus No. 200, add 'With sand" or "with gravel," whichever is predominant. L If soil contains? 30% plus No. 200 predominantly sand, add "sandy" to group name. ""If soil contains? 30% plus No. 200, predominantly gravel, add "gravelly" to group name. "PI > 4 and plots on or above "A" line. ° PI <4 or plots below "A" line. ° PI plots on or above "A" line. o Pl plots below "A" line. so a W 40 0 z_ >. 30 r- 0 F 5 � a 10 7 4 0 0 10 16 20 30 40 50 60 70 W 90 100 110 ROCK CLASSIFICATION (Based on ASTM C -294) Sedimentary Rocks Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be composed of particles or pre- existing rocks derived by mechanical weathering, evaporation or by chemical or organic origin. The sediments are usually indurated by cementation or compaction. Chert Very fine- grained siliceous rock composed of micro - crystalline or cyrptocry stal line quartz, chalcedony or opal. Chert is various colored, porous to dense, hard and has a conchoidal to splintery fracture. Claystone Fine - grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Soft massive and may contain carbonate minerals. Conglomerate Rock consisting of a considerable amount of rounded gravel, sand and cobbles with or without interstitial or cementing material. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other materials. Dolomite A fine- grained carbonate rock consisting of the mineral dolomite [CaMg(CO3)21- May contain noncarbonate impurities such as quartz, chert, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Limestone A fine- grained carbonate rock consisting of the mineral calcite (CaCO May contain noncarbonate impurities such as quartz, chart, clay minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL). Sandstone Rock consisting of particles of sand with or without interstitial and cementing materials. The cementing or interstitial material may be quartz, opal, calcite, dolomite, clay, iron oxides or other material. Shale Fine - grained rock composed of or derived by erosion of silts and clays or any rock containing clay. Shale is hard, platy, of fissile may be gray, black, reddish or green and may contain some carbonate minerals (calcareous shale). Siltstone Fine grained rock composed of or derived by erosion of silts or rock containing silt. Siltstones consist predominantly of silt sized particles (0.0625 to 0.002 mm in diameter) and are intermediate rocks between claystones and sandstones and may contain carbonate minerals. Exhibit C -3 LABORATORY TEST SIGNIFICANCE AND PURPOSE Exhibit C-4 ; $ IGNIFICANCE �' PURPOSE California Bearing Used to evaluate the potential strength of subgrade soil, Pavement Thickness Ratio subbase, and base course material, including recycled Design materials for use in road and airfield pavements. Consolidation Used to develop an estimate of both the rate and amount of Foundation Design both differential and total settlement of a structure. Direct Shear Used to determine the consolidated drained shear strength Bearing Capacity, of soil or rock. Foundation Design, and Slope Stability Dry Density Used to determine the in -place density of natural, inorganic, Index Property Soil fine- grained soils. Behavior Expansion Used to measure the expansive potential of fine- grained Foundation and Slab soil and to provide a basis for swell potential classification. Design Gradation Used for the quantitative determination of the distribution of Soil Classification particle sizes in soil. Liquid & Plastic Limit, Used as an integral part of engineering classification Soil Classification Plasticity Index systems to characterize the fine- grained fraction of soils, and to specify the fine- grained fraction of construction materials. Permeability Used to determine the capacity of soil or rock to conduct a Groundwater Flow liquid or gas. Analysis PH Used to determine the degree of acidity or alkalinity of a Corrosion Potential soil. Resistivity Used to indicate the relative ability of a soil medium to carry Corrosion Potential electrical currents. R -Value Used to evaluate the potential strength of subgrade soil, Pavement Thickness subbase,_ and base course material, including recycled Design materials for use in road and airfield pavements. Soluble Sulphate Used to determine the quantitative amount of soluble Corrosion Potential sulfates within a soil mass. Unconfined To obtain the approximate compressive strength of soils Bearing Capacity Compression that possess sufficient cohesion to permit testing in the Analysis for unconfined state. Foundations Water Content Used to determine the quantitative amount of water in a soil Index Property Soil mass. Behavior Exhibit C-4 REPORT TERMINOLOGY (Based on ASTM D653) Allowable Soil The recommended maximum contact stress developed at the interface of the foundation Bearing Capacity element and the supporting material. Alluvium Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base A layer of specified material placed on a subgrade or subbase usually beneath slabs or Course pavements. Backfill A specified material placed and compacted in a confined area. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation. Bench A horizontal surface in a sloped deposit. Caisson (Drilled A concrete foundation element cast in a circular excavation which may have an enlarged Pier or Shaft) base. Sometimes referred to as a cast -in -place pier or drilled shaft. Coefficient of A constant proportionality factor relating normal stress and the corresponding shear stress Friction at which sliding starts between the two surfaces. Colluvium Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation Concrete Slab -on- A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used Grade as a floor system. Differential Unequal settlement or heave between, or within foundation elements of structure. Movement Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads). Engineered Fill Specified material placed and compacted to specified density and /or moisture conditions under observations of a representative of a geotechnical engineer. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Existing Fill (or Materials deposited throughout the action of man prior to exploration of the site. Man -Made Fill) Existing Grade The ground surface at the time of field exploration. Exhibit C -5 REPORT TERMINOLOGY (Based on ASTM D663) Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture. Finished Grade The final grade created as a part of the project. Footing A portion of the foundation of a structure that transmits loads directly to the soil. Foundation The lower part of a structure that transmits the loads to the soil or bedrock. Frost Depth The depth at which the ground becomes frozen during the winter season. Grade Beam A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock. Heave Upward movement. Lithologic The characteristics which describe the composition and texture of soil and rock by observation. Native Grade The naturally occurring ground surface. Native Soil Naturally occurring on -site soil, sometimes referred to as natural soil. Optimum Moisture The water content at which a soil can be compacted to a maximum dry unit weight by a given Content compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuous stratum. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. Skin Friction (Side The frictional resistance developed between soil and an element of the structure such as a Shear) drilled pier. Soil (Earth) Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. Strain The change in length per unit of length in a given direction. Stress The force per unit area acting within a soil mass. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and base course. Subgrade The soil prepared and compacted to support a structure, slab or pavement system. 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W • r-' - Applicant: Zt'WAI /74fw* Date: -/-' 3o -/0 Project Planner: Fee Paid: Neighborhood Meeting Held /Z1 Type of FDP Amendment: ✓ Administrative Non- administrative Required information to be included with all FDP Amendment Submittals ✓ 1. Completed, notarized application /2. Fee _/ 3. Proof of ownership (deed) r/4. Power of Attorney (if an agent is acting for property owner) P- Written request (explanation of proposed amendment) ✓6. Signed submittal checklist ✓7. _&copies of the FDP (24x36 paper copies - one 11x17 reduction will also be required) 8. One color reduction of site plan and elevations Form and Content of Final Development Plan Page One (Title Page) ✓ 1. Title of document (centered at top of page) ✓ 2. Legal description ✓ 3. Small scale location map, with north arrow and scale 4. Ownership/Unified control statement Note: Page numbers given are suggestions. Exact formatting may vary by FDP. 5. Phasing /development schedule (if any) ,% 6. Character of development ✓ 7. Name /Address/Phone number(s) of architect and engineer associated with the project L/ 8. Signature blocks (examples included) Note: Administrative FDP does not require Planning Commission or City Council signature blocks ✓9. Case history box ✓ 10. Explanation of amendment Page Two (Site Plan) �1. Property boundary (which corresponds with legal description) 2. Existing/Proposed lot lines (with distance) r✓ 3. Delineation of building footprints, areas for: parking, landscaping, loading, trash receptacles, drive aisles t✓4. Land Use Chart (all figures should be square feet and percentage of lot) ✓ A. Allowable and proposed building coverage ✓B. Allowable and proposed building height ?C. Lot sizes (in square feet and acreage) -I' D. Breakdown of all use areas (building, landscaping, parking and any additional) ✓ D. Required and proposed building setbacks k Breakdown of interior space (by use) measured in square feet and as a percentage of the total building ✓ 5. Zoning for adjacent properties 6. Existing and proposed infrastructure —/ A. Internal drive aisles (with dimensions) t�B. Existing and proposed city streets C. Existing and proposed curb, gutter and sidewalk ✓ D. Existing and proposed access points (with any turn islands or signage as required by city ✓7. Scale and north arrow (scale not to exceed V= 100' L✓ 8. Project data, including building area and percentage, paved area and percentage and landscaped area and percentage 9. Location of signs; include drawing with dimensions 10. Location of sight distance triangles (as defined by city) 11. Location, height and material of any proposed fencing, retaining walls or berms 12. Location and type of any proposed exterior lighting (include detail of any freestanding lights) 13. Location of any irrigation ditches 14. Location, height and material of any proposed trash enclosures 15. Location of parking areas A. Dimensions of parking stalls (typical and handicapped accessible) B. Chart which includes required and provided parking spaces Example: City standard parking ratio Parking spaces required Parking spaces provided Page Three (Landscaping Plan) – not required for all FDP amendments 1. Landscape Schedule Chart A. Species name (common and botanical) B. Exact quantity of each species C. Size of plants /trees (size of container, caliper or height of tree) D. Quantity of ground cover(s) (measure in square feet and show as a percentage of total landscaped area) E. Type of ground cover (sod, rock or bark) F. Remarks (size of plant container, balled & burlapped, depth of any non - living landscaping (e.g.) rock or bark) Abbreviation Comm name Quantity I Size Remarks name 2. Location of all landscape material 3. Landscape Required Chart A. Required and proposed landscaping for entire lot (measure in square feet and show as a percentage of the entire lot) B. Required and proposed quantities of street trees C. Required and proposed quantities of additional trees and/or shrubs Example: Common botanical name Quantity Provided Quantity Required 4. Scale and north arrow (not to exceed V= 100') Page Four (Architectural Detail) - not required for all FDP amendments ✓1. Elevations of each building face _2. Description of architectural design features, including size, color and material 3. Detail of any proposed freestanding or wall signs 4. Detail of any trash enclosures 5. Scale not to exceed 1" = 100' Additional information which may be required: _l. Traffic study (2 copies) 2. Drainage report (2 copies) -k Zf. Soils report (2 copies) 4. Erosion Control Plan (2 copies) 5. HOA covenants (Sign and return) copies of the Final Development Plan Amendment will be required to be submitted with all required documents As applicant for this project, I hereby ensure that all of the above requirements have been included with this submittal. I fully understand that if any one of the items listed on this checklist has been excluded, the documents will NOT be distributed for City review. In addition, I understand that in the event any revisions need to be made after the second (2 " full review, I will e subject to the applicable resubmittal fee. Signature: Date: x' 30 - /y Name (please print): 'OY*/U " 5 Phone: Rev. 4/10 LAND USE CASE PROCESSING APPLICATION Community Development Department 7500 West 29 Avenue, Wheat Ridge, CO 80033 Phone (303) 235 -2846 (Please print or type all information) Applicant j�?tANI 14*4s Address ROx 4 103o, 4✓l5 13TSoa Phone 720 / City C- -7pLt>EN State Co Zip °6 oyo l Fax 303- 6 4A -69/o Owner $ILL 71 - ' - Address 10 &R LJ. So 1406- Phone 9 :? - 866'G5 City WHC -* 21t>k15 State Gcn Zip °Y& Fax ?"d% Contact jEN140 FI'IAIA- Address PO EOK t/034>, MS BTS°o Phone 7?0- 201 - ?:5( City State Cc; Zip T 0 yo l Fax 3°3 - (ot/g— 696 ('the person listed as contact will be contactedto answer questions regarding this application, provide additional information when necessary, post public hearing signs, will receive a copy of the staff report prior to Public Hearing, and shall be responsible for forwarding all verbal and written communication to applicant and owner.) Location of request (address): 10 (o/q W. SO l.J Rt :V r IZ06rt r GO $ 0033 Type of action requested (check one or more of the actions listed below which pertain to your request): Application submittal requirements on reverse side • Change of zone or zone conditions ❑ Special Use Permit • Consolidation Plat ❑ Subdivision: Minor (5 lots or less) • Flood Plain Special Exception ❑ Subdivision: Major (More than 5 lots) ❑ Lot Line Adjustment ❑ Right of Way Vacation • Planned Building Group ❑ Temporary Use, Building, Sign • Site Development Plan approval ❑ Variance /Waiver (from Section ) XOther: F /N14L DEVELoPMEn PL1414 Detailed description of request: PF?0+b5EM> 5V1 SC2>VtfArzzE &AILLp&16z Required information: Assessors Parcel Number: Current Zoning: Current Use: Size of Lot (acres or square footage): Proposed Zoning: Proposed Use: I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that in filing this application, I am acting with the knowledge and consent of those persons listed above, without whose consent the requested action cannot lawfully be accomplished. Applicants other Lean owners must submit power- of -attome from t e er which approved of this action on his behalf. Signature of Applicant Subscribed and sworn te -me- this -tayof VY 2,0 Not Public My commission expires 11, ( 3'2.011. To be filled out by staff: Sy 0 C1M00`l S Date received ?/ q - ho Fee $ Recei t No. Case No. Z' o —0 Comp Plan Desig. Zoning 1 Quarter Section Map Related Case No. Pre -App Mtg. Date Case Manager Q A " I City of LAND USE APPLICATION FORM iidge Co m Wheat muNITY DE Case No, WZ1005 Date Received B /2!2010 Related Cases Case Planner Rec Case Description .+lppticairf /n✓a»srafi+on ❑ Name Ryan Haas Name 0 Phone (720j 203 -3651 Address P.O. Bolx 4030, MS BT 500 City Golden State CO Zip 80401 - Orsner /nlavwatF,vn Name BiIlTeter Name 0 Phone (303j 886.6594 Address 110619 W. 50th Ave. City Wheat Ridge State [COI Zip 80033 - Cartfacf /nMrara/ron Name Ryan Haas Name 0 Phone [7201201 -3651 Address JP.O. Box 4030, MS BT500 City Golden State CO Zip 80401 - Prtyecf /nforsvafroia Address 10619 Street lWest50thAvenue City Wheat Ridge State M Zip 80033 k1!i Location Description Project Name E Parcel No. 39. 164. 01.005 :�] Qtr Section: SE16 District No.: IV 7 Pre -App Date F 7/1/2010 Neighborhood Meeting Date �. App No: APP7030 i;J Dispost5rvi Case Disposition Conditions of Approval Res # [ ... . ]. Ord # CITY OF NHEAT RIDGE 88/82/18 9:26 AM edba HAAS /RYAN RECEIPT NO:CDA884792 AMOUNT FMSD ZONING APPLICATION F 558.88 zone PAYMENT RECEIVED AMOUNT VS 8588 558.88 Auth Code: 02561D TOTAL 558.00 0 I ❑ Status Open I41 Notes Status Open I41 City of ri Wheat idle COMMUNITY DEVELOPMENT Wheat Ridge Community Development Department PRE- APPLICATION MEETING SUMMARY Meeting Date: Applicant(s): Attending Staff: Site Location: Existing Zoning: Existing Comprehensive Plan: July 1, 2010 Bill Teter Project Leader MillerCoors 303.425.7949 Bill.teter @millercoors.com Ryan Haas Construction Manager CH2M Hill 303.277.7779 Ryan.haas@lrillercoors.com Adam Tietz — Planner I Sarah Showalter — Planner II 10619 W 50" Ave Wheat Ridge, CO 80033 PID Employment Existing Site Conditions: The property is zoned Planned Industrial Development (PID) and is located at 10619 West 50 Avenue. The site contains the Rocky Mountain Bottle Company (RMBC), which as been on the site since approximately 1970 and produces glass bottles for the MillerCoors breweries. The site contains a several existing industrial buildings and silos, which store materials used to create glass bottles. The northern boundary of the site is Ridge Road, which separates the site from residentially -zoned properties to the north. Directly to the east of the property, across Miller, is the City of Arvada. There is a large commercial development (called Arvada Ridge) and vacant land, planned for development around a planned commuter rail station. The southern edge of the site borders other industrial properties, and there are agriculturally zoned properties to the west. Applicant /Owner Preliminary Proposal: RMBC would like to build a sand storage building, located at the north end of the site between two railroad tracks. The new building would house ice melt and sand used for snow removal on -site. The proposed building is 44' x 22.' The structure will consist of 6 structural steel columns and structure framing, with a corrugated metal roof and siding. There are no proposed utility for the storage structure. Will a neighborhood meeting need to be held prior to application submittal? No, a neighborhood meeting is not required. Planning comments: The site is zoned for industrial use, under the Coors Planned Industrial Development (PID). Adding a new building to the site will require an amendment to the Final Development Plan (FDP). The Amendment should be titled Filings No. 1 & 2, Amendment #7. Please see the Process section below for more information on the FDP Amendment process. Process Prior to applying for a building permit to add the storage building, an Administrative Amendment to the Final Development Plan (FDP) will be required. The first step in the FDP Amendment process is to hold a Pre - Application meeting, which was completed on July 1st. The next step is to submit an FDP Amendment Application. Please note that you must schedule a meeting with a staff planner to submit the application. Incomplete applications will not be accepted. For this project, three FDP sheets will be required: a revised cover sheet, revised site plan showing the location of the new storage shed, and elevations showing the proposed structure with labeling of materials. For the site plan, please base it on the attached site plan from the latest FDP, which has a key for each building on the site. After the FDP Amendment Application is submitted, a staff planner will be assigned to review the case. The case manager will review the submittal application for content. If all submittal requirements have been met, the proposal will be referred to outside service agencies and other City agencies for their review and comment, generally for a period of 15 days. After all comments have been received, the case manager will forward those to the applicant. Modifications to the Final Development Plan may be required as a result of these comments. There may be more than one review required before the documents are ready for administrative approval. Once all comments and requirements have been met, the Final Development Plan application will be submitted to the community development director for approval. The director can approve, deny or approve the FDP with conditions. If the FDP is approved, a blackline mylar of the FDP with original signatures must be provided to the City for recording with the Jefferson County Clerk & Recorder's office within 60 days. After the EDP Amendment is approved, the applicant may apply for a building permit. Architectural and Site Design Manual (ASDM) The Architectural and Site Design Manual (ASDM) will not apply. Building Division comments: The Building Division was not present at the meeting. The applicant may contact the Chief Building Official, John Schumacher, directly with any questions. His contact information is provided at the end of this document. Public Works comments: Public Works was not present at the meeting and has no questions or comments. Attachments: Pre - application transmittal sheet; Example Site Plan Phone Numbers Meredith Reckert — Senior Planner 303- 235 -2848 Adam Tietz — Planner I 303 - 235 -2845 Sarah Showalter — Planner II 303 - 235 -2849 John Schumacher — Chief Building Inspector 303 - 235 -2853 �of WheatRj�Ldge City of Wheat Ridge Pre - Application Transmittal Sheet Date: July 1, 2010 Property location: 10619 W 50` Ave Now that the required pre - application meeting has been held, the next steps in the process will be: ❑ Schedule a neighborhood meeting ® Submit land use application ❑ Submit building application The following documents are required upon submittal of the FDP Amendment Application: ® Pre - application transmittal sheet ® Property deed ® Land use application ® Letter of request ❑ Building permit application ® Property owner consent ❑ Full set of civil drawings ❑ Drainage report ❑ Outline Development Plan ❑ Traffic impact letter ® Final Development Plan ❑ Traffic study ❑ Final Plat ❑ Soils report ® Site Plan ❑ Grading /erosion control plan ® Survey /I.L.C. ❑ Electronic copy of Plat (In AutoCAD format) ❑ Other: All of the listed items must be submitted to constitute a complete application. If any of the items are not included in the submittal, the application will be returned without review. City of Wheat Ridge Community Development Department 7500 W. 29` Avenue Wheat Ridge, CO 80033 Building Division - 303.235.2855 Planning Division - 303.235.2846 Inspection line - 303.234.5933 www.ci.wheatridge.co.us A L U 'L r u FI I I I .. sxar a ar a COORS PLANNED INDUSTRIAL DEVELOPMENT ° FILING NO.2 FINAL DEVELOPMENT PLAN AN OFFICIAL DEVELOPMENT PLAN IN THE CITY OF WHEAT RIDGE INCWDING'A PART OF TALMAR INDUSTRIAL PARK FILING NO. I A PART OF THE KKV4, SE.V4 AND A PART OF THE SW .V4, s NE V4, ALL IN SECTION 16 TOWNSHIP 3 SOUTH RANGE.89 WEST OF THE SIXTH PM, JEFFERSOR COUNTY, COLORADO. EME S R , / I Ac c Pb 4y6 8 0 (CP U R SHEET 3 OF 7 �. E b a � � roR IW'0o0 SOFT. BLDG. HE 52 ' OIL E vyµ BUILDING NO. 25 PROCKRI & SOME WAREHOUSE TOTAL ACREAGE OF INDUSTRIAL DEVELOPMENT 0 / & V 1 U p. CONTAINMENT Oi ' HE cw. NW i /4, SE I/4, S {CTON 16 26.74 ACRES . ry e O FUTURE EXPANSION i '�' ra "el0.vw LOT S-A SO,WO SOFT. BLDG. Hi. 35' ACREAGE OF BUILDINGS - - - J T - - fi? ► 9 t0 - w 9 w j 1 ARvAA OFFICE & STORES AREA' 10.66 ACRES- 37 75% OF TOTAL (APPROX.) L 22,100 SOFT. BLDG. BE 35' 2 Ali g it q ACREAGE OF HARD SURFACE AREAS. CONCRETE FINAL PLAT a BUILDING N0. 36 PRODUCTION STORAGE ASPHALT ETC GENERAL USAGE TG BE WIT CLAIMED TO 103.000 SOFT. BLDG HT. 37' 2.28 ACRES 8075 OF TOTAL (APPROX.) F& D r \ \ ESCO ORDER SEPARATE eaNEL�o o -I a w o III I OCCU ACREAGE OF PARKING, OFF STREET LOADING. & ROADS n ' iil t 3]53 BE (0.09 AC) FIRE M47CA(N PUMP STATONS 511 ACRES 18.065 OF TOTAL (APPROX,) RAW MATEflIPL$ sio9acE AREA COpRS. 1 TIRE t Re770.00' ACREAGE OF LANDSCAPING, NATURAL GRASS, W AJ. 1 d 59 0'C I - 23276 BATCH HOUSE SILO STORAGE OF RAW MATEWAIS RETAINING PONDS, OECORAPVE GRAVEL ETC. 2,900 SO.ET BLDG, Hi. 82'-ID• 10.7 ACRES 39.89% OF TOTAL (APPROX.) ASPHALT EMERGENCY 13 �- I IC BE --I 1 near .,I 1 1 1 231' A 5 A 1 N PUBL W� CO. EASEM NT 1 I L1Efi v BUILDING N0. 26 AIR COMPRESSOR & G HT 3 R TANKS KEY B. 2806, Pfi86 1 \ L 3,000 SOFT. BLDG. HT. 30' T I 1 1 I TO 6F VACATED UNDER - EXIST SANITARY SEWER 3 8 1 1 I SEPARATE DOWMENT BUILDING NO. 27 RAW MATERIALS PROCESSING _ - -- G - - -- EXIST. GAS ' 17 ; 0. 9 AG) 30' GRAINAGE & UTILITY © 5.500 SOFT. BLDG HT STS' -T _ EXIST. TELEPHONE BUILDING NO. 28 ftAW NATFJtlA15 PROPROCESSING EASEMENT (BY SEPARATE DOCUMENT) MILLER j __ 30' unui Eas9MEUi 5,000 SOFT BOG. HT. 30' E EXIST. ELECTRICAL COORS GLASS PLANT PROPANE VAPORIZATION STATION -I - -- EXIST, IRRIGATION DITCH 1 STREET + EYRAID AsMAir TD IIB,AM ❑7 1 WAREHOUS W L (NAfAIED uEnLSr) III (COORS BUILDING ZS)' I (COORS BLDG. 6) �' I I EX 30' IRRIG wuR s AnON EASEMENT W- EXIST. WATER SERVICE 20' MA Ll IE V -L47- EASEMEN v -LEI I ® BUILDING NO ELECTRICAL SCOTCH STATION EXIST. FIFE HYDRANT 4 7 W D a T f `' 11R � MEW ASxN,r 5u8 srnnoN CONTRA /AEA 1 1 I H BOB SOFT. BLDG, HT. I5' -GAS- EXIST. GAS (STREET) o INLAND CONTAINER �: a - RE Srt. a IO' IRRIGATION I 1 I - - - -- PLO. BOUNDARY tJ CONY OFS EASEMENT _ 1 I ,. 1.111D9L AREA 'i I ELECTRICAL SNITCH BTAnCN FIENEE swaDLET DIT a � $' Ic I 1 �' { 1 i 9 BUILDING N0.4t 14 MAIN SERVICE ENTRANCE ¢ CORPORATION 4 TG flre,cnnoN E EN �' T AoE. 1 y� 1 j I g ; BW SD.FT. BLDG. HT I5' - - -- _ PUBLIC SER•9CE LVI 8 1.. _ ._ _ - / - 0 EASEMENT ® AREA OF MILE 0UIL01NG EXPANSION (HI, F -G s _t / AHYADA. RIDGE ❑ FULL STORAGE - PROPANE AND N0. OIL STORAGE' I l " T- - IIU(:K�LASS -� B [tt. Y I IJLI E C LI _ q I 1 r RVADA V PLAT EASi:I 4. CORIIFR NEW LANDSCAPE AREA A / I RVADA RIDGE 16, rs, R99W 6] eB' �' 5 O � COORS BUlLDI C 29 1 750 (L32 AC) 6 9 3 ❑ GAS METER STATION EXISTING ASPHALT M-6 17 70 A0•.. 11 FIELD REVISED D 1 1 D 9�e3 Os __ �C as' BE - - G- I Cd EnsEU T I L1.208,55' $ NEW ASPHALT 900 1 K 2t96J P.526 , rYL 506a8'SO�W 6`l6 I c ry BUILDING NO 29 GULLET SOFT. CENTER FIRE EX 0. X5'74' 4' �Z 43.000 SOFT. BLDG. HT. 35' =1 _ POND IE ATION EA MENT k p CONSTRUCTION SHOP 6.GW sort. BLDG HT. zD• - BUILDING DEVELOPMENT PLAN S i TRUCK ALE AST ^� , 1 4f6 5 � . < 14. BULK GLASS AMEN 40,200 SOFT SLOG. NT 35' COORS BREWING CO. GLASS �\ I EROWMAIEaNQ1T61MEIDWAI✓86�` -_ _ F MI, V \� RROr,ES wa+. L`EGA`e`SCRIP"°"wW' 3 _ - I AP OPERATIONS JEFFERSON . zssnDr�rea.BEi�ae10_a.�ecnnnsx I� _ _ -0' Si05'N+i1K p� ' � ceItB6'OF- 1 1 - - 1 ' ' 66D9W�10. Tya� w NEW MCU) COUNTY, COLORADO �.S6EIf5Gy & •smxg� - _ _ _ _ - 1 89'�5'S6'W fM110'49� / \ c n. _ _ _ 1 I _ _ I lI I .'30.00 R -030.OD' t MAINTENANCE SHOP AWIRUI. 10.000 SOFT. BRIG. Hi.35 ON � _ _ _ _ _ _ _ i i _- �ouo- 1 1 I L>•15.00 n ' 1 � CtS 85T'21 W RECEPTA NCH/ P 16 LOCKER EGA ADDITION 3.431 SOFT. BLDG Ni. 25' PDeD= _ 11 _ __ ;r, 0 50 1. 200ft. _ I j FIRE SCALE 1' = 100' N) e' m.x Lw cola 4 H 36.569 $OFT. BOG. NT. 35' - SE m. NW t /{, 6E 1 /4, SEC0a1 16 1] FUTURE EXPANSION GREY WOLF ARCMTEC7'11EE 6 -- E -- '� -- - - -- ----------- - - - - YJ. 30TH AVENUE 11 1.012 SOFT. BLDG. Ht. 35' ~ P `, 18 NEW BUILDING ADDITION 10.OD� 15' SER A E CLEA E K T WATER TOTAL SO: FT. 463,592 60.FT. & SAKI ?P N .ltl 1RICT WMIILLNIPl IIG 022.5 El I 82205, P t - SHEET 3. L(M95MEFFN0.1 ��. A jg_ n - _ 4UME mE CO BREWING CO MPANY PA n pN bo C -�r °8. .fir «T_r i'r iAw' STR n r Ys�M�IW aE( R� :7 - Z CF pT. _ -= 2 Z d - sYW MY z_ z z _„ W w .µ , E BLDG DEVELOPMENT PLAN v o o o s W In im z - MMi3Oyq I sm a z v z ary o n A � 3 7 L K J I H G F E D C A B C I D E F G H J K L June 17, 2010 Attn: Planning Department City of Wheat Ridge Community Development 7500 W. 29' Ave. Wheat Ridge, CO 80033 RE: RMBC Sand Storage Building Narrative To Whom It May Concern: This letter is in response to the request for a project narrative for the above referenced project located at 10619 W. 50' Ave., Wheat Ridge, Colorado. The Rocky Mountain Bottling Company (RMBC) plans to build a sand storage building that will be located on the north end of the plant between two railroad tracks. Its purpose will be to house the ice melt and sand used for snow removal operations. The footprint of the building will be 44' -0" x 22' -0 ", with an apron footprint of 44' -0" x 20' -0 ". An engineered foundation and structure will be completed and submitted for permit prior to construction. This structure will consist of 6 structural steel columns and the necessary structural framing. A corrugated metal roof and siding will be installed. On the east end of the building, it will be open to accommodate tractor access to the sand. On the other three sides, there will be concrete ecology blocks stacked four high, with the corrugated metal siding overlapping the top edge of the ecology block by approximately 2'. No utilities such as electrical, gas, or water will be a part of this project. I have attached photographs of the building location, the geotechnical report, site plan, and building elevations and details. I look forward to meeting with you to review this project. If you have any questions or need additional information, please do not hesitate to call me at 720.201.3651. Sincerel -- Ryan Haas Construction Manager — CH2MHILL Enclosure: Photographs (2 pages) Geotechnical Engineering Report Dated May 4, 2010 Prepared by Terracon (20 pages) Site Plans and Building Details & Elevations (11 pages) 0 R,Mw, - - --------- Mp i , / � /\ \� \ , \�) {� �} \� -P LOV » I Ell VW, �� ; � � R,Mw, - - --------- Mp i , / � /\ \� \ , \�) {� �} \� -P LOV » I Ell VW, A B C D E F G H J K L SHEET 4 OF 9 RMA D BOOK PAGE RIDGE UENDRTRERN \ / \ / \ / RECEPTION No, S I T E ❑ C R I F 1 1 pVfiN R R _ V V W SZND GATE of RECORDING WEST SAND ST ❑RAGE BUI ❑DING PR ❑JCCT RI•INGTDN DU CIIL STORAGE 6 SPILLP DI F r I L I N G N❑. I CONTAINMENT O PROPOSED BILDING L ( AME N D M E N T NO. 4) L.P STORAGE o Al WHEAT RIDGE, C ❑L_❑RAD❑ _ aLDC AG D 2 2 # T RAILER rtox rvaLrn 11111111 SFEPTRVC TIVN I��n1I f DRY PLANT PARKING O } R ❑ 3 3 WAREHOUSE BUILDING 36 GLASS PLANT BUILDING 25 3 o 4 BLOC 26 BLDG 27 4 E D m eL DG to CENTER RECYCLE ENTER a RAMP BUILDING 36 � DIESEL RANP N I. TET STATION BAR O ®iPV[K STALE S Q PVND 5 FARrcwc AUND SITE DEVELOPMENT PLAN 3 " ROCKY MOUNTAIN BOTTLE COMPANY GERIN LINK FEN GLASS OPERATIONS V GURB V,.'WALR W. J0TO AVE. (N) JEFFERSON COUNTY, COLORADO 6 6 »>WWWW ROCKY MOUNTAIN BOTTLE COMPANY 0 50 100 200f t, 10619 W 50TH AVENUE RR 836 WHEAT RIDGE, CO 80033 AERIAL MAPPED 1983 FIELD REVISED 1992 SCALE 1' = 100' m>r m m REV CHG. CODE B/M DWG. �rcm h.vtlwrarowun NAME DA7E ROCKY MOUNTAIN BOTTLE 3v 3N IIk WM1a rawsemr6nm oWNG.R, DOBBS DEC 84 ova CIVIL /SITE DES TITLE r,i 0 PLANNED mom uan w, �o . INDUSTR7AL Nae �vvry ��wl a<v« APVOREYNOLDS D E V PM L IN 7 o OF _ „ � f IH cHEET DIMENSIONS N INCHES L VNLESS OTHERWISE SPEC. S SAND STORAGE BUILDING TITL preP��a P e .rdemxw.e, rs •ry vim- Wns zzal REF. OWGS. x% NEXi ASSEMBLY SGLE 004 009 SHT. 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CODE e/M DWG �,,, NAME DATE MILLERCOORS m6 OWN x.NETNICx OS.z1.lO DWC. STRUCTURAL FOR BID ONLY DES rc.cA2noc O5.z1.10 rinE GLASS PLANT DE—ICER BLDG CONCRETE SECTIDNS 7 dG1••ONS mro 05.24,5 OINLE IN ES U NLESS OIMERWSVASE SP f EC sNEEr PRE ,cee.. '°,� °' REF. DWGS. FG0SB0O1 .xx .q nrvlsN / 0� NEXT As N ENOV scale _003 DE A p5 NOTED sxi TWS DXEk.lG CONFORMS T° ""s' " 15 A N ° T S T I fid4ll sra To srzE 4 M N. FG058002 REv zu 125 cx .0005 a II DESCN ca+m°L 4R A B C D. E G H J K L ,.., Bill Teter Project Leader 10619 W 50th Avenue, RR836 • Wheat Ridge, CO 80033 P: 303.425.7949 • F: 303.425.7886 • C: 303.886.6594 bill.teter @millercoors.com oIiwycau E ® n. ROCKY MOUNTAIN ear eox en xr Ryan Haas Construction Manager f CH2MHILL CH2MHILL c/o MillerCoors LLC P.O. Box 4030, MS BT500 Golden, CO 80401 CITY OF MEAT RIDGE Tel Direct 03.2 .2 Direct 303.277.2075 86/17/10 3:31 PM cdbb Mobile 720.201.3651 Fax 303.648.6968 HAAS/RYAN ryan.haas @millercoors.com w .ch2mhill.com RECEIPT NO:CDD884781 AMOUNT FMSD ZONING APPLICATION F 888.88 zone PAYMENT RECEIVED MOUNT VS 6508 2m.80 Auth Code: 835208 TOTAL — ------ ---- ------ -- 211011.88 oller om Bill Teter Project Leader 10619 W 50th Avenue, RR836 • Wheat Ridge, CO 80033 P: 303.425.7949 • F: 303.425.7886 • C: 303.886.6594 bill.teter @millercoors.com oIiwycau E ® n. ROCKY MOUNTAIN ear eox en xr