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Home My WebLink About5895 W. 29th Avenue (Ashland Reservoir)N 0 O n 0 p ? a > oYC) z n N d w Ord%a < y< ft w O 41 > �b � CD fD eD n o a o a c.o o M Mme Oo CDsu �a rt:j a Y �?� y n� i ma'D d � ^ 0 :j `.1 C N z P- fD N N O t1i C�,� oo < �� 5 �h M CD � � C o a N M cc CC c� G �� JM 0 7a t1i " "' tci�� W m o00 MeD C n z n SD rt o 00 00 CD o C M 00 rr J N On y .s w 1--1 eo 0 O. A X r S p a IY et d eo T 00 7:� INSPECTION RECORD INSPECTION ONLINE FORM: http://www.ci.wheatridge.co.us/forms.aspx?fid=79 INSPECTION REQUEST LINE: (303) 234-5933 Occupancy/Type Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.** Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Comments Initials Pier Concrete Encased Ground (CEG) Foundation / P.E. Letter Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground/Slab Inspections Date Inspector Initials Comments Electrical Comments Sewer Service Plumbing Do Not Cover Underground or Below/In-Slab Work Prior To Approval Of The Above Inspections Rough Inspections Date Inspector Initials Comments Wall Sheathing Mid -Roof Lath / Wall Tie Rough Electric Rough Plumbing/Gas Line Rough Mechanical Rough Framing Rough Grading Insulation Drywall Screw/ Nail Final Inspections Date Inspector Initials Comments Landscaping & Parking / Planning Dept. Inspections from these entities should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. ROW & Drainage / Public Works Dept. Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. Final Electrical Final Plumbing Final Mechanical Roof Final Window/Doors Final Building,r of l NOTE: All items must be Yompleted anb approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. "For low voltage permits — Please be sure that rough inspections are completed from the Fire District and electrical low voltage by the Building Division. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather City of Wheat Ridge r F Commercial Miscellan PERMIT - 201700639 PERMIT NO: 201700639 ISSUED: 06/22/2017 JOB ADDRESS: ASHLAND RESERVOIR / 5895 W 29th Ave. EXPIRES: 06/22/2018 JOB DESCRIPTION: Installation of MSE wall, retaining wall, max height wall = 6 ft **REVISION** Additional retaining walls (2) - Added valuation $38600.00 *** CONTACTS *** OWNER (303)628-6304 DENVER WATER SUB (303)426-0802 Tom Miller 019448 Miller Wall Company *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2412 / LAKESIDE, STEWART GARDENS, OLI BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 75,076.00 FEES Total Valuation 0.00 Plan Review Fee 610.25 Use Tax 1,351.37 Permit Fee 938.85 ** TOTAL ** 2,900.47 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. RETAINING WALLS April 24, 2018 Subject: Ashland Reservoir 5895 W. 29th Ave. Wheat Ridge, Colorado Permit No. 201700639 Mr. Chris Formanek Colorado Clean -Up Corp. 16 Inverness Place East/Building D Suite 100 Englewood, CO 80112 Mr. Formanek: Miller Wall Company designed and constructed the retaining walls for the subject project. To the best of our knowledge, the retaining walls were constructed in general conformance with the retaining wall design. Sincerely, Job Gardner, P.E. Miller Wall Company 44 2 `S70NAL� 1 TIqvt'-30-31-goo �'��/� i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 -6 ,F ` 5 c--. 9,941-0 ';,kc l/ Job Address: 15 IV )-cl1(2 Permit Number: 700 ❑ No one available for inspection: Time NOU AM/PM Re -Inspection required: Yes oNo When corrections have been made, call for re -inspection at 303-234-5933 Date: / q Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1ii��-� 5 i 94 Job Address: GtLt Permit Number: 020) 70b 5 ❑ No one available for inspection: Time e fy% + (-�AM/PM Re -Inspection required: Yes o When corrections have been made, call for rel -inspection at 303-234-5933 Date: CF Inspector: DO NOT NOT REMOVE THIS NOTICE 303-, CITY OF WHEAT RIDGE _��9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929`4 x� INSPECTION NOTICE Inspection Type: Job Address:9� GCJ9- �zC� Permit Number: ❑ No one available for inspection: Time /PM Re -Inspection required: Yes o When corrections have been made, call for re -inspection at 303 -234 - Date: 4/' /-/• inspector: ,�Al 0a-16zA1-4 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Oc�-3c— (s Job Address: j,J Permit Number: ❑ No one available for inspection: TimeAM PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date. Z� Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Oc�-3c— (s Job Address: j,J Permit Number: ❑ No one available for inspection: TimeAM PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date. Z� Inspector: DO NOT REMOVE THIS NOTICE .� v .7 -b (o --/.� 4 7 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L4011 F p G Job Address:% �� yo ; � Permit Number: OC g ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes CNor When corrections have been made, call for re -inspection at 303-234-5933 Date:1 % Inspector: DO NOT REMOVE THIS NOTICE G City of Wheat Ridge Commercial Miscellan PERMIT - 201700639 PAI PERMIT NO: 201700639 ISSUED: 06/22/2017 JOB ADDRESS: ASHLAND RESERVOIR / 5895 W 29th Ave. EXPIRES: 06/22/2018 JOB DESCRIPTION: Installation of MSE wall, retaining wall, max height wall = 6 ft **REVISION** Additional retaining walls (2) - Added valuation $38600.00 *** CONTACTS *** OWNER (303)628-6304 DENVER WATER SUB (303)426-0802 Tom Miller 019448 Miller Wall Company *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2412 / LAKESIDE, STEWART GARDENS, OLI BLOCK/LOT#: / *** FEE SUMMARY *** Total Valuation Plan Review Fee Use Tax Permit Fee ** TOTAL ** *** COMMENTS *** ESTIMATED PROJECT VALUATION: FEES 0.00 610.25 1,351.37 938.85 2,900.47 75,076.00 *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge Commercial Miscellan PERMIT - 201700639 PERMIT NO: 201700639 ISSUED: 06/22/2017 JOB ADDRESS: ASHLAND RESERVOIR / 5895 W 29th Ave. EXPIRES: 06/22/2018 JOB DESCRIPTION: Installation of MSE wall, retaining wall, max height wall = 6 ft **REVISION** Additional retaining walls (2) - Added valuation $38600.00 I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that i am the legal owner or have been authorized by the legal owner of the property and ain authorized to obtain this permit and perform the work described and approved in conjunction with thispermrt. I further attest that I am legally authorized to include all entities named within this document as parties to the workto be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER ore CONTRACTOR (Circle one) Date 1. This permit was issued based=on the information provided in thepermit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardlessof activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180.days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original ppermit fee. 3. If this permit expires, a new permit may be required to I obtained. Cssuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to Held inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of _y'�KWheat -Midge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(o)-ci.wheatridge.co.us FOR OFFICV US9 ONLY Date: ) i t&:3 Add to Permit # Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. **" Property Address: Owner Property Owner Email: N 6J. z 7 live Mailing Address:differentw (if different than property address) Address: L Eco • 12th A" . City, State, Zip: �nvQf, , CD, g 020 q Phone: II I �Ijl Contact Person: 1 u(- �� Phone:T 2� �g�2 Contractor: G'` I[ i er j jJa l i 59-3-299y Contractors City License #: C/l "t `1 Phone: 0303) 92�c- 080Z Contractor E-mail Address: ��tMIl' Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: AAA ��`onS f ne Et walls tvl , Sq. Ft./LF `I l -,�; `e Btu's Amps Squares Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) $ I38, & OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (ONTRACTO) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS - Reviewer: PUBLIC WORKS COMMENTS: Reviewer SIGNA PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY DATE: OCCUPANCY CLASSIFICATION, Building Division Valuation: $ City of Wheatid�e COl+� muNITy DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 FOR OFFICE U E ONEY Date: G/ q_1 Plan/Permit # Plan Review Fee: Email: permits(cDci.wheatridae.co.us " A i 0 0 " & Building Permit Applicationratm7_12M4 * Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Property Owner Email: Mailing Address: (if different than property address) Address: State, Zip: Architect/Engineer E -mail: -( 4D U,ffi; d ) 'Gone: 3n� !�ir ()a -- Contractor: l / � i Ile Contractors City License #: e:� " /o1 6 `01�6c�_. Contractor E-mail Address: Sub Contractors: Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all information on BOTH sides of this form Lr -3 6�q 9 COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR o REP/L/�CEMENT , OTHER (Describe) te-t C-LIM "vim (For ALL projects, please provide a detailed de iption of work to be performed, including current use of areas, proposed uses, square footage, existing conditi n and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) -f V� C u 40 CEJ ULO taLL 44 Sq. Ft./LF 6 2 / l a - Btu's Amps Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT 1 hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. /j /' CIRCLE ONE: (OWNER) (CONTRALTO o (AU TH ZED PRES NTATII ) f (OWNER) (CONTRACTOR) Electronic Signature (first and last na e}: DATE: DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: Building Division Valuation: $ SAMPLE OF: Claystone Bedrock FROM: Boring SB -1 1 @ V WC = 34.3%, DD = 86.8 pcf —200 77%, ILL 55, PI 23 1X* EXPANSION UNDER CONSTANT _j Lj PRESSURE UPON WETTING 0 z 0 (n —2 z 0 —3 APPLIED PRESSURE KSF 10 Too SAMPLE OF: Claystone Bedrock FROM- Boring SB -13 0 4' WC = 23.8%, DID = 97.2 pcf —200 75%, LL 51, PI 23 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING 0 0 < C z—2 . . .... ......... . .... T'_ '_'="%:pl' th 76� :Mp hcdl 1—t b. �p�d ... d. ....P� i� I 1.1t, �lth..t th. ritten appro�mf f Mth ASN U-4540. 1.0 APPLIED PRESSURE KSF 0 1 100 11-1-210 Kumar & Associates L T Sw ELL—CONSOLIDATION TEST RESULTS Fig. 11, SAMPLE OF: Sandy Claystone Bedrock FROM: Borling SB -15 0 3' WC 28.1 DO 94.1 pcf —200 65%, LL 55, PI 26 XPA E NSION UNDER CONSTANT __j PRESSURE UPON WETTING 0 ul < N, _j V) z —2 —3 . ....... —4 1D APPLIED PRESSURE KSF 10 100 SAMPLE OF: Sandstone Bedrock FROM: Boring SB -16 0 4' WC = 18.4%, DID = 109.7 pcf —200 33%, LL = 39, PI 12 J, _j EXPANSION UNDER CONSTANT _j PRESSURE UPON WETTING z —2 . . . .... .. . ....... .. t —3 T ---- -------------- — hal net be mpmduced. except et N .1th �t the I',— f C.did�ti t..H�g P.,f—d b —danco-wIfth ASN 0-430, 1D APF ES� RE KSF 10 .1 10D 11-1-210 F Kumar & Associates SWELL—CONSOLIDATION TEST RESULTS Fig.� 12 6 5 4 N vt LU 3 W w = 2 4 3 1 SHEAR STRESS VS. NORMAL STRESS 0 1.0 2.0 3.0 4.0 NORMAL STRESS, (ksf) 41 PEAK SHEAR VALUES 3 6 9 12 15 18 21 STRAIN, % 5.0 6.0 TEST NUMBER SOIL TYPE: 1 2 3 INITIAL MOISTURE CONTENT (%) 25.9 25.9 25.5 INITIAL VOID RATIO -----._.._..-....._..............__....._.._....._._._.. 0.767 0.750 0.713 INITIAL SATURATION (%) 89.4 91.5 94.8 DRY DENSITY (pcf) 93.6 94.5 96.5 FINAL MOISTURE CONTENT (%) 31.6 29.2 25.7 FINAL VOID RATIO 0.660 0.636 0.529 FINAL SATURATION (%) t00 100 100 NORMAL STRESS ksf 1.0 2.0 5.0 MAXIMUM SHEAR STRESS ksf 1.07 1.42 2.76 RATE OF STRAIN in/min. 0.015 0.015 0.015 PEAK COHESION ksf 0.604 ANGLE OF FRICTION 23.0 f SOIL TYPE: FIII: Sandy Lean Clay (CL) GRAVEL: SAND: % LIQUID LIMIT: 45 �o SAMPLE NO.: -----._.._..-....._..............__....._.._....._._._.. SILT AND CLAY( -200): 61 % PLASTICITY INDEX: 29 _._-.._...----- ----- --------------------- -- — - - --------------- --------LOCATION: LOCATION: Ashland Reservoir I BORING NO.: SB -18 DEPTH: 14 PROJECT NAME: Ashland Reservoir 11-1-210 1-1-210 Kumar &Associates DIRECT SHEAR RESULTS Fig. 13 ■ SEEM[ MEMO M111*60 MEMO IN IN 0■Elm on 0 MEN Ell mnmM ,E11 011111111101111 �M 00=Emimm 00=00�,Iomm 00=00�som 1101 nommoi�omi on ME nm=mm�ol MEN No ME JMEMEN� MINE! EMISSION w=M1MMMM MEMMIMIM mommo�� fflWHEW im" 00=00 mmoomm�� MEMOMM om�mm�omil mom�� M ommommENNnngo • MENSENnn SINEW i moommonnmmom MEMNON== MENNEN ONNNEEM 1 0 =NONE MENNEN mostommmii�m E no E1111 �mm�� mmmmmmmignsmaimm off =MEMO== ---- w MMMIMIMIS1IMIMIMM MEMNON so MENNEN 0 MISS 0 mommomm oil ONE MEIMM1MINEIM mommoom ME oonn IMM1 • MINIMUM RESISTIVITY AT IN CURV-- SAMPLE SYMBOL IDENTIFICATION SOIL OR BEDROCK TYPE RESISTIVITY SITU MOISTURE CONTENT (ohm -cm) (ohm -cm) 0 BORING SB -10 @ I FT. Claysione Bedrock 600 900 0 BORING SB -12 @ 4 FT. Sandy Claystone Bedrock 475 820 171 BORING SB -31 @ 4 FT. 1`11-: Clayey Sand (SC) 625 930 Kumar & Associates LABORATORY RESISTIVITY RESULTS n Boring/Well No. Sri -1 Project Ashland Water Tank Client SDG/Denver Water Location per plan Project No. 11-1-210 Date Drilled July 16, 2010 Total depth 50.0 ft Diameter 8" to 1573" below Relative T.O.M. Elev. 5438.3 ft. Water depth (!nit.) Dry 7—Days 27 ft. Screen: Dia. 2.0 in Length 10.0 ft. Slot Size 0.010 in. Casing: Dia. 2.0 in Length 39.0 ft. Type Schedule 40 PVC Drilling Company Precision Drilling Method 8"HS to Bedrock HW/Loose Driller Mark Log by DB Sampling Method Sketch Map SEE FIG. 1 Notes: I 1 1-1— 210 Kumar & Associates WELL CONSTRUCTION LOG I Fig. 15 Boring/Well No. Se -1 (CONT Project Ashland Water Tank Client SOG/Denver Water Location per plan Project No. 11-1-210 Date Drilled July 16, 2010 Total depth 50.0 ft Diameter 8" to 15'/3" below Relative T.O.M. Elev. 5438.5 ft. Water depth (inIQ Dry 7—Days 27 ft. Screen: Dia. 2.0 in Length 10.0 ft. Slot Size 0.010 in. Casing: Dia. 2.0 in Length 39.0 ft. Type Schedule 40 PVC Drilling Company Precision Drilling Method 8"HS to Bedrock HW/Loose Driller Mark Log by DB Sampling Method Sketch Map SEE FIG. 1 Notes: s� �s 11-1-210 Kumar & Associates I WELL CONSTRUCTION LOG I Fig. 16 d J v Description/Soil Classification z a (Color, Texture, Structure) y c 3 o a O U 5-26 25- -26— ....... ................................................ —27 _ .._..._ _.. _._ _.. 28 _ .._... ............. —29 —.._ .... .. ... .. ..... —30— —. ........1 ................ . —31— ......... ............... —32— .... ... ......... —33 ......... _... —34- -35—34 —35 ......... .. ... ... ....... —36 ..... .. —37 ....... —.39 BENTONITE . .... ............... J... —40 ......... ......... ....................... .. . ............ ............... —41 ..!... .... _. _..... ...... .._ ............ .. —42 ........ .......... ....... ....... 10/20 SAND —43 _ ............ ........ .. ..I... —44 j... —45 _.. ... ..................... .... —46—. .......... . ....... ..... . .......... —47 —48 —49 . . s� �s 11-1-210 Kumar & Associates I WELL CONSTRUCTION LOG I Fig. 16 Boring/Well No. Se -4 Sketch Map Project Ashland Water Tank Client SDG/Denver Water Location per plan Project No. 11-1-210 Date Drilled Jan Q and 13, 2011 Total depth 52.0 ft Diameter 8" to 15'/3" below SEE FIG. 1 Relative T.O.M. Elev. 5438.2 ft. Water depth (init.) Dry 7—Days 15' Screen: pia. 2.0 in Length 10.0 ft. Slot Size 0.010 in. Casing: Dia. 2.0 in Length 39.0 ft. Type Schedule 40 PVC Drilling Company Precision Drilling Method 8"HS to Bedrock HW/Loose Notes: Driller Mark Log by DB Sampling Method NQ Diamond Bit _ c rn m L a 0 o a Description/Soil Classification s a! _v, z o a (Calor, Texture, Structure) r_ E 3 m2 0 O U Ln co 2 .............. ... .. ............ .......... ........... .. ._ -..... _._.-_. 1 .................................. .... ...... ........._...............-....... ...._................ ...... fl .......... ............ ...I i .....................,...._......................._..-_............... LUSHMOUNT,.,..._ _........... CONCRETE 13 3 ..... ...... . 4 .................. ......... ... - - ._._ ._................... 8 5 ----- I ....... ............ X ............... ...- - . _.. .... . .. —6— .................................. ............................. ....._.. ..........-............. 7 E ................ ........................ ......... .............. - . _...........-.._........... . 8 .. _.......... ........ y............. ...... ........ ........... ......... ...... ... ......... .. - _ ........ 14 . ... x 11 .................. ....... . - .... ..... —12— . . ................ ..... . .... ..... ....... 1 3 .............................. _... - ..... 50/11 1 5'_ _-..... 1 6 ..... x �._ q 100.100 BENTONITE 1 8 ....... ............... 19 ... .... .. ...... ... .?...100 100 ...... ...._......... ... _..... 2a_.... .. ....... ........................... _ _.................... 22 ..... —23- 311-1--210 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG Fig. 17 I Boring/Well No. SB -4 (CONT. Project Ashland Water Tank Client SDG/Denver Water Location per plan Project No. 11-1-210 Date Drilled Jan 12 and 13, 2011 Total depth 52.0 ft Diameter 8" to 15'/3" below Relative T.O.M. Elev. 5438.2 ft. Water depth (init.) Dry 7—Days 15' Screen: Dia. 2.0 in Length 10.0 ft. Slot Size 0.010 in. Casing: Dia. 2.0 in Length 39.0 ft. Type Schedule 40 PVC Drilling Company Precision Drilling Method 8"HS to Bedrock HW/Loose Driller Mark Log by OB Sampling Method NO Diamond Bit Sketch Map L SEE FIG. 1 Notes: _ GT o � > M o C: �° a a v Description/Soil Classification y 0 o- CY Q (Color, Texture, Structure) a c 3:) m O U —23 ... ......... ........ .. .. .... I ...... .......... ......... —2 4 ..... ..... _ ..log 100 ...... ........ .... I ...... . _....... ................. —25— . ................. ....... ... ..... .............. _ _ . . .', —26-- ............... ... .. ......... ...... ............. ....... .... ..... . ........ —27-- .......... .. ....... ... . .. .-. _ . . ............................. ............. ............................... ............. —29 BENTONITE _.... ............. .................. 100 1 _ 00...................... —30 ....... _ . . .... ... . —31 .......... _. —32 ....... —33 ..... —34--......... _.... ......... � 100 100 —35 ..... . .�........ .... ..... .... _........ ..................... .------- - ----315 -36—= .................................. ....................................................................... —37-- .... . .. . —38-- ........................ —39 z log 100 40— _ ... ....... ..... .......... ....... .... . 10/20 SAND —42 _. ...__.. ....... .. .......... _... —43—... .................................. ... ............ _... .............. —44 _ ...--. 100 —45-100 �- —46 _ .... _ . ............ SLOUGH INTO HOLE _48— . 11-1-210 Kumar $ Associates IL, ridge WELL CONSTRUCTION LOG Fig.18 'i. o.'; Minn Livison Boring/Well No. SB -4 (CONT.) Sketch Map Project Ashland Water Tank Client SDG/Denver Water t Location per plan Project No. 11-1-210 Date Drilled Jon 12 and 13, 2011 Total depth 52.0 ft Diameter 8" to 15/3" below SEE FIG. 1 Relative T.O.M. Elev. 5438.2 ft. Water depth (!nit.) Dry 7—Days 15' Screen: Dia. 2.0 in Length 10.0 ft. Slot Size 0.010 in. Casing: Dia. 2.0 in Length 39.0 ft. Type Schedule 40 PVC Drilling Company Precision Drilling Method B"HS to Bedrock HW/Loose Notes: Driller Mark Log by D8 Sampling Method NO Diamond Bit o > c o a cy o Description/Soil Classification = a (Color, Texture, Structure) O 0 In m 48 -............... .................. I _ . . ..................... _ ........ .. . 49 SLOUGH INTO HOLE ........ m 100 108 ..... 5a_ _...... _ ..... s1__......... .................. . 52 1 1 —1 —210 Kumar & Associates WELL CONSTRUCTION LOG Fig. 19 Boring/Well No, Project Ashland Water Tank Client SDG/Denver Water Location NW Corner of Tanks Near 30th/Harlon Project No. 11-1-210 Date Drilled April 22, 2011 Total depth 40.0 ft Diameter S' Relative T.O.M. Elev. 5438.1 ft. Water depth (init.) 28.5 ft. 3 -Days 17.5 ft. Screen: pia. 2.0 in Length 20.0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method S"HS Auger Driller Travis Log by DB Sampling Method CAL SB -19 Sketch Map L` SEE FIG. 1 Notes: _ ca o c 7 L N rn o J s m 3 m C CJ 0 n U Description/Soil Classification (Color, Texture, Structure) z° £ o o O U m 2 ....... .................. 1 CONCRETE 0-14' E r 1 .... CUTTINGS _ _ -... 'FILL:,SANDY LEAN CLAY 2 .-._. ... ......... ........... . _ ...... _ ............. g_ w, .BENTONITE _... _...... .. 4 ........ _. ... .... ................ ......... ..... 5 .: ........._....................... – ............... ......... ....... ....... 6 SAND ........................... _ ... ......... .... ...... ..................... ...... ..... 8 .................. X —9- -10— , _. 11 12 . 1 3 SCREENED ........... ................... .. ...... .... ..... 14 14'-40' —15— ..... . ............... .. BEDROCK, SILTY AND SANDY CLAYSTONE.......... ............ ....... ......... 16— ............ ............. ... ... _._._...... .................. 1 7 ........ ... _ .. . ...... ............... . _ . i8 - ....-......_.... ............................. ....................... —19— ............ . .......... 1. ........ ... 20 ..................... _.. _.- .... .... ........ . 21 _. .. _.... ...... 22 _._. __ _ ... _.. ............Aa. 23- 3 11-1-210 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG Boring/Well No. 5B-19 (CONT.) Project Ashland Water Tank Client SDG/Denver Water Location NW Corner of Tanks Near 30th/Harlon Project No. 11-1-210 Date Drilled April 22, 2011 Total depth 40.0 ft Diameter $ Relative T.O.M. Elev. 5438.1 ft. Water depth (init.) 28.5 ft. 3—Days 17.5 ft. Screen: Dia. 2.0 in Length 20_0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"HS Auger Driller Travis Log by DB Sampling Method CAL Sketch Map l SEE FIG. 1 Notes: crn o m L c 0 a o Description/Soil Classification z° C o a-- a (Color, Texture, Structure) 0 V) m Z 11-1-210 11-1-210 s% Kumar & Associates WELL CONSTRUCTION LOG I Fig. 21 SAND —24 SCREENED —26 ! —27 —28 ................ . —29 —30 %;;7, . ..... —31 ? CUTTINGS 32 —32- —35 -35- --36 --36- -37 —37 1r _...... —38 _.._... —39 —40 —41 ................ . —42 ....... - .................. 43 _ .. _ . . .......... . 44 ... ...... ... ........... —45 ........ ..... —46- 46 -47- —47—A -AP- 11-1-210 11-1-210 s% Kumar & Associates WELL CONSTRUCTION LOG I Fig. 21 MM Boring/Well No. Project Ashland Water Tanks Client SDG/Denver Water Location ~20' E of SE Corner 30th/Fenton Project No. 11-1-210 Date Drilled April 19, 2011 Total depth 30.0 ft Diameter 8„ Relative T.O.M. Elev. 5443.7 ft. Water depth (init.) Dry 3 -Days 19 ft. Screen: Dia. 2.0 in Length 15.0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"HS Auger Driller Travis Log by D9 Sampling Method CAL SB -20 Sketch Map t SEE FIG. 1 Notes: 11-1-210 C; _> `c o � 0 o v Description/Soil Classification a 3 —V)z a a (Color, Texture, Structure) d c E 3 o 0 O U E5 — 2 ........................... .... ................................. —0 CONCRETE ... .... ...... .... 0-4 '-' — 1 .... . . .. . .. FILL: SANDY LEAN CLAY & CLAYSTONE - ' < , CUTTINGS —2 ;r _ ... r, X_...._.... — 3 0', BENTONITE 4 , ...... ...... .......... ... ........ .. .......... ... ...... 4'-9' —5— ......................... SANDY LEAht CLAY............... ............ .. _.. 6 SAND — 8 9'-30' 10— ',' ... .BEDROCK CLAYSTONE ......................... .......... ...... . —11 = ................................. ...........................,, ...... —12— ............ SCREENED —13 —15— _........ ..... .. ... —17 .... .. .. .............. .......... ........ ...-. . —20 —21- 21 -22- —22-23 -23- 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG I Fig. 22 Boring/Well No. SB -20 (CONT. Project Ashland Water Tanks Client SDG/Denver Water Location ~20' E of SE Corner 30th/Fenton Project No. 11-1-210 Date Drilled April 19, 2011 Total depth 30.0 ft Diameter 51 Relative T.O.M. Elev. 5443.7 ft. Water depth (init.) Dry 3—Days 19 ft. Screen: Dia. 2.0 in Length 15.0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"HS Auger Driller Travis _ Log by DB Sampling Method CAL Sketch Map l SEE FIG. 1 Notes: e 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG I Fig. 23 d� Boring/Well No, Project Ashland Water Tank Client SDG/Denver Water Location Middle of W Side of Water Tank Project No. 11-1-210 Date Drilled April 22, 2011 Total depth 30.0 ft Diameter 8 Relative T.O.M. Elev. 5437.1 ft. Water depth (init.) 29 ft. 3 -Days 21 ft. Screen: Dia. 2.0 in Length 20.0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"HS Auger Driller Travis Log by DB Sampling Method SB -21 Sketch Map SEE FIG. 1 Notes: 11-1-210 Kumar & Associates I WELL CONSTRUCTION LOG Fig. 24 c O 6 d ci m 0 a J Description/Soil Classification a 3 N z a; a� .2 (Color, Texture, Structure) E o 0 4 0 en in 2 1 .............. .......... .............. ... .... .... .. .,.. CONCRETE 0-22' 1 FILL SANDY- SANDY LEAN CLAY. ... --- . 2 ..... ....... . .. .. . . ...... CUTTINGS ....... 4— ...... _ ....... ...... ... ..... ....... ... ......... 5 .............. _............... ............. 6 BENTONITE r 7 .......... 9 ... ... ... . ..... ..... . X — 11 . .. ...... SAND .. —1 2 -• ....... ...... ....... ...- SCREENED -1 3 x —14— ........... ....... —15 ..... —16 —17— ... ... X ..... .. . ..... ......... —1 8 ................... ---2d —21 —22 ---23 BEDROCK SILTY AND SANDY CLAYSTONE 11-1-210 Kumar & Associates I WELL CONSTRUCTION LOG Fig. 24 Borirg/Well No. Se -21 (CONT. Project Ashland Water Tank Client SDG/Denver Water Location Middle of W Side of Water Tank Project No. 11-1-210 Date Drilled April 22, 2011 Total depth 30.0 ft Diameter B., Relative T.O.M. Elev. 5437.1 ft. Water depth (in Q 29 ft. 3—Days 21 ft. Screen: Dia. 2.0 in Length 20.0 ft. Slot Size 0.5 mm Casing: Mo. Length Type Drilling Company Rock Edge Drilling Method B"HS Auger Driller Travis Log by D6 Sampling Method Sketch Map SEE FIG, 1 Notes: c m _ o c r= o :3 m m D a o v Description/Soil Classification CL N z CY o (Color, Texture, Structure) O U V) La 24 25 I^ 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG I Fig. 25 Boring/Well No. Project Ashland Water Tank - Client SDG/Denver Wafer Location -70' N of Pumphouse; Between Tanks Project No. 11-1-210 Date Drilled April 22, 2011 Total depth 20-0 it Diameter 8. Relative T.O.M. Elev. 5437.8 ft. . Water depth (init.) Dry 3 -Days 10.5 ft. Screen: Dia. 2-0 in Length 20.0 ft. _ Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"HS Auger Driller Travis — Log by 08 Sampling Method CAL S13-22 Sketch Map Lt SEE FIG. I Notes - 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG I Fig. 26 >: -ZE >C CD 0 .2 _t =3 :3 CD 0 0 Description/Sail Classification 0 a 0 CY oCL (Color, Texture, Structure) Q z E 3 0 a 0 0 2 — ....... .. ........ 1 — ........... ...... .... .. 0 .................... ...... .... ... . . ....... CONCRETE 0-18, ................ ---- --FILL X SANDY LEAN CLAY . ... .... .......... . CUTTINGS 3T...... '''_BENTOMTE .......... 4 X . ........... . . .. . .. .... 5 ...... . ... ........... 6 .... .... .. .. ....... . .. . 7 8 —9— ....... —10— .. ................ .................. ........ . .. ......... ...... .................. ....... SAND...................... —12— .... ... ... ..... ............ . ... ..... . -SCREENED ......... . ....... X ...... .. . ..... ........ .. .. .. ..... .. ....................... .. . .. .... . ..... —15— ......... .... X . .. ... —16— . .............. ........ .......... ...... ........... ................. —17— ...... ........ ... ....... ... . . 18'-20' BEDROCK SANDY CLAYSTONE. —20— ...... .. —21— . . .. . . .......... ........ —22— .. .... —23— ...... 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG I Fig. 26 Boring/Well No. Project Ashland Water Tank Client SDG/Denver Water Location East Side of Water Tank - 30' N of Trench project No. 11-1-210 Date Drilled April 22, 2011 Total depth 30.0 ft Diameter 8., Relative T.O.M. Eley. 5438.8 ft. Water depth (init.) Dy 3 Days 10.5 ft. Screen: Dia. 2.0 in Length 30.0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"HS Auger Driller Travis Log by D8 Sampling Method CAL SB -23 Sketch Map SEE FIG. 1 Nates: _ I ci o > `c rn o w - CN J `� —, 3 U o 00 Description/Soil Classification a N 0 n 0 Cr a (Color, Texture, Structure) E 3 0 0 - 1 ..................................�� ................... ....,..... .......-................................. ... .... .... ... — - Q ......... CONCRETE .. ...... .....', ................... I ....... ......... ... .... .. ....- ..... .. ......... 0-13' II' — 1 FILL SANDY -LEAN CLAY AND -LEAN CLAY 2 CUTTINGS i — 3 ........... ....... —4 t BENTONITE — 5 r" ............. I .................... ......._ ..... ti ... ... 7 ..................... ..... . ... ...... ............. 8 . — 1 1 ............... .. .... . . ..... ... .... .................. ............... SAND —12 ............... _. .... .._.. ..._ ............. ---- SCREENED —13— ............ ...... . 13'-30' —14—' . ... ...... .............. .BEDROCK SILTY CLAYSTONE......... ......... ..... —15-1 ............... ........................ .. .-... 16 —16- -17— —17 - ....... -- _19— ............. . .......... ....... .. .... ...................... ... —20-- .. .... ......... ....... .... ... —21 _. .................. .... _. _.._ _....... 22 ..... ._.. -- _..... 17 x 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG Fig. 27 Boring/Well No. Se -23 (CONT. Project Ashland Water Tank Client SDG/Denver Water Location East Side of Water Tank � 30' N of Trench Project No. 11-1-210 Date Drilled April 22, 2011 Total depth 30.0 ft Diameter 81, Relative T.O.M. Elev. 5438.8 ft. Water depth (init.) Dry 3 Days 10.5 ft. Screen: Dia. 2.0 in Length 30.0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"HS Auger Driller Travis Log by DEI Sampling Method CAL Sketch Map SEE FIG. 1 Notes: _ 11-1-210 QM o - > `E i!' N o J = 7 v p oa description/Soil Classification Q 3 a U C o (Color, Texture, Structure) m E z° E o v O U m 23 .... .. ......... 13'-30' 24 ... . BEDROCK SILTY AND SANDY CLAYSTONE: 26 SAND —27 SCREENED —28— -.- -. .... .. —29 --3<1 31— ....... .... .. ........ —32 ....... ................ —33 ............ .. _... ......... .. —34 ....... . .. ....�..... —35 .......,. i....-.. —36— ... ........... _.....! ... ........ ............. —37 ........ .........E.- -38 ... ......... —39— ..... . - - ............. 40 ............. ..... ..... _... 41 - ...... ............ ........ . —42 .. .... ....... . ....... ....__......_ . ...... _.. —43 _ _ ............. .... _... ......_ _...._ —44 ................ ............. .... ..........' 45 —45- —46 -46- -47- —47 11-1-210 Kumar & Associates I WELL CONSTRUCTION LOG I Fig. 28 Boring/Well No. Ashland Water Tanks SDG Denver Water Project Client Location EB Lane Near SE Corner 29th/Gray St. Project No. 11-1-210 Date Drilled April 18, 2011 Total depth 25.0 ft Diameter a' Relative T.O.M. Elev. 5416.2 ft. Water depth (init.) 15 ft. 3 -Days 15 ft. Screen: Dia. 2.0 in Length 15.0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"HS Auger Driller Travis Log by OB Sampling Method CAL SB -24 Sketch Map Ll SEE FIG. 1 Notes: 11-1-210 I Kumar & Associates I WELL CONSTRUCTION LOG I Fig. 29 Ca o `C m o J _ m 3 0 6 > o v Description/Soil Classification a z acy Q (Color, Texture, Structure) a� C E 3 o a D 0 V) m — E• ........................ CONCRETE --... 0-3' .................. ............ CLAYEY SAND...................... . _ ................ ......... _ ...... 3 ,-, CTTINGS ............ .. ........ .. _.. ..... ... .. 3'-1T — 4 r'' ;,,'; ......................... ... .. .LEAN CLAY/SANDY.LEAN CLAY...................................... .... — 5 ,, ..... ........ — 6 ............... BENTONITE . ......... — 8 �� — 9 s` ............. .............................. ............................ ....... —10 ..... ....... ................ _. _......_..........__............._._.......-. .__.. SAND ........... .. ...... .... ..... —12 SCREENED —13 —14 15 —15- _.-... . —17—: ........................ ................ .... 17'-25' 1 8 ............... ... _. CLAYSTONE BEDROCK.... . ..... —19 —20 _... .. .... . ........... ...... .................. —21— ....... ....... ... .. ....... . ......... _ ............. . —22— . ..... ................ ... ......... ........................ .......... ..... ... _ -. —23 _ _._ 2 4 —24- ....... .................... 11-1-210 I Kumar & Associates I WELL CONSTRUCTION LOG I Fig. 29 Boring/Well No. SB -25 Project Ashland Water Tank Client SDG/Denver Water Location EB Lane Near SE Corner 29th/Depew Project No. 11-1-210 Date Drilled April 18, 2011 Total depth 25.0 ft Diameter 8" Relative T.O.M. Elev. 5412.1 ft. Water depth (init.) 23 ft. 3 -Days 14 ft. Screen: Dia. 2.0 in Length 25.0 ft. Slot Size 0.5 rn m Casing: Dia. None Length Type Drilling Company Rock Edge Drilling Method 8"14S Auger Driller Travis Log by D6 Sampling Method CAL Sketch Map L SEE FIG. 1A Notes: =d 1 1-1-210 Kumar & Associates WELL CONSTRUCTION LOG I C0) `c Z' _ o >:0 3 > o J L En m V o o. Q Description/Soil Classification Q 3 N a a (Color, Texture, Structure) m c z° E 3 o 0 D U m CONCRETE 0-3' j 'L BENTONITE ............ FILL: SANDY LEAN CLAY 2 ....... ................. 3 4 .. ............... ........ -----5 SANDY -LEAN CLAY.......... ................... ------- 5— ......................... ......................... . ............ ......... 6 ........ .. .. 6'-25' 7 ...................... ... . ... CLAYSTONE BEDROCK.......- 8 9 .. ... _ ......... .... _ ..-.. ... _... .............. _................. ......... ..... ........... ... ... ........................ .- ... _. _ .... .,......... ...... ......... SAND 1 2 ........ ............ .. . ........... SCREENED 13 14— .............................. ... 15— ............... ............ .................... 16 _... 17 _.._. _ ... 1 8 ........................... .. ... 19— .......... 20 .; _.............. .... ... ...... 21— .. ........ .. ...... .. 22— ... ........... ..... . 23 `. 24 ........ .... _ _..........., .......... - -...................... :.. a.da of 25 6=8$ it =d 1 1-1-210 Kumar & Associates WELL CONSTRUCTION LOG I Boring/Well No. SB -26 Project Ashland Water Tank Client SDG/Denver Water Location EB Lane of 29th W of Benton E of Alley Project No. 11 -1-210 Date Drilled April 18, 2011 Total depth 25.0 ft Diameter 8 Relative T.O.M. Elev. 5408.7 ft. Water depth (init.) 17.5 ft. 3 -Days 20.0 ft. Screen: Dia. 2.0 in Length 15-0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"HS Auger Driller Travis Log by DB Sampling Method CAL Sketch Mop Lt SEE FIG. 1A Notes: .� o c a o -- « t - m` C > c0 N 0 o J v Description/Soil Classification CL 3 N 0 a 3 a (Color, Texture, Structure) VE o 0 10 V N m ....-- CONCRETE . ....... ....... ........ .....-..-... ......... ..... .... ..... 0-19.5' ;; . 1 .. Sandy Leon -Clay .. ....... ........ ...... .... ...... CUTTINGS — 4 ;,, ............... ......... ..... ..... _ .......... 5 _ .. ........... ....... _ -. .. — 6 ------- _.......... . ............. - ... ...... _. _ ..... ........ r ' BENTONITE — 7 ...... _-........ ... _.......... ..... .... ...... 8 ..... .............. ......... _ .... ........ 9 , .... .. ................... .... SAND SCREENED —13 --14 15-16 —15- -16- —17 -17-1 , ., . ........ ... ................. ........ .................... ... —1 9 ...... .... .... .. - -20 19.5'-25' .. ........... ... ....... CLAYSTONE BEDROCK —21— . . ......... _ .. .... ...... ................. —22— .................. 23 —23- -24- —24 _ _ . ...... _ .... _ ....... 11-1-210 Kumar & Associates I WELL CONSTRUCTION LOG I Fig. 31 Boring/Well No. Project Ashland Water Tank Client SDG/Denver Water Location EB Lane of 2911h Near SE Corner Ames St. Project No. 11-1-210 Date Drilled April 18, 2011 Total depth 25.0 ft Diameter 8" Relative T.O.M. Elev. 5405.4 ft. Water depth (init.) Dry 3—Days 18.0 ft. Screen: Dia. 2.0 in Length 15.0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"HS Auger Driller Travis Log by DB Sampling Method CAL SB -27 Sketch Map L SEE FIG. IA Notes: ^� o c i= o L 0a a Description/Soil Classification s 3 Z ID ac (Color, Texture, Structure) c E c of 0. U v) m X — 0.. I CONCRETE .... .......... ....... ...... ... ... ..... . .................. — 1 '( .... .. Sandy Lean Clay.. .. ..... — 2 L ......... .... ............ ..... .. ............ _... CUTTINGS — 4 ........ _ ...... .... — 5 >-, ;; .......... ..................... .............. ......................... — 6 - ...... .._ .......................... ........ .... ...... ..-.. BENTONITE — 7 _. .. ................ _ .... _.-.. - 13 Y- .............. ..- ....................................... ....... ... .. ....... .. .... — 9 _....................... _10— . ... .. ........ .. —11 SAND —12— .. .......... ... SCREENED —13 —15 18'-25' 19— CLAYSTONE BEDROCK .......... ............ ...........,..... 20- -21— _ ... _. ....... ... ... —22 .. .............. ...... .... _ ............. - —23— .. . _ .......... ..... ........ . . .. .... - - - .. ... ........ . —24 _.._.. ....... .... —9 5 _. ........ ..... ....... . ... ... n_ •x 1 1-1-210 Kumar & Associates WELL CONSTRUCTION LOG 3 Boring/Well No, Project Ashland Water Tank Client SDG/Denver Water Location 2834 Fenton Project No. 11-1-210 Date Drilled April 19, 2011 Total depth 25.0 ft Diameter 81, Relative T.O.M. Elev. 5410.1 ft. Water depth (init.) Dry 3 -Days 23.5 ft. Screen: Dia. 2.0 in Length 15.0 ft. Slot Size 0.5 m m Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8"NS Auger Driller Travis Log by DB Sampling Method CAL SB -28 Sketch Map SEE FIG. 1A Notes: s= q 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG of a�v e Fig. 33 iso O G O O r v` > 0 0 v Description/Soil Classification a 3 z a D Crcy (Color, Texture, Structure) CD Um E o CL a CONCRETE .. ....... ....... ............ ...... _ ......... 0 16' .. - .-.- CLAYEY SAND/SANDY LEAN CLAY.(SC/Ci) ... .......... — 3 CUTTINGS ............ ........ ............ . ....... — 4 > ;-( -... _......... _ .................. ..... ...... ............... ... _.. ...... — 5 °'-" .. ... .. ... ... ........... ............. ..................... — 6 % %f ............... .. ........................... ................. ------ _- - - 7 7 _ .... ................. . 8 ff. BENTONITE---,, , ...................... .... ...... .............. g. ... ... .......................... ......... ........ ............. —10— ' --SAND —12 ............. _........ .... ....... .......... ..... .._ ...... SCREENED —13 —16 _._ _........ 16'-25' —1 7 . ` - - ...... CLAYSTONE BEDROCK ... —1 8 ... ..... . ....... ......... ........................ ...... ................ ......'. —1 9 ................. —20-1 _ _ _ _ . ... ............ ........ ................. _21— ... ..... .... ... ............................................................. —22 ........ _.. ................... ..... .. ............. —23— _ ...... ........ .... ...........1. .... _ ....... _ ..... —24 _... ........ ... ... ......... . . .. .. . ........... ...... . ................. s= q 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG of a�v e Fig. 33 iso Baring/Well No. Se -29 Project Ashland Water Tank Client SDG/Denver Water Location 32nd Avenue and Harlan Streer Project No. 11-1-210 Date Drilled March 27, 2012 Total depth 14.5 ft Diameter 8 in. Relative T,O.M. Elev. 5454.11 ft. Water depth (snit.) Dry 13–Days 9.5 ft. Screen: Dia. 2.0 in. Length 10.0 ft. Slot Size 0.010 in. Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8" Hollow Stem Driller Travis Log by Clint Sampling Method CAL Sketch Map L SEE FIG. 1A Notes: 11-1-210 I Kumar & Associates I WELL—CONSTRUCTION LOG I Fig. 34 O > C L ^ 17, O s m p m Q (0 cL 2 Description/Soil Classification 3 z (Calor, Texture, Structure) c E a of o v a � j (n En- -2——2 ' .............................,... —1 FLUSH FOUNT _ ....... ................ – ....... —0 WELL.CQVER .. ...... ............ . — 1 ................... BENTONITE .... . SANDY LEAN CLAY FILL, FINE TO COARSE, BLACK. SANDY LEAN CLAY, FINE TO MEDIUM BROWN. _ ..... ........ .. .. ....... ... .. — 4 •. SOLID -RISER. . ........... .... ... ...................... .......... CLAYSTONE, FINE TO COARSE;$ROWN:.............................. ...................... — 7 ..... ................... - --.......... _ ..... — 8 _ ...... ...... .......... ..... . — 9 .. ...... -10—' -20 ,SAND ............ . --- —12— WELL SCREEN .......... ....... ............... ................. ...... —13— ......... ...... ............ . .... ........ ..... ........ ............ .. ....... . ...... ...... ................ _ . ......... ................ —1 5 _........... ....... ..... ...... _ ................ —16 ................. ........... . ... .. ......... ....... _.. _ __... —17— ............. ......... ...... .... .. —18_ ............................ ...... ..._ .......__.... .-- . ... ...... ......... —19 - ... ......... .._. ......... 20 —20- —21 -21— .................... ....... ... ......... ....... —22 - .. .... ............. —9-1;— – – .... .. ............. 11-1-210 I Kumar & Associates I WELL—CONSTRUCTION LOG I Fig. 34 Boring/Well No. SB -30 Project Ashland Water Tank Client SDG/Denver Water Location 32nd Avenue and Harlan Street Project No. 11-1-210 Date Drilled March 27, 2012 Total depth 14.5 ft Diameter 8.0 in. Relative T.O.M. Elev. 5463.69 ft. Water depth (init.) Dry 13 -Days Dry Screen: Dia. 2.0 in. Length 10.0 ft. Slot size 0.010 in. Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8" Hollow Stem Driller Travis Log by Clint Sampling Method CAL Sketch Map L SEE FIG. 1A Notes: 11-1-210 Kumar & Associates WELL CONSTRUCTION EOG Fig. 35 df idge so,� C T � m m c_i 0 a a Description/Soil Classification s a Z Q (Color, Texture, Structure) m c E # o o Q. a 0 — 2 - ........ — 1 FLUSH MOUNT ...... ..., — 0 WELL COVER .............. .. ASPHALT BENTONITE SANDY LEAN CLAY FILL, FINE TO COARSE, BROWN. — 2 ...I ................ ...... ... ....... ................ I.... ...... ........... .................. - - 3 :. ........ ............. ..... .. ... .... _ ............ . 4 SOLID RISER SANDY LEANCLAY, FINE TO MEDIUM BROWN. — 5 - ....... _ ............ . ..................... g_ ......... ................... ...... ........ _.... ............. ... .... ...... ..................... _ _ ............. _ ............ — 8 .. ... ....... CLAYSTONE, FINE TO MEDIUM BROWN. ............._............-.-.. -.... .... ............. g. ... ._................. ....._ .............. ............. —10-10/20 SAND .............. —1 1 ..... .. ........ _ ....... .... ............ —12—WELL SCREEN ............. —13— —15 —16 —17— ..................... ....... —18 _. _................. —19 ............ —20— ......... ... —21— ........ .... .... _ ... —22 - -9A .. ...... .. .... 11-1-210 Kumar & Associates WELL CONSTRUCTION EOG Fig. 35 df idge so,� Boring/Well No. Project Ashland Water Tank Client SDG/Denver Water Location Gray Street South of 28th Avenue Project No. 11-1-210 Date Drilled March 28, 2012 Total depth 24.5 ft Diameter 8.0 in. Relative T.O.M. Elev. 5383.86 ft. Water depth (init.) Dry 12 -Days 24 ft. Screen: Dia. 2.0 in. Length 21.0 ft. Slot Size 0.010 in. Casing: Dia. Length Type Drilling Company Rock Edge Drilling Method 8" Hollow Stem Driller Travis Log by Clint Sampling Method CAL SB -31 Sketch Map SEE FIG. 1A Notes: E� Y 11-1-210 �s Kumar & Associates WELL CONSTRUCTION LOG I Fig. 36 � o > T � m oa E v Jo Description/Soil Classification a Z n `' a (Color, Texture, Structure) m E 3r o am �_ o 0 N .2 (� FLUSH MOUNT 0 WELL .COVER .............. ............ . ASPHALT — 1 BENTONITE ..... ... ............. .. CLAYEY SAND TO SANDY LEAN CLAY FILL, FINE TO COARSE GRAINED, BROWN, — 2 .. ........... GRAY:... ..... ....... -.- - - ..... ... _ 3 SOLID RISER ....... X - — 4...... ........... ...... _................................ 5 -- ---- .......... X .... ... .. .... ..... . .............. .. 6 8 ; SANDY LEAN CLAY, STIFF TO VERY STIFF, BROWN: — 9 ................. ........ ......... I ........ ........ ...... - 1,Of20 SAND........ -10 . i —11 :. WELL, SCREEN.... .. —13—>::- BEDROCK. CLAYST-14 ... .....ONE i5 —17 —18—....... – .............. 19 —19- -20- —2021 2 1 .................. _.. ...................... —22 '"I . . —23 . . ....... . —24 _.. ......... E� Y 11-1-210 �s Kumar & Associates WELL CONSTRUCTION LOG I Fig. 36 Boring/Well No. MW-1 Sketch Map Project Ashland Water Tank Client SDG/Denver Water Ll Location per plan Project No. 11-1-210 Date Drilled 6/12/06 Total depth 30.0 ft Diameter 8.0 in SEE FIG. 1 Relative T.O.M. Elev. 5416.82 ft. Water depth (init.) 24 ft. 8-Days 2.5 ft. Screen: Dia. 2.0 in Length 16.0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Dakota Drilling Method 8.0 in HSA Notes: Driller Log by Ryan K. Sampling Method CAL o - > c o v 0 U N o a J v Description/Soil Classification a 3 y z o Q (Color, Texture, Structure) 3 CD U E (n in cD 8 IN FLUSH MOUNT 0 WELL COVER... _._..................................... (9/1 6-BOLTS) - 8 2 -_ _ 3 -_ - -- CEMENT .GROUT ......,.,. 4 -- --- __- - 5 BENTONITE PLUG ............................................. 6 _ SOLID 2 IN PVC 7 == ==- PIPE, 5CH 40.. .. _ .............. _ ....................................................... 8 =_- ............ -- _=- 8 1/4-INCH DIA ..... 10 =— - 12 -_o a - °oO° -TOP OF-SILICA - ......... SAND PACK . .................................. ... ......... ........ �.... 13 0000 ...................................................... _14— O°00 0°o TOP OF MACHINE......... ............. .. ... ... .......... ... .. .... .. ..... 000o SLOTTED (0,01') —15-00O° -2 IN PVC PIPE' .. ...... �' 16-00o O°00 r::.,. ................ .......... 17— O°°O 0O ................ 0 O OO 18— ° 00 ° 0000 ....... .......................... 10/20 SILICA SAND ... ................... 19 0oOo 0 PACK —20-000 00 0°°0 ........ ... ..... . ................ —21-100° ........... ....... 0 cc O°°O :.ir. ...................................................................... 0000 23 .:.- 00 00C -24— 0 00 0 -.. a - ........................ _25--_010 1 1 —1-210 Kumar & Associates WELL CONSTRUCTION LOG Fig. 37 Boring/Well No. MW -1 (CONT.) Sketch Map Project Ashland Water Tank Client SDG/Denver Water l Location per plan Project No. 11-1-210 Date Drilled 6/12/06 Total depth 30.0 ft Diameter 8.0 in SEE FIG. 1 Relative T.O.M. Elev. 5416.82 ft. Water depth (init.) 24 ft. 8—Days 2.5 ft. Screen: Dia. 2.0 in Length 16.0 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Dakota Drilling Method 8.0 in HSA _— Notes: Driller Log by Ryan K. Sampling Method CAL o c o _ wi m c m o n Description/Soil Classification t a 3 z a (Color, Texture, Structure) m E 3 o 0 O U y E5 25 0 ......... ... .._.. 0 �° _... ................. ° .... ....................... .................... 27 0 0 0 0° ............ 28 0 ° 0 10/20 SILICA SAND ''' ..................... 0 o° 0° ACK --29— 0 0 0 ... ........ ........ _ ....:: _ _ .. 30 0 00 11-1-21 OT 1-1-210 Kumar & Associates WELL CONSTRUCTION LOG Fig. 38 Boring/Well No. Project Ashland Water Tank Client SDG/Denver Water Location per plan Project No. 11-1-210 Date Drilled 6/12/06 Total depth 25.0 ft Diameter 6.0 in Relative T.O.M. Elev. 5416.7 ft. Water depth (!nit.) 6.5 ft. g_Days 2.0 ft. Screen: Dia. 2.0 In Length 14.5 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Dakota Drilling Method 8.0 in HSA Driller Log by Ryan K. Sampling Method GAL MW -2 Sketch Map l SEE FIG. 1 Notes: f - g 11--1-210 3� Kumar & Associates WELL CONSTRUCTION LOG I Fig. 39 Z > c Z o v — mJ u v Description /Soil Classification za oc a (Color, Texture, Structure) m E 3 o 0 6 V 8 IN FLUSH MOUNT —0— WELL COVER. ... ...... I., ........ I.,............ ........... — (9/16"BOLTS) 2 � Boring/Well No. MW -3 Sketch Map Project Ashland Water Tank Client SDG/Denver Water Location per plan Project No. 11-1-210 L Date Drilled 6/12/06 Total depth 25.0 ft Diameter 8.0 nn SEE FIG. 1 Relative T.O.M. Elev. 5414.89 ft. Water depth (init.) 24.0 ft. 8 -Days 8.5 ft. Screen- Dia. 2.0 in Length 14.5 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company _. Dakota Drilling Method 8.0 in HSA Notes: Driller Log by Ryan K. Sampling Method CAL c o i c o w C 7 m J i 0 0n 0 Description/Soil Classification r a 3 n w o: o (Color, Texture, Structure) a� z° ; o orc n D U 8 IN FLUSH MOUNT 0 WELL -COVER .............. ....... _-.-.... .. _. {9/16°BOLTS) 2 =�- - _ =- -_ --- - - CEMENT GROUT_... X 4 _ __ .......... ........... 5 ==_ =-- BENTONITE PLUG ... . _ .. _ ... ... _ .. - ... ..... . 6 --- __- _ = ..... .. ......... --- SOLID 2 IN PVC --- -- -=o --.PIPE; SCH 40 ........ .......... _ ................. o° o °° o° 8 1/4 -INCH DIF77 9 00 'BORING ............... ... _10-00 0o ° 0 ............................ 11— 0 0 ° o _ ............................... 12 o° 00 0o 00 TOP OF SILICA.. _ .. ........... ............... _......... .... ...... 0° 00 SAND PACK 13 ......... 14— o° o 00 TOP OF MACHINE .................... 00 0 SLOTTED (0.01°) —15-00 oc PVC PIPE' _ _ ........... 0 1 6 0 0 0 ..... ....... - _............ .... ..... —17— 00 0 0' 0 ........... _ .... .. ... . ...... ............................ ..... ....... —18— 00 0 0 0 0 ........... ..... .......-.- a0 10/20 SILICA SAND 9 ........................... °0 0° PACK _-....-... .... ...... .. ....... —20-0°o CollI _... . 0 0° —21-00 o° 00 0 0 ....... .. ..... .... ....... _ .......... _22— a° °0 0 0 ......... ...... 23— °0 0 . ........ ................... 0 0 .. [24— 0 0 o°o °0 0 ...- ............ ...... o°o o°o _ 25—°o°o°o° 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG T Fig. 40 Boring/Well No. MW-3 (CONT.) Sketch Map Projecl Ashland Water Tank Client SDG/Denver Water X11 Location per plan Project No. 11-1-210 Date Drilled 6/12/06 TotoI depth 25.0 ft Diameter 8.0 in SEE FIG. 1 Relative T.O.M. Elev. 5414.89 ft. Water depth (init.) 24.0 ft. 8—Days 8.5 ft. Screen: Dia. 2.0 in Length 14.5 ft. Slot Size 0.5 mm Casing: Dia. Length Type Drilling Company Dakota Drilling Method 8.0 in HSA Notes: Driller Log by Ryan K. Sampling Method CAL O > C 0 _ d•i °' c 0 0 0 0 J Description/Soil Classification L za � a Q (Color, Texture, Structure) y c 0 0 O U m CD 25 0000000 (--'L6 pO 00p O pOOpO ............... ..... .......... .... -27 ....... . ... ... ....... 0000000 ... 00 0000 10/20 SIUCA SAND x-28 0000000 PACK --2 g 00000004 ............. ....... .. .. .. —30 0000000 11-1-210 Kumar & Associates WELL CONSTRUCTION LOG Fig. 41 `-CDOT CLASS 67 COARSE AGGREGATE EXISTING CONCRETE MIN 6" ON SIDES AND TOP OF PIPE MAX 4" BELOW PIPE SLAB FILTER FABRIC 6" TO 8" SCHEDULE 40 DRAIN PIPE MIN. SLOPE 0.5% NOT TO SCALE 11-1-210 Kumar &Associates CONSTRUCTION DEWATERING Fig. 42 PERIMETER DRAIN DETAIL Df Udge vison z o 0 0 0 J � w � N m l+ - Q m�33 I I o w o w z= w � I Jm�W W�co I o CL °- I �Q�� Q OOU Q ZVO¢ I I I omY0 C O W = w I ZP7 Eau I waa I I V w_JW wNw no=w I I I I I I I I I I � � m I I I I � j j I I U w I w� I W J o I I � I a ry I (I -a I Z o I Z o I o a I I I 3 0 I o Z a I I J x I I I 3o a a i 3 Z Y O W d O W o d Q Ln d id O O XX X A \ \ I wo o N Q \ I I `m I o I m J m W N N N N Df Udge vison FILL/LEAN CLAY 55 Z1 GROUND SURFACE (VARIES) (ADD SURCHAGE FOR SLOPE. SEE TEXT) GROUNDWATER LEVEL (VARIES) �—T Z HW -- 2 ---- ------------- 90 Z 90 (Hw+D) I 55 (H—H,) CLAYSTONE BEDROCK WALL 2 FT NEGLECT PASSIVE RESISTANCE 1.9 200 (Z1 -H) D 200 D M WALL A I GROUND SURFACE (VARIES) 1.5H (MIN.)* BEDROCK SURFACE (DEPTH VARIES) * SEE DISCUSSION IN TEXT. 11-1-210 Kumar & Associates SHORING EARTH PRESSURE DIAGRAM Fig. 44 FILL/LEAN CLAY GROUND SURFACE (VARIES) (ADD SURCHAGE FOR SLOPE. SEE TEXT) \ WALL -- - - - - - - - - - - - - - - - - - - ---- 55 Z1 GROUNDWATER LEVEL (VARIES) 90 Z2 Z 2 HW Z- - - - - - - - - - - - - - - -- I� 90 HW'55 (H-HW)� I T BEDROCK SURFACE (ASSUMED AT OR ABOVE GROUND SURFACE IN FRONT OF WALL) CLAYSTONE BEDROCK Z1 H 2 FT NEGLECT PASSIVE GROUND SURFACE RESISTANCE (VARIES) M WALLS B & C E' * SEE DISCUSSION IN TEXT. 600 (Z 1-H) 10, 1.5H (MIN.)- 11-1-210 MIN.)* 11-1-210 I Kumar & Associates I SHORING EARTH PRESSURE DIAGRAM I Fig, 45 FILL/LEAN CLAY 27.5 H GROUNDWATER LEVEL (VARIES) -, GROUND SURFACE (VARIES) (ADD SURCHAGE FOR SLOPE. SEE TEXT) 0.2 H I Z2 7 90 Z2 HW ------ ------------ 27.5 H 90 H W [BEDROCK SURFACE (ASSUMED AT OR ABOVE GROUND SURFACE IN FRONT OF WALL) CLAYSTONE BEDROCK WALL *--,, f 9 H 2 FT NEGLECT PASSIVE RESISTANCE i GROUND SURFACE (VARIES) 1.5H (MIN.)* <, M a WALLS B & C * SEE DISCUSSION IN TEXT. DIAGRAM ASSOCIATED WITH TIE -BACKS 1 1-1-210 Kumar & Associates SHORING EARTH PRESSURE DIAGRAM Fig. 46 J U) LLJ ry F- U) W F w 0 in {— Q m LL_ 0 Cf ca C D U) c N N r co N N N L) M tt7 Q N � gid' � r GN (6 co (9 a) r 'cY o ' sr L O O O ' r 0 r r N M r Cn ) i :E O r r N N r Q r r Q ui L!J zzza-Lu W W (0 0� � LU W 00H— Q a Y U YY o o Y Y i Y U U U U O o O@ O o O o o o Q @ @ @ @ a 0 U m m m w m co m m U U U U m W W @ ami m m C C ami m m CO m c m m C m C C0 m U C c C C U m a N N @ d1 O O N CU N O N N O O N O O @ N @ N @ N @ N = %" h O C O C O J T @ 7, @ O C O C O U) m C O C O y @ a m C O rz � J J > J T J > J > J J @ U N T N T -0 C �-% U N T N T N T U N T V) >, U U N T N '6 C T C C -C C __ (6 U @ v @ T T @ () @ () (fi () T @ 0 N C) T a� T @ 0 (n m @ in @ w @ 0 @ 0 ca LL —_ @ @ @ @ @ lL to co U) U) co LL LL LL LL LLJw zO� E UJ ti o LLJ —i N Z Q LLQ = o Co W O Z - E W O M co C)(- W O O J Z LL o CD moo Q h lY F �? M N Ll- ZU�.�c J W W W' LLS co Ljm~^ 0 0 0 Q J U o Q ? 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N U) 0 2 2i 2 C/)J J IL m W T T N 00 Cl) �` N ti x x x x x x nj M N N Cl) T T N� O CO Cl) 00 O f-- N N T T N M 00 00 NN N 0 0 0 0 N N N x x x x x x Cl) M M T T N O O r i CO (C) N C O Cfl T T N W O co N N N C) N O 0 0 0 N N ON Cj x x x x x x M Cl) Z T T T T O N O00 LD Q m N 00— M N N 6— 666 000 CO 00 N N— x x x x x x N Cl) Cl) Q T T W T r - Z N Cy O N I- O Cfl N E O N C14 L0 U'). M N CN O 0 0 0 N N N CV x x x x x W x f'- c7 M Ui Q T T 5 T O NO O x x x x x x T O x x N x x x x x x W z O 00 O N CV _ W M M W W�: J T T T T M Q J; O N MCF) O r Cl) ~ N O 00 mx x x x x x x C N O x x x x x x Z W N N— z J M Cl) O W m ~ N M CT N Co N O 00 LO O OO coo 00 .4x N x x x x x x N N V' CD* It N `- 7 N O0 0 0 a 5 J M M W J T zLu T TV U) N_ N I-- N� (o~ co O O Lo Lr) — 00 Q x N x x x x x x N N Lri N( N 0 0 0 0 F- Z M M U) Cn w �0 z N NN y p .4) C O C. G y 0 Z a x a_ Q 1C .d, N K r y CL Q CL m W N O d t m O 0 d QG O C O y - Y C w y - Y C ed Z F Z 3 F - Q m N O d 'O_ o Lo (D r co m- m� N - O '� V d '6 CJ (O f- 00 6 7 N Q R W O O m E m m 0 0 y 0] CO m m m m 0 0 w w w N N W O m O 2 >� m m> 0 0 2 y m m m m �] m w 0 0 0 0 0 APPENDIX A CORE BORING LOG f BORING SB -17 i City of /heat Ridge wilding CORE BORING LOG KUMAR & ASSOCIATES Project Name: Ashland Water Tank Project No. 11-1-210 Boring No: SB -17 I Sheet 1 of 3 Boring Location: Per Plan Casing Used. 8"hs/3" Core Size: HW/L Driller. Precision Mark Rig Type: Big Blue Start Date: 01/12/11 Completion Date: 01/14/11 Logged By: DB Ground Elev: Temp. Preci . Reviewed By: Water Depth: Completion information: Date: Time: ROCK CORE SOIL o m m a a Z d> FIELDDESCRIPTIONZ NOTES / CD E Z 0> aU` o o o a E s a m (Soil: Soil type, USCS, Consistency, Moisture, Color) E U o TEST LR S ULTS o z cow (Rock: Rock type, Hardness, Weathering, Color) 0-6" CONCRETE 1 6" TO 3' FILL: SANDY LEAN CLAY, FINE TO COARSE GRAINED, MOIST, BROWN. 0.5 2 3 1.0 3'-9' 4 SANDY LEAN CLAY (CL), FINE TO COARSE GRAINED, MOIST, BROWN. WC=20.3 �2 DD=92.5 v o -200=55 g 1.5 LL=37 PI=22 6 2.0 7 8 2.5- 9 �..... HOLLOW STEM AUGER USED TO 30' 101 3X— ..".."oo ...... .....'.... 3.5- .5 ......�. 12 12 13 .0 4.U- .:.:..... 14 14 ..'..:.:.".'. 4.5 ........ ......:. 6 16-I :..::.:: 5.0— 5.04V VV V i 18 5.5 CORE BORING LOG KUMAR & ASSOCIATES Project Name: Project No. Boring No. Sheet: Ashland Water Tank 11-1-2107 SB -1 2 of 3 ROCK CORE SOIL o°- Cr :3FIELD c t m DESCRIPTION NOTES m m Qom-' d m o f o z d o a o ` M v o E a-,, (Soil: Soil type, USCS, Consistency, Moisture, Color) 0' E o LAB TEST a L. �o z c�� (Rock: Rock type, Hardness, Weathering, Color) I° c m RESULTS 19 .. 6.0 a 20— 21 "..:".'.'.'.'. 6.5 24 ..:...... 7.5- .S 25- 25 26- 8.0- 8.0 27— 29 9.0 30 BEGIN H03 CORING AT 30' 1 89 100 .'r:':�: i CLAYSTONE BROWNISH GRAY, MOIST, SILTY IN ARE45 PLASTIC/FRIABLE EXTREMELY SOFT, SLIGHTLY 31 9 5 WEATHERED (BROWISH TO ORANGE COLORS) OCCASIONAL DISCONTIONUITEIS WITH ORANGE AND '"'�' DARK ORANGE STAINING BREAKS ALONG THESE FIRST • -- V,0-7QT,Fo(samefimes Ca), Su, Wo/PI,S,Vtk,Mc 32 _..R....- 110.0- 0.0 33 33- 34 34– 2 100 100 .......... ;.':::.'... 34'-40' 10.5 STILL EX. SOFT BUT VERY LOW HARONESS (HARDER TO BREAK) 35 ..-...... ... . 36 37. ... FINE SANDY AREAS •: :' 3 100 100 Wheat 38 1 1 .5 ::''::':.: CORE BORING LOG KUMAR & ASSOCIATES Project Name: Project No. Boring No. Sheet: Ashland Water Tank 11-1-210 SB -17 3 of 3 ROCK CORE SOIL o o �,- m m d a F :3 � DESCRIPTION FIELD NOTES/ mm r m67 E z q)a >- o i; 0 �+ 0 ` ; Eo v rLAB o+ (Soil: Soil type, USCS, Consistency, Moisture, Color) E v TEST M a: U- �o z ca ° (Rock: Rock type, Hardness, Weathering, Color) in o RESULTS 8 38- 39 39 12.0 3 100 100 40 � ...... ; :::.:.::. 40'-46.5' ' ! ..... SILTY SANDY CLAYSTONE BROWN, DRY DISCONTINUITIES SIMILAR TO ABOVE BUT NOW CLOSE AND 41-12.5 :::: : MOSTLY D-10' SOME 10% ARE STEEP VERY LAW HARDNESS, VERY SOFT TO SOFT, SUGHTLY WEATHERED -10-15X FINE SAND 42- . 41.5'-42.5' 13,0 �.:: �: CLAYEY SANDSTONE 3 43- ( 44— 44 4 100 100 .:.:.•::.•:. 45 -,� :: �: NO RECOVER 46.5'-48.5 TRANSITION FROM 2 TO 3? 46 14.0—{ 47 14.5 48 .:.:..:.: . .-....... 49 5 50 100 CLAYEY SANDSTONE BROWNISH GRAY, FINE GRAINED, VERY LOW HARDNESS, DISCONTINUITIES 15.0— SIMILAR TO 1 -40% FINES, VERY SOFT TO SOFT ,. . i CLAYSTONE BROWNISH GRAY 15.5 51 BOTTOM OF HOLE = 51 FEET 52 53- 54- 55- 56- 57- 58— APPENDIX B FIELD SLUG TESTING RESULTS City Of Wheat Ridge Cz 0 E 0 Z 0.1 0.01 0.001 0 0 0 0 0 0 I 0 I 0. 2.8 5.6 8.4 11.2 14. Time (min) y of ASHLAND SB -4 RISING HEAD TEST Data Set: 0:\sobol\Ashland\SB-4bout.agt Date: 05/11/11 Time: 18:08:34 PROJECT INFORMATION Company: GL&A Client: Kumar Location: Ashland Reservoir, Denver Test Well: SB -4 Test Date: 5/2/2011 AQUIFER DATA Saturated Thickness: 33.81 ft Anisotropy Ratio (Kz/Kr): 1. WELL DATA (SB -4) Initial Displacement: 2.74 ft Static Water Column Height: 33.81 ft Total Well Penetration Depth: 33.81 ft Screen Length: i0. ft Casing Radius: 0.083 ft Well Radius: 0.167 ft SOLUTION Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 0.0005405 cm/sec y0 = 1.71 ft Wl- y of 0.1 -a cd G 2 0 N z 0.01 0.001 0. 2.8 5.6 8.4 11.2 14. Time (min) ASHLAND SB -19 RISING HEAD TEST Data Set: CAsoboMshland\SB-19out.agt Date: 05/11/11 Time: 18:08:36 PROJECT INFORMATION Company: GL&A Client: Kumar Location: Ashland Reservoir, Denver Test Well: SB -19 Test Date: 5/2/2011 AQUIFER DATA Saturated Thickness: 7.2 ft Anisotropy Ratio (Kz/Kr): 1. WELL DATA (SB -19) initial Displacement: 1.265 ft Static Water Column Height: 7.2 ft Total Well Penetration Depth: 20. ft Screen Length: 20. ft Casing Radius: 0.083 ft Well Radius: 0.167 ft Gravel Pack Porosity: 0.3 SOLUTION Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 0.0009541 cm/sec y0 = 0.5009 ft +ty ; it RiL, UNding 0.1 7- N cc E O z 0.01 0.001 0. 2.8 5.6 8.4 11.2 14. Time (min) ASHLAND SB -21 RISING HEAD TEST Data Set: C:\sobol\Ashland\SB-21out.4gt Date: 05/11/11 Time: 18:08:49 PROJECT INFORMATION Company: GUA Client: Kumar Location: Ashland Reservoir, Denver Test Well: SB -21 Test Date: 5,12/2011 AQUIFER DATA Saturated Thickness: 11.07 ft Anisotropy Ratio (Kz/Kr): 1. WELL DATA (SB -21) Initial Displacement: 2.37 ft Static Water Column Height: 11.07 ft Total Well Penetration Depth: 25. ft Screen Length: 25. ft Casing Radius: 0.083 ft Well Radius: 0.167 ft Gravel Pack Porosity: 0_3 SOLUTION Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 0.0003264 cm/sec y0 = 0.4807 ft uiiding D, 19 0.1 0 z 0.01 0.001 0. 0.4 0.8 1.2 1.6 2. Time (min) ASHLAND SB -22 RISING HEAD TEST Data Set: C:lsobollAshlandlSB-22out.agt Date: 05/11/11 Time: 18:08:27 PROJECT INFORMATION Company: GL&A Client: Kumar Location: Ashland Reservoir, Denver Test Well: SB -22 Test Date: 5/2/2011 AQUIFER DATA Saturated Thickness: 7.92 ft Anisotropy Ratio (Kz/Kr): 1. WELL DATA SB -22 Initial Displacement: 1.91 ft Static Water Column Height: 7.92 ft Total Well Penetration Depth: 20. ft Screen Length: 20. ft Casing Radius: 0.083 ft Well Radius: 0.167 ft Gravel Pack Porosity: 0`3 SOLUTION Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 0.00229 cm/sec y0 = 0.888 ft Lou- APPENDIX C SUBCONTRACTED LABORATORY TEST RESULTS City of Wheat Ridge dp!�) Colorado Analgtical 0"Laboratorie5, lrIC. Report To: Josh Barker Company: Kumar & Associates 2390 S. Lipan Street Denver CO 80223 Anal ccqI`R0t,pIts TASK NO: 110506026 Bill To: Josh Barker Company: Kumar & Associates 2390 S. Lipan Street Denver CO 80223 Task No.: 110506026 Date Received: 5/6/11 Client PO: Date Reported: 5/13/11 Client Project: Ashland Water Tank 11-1-100 Matrix: Soil - Geotech ,i- a SB -10@1 Sample Date/Time: Lab Number: 110506026-01 lest . - Result . Method Sulfide Negative AWWA Ci o5 Abbreviations/ References: AASHTO - American Association of State Highway and Transportation Officials. ASTM - American Society for Testing and Materials. ASA -American Society ofAgronomy. DIPRA - Ductile Iron Pipe Research Association Handbook of Ductile Iron Pipe. DATA APPROVED FOR RELEASE BY Page 1 of 1 "ity of 240 South Main Street / Brighton, CO 80601-0507 / 303-659-2313 wheat Mailing Address: P.O. Box 507 / Brighton, CO 80601-0507 / Fax: 303-659-2315 „oeosos6 Rtdga ;ng Divisorr c0101 -ado Anaigtica[ Gk'Laharatories, Inc. Report To: Josh Barker Company: Kumar & Associates 2390 S. Lipan Street Denver CO 80223 Analytical :'ReSuits- TASK NO; 110131009 Bill To: Josh Barker Company: Kumar & Associates 2390 S_ Lipan Street Denver CO 80223 Task No.: 110131009 Date Received: 1/31/11 Client PO: Date Reported: 2/4/11 Client Project: Ashland Res. 10-1-100 Matrix: Soil - Geotech ■ Boring 12 @ 4 Sample DateMme: Lab Number: 110131009-01 Test, ; Result , Method Sulfide Positive AWVVA C105 Abbreviations/ References: AASHTO - American Association of State Highway and Transportation OfScials. ASTM - AmericanSociebjforTestingandMaterials. ASA - American Society of Agronomy. DIPRA - Duatiie Iron Plpe Research Association Handbook of Ductile Imn Pipe. DATA APPROVED FOR RELEASE BY Page 1 of 1 240 Sonth'Main Street / Brighton, CO 80601-0507 / 303-659-2313. `Z °1 Mailing Address: P.O. Bog 507 / Brighton, CO 80601-0507 / Fax: 303-659-2315 `, t ,dgg Ridge 1 Rtalding Divison 40220 Colorado Analutical 0411-abElf-EltOFies, Inc. Report To: Josh Barker Company: Kumar & Associates 2390 S. Lipan Street Denver CO 80223 Arlalytical Results. TASK NO: 110505027 Bill To: Josh Barker Company: Kumar & Associates 2390 S. Lipan Street Denver CO 80223 Task No.: 110506027 Date Received: 5/6/11 Client PO: Date Reported: 5/13/11 Client Project: Ashland 11-1-210 Matrix: Sal[ - Geotech Boring 25 @ 9 Sample Daterlime: Lab Number: 110506027-01 Test, Result Method -- Sulfide Negative AVVWA C105 MMEMMEMBoring 27 @ 9 Sample DatefTime: Lab Number: 110506027-02 Test Result - Method - Sulfide Negative AWWA C105 Abbraviatfonsl References: AASHTO - American Association of State Highway and Transportation Officials. ASTM - American Society for Testing and U9terials. ASA - American Society cf Agronomy. DIPRA - Ductfle Iron Pipe Reseanh Association Handbook ofDuotfle Iron Pipe. Page 1 of 1 DATA APPROVED FOR RELEASE BY 240 South Main Street / Brighton, CO 80601-0507 / 303-659-2313 Mafling Address: P.O. Box 507 / Brighton, CO 80601-0507 / Pax: 303-659-2315 110595027 D),, ge Building l?ivton m c LZ c Cr a) 0 a w 0 0 n 0 U 0 C5 -a 0 U) C 6000 4000 0 m 2 6000 30.5 30.5 5000 91.1 91.2 91.6 97.7 97.9 4000 0.8360 Q 0.8267 2.42 2.42 2.42 1.00 1.00 3000 30.6 30.3 29.5 91.9 :u 93.5 100.0 m 100.0 0.8213 0.8124 0.7901 2.42 2.42 2000 0.99 0.99 1000 1000 2000 0 Normal Stress, psf Sample No. Water Content, % Dry Density, pct 25 Saturation, % Void Ratio Diameter, in. Height, in. Water Content, % Dry Density, pcf a) Saturation, % Void Ratio Diameter, in. Height, in. Normal Stress, psf Fail. Stress, psf Strain °/ I Strain, % Ult. Stress, psf Strain, % Strain rate, %/min. Sample Type: Core Client: Kumar & Associates, Inc. Description: Project: Ashland Res. Assumed Specific Gravity_ 2.68 !Sample Number: 4 Depth: 30-31' Remarks: Failure tangents drawn at peak shear stress and approximately 15% strain. Proj. No.: DV108-23/20 Date Sampled: 1/26/11 Specimens were inundated. � �ht Piesold Fig. ( GONS UL.TING Tested By: rsh Checked By: spb 1 2 3 30.5 30.5 30.5 91.1 91.2 91.6 97.7 97.9 98.8 0.8360 0.8345 0.8267 2.42 2.42 2.42 1.00 1.00 1.00 30.6 30.3 29.5 91.9 92.3 93.5 100.0 100.0 100.0 0.8213 0.8124 0.7901 2.42 2.42 2.42 0.99 0.99 0.98 1000 2000 5000 1187 1740 3292 1.2 2.1 3.7 503 942 2186 14.9 14.9 15.1 0.08 0.08 0.08 ,.Any Of VVheat Ridge 3«ilding Divison APPENDIX D SLOPE STABILITY AND SEEPAGE ANALYSIS RESULTS City of Wheat Ridge Q r N U A co C: O Q Z a U = N O /�L VJ n VJ vn 1, ^� O W 0 (3) U) L.I_ <^x W � L E co :3 Qy 0 O O (p cr V M M N N O O O m m m (000 G X) (13) L1011eAG13 "Ity at Wheat Ridge CD T N U r Q Z = O O L n n = O — L O > U O Cf) U) N U) � Q o6 L CZ CZ E Q y O N O I I I I I I I I I I 1 1 1 1 1 1 l I I I J N V a V d' M M M M on] m M M (0006 X) (4) UOI;eAa13 An 0 1 ty Ol Wheat Ridge "'ity of Wheat Ridge Div May 23, 2017 Subject: Revision of Segmental Gravity Retaining Wall Design, Ashland Reservoir, Wheat Ridge, Colorado Mr. Chris Formanek Colorado Cleanup Corporation 16 Inverness Place East, Building D Englewood, Colorado 80112 Mr. Formanek: The project retaining wall for the referenced project utilized the GE05 pro Redi 2016 software by fine. The segmental block units will be Redi-Rock 28 -inch block units. The leveling pad will constructed of concrete. Block infill, drainage aggregate, and backfill will No. 57/67 aggregate. Retaining wall soils information was provided in the project soils report by Kumar, dated November 9, 2012. The following table indicates the soil parameters utilized for the design. Material Unit Weight, y Friction Angle, Cohesion, c (04) (Degrees) (psf) On -Site 125 23 0 No. 57/67 Aggregate 130 38 0 If the soils parameters herein are at a variance with the project documents, the General Contractor should notify the retaining wall subcontractor so that the design can be revised accordingly. Ultimately,.the Owner or General Contractor should verify the parameters utilized in this design prior to construction. The drainage system for the retaining walls will incorporate gravel and 4 -inch HDPE underdrain pipe behind the face of the retaining walls. The underdrain pipe will daylight at the low points of the walls and at intervals no greater than 50 -feet. The design herein meets the requirements of segmental retaining wall design with respect to internal and external stability./�Global stability was not examined. This wall design has been prepared by Miller Company. All� Job Gardner, P.E. .LvrqQ- �N'r-V 44022 'O9•. SI27 1�� SSIONA4�� mpany and may only be used by Miller Wall l Mr.. M.. A New Look. Redi-Rock Ledgestone face gives retaining walls an unparalleled natural look. From the innovators at Redi-Rock comes an entirely new face for the massive Redi-Rock blocks you've come to know and tnist. Please call your local manufacturer for regional colors. i � THE NEWEST TEXTURE MIDDLE i I JTOEN AMI YIN THIRO PRODUCTS BLOCK ................................................................................................. . The Challenge You need a structural retaining wall, but you also need a wall that looks good. For the past ten years, Redi-Rock's Limestone and Cobble- stone faces have led the industry in "The Essence of Natural Rock" look. Now, we're taking it one step further with the game -changing Redi-Rock Ledgestone face. The Solution The Ledgestone face creates texture and gives walls a random, natural look. The texture on each block makes individual blocks nearly indistinguish- able, giving the impression of a natural, random stone wall. Featuring integral, nch coloring, Ledgestone is like nothing else available on the market today. Redi-Rock Ledgestone is the perfect solution for projects that need to look good. Structurally, Redi-Rock Ledgestone blocks are the same as Redi- Rock blocks you have worked with in the past—the same massive dimen- sions. quality and ease of installation you've come to expect. At one ton each, you can build tall gravity walls using Ledgestone, and even taller walls with reinforcement. Contact your local Redi-Rock manufacturer or visit www.redi-rock.com to learn more about the Redi-Rack Ledgestone face today! ................................................................................................. . ................................................................................................. . ................................................................................................. . WIIVI IDI-ROCK.COM Weight: 2400 lbs. 46" x 41" x 18" Hi 5.75 sqftof face NO GEOCRID OR TIEBACKS IN MANY APPLICATIONS Redi-Rock blocks harness the power of gravity. Smaller block systems require time-consuming and costly reinforcement to reach the same heights. It CITY CHOOSES REDI-ROCK LEDGESTONE FOR AESTHETIC GRAVITY SOLUTION The Challenge When a sharp turn in a stream began eroding homeowners' yards, this city needed a solution, and fast. The proposed storm channel required 13-14 ft. high walls, so minimizing excavation in residents' yards was important. Aesthetics and cost also played a role in the city's search for a solution. The Solution 'The ability to construct the wall without geogrid reinforcement was critically important to this project," explained the P.E. who designed the project. The city manager added, 'We chose Redi-Rock because we had more finish options, including the new Ledgestone face. Plus, it was very economical." Redi-Rock's massive, one -ton blocks stacked like giant Legos to harness the power of gravity in this project. The 13.5 ft. high walls did not require any reinforcement, which cut down on excavation time and costs consider- ably. Each Ledgestone block has a random pat- tern which made individual blocks in the wall nearly indistinguishable. The Ledgestone texture also blended in with the native rock in the area, and the precast concrete was colored to give the walls an incredibly natural finish. In total, the 4,800 sq. ft. walls took less than two weeks to install, and the commu- nity couldn't be happier with the new storm channel. Contact your local Redi-Rock manufacturer or visit www.redi-rock.com to learn more about the Redi-Rock Ledgestone face today! ................................................................................................................. Call your sales representative for more information on available products and regional .................................................................................................................. BLOCK LIBRARY Block Library Face Texture: Block Weight: Block Volume: Center of Gravity: Cobble / Limestone 1518 Ib (689 kg) 10.62 ft3 (0.301 m3) 14.2" (360 mm) SHEAR KNOBS @ 23 (584) OC, TYP. Ledgestone 1447 Ib (656 kg) 10.12 ft3 (0.287 m) 13.6" (346 mm) FACE TEXTURE VARIES Face Texture: Cobble / Limestone Ledgestone Block Weight: 1622 Ib (736 kg) 1551 Ib (703 kg) Block Volume: 11.34 ft3 (0.321 m) 10.85 ft3 (0.307 m) Center of Gravity: 14.2" (362 mm) 13.7" (349 mm) FACE TEXTURE VARIES 1. Units for dimensions are inches (mm), typical unless noted otherwise. 2. Block production varies with each licensed Redi-Rock manufacturer. Confirm availability before Specifying or Ordering. 3. Center of Gravity is measured from the back of block. 4. Actual block volumes and weights may vary. 44 1 Design Resource Manual v15.3 PCM 41" (1030mm) PC MIDDLER41 Face Texture: Cobble / Limestone Ledgestone Block Weight: 2172 Ib (985 kg) 2101 Ib (953 kg) Block Volume: 15.2 ft3 (0.43 m) 14.69 ft3 (0.42 m3) Center of Gravity: 20.6" (522 mm) 20.0" (508 mm) SHEAR KNOBS @S ? 23 (584) OC, TYP. \�~7` \\\ , (9301 FACE TEXTURE VARIES Face Texture: Cobble / Limestone Ledgestone Block Weight: 2276 Ib (1032 kg) 2205 Ib (1000 kg) Block Volume: 15.92 ft3 (0.45 m) 15.42 ft3 (0.44 m) Center of Gravity: 20.2" (514mm) 19.7" (501mm) FACE TEXTURE VARIES City of 5. Weights are based upon a concrete density of43 IblAPO( g11t�Mq 6. Blocks contain a vertical slot for a 12" (300 mm strip of geogrid soil reinforcement. B^=iliino Divison 7. Interface Shear knobs are typically 10" (254mm) di eter by 4" :41 mm) tall. Smaller knob diameters are available. Block Library Face Texture: Cobble / Limestone Block Weight: 1229 Ib (557 kg) Block Volume: 8.57 ft3 (0.243 m) Center of Gravity: 14.9" (378mm) Ledgestone 1158 Ib (525 kg) 8.07 ft3 (0.229 m) 14.2" (362mm) FACE TEXTURE VARIES Face Texture: Cobble / Limestone Block Weight: 1613 Ib (732 kg) Block Volume: 11.28 ft3 (0.319 m) Center of Gravity: 13.9" (354 mm) SHEAR KNOBS @ 23 (584) OC, TYP. Ledgestone 1542 Ib (699 kg) 10.78 ft3 (0.305 m3) 13.4" (340 mm) FACE TEXTURE VARIES Face Texture: Cobble / Limestone Ledgestone Block Weight: 1744 Ib (791 kg) 1672 Ib (758 kg) Block Volume: 12.19 ft3 (0.345 m) 11.70 ft3 (0.331 m) Center of Gravity: 14.0" (355 mm) 13.5" (343 mm) v m �\ a FACE TEXTURE VARIES Face Texture: Cobble / Limestone Ledgestone Block Weight: 573 Ib (260 kg) 538 Ib (244 kg) Block Volume: 4.01 ft3 (0.113 m3) 3.76 ft3 (0.106 m) Center of Gravity: 15.3" (389 mm) 14.7' (373 mm) 76 ,� 76(, 0 n M n r2 v ro �5 N 2' e /S>9/�2$\�1 FACE TEXTURE VARIES Face Texture: Cobble / Limestone Block Weight: 748 Ib (339 kg) Block Volume: 5.23 ft3 (0.148 m) Center of Gravity: 14.3" (364 mm) 76,j moi, i \/4?>. Ledgestone 713 Ib (323 kg) 4.98 ft3 (0.141 m) 13.8" (350 mm) FACE TEXTURE Face Texture: 76 �j v v 5 22 s/S 2g\�1 Cobble / Limestone Ledgestone Block Weight: 809 Ib (367 kg) 774 Ib (351 kg) Block Volume: 5.66 ft3 (0.160 m) 5.41 ft3 (0.153 m) Center of Gravity: 14.3" (364 mm) 13.8" (352 mm) 'City of FACE TEXTURE VARIES (VMeat Rin 1. Units for dimensions are inches (mm), typical unless noted otherwise. 5. Weights are based upon a concrete density of 14th (f*W291k1 2. Block production varies with each licensed Redi-Rock manufacturer. 6. Half blocks contain a fork slot on only one side of the block? Div Confirm availability before Specifying or Ordering. 7. Interface Shear knobs are typically 10" (254mm) diaAeLer by 4" 3. Center of Gravity is measured from the back of block. (102mm) tall. Smaller knob diameters are available. 4. Actual block volumes and weights may vary. redi-rock.com 139 FREESTANDING BLOCKS Block Library Face Texture: Cobble / Limestone Ledgestone Block Weight: 1407 Ib (638 kg) 1264 Ib (573 kg) Block Volume: 9.84 ft3 (0.279 m3) 8.84 ft3 (0.250 m) KNOBS @ 23 Icon\ nr Ivo FACE TEXTURE VARIES FACE TEXTURE VARIES ±24 (610) LEDGESTONE COBBLESTONE ±23(584) LIMESTONE Face Texture: Cobble / Limestone Ledgestone Block Weight: 1523 Ib (691 kg) 1381 Ib (626 kg) Block Volume: 10.65 ft3 (0.302 m) 9.66 ft3 (0.273 m) KNOBS @ 23 (584) OC, TYP. 10 (254) DIAMETER x 4 (102) HIGH, TYPICAL. 6 (152) DIAMETER KNOBS OPTIONAL FACE TEXTURE VARIES FACE TEXTURE VARIES ±24 (610) LEDGESTONE COBBLESTONE ±23 (584) LIMESTONE Face Texture: Cobble / Limestone Ledgestone Block Weight: 1050 Ib (476 kg) 908 Ib (412 kg) Block Volume: 7.35 ft3 (0.208 m) 6.35 ft3 (0.180 m) FACE TEXTURE VARIES 610) FACE TEXTURE VARIES `±24 LEDGESTONE COBBLESTONE ±23 (584) LIMESTONE Face Texture: Cobble / Limestone Ledgestone Block Weight: 1375 Ib (623 kg) 1232 Ib (559 kg) Block Volume: 9.61 ft3 (0.272 m3) 8.62 ft (0.244 m) LIFTING INSERT OR TEXTURED TOP SURFACE, OPTIONAL 46 e �� FACE ��>2/ TEXTURE 13`�gOl VARIES FACE TEXTURE VARIES t24 LEDGESTONE COBBLESTONE ±23(584) LIMESTONE_, Cit, 1. Units for dimensions are inches (mm), typical unless noted otherwise. 5. Weights are based upon a concrete density of 143 Ib/ft3 (2291 kg/m3). 2. Block production varies with each licensed Redi-Rock manufacturer. 6. 6" (152 mm) diameter vertical semi-clyindrical voids at the ends of the'C Confirm availability before Specifying or Ordering. block for mechanical tie -down are available, refer to Force Protection 3. Architectural faces on the blocks have varying texture. blocks for additional information. son 4. Actual block volumes and weights may vary. 7. Knobs are typically 10" (254mm) diameter by 4" (102 mm) tall. Smaller knobs are available. redi-rock.com 149 Block Library Face Texture: Limestone Cobblestone Ledgestone Block Weight: 660 Ib (300kg) 690 Ib (310 kg) 650 Ib (300kg) Block Volume: 4.6 fe (0.13m3) 4.8 fe (0.14m3) 4.6 fe (0.13m3) CORNER BLOCKS TEXTURED ON THREE FACES FACE TEXTURE VARIES FACE TEXTURE VARIES ±24 (610) LEDGESTONE COBBLESTONE ±23 (584) LIMESTONE Face Texture: Limestone Cobblestone Ledgestone Block Weight: 710 Ib (320kg) 740 Ib (340 kg) 700 Ib (320kg) Block Volume: 5.0 ft3 (0.14m3) 5.2 fe (0.15m3) 4.9 fe (0.14m) 10 (254) DIAMETER x 4 (101) HIGH KNOB, TYPICAL. 6 (152) DIAMETER KNOB AVAILABLE. FACE TEXTURE VARIES FACE TEXTURE VARIES ±24 (610) LEDGESTONE COBBLESTONE ±23 (584) LIMESTONE 1. Units for dimensions are inches (mm), typical unless noted otherwise. 2. Block production varies with each licensed Redi-Rock manufacturer Confirm availability before Specifying or Ordering. Face Texture: Limestone Block Weight: 530 Ib (240kg) Block Volume: 3.7 fe (0.11 m) FACF TI Cobblestone Ledgestone 570 Ib (260 kg) 530 Ib (240kg) 4.0 if (0.11M3 ) 3.7 fe (0.10m) Face Texture: Limestone Block Weight: 640 Ib (290kg) Block Volume: 4.5 ft3 (0.13m) FACE TEXTURE VARIES 610) LtuGESTONE COBBLESTONE ±23(584) LIMESTONE Cobblestone Ledgestone 670 Ib (310 kg) 630 Ib (290kg) 4.7 fe (0.13m) 4.4 fe (0.13m) LIFTING INSERT OR TEXTURED TOP SURFACE, OPTIONAL FACE �6 /S86J ` �� \3gOl VARIES FACE TEXTURE VARIES ±24 (610) LEDGESTONE COBBLESTONE ±23(584) LIMESTONE City of 3. Architectural faces on the blocks have varying texture. wheat Ridge 4. Actual block volumes and weights may vary. 5. Weights are based upon a concrete density of 143 Ib/ft3 (229.1 kg/rrt?)}ison 6. Knobs are typically 10" (254 mm) diameter by 4" (102 mirtall. Smaller knobs are available. redi-rock.com 15-3 Martin Marietta Attention: Mr. Gary Pearcy Re: Potential Alkali Reactivity Test Results Three Bells Pit Greeley, CO Mr. Pearcy: Rocky Mountain Division Northern Area Aggregate District 1627 Cole Blvd, Suite 200 Lakewood, CO 80401 March 1, 2017 Enclosed are the results of potential alkali reactivity tests performed on the materials sampled from the Three Bells Pit in November 2016. Testing was performed in accordance with the procedures and specifications contained herein. Below is a summary of the results. Detailed test information is contained in the attachments. Below is a summary description of the ASTM interpretation of results for this test procedure. 14 -Day Expansion (%) 14 -Day Expansion Results (%) Procedure Description #67 Rock 3!8" Squeegee 1/4" Washed WashedRock Generally acceptable for use. Between 0.10 and 0.20%Includes both aggregates that are known to be Develop supplemental information to conclude Concrete Sand ASTM C 1260 Potential Alkali Reactivity of Aggregates 0'05 0'07 0.0$ 0 0� (Mortar -Bar Method) Below is a summary description of the ASTM interpretation of results for this test procedure. 14 -Day Expansion (%) (16 Days After Casting) ASTM Interpretation p T Typical Actions Less than 0.10% Indicative of innocuous behavior in most cases. Generally acceptable for use. Between 0.10 and 0.20%Includes both aggregates that are known to be Develop supplemental information to conclude innocuous and deleterious in field performance. a potentially deleterious reaction. More than 0.20% Indicative of potentially deleterious expansion. Evaluate the use of mitigative measures. The materials selected for testing do not constitute the constituents of any specific mix design or blend. The materials named above represent products sold from the aforementioned site. Please contact us if you have any questions regarding these results. Respectfully submitted, Martin Marietta Materials, Inc. Central Laboratory Erik Biggers 1'esting Lab Manager Todd Genovcse, F.E. Division QA/QC Manager Central Laboratory - 1195 Quivas Street, Denver, CO 80204 - Phone: (303) 410-5758 - Fax: (303) 657-4266 City of Wheat Ridge Martin Marietta Materials, Inc. Attachment #1-1 lte-cc Bells Pit 467 l6c� Potential Alkali Reactivity of Aggregates (Mortar -Bar Method) ASTM C 1260 Cement: Mountain Type 1/11 Cement Alkali Content % k20: % Na,O: % Na20,q: 0.6 Cement Expansion (Autoclave): 0.010 Cast Date: 11/9/2016 Water / Cement Ratio: 0.47 Aggregate / Cement Ratio: 9908/4402 Sample ID Initial (24 hr) Zero (48 hr) 3 Day Reading I % Change 1 7 Day Reading % Change 10 Day Reading 1 % I Change 14 Day Reading % Change Date 11/10/2016 11/11/2016 11/14/2016 11, /2016 11/21/2016 11/25/2016 A 0.1615 0.1700 0.1708 0.008 0.1720 0.020 0.1737 0.037 0.1749 0.049 B 0.1944 0.2012 0.2019 0.007 0.2029 0.017 0.2043 0.031 0.2060 0.048 C 0.1419 0.1489 0.1494 0.005 0.1505 0.016 0.1521 0.032 0.1545 0.056 Average 0.007 0.018 0.033 0.051 0.20 C 0 0.10 CL X W 0 0.00 0 Mortar -Bar Expansion 2 4 6 8 10 12 14 Days After Zero Reading :ky of Wheat RI%age Diviso Martin Marietta Materials, Inc. Attachment #24 1 hree Bell, Vil 3/8" Squeegee Potential Alkali Reactivity of Aggregates (Mortar -Bar Method) ASTM C 1260 Cement: Mountain Type 1/11 Cement Alkali Content (%): % KO: % Na20: % Na,O,q: 0.6 Cement Expansion (Autoclave): 0.010 Cast Date: 11/7/2016 Water / Cement Ratio: 0.47 Aggregate / Cement Ratio: 9908 / 440g Sample ID Initial (24 hr) Zero (48 hr) 3 Day Reading % Change 7 Day Reading % Change 10 Day Reading % Change 14 Day Reading I Change Date 11/8/2016 11/9/2016 11/12/2016 11116/2016 11/19/2016 11/23/2016 A 0.1255 0.1324 0.1340 0.016 0.1366 0.042 0.1382 0.058 0.1403 0.079 B 0.1578 0.1645 1 0.1658 0.013 0.1676 0.031 0.1695 0.050 0.1714 0.069 C 0.1695 0.1756 0.1766 0.010 0.1783 0.027 0.1804 0.048 0.1820 0.064 Average 0.013 0.033 0.052 0.071 Mortar -Bar Expansion 0.20 c 0 0.10 CL X W 0 0.00 0 2 4 6 8 10 12 14 Days After Zero Reading Martin Marietta Materials, Inc. Attachment #34 l'llree ((alts Isit l i4" t\ ashed Rock Potential Alkali Reactivity of Aggregates (Mortar -Bar Method) ASTM C 1260 Cement: Mountain Type I/II Cement Alkali Content (%): % K,O: % Na2O: % Na2Oey: 0.6 Cement Expansion (Autoclave): 0.010 Cast Date: 11/7/2016 Water / Cement Ratio: 0.47 Aggregate / Cement Ratio: 990g11440g Sample ID Initial (24 hr) Zero (48 hr) 3 Day Reading % Change 7 Dav Reading % Change 10 Day Reading % Change 14 Day Reading % Change Date 11/8/2016 11/9/2016 11/12/2016 11/16/2016 11/19/2016 11/23/2016 A 0.1235 0.1291 0.1302 0.011 0.1315 0.024 0.1328 0.037 0.1340 0.049 B 0.1798 0.1862 1 0.1870 0.008 0.1884 0.022 0.1902 0.040 0.1914 0.052 C 0.1533 0.1622 0.1628 0.006 0.1636 0.014 0.1646 0.024 0.1658 0.036 Average 0.008 0.020 0.034 0.046 0.20 e 0 y tw 0.10 M X W 0 0.00 0 Mortar -Bar Expansion 2 4 6 8 10 12 14 Days After Zero Reading City of Wheat Ridq,�� D Martin Marietta Materials, Inc. Attachment #44 l'trree hells 11it \\ .shed Concrete `sand Potential Alkali Reactivity of Aggregates (Mortar -Bar Method) ASTM C 1260 Cement: Mountain Type 1,x'11 Cement Alkali Content (%): % K20: % Na20: % Na,Oeq: 0.6 Cement Expansion (Autoclave): 0.010 Cast Date: 11/9/2016 Water / Cement Ratio: 0.47 Aggregate / Cement Ratio: 990g / 440g Sample ID Initial (24 hr) 111/10/2016 Zero (48 hr) 3 Day Reading % Change 1 7 Day Reading % Change 10 Day Reading % Change 14 Day Reading Change Date 11/11/2016 11114/2016 11/18/2016 11/21/2016 11/25/2016 A 0.1848 0.1948 0.1954 0.006 0.1961 0.013 0.1967 0.019 0.1990 0.042 B 0.1945 0.2034 1 0.2038 0.004 0.2044 0.010 0.2054 0.020 0.2072 0.038 C 0.1523 0.1620 0.1624 0.004 0.1635 0.015 0.1639 0.019 0.1654 0.034 Average 0.005 0.013 0.014 0.038 Mortar -Bar Expansion 0.20 c 0 .y c=a 0.10 CL X W O 0.00 40 0 2 4 6 8 10 12 14 Days After Zero Reading J/AMartin Marietta Attention: Mr. Gary Pearcy Re: Aggregate Physical Property Test Results Three Bells Pit Greeley, CO Mr. Pearcy: Rocky Mountain Division Northern Area Aggregate District 1627 Cole Blvd, Suite 200 Lakewood, CO 80401 March 1, 2017 Enclosed are the results of the physical properties tests performed on the materials sampled from the Three Bells Pit in November 2016. Testing was performed in accordance with the procedures and specifications contained herein. Below is a summary of the results. Detailed test information is contained in the attachments. Procedure Description #67 Rock 3!8" Squeegee 1/4" Washed WashedRock Concrete Sand ASTM C 136 Sieve Analysis of Fine and Coarse Aggregate Att. #1-1 Aft. #2-1 Att. #3-1 Att. #4-1 ASTM C 117 Materials Finer than 75µm (No. 200) Sieve by Att. #1-1 Att. #2-1 Att. #3-1 Att. #4-1 Washing ASTM C 29 Bulk Density (Unit Weight) and Voids by Rodding 98/40 101/38 104/37 103/37 ASTM C 127 Specific Gravity and Absorption of Coarse 2.65/0.7 2.62/0.9 2.64/0.6 Aggregate` ASTM C 128 Specific Gravity and Absorption of Fine Aggregate - - - 1.64/0.7 ASTM C 131 Degradation of Coarse Aggregate in the LA Abrasion 33 32 36 - Machine CDOT CP -L 4211 gradation of Coarse Aggregate in the Micro Deval 7.t 6.1 6.6 6.6 Apparatus ASTM C 88 Soundness by Use of Magnesium Sulfate 4 15/9 9 13 ASTM C 142 Clay Lumps and Friable Particles 0,0 0,0 0,0 0.0 ASTM C 123 Lightweight Particles 0.0 0,0 0.0 0.0 CDOT CP 37 Sand Equivalent Value of Soils and Fine Aggregate - - - 89 ASTM C 40 Organic Impurities in Fine Aggregate - - - Plate I The materials selected for testing do not constitute the constituents of any specific mix design or blend. The materials named above represent products sold from the aforementioned site. Please contact us if you have any questions regarding these results. Respectfully submitted, Martin Marietta Materials, Inc. Central Laboratory Erik Biggers Testing Lab Manager Todd Genovese, P.E. Division QA/QC Manager Central Laboratory - 1195 Quivas Street. Denver„ CO 80204 - Phone: (303) 410-5758 - Fax. (303) 657-4266 City of �Uraitdktl�`t7h�tst� n Martin Marietta Materials, Inc. I fircc 134111. Pi Sieve Analysis of Fine and Coarse Aggregate Sieve Size Percent Passing (%n) Specification ASTM (No. 67) V, 25.0 mm 100 100 3/4" 19.0 mm 98 90 to 100 1/2" 12.5 mm 46 40.4 3/8" 9.5 mm 26 20 to 55 No. 4 1 4.75 mm 1 0 to 10 No. 8 2.36 mm 1 0 to 5 No. 16 1.18 mm 1 No. 30 600 pm 1 No. 50 300 Nm 1 No. 100 150 pm 1 No. 200 75 pm 0.3 1.0 max. Bulk Density (Unit Weight) and Voids by Rodding Attachment #1-1 #67 Roeld ASTM C 136 S C 117 ASTM C 29 Sample Weight (lbs) Measure Volume (ftp) Unit Weight (lbs/ft') Unit Weight (tons/cy) Voids by Rodding (%) 48.58 0.4960 97.9 1.32 40.3 48.53 0.4960 97.8 1.32 40.4 48.56 0.4960 97.9 1.32 40.4 Average 98 1.32 40 Specific Gravity and Absorption of Coarse Aggregate Bulk Specific Gravity (DRY) = 2.631 ASTM C 127 Oven Dried Mass SSD Mass in Air Mass in WaterJ- Percent Loss Absorption Grading Test (grams) (%) CDOT Gsb (SSD) 1500.2 in Air (grams) (grams) (grams) (%) 3455.0 3479.4 2166.0 1 2.65 0.7 Degradation of Coarse Aggregate in the LA Abrasion Machine Degradation of Coarse Aggregate in the Micro Deval Apparatus ASTM C 131 CDOT CP -L 4211 Sample Mass Before Sample Mass After Percent Loss Specification Grading Test (grams) (%) CDOT B (7.3) 1500.2 1394.3 1 7.1 Test (grams) Test (grams) ASTM C 33 B 4999.9 3359.0 33 5001, max. Degradation of Coarse Aggregate in the Micro Deval Apparatus ASTM C 131 CDOT CP -L 4211 Sample Mass Before Sample Mass After Percent Loss Specification Grading Test (grams) Test (grams) (%) CDOT B (7.3) 1500.2 1394.3 1 7.1 1 18% max. Martin Marietta Materials, Inc. I brei, BOTS flit Soundness by Use of Magnesium Sulfate Attachment #1-2 467 Rock ASTM C 88 Sieve Site Original Sample Individual % Retained Mass of Individual Test Fraction (grams) Mass of Combined Test Fraction (grams) Percent Passing Designated Sieve After Test (grams) Weighted Percent Loss (%) Before After 1-1/2" to 1" 0 2 - - - 2.9 0.1 1" to 3/4 " 2 - 3/4" to 1/2" 52 72 670.2 1000.3 970.9 29 2.1 1/2" to 3/8" 20 330.1 3/8" to No. 4 25 1 25 300.3 300.3 277.9 7.5 1.9 Minus No. 4 1 1 - - - 7.5 0.1 Total 100 1 100% coarse aggregate fraction 4 Specification - ASTM C 33 18% max. Clay Lumps and Friable Particles ASTM C 142 Sieve Size Original Sample Individual % Retained Mass of Combined Test Fraction (grams) Percent Passing Designated Sieve After Test (grams) Weighted Percent Loss (%) Before After 1-1/2" to 1" 0 2 - - 0.0 0.0 1" to 3/4" 2 3/4" to 1/2" 52 72 2000.0 1999.4 0.0 0.0 1/2" to 3/8" 20 3/8" to No. 4 25 1 25 1000.0 999.4 0.1 0.0 Total 99% 0.0 Specification - ASTM C 33 (Class 5S) 2.0% max. Lightweight Particles ASTM C 123 Specific Gravity Mass of Test Mass of Floating Percent of Specification Sieve Size of Sample (grams) Particles (grams) Lightweight ASTM C 33 Heavy Liquid Pieces (/o) Plus No. 4 2.0 3000.7 0.1 0.0 0.5% max. Martin Marietta Materials, Inc. f1wee 13c11s Pit Attachment #2-1 gl�j., 4tlttt'4 wCi' Sieve Analysis of Fine and Coarse Aggregate ASTM C 136 & C 117 Sieve Size Percent Passing (%) Specification ASTM ('No. 8) 1/2" 12.5 mm 100 100 3/8" 9.5 nun 100 85 to 100 No. 4 4.75 mm 26 10 to 30 No. 8 2.36 mm 5 0 to 10 No. 16 1.18 mm 2 0 to 5 No. 30 600 pm I No. 50 300 pm 1 No. 100 150 pm 1 16 No. 200 75 pm 0.3 1.0 max. Bulk Density (tint Weight) and Voids by Rodding ASTM C 29 Sample Weight (lbs) Measure Volume (ft') Unit Weight (lbs/ft) Unit Weight (tonsley) Voids by Rodding (%) 10.05 0.1000 100.5 I.36 38.1 10.04 0.1000 100.4 1.36 38.1 10.07 0.1000 100.7 1.36 38.0 Average 101 1.36 38 Bulk Specific Gravity (DRY) 2.601 Specific Gravity and Absorption of Coarse Aggregate ASTM C 127 Oven Dried Mass SSD Mass in Air Mass in Water Percent Loss Absorption Grading Test (grams) Test (grams) Gsb (SSD} I in Air (grams) (grams) (grams) (%) (%) 1206.0 1216.7 753.1 1 2.62 0.9 Degradation of Coarse Aggregate in the LA Abrasion Machine ASTM C 131 Degradation of Coarse Aggregate in the Micro Deval Apparatus CDOT CP -L 4211 Grading Sample Mass Before Sample Mass After Percent Loss Specification Grading Test (grams) Test (grams) I I C (7.4) Test (grams) Test (grams) (%) ASTM C 33 C 5000.2 3388.8 1 32 50% max. Degradation of Coarse Aggregate in the Micro Deval Apparatus CDOT CP -L 4211 Grading Sample Mass Before Sample Mass After Percent Loss Specification I Test (grams) Test (grams) (%) CDOT C (7.4) 1500.1 1408.5 1 6.1 1 18% max. wilding piv�sor ` r Martin Marietta Materials, Inc. 1 Irrce Boils Pil Soundness by Use of Magnesium Sulfate Attachment ##2-2 ASTM C 88 Sieve Size Original Sample Individual % Retained Mass of Individual Test Fraction (grams) Mass of Combined Test Fraction (grams) Percent Passing Designated Sieve After Test (grams) Weighted Percent Loss (%) Before After 3/8" to No. 4 74 74 299.5 300.0 254.4 15.2 11.2 Total 1 74 74% coarse aggregate fraction 98% 15 Specification - ASTM C 33 (Class 5S) Specification - ASTM C 33 1500.2 18% max. No. 4 to No. 8 21 21 100.0 100.0 90.3 9.7 2.0 No. 8 to No. 16 3 3 - - - 9.7 0.3 No. 16 to No. 30 1 1 - 9.7 0.1 No. 30 to No. 50 0 0 - 9.7 0.0 Minus No. 50 1 1 - - - 0.0 Total 26 26% of fine aggregate fraction 9 Specification - ASTM C 33 15% max. Clay Lumps and Friable Particles ASTM C 142 Sieve Size Original Sample Individual % Retained Mass of Combined Test Fraction (grams) Percent Passing Designated Sieve After Test (grams) Weighted Percent Loss (%) Before After 3/8" to No. 4 74 74 1000.5 1000.3 0.0 0.0 No. 4 to No. 16 24 24 25.1 25.1 0.0 Total 98% 0.0 Specification - ASTM C 33 (Class 5S) 2.0% max. Lightweight Particles ASTM C 123 V'✓ seat Specific Gravity Mass of Test Mass of Floating Percent of Specification Sieve Sire of Sample (grams) Particles (grams) Lightweight ASTM C 33 Heavy Liquid Pieces (%) Plus No. 4 2.0 1500.2 0.1 0.0 0.5% max. V'✓ seat Martin Marietta Materials, Inc. 1 finer Bell" Pit Attachment #3-1 1114" %%ashed R o c h Sieve Analysis of Fine and Coarse Aggregate ASTM C 136 & C 117 Sieve Size Percent Passing (%) Specification MM Spec 3{8" 9.5 mm 100 100 No. 4 4.75 mm 76 60 to 80 No. 8 2.36 mm 18 10 to 40 No. 16 1.18 mm 6 0 to 10 No. 30 600 pm 2 0 to 5 No. 50 300 pm 1 No. 100 150 pm 1 No. 200 75 pm 0.3 2.0 max. Bulk Density (Unit Weight) and Voids by Rodding ASTM C 29 Sample Weight (lbs) Measure Volume (ft) Unit Weight Obs/ft') Unit Weight (tons/cy) Voids by Rodding (%) 10.25 0.1000 102.5 1.38 37.3 10.49 0.1000 104.9 1.42 35.8 10.31 0.1000 103.1 1.39 36.9 Average 104 1.40 37 Bulk Specific Gravity (DRY) = 2.619 Specific Gravity and Absorption of Coarse Aggregate ASTM C 127 Oven Dried Mass SSD Mass in Air Mass in Water Percent Loss Absorption Grading Test (grams) (%) CDOT Gsb (sso> 1500.2 in Air (grams) (grams) (grams) (%) (%) 1067.2 1074.0 666.5 2.64 0.6 Degradation of Coarse Aggregate in the LA Abrasion Machine ASTM C 131 Degradation of Coarse Aggregate in the Micro Deval Apparatus CDOT CP -L 4211 Grading Sample Mass Before Sample Mass After Percent Loss Specification Grading Test (grams) (%) CDOT 8.4 1500.2 1401.9 6.6 Test (grams) Test (grams) (%) ASTM C 33 D 5000.1 31186.4 36 50% max. Degradation of Coarse Aggregate in the Micro Deval Apparatus CDOT CP -L 4211 Grading Sample Mass Before Sample Mass After Percent Loss Specification Test (grams) Test (grams) (%) CDOT 8.4 1500.2 1401.9 6.6 18% max. city of Martin Marietta Materials, Inc. I hrcc Bell", Pit Soundness by Use of Magnesium Sulfate Attachment #3-2 1,4" �0 asked Rot ASTM C 88 Sieve Size Original Sample Individual % Retained Mass of Individual Test Fraction (grams) Mass of Combined Percent Passing Test Fraction (grams) Designated Sieve Before After After Test (grams) Weighted Percent Loss (%) 318" to No. 4 24 24 100.0 100.0 84.7 15.3 3.7 No. 4 to No. 8 58 58 100.0 100.0 94.0 6.0 3.5 No. 8 to No. 16 12 12 100.0 100.0 87.8 12.2 1.5 No. 16 to No. 30 4 4 - - - 12.2 0.5 No. 30 to No. 50 1 1 - - - 12.2 0.1 Minus No. 50 1 1 1 1 - - - - - Total 1 100 1 100% of fine aggregate fraction 9 Clay Lumps and Friable Particles ASTM C 142 Sieve Size Original Sample Individual % Retained Mass of Combined Test Fraction (grams) Percent Passing Designated Sieve After Test (grams) Weighted Percent Loss (%) Before After 318" to No. 4 24 24 1000.5 1000.1 0.0 0.0 No. 4 to No. 16 70 70 25.0 24.9 0.0 0.0 Total 94% 0.0 Specification - ASTM C 33 (Class 5S) 2.0%max. Lightweight Particles ASTM C 123 Specific Gravity Mass of Test Mass of Floating Percent of Specification Sieve Size of Sample (grams) Particles (grams) Lightweight ASTM C 33 Heavy Liquid pieces (%) Plus No. 4 2.0 1500.3 0.1 0.0 0.5% max. Martin Marietta Materials, Inc. I brec Belk Ili( Sieve Analysis of Fine and Coarse Aggregate Attachment #4-1 `ik aslte(i Coiicrcty satid Sieve Size Percent Passing (%) Specification ASTM C 33 3/8" 9.5 mm 100 100 No. 4 4.75 min 100 95 to 100 No. 8 2.36 nim 93 Tot. 100 No. 16 1.18 nun 69 50 to 85 No. 30 600 pm 38 25 to 60 No. 50 300 pm 13 10 to 30 No. 100 150 pm 2 2 to 10 No. 200 75 pm 1.0 0 to 3 L. Fineness Modulus 2.9 2.3 to 3.1 Bulk Density (Unit Weight) and Voids by Rodding ASTM C 136 & C 117 ASTM C 29 Sample Weight (lbs) Measure Volume (ft') Unit Weight (1bslfe) Unit Weight (tons/cy) Voids by Rodding (%) 10.21 0.1000 102.1 1.38 37.7 10.30 0.1000 103.0 I.39 37.1 10.38 0.1000 103.8 1.40 36.6 (grams) Average 103 1.39 37 Specific Gravity and Absorption of Fine Aggregate Bulk Specific Gravity (DRY) = 2.625 ASTM C 128 Oven Dried Mass Mass of Pycnometer SSD Mass Mass of Pycnometer Test (grams) in Air Filled with Water in Air w/ Sample and Water Gib (SSD) Absorption (grams) (grams) (grams) (grams) 496.4 1287.3 500.0 1598.2 2.64 0.7 Degradation of Coarse Aggregate in the Micro Deval Apparatus CDOT CP -L 4211 Grading Sample Mass Before Sample Mass After Percent Loss Specification I Test (grams) Test (grams) (%) CDOT Fine A,gg 500.0 467.1 6.6 18% max. Martin Marietta Materials, Inc. 1 hree Bells Pir Soundness by Use of Magnesium Sulfate Attachment #4-2 %N ashetl Concrete Sand ASTM C 88 Sieve Size Original Sample Individual % Retained Mass of Individual Test Fraction (grams) Mass of Combined Test Fraction (grams) Percent Passing Designated Sieve After Test (grams) Weighted Percent Loss (%) Before After 3/8" to No. 4 0 0 - - - 0.0 0.0 No. 4 to No. 8 7 7 100.0 100.0 87.7 12.3 0.9 No. 8 to No. 16 24 24 100.0 100.0 87.9 12.1 2.9 No. 16 to No. 30 31 31 100.0 100.0 83.1 16.9 5.2 No. 30 to No. 50 25 25 100.0 100.0 83.6 16.4 4.1 Minus No. 50 13 13 - - - - 0.0 Total 100 100% of fine aggregate fraction 13 Specification - ASTM C 33 15% max. Clay Lumps and Friable Particles ASTM C 142 Sieve Size Original Sample Individual % Retained Mass of Combined Test Fraction (grams) Percent Passing Designated Sieve After Test (grams) Weighted Percent Loss (%) Before After No. 4 to No. 16 31 31 25.0 1 25.0 0.0 0.0 Total 31% 0.0 Specification - ASTM C 33 (Class 5S) 2.0% max. Lightweight Particles ASTM C 123 Cit o - Wheat Ria(up Building Dwis,,r�.,•' Specific Gravity Mass of Test Mass of Floating Percent of Specification Sieve Size of Sample (grams) Particles (grams) Lightweight ASTM C 33 Heavy Liquid Pieces (%) Plus No. 4 2.0 200.0 0.0 0.0 0.5% max. Cit o - Wheat Ria(up Building Dwis,,r�.,•' CEMENT P.O. Box 529 ZZCC—MC—X Lyons, CO 80540 MILL Plant (303) 823-2100 TEST s Sales (303) 475-3988 REPORT ' Cement Identified as: Plant: CEMEX Lyons Cement TYPE III & HE CEMENT Date: 4/13/2017 Location: Lyons, CO Production Dates: Beginning: March 1, 2017 Ending: March 31, 2017 STANDARD CHEMICAL REQUIREMENTS TEST ASTM C15o TYPE ASTM 01157 TYPE (ASTM C114) RESULTS SPEC. III I SPEC. HE Silicon ioxi e 2 , a 20.2 ---- ---- Aluminum Oxide (A1203), % 4.6 ---- ---- Ferric Oxide (Fe20A % 3.4 ---- Calcium Oxide (CaO), % 62.8 ---- Magnesium Oxide (MgO), % 1.2 Maximum 6.0 ---- Sulfur Trioxide (S03), % " 3.8 Maximum 3.5" ---- Loss on Ignition (LOI), % 2.8 Maximum 3.5 ---- Insoluble Residue, % 0.37 Maximum 1.5 ---- Alkalies (Na20 equivalent), % 0.87 ---- Tricalcium Silicate (C3S), % 53 ---- ---- Dicalcium Silicate (C2S), % 15 ---- ---- Tricalcium Aluminate (C3A), % 6 Maximum 15 ---- Tetracalcium Aluminoferrite (C4AF), %' 10 ---- ---- (CAF + 2C3A) or (C4AF + C2F), % 22 ---- 0O2, % 1.6 ---- ---- Limestone, % 4.9 Maximum 5.0 --- CaCO3 in Limestone, % 75 5460 Minimum 70 ---- ---- ---- PHYSICAL REQUIREMENTS (ASTM C 204) Blaine Fineness, cm /gm (ASTM C 430) -325 Mesh, % 99.5 ---- ---- (ASTM C 191) Time of Setting (Vicat) Initial Set, minutes 100 Min. - Max. 45-375 Min. - Max. 45-420 Final Set, minutes 190 ---- ---- (ASTM C 451) False Set, % 76 Minimum 50 Minimum 50 (ASTM C 185) Air Content, % 7 Maximum 12 Maximum ---- (ASTM C 151) Autoclave Expansion, % -0.03 Maximum 0.80 Maximum 0.80 (ASTM C 187) Normal Consistency, % 27.6 ---- ---- (ASTM C 1038) Expansion in Water, % 0.008 Maximum 0.020 Maximum 0.020 (ASTM C 109) Compressive Strength, psi (MPa) psi MPa 1 Day 3810 26.3 Minimum 1740 (12.0) Minimum 1450 (10) 3 Day 5100 35.2 Minimum 3480 (24.0) Minimum 2470 (17) 7 Day 6220 42.9 ---- ---- " Note D in Table 1 of ASTM C 150-16 allows for additional sulfate. provided expansion as measured by ASTM C1038 does not exceed 0.020%. `Adjusted for Limestone Addition per ASTM C 150-16, A1.6 CEMEX hereby certifies that this cement meets exceeds the chemical and physical Specifications of: By: ASTM C150 - 16 for Type III Portland Cement Timothy W. Rawlsky ASTM C1157 - 11 for Type HE Hydraulic Cement Quality Control Manager CEMEX - Lyons Cement Plant CEMENT P.O. Box 529 ZZCC—MC—X Lyons, CO 80540 MILL Plant (303) 823-2100 TEST i Sales (303) 758-1334 REPORT Cement Identified as: Plant: CEMEX Lyons Cement TYPE III & HE CEMENT Date: 4/13/2017 Location: Lyons, CO Production Dates: Beginning: March 1, 2017 Ending: March 31, 2017 Additional Data Limestone Inorganic Processing Addition Data - Type — ... Amount 4.9 None Added Silicon Dioxide (Si02), % 8.0 Aluminum Oxide (AI203), % 1.8 Ferric Oxide (Fe203), % 0.6 Calcium Oxide (CaO), % 49.2 Sulfur Trioxide (S03), % 0.2 Base Cement Phase Composition C's (%) 52 CZS (%) 21 C,A (%) 7 CAF (%) 11 CEMEX hereby certifies that the above described data represents the materials used in the cement manufactured during the production period indicated. By: Timothy W. Rawlsky Quality Control Manager CEMEX - Lyons Cement Plant 05481 US 31 SOUTH - CHARMIX, M149720 - 866.222.8400 • WWW.RIDI-ROCK.COM : Test Methods: ASTM D6916 & NCMA SRWU-2 Block Type: 28" Positive Connection (PC) Block Test Facility: Bathurst, Clarabut Geotechnical Testing, Inc. Test Dates: 10/21/2011 - 6.75" Shear Knob Test 10/14/2011 - 10" Shear Knob Test 6.75" KNOB INTERFACE SHEAR DATA (a) 6.75" KNOB INTERFACE SHEAR CAPACITY Test No. Normal Load, Ib/ft Service State Shear, Ib/ft(`) Peak Shear, Ib/ft Observed Failure (d) 1 522 838 1,724 Test Stopped 2 19,209 11,324 11,324 Test Stopped 3 16,303 11,252 11,252 Test Stopped 4 13,612 11,036 11,036 Test Stopped 5 11,075 10,462 10,462 Test Stopped 6 11,074 11,060 11,252 Knob Shear 7 8,299 10,408 11,204 Test Stopped 8 5,854 8,337 9,935 Knob Shear 9 3,077 5,722 6,153 Knob Shear 10 10,981 1 10,821 11,252 Knob Shear 12,000 8,000 U ro 6,000 U CU 4,000 v7 0 Peak Shear: Sp = 1,178 + N tan 54°, Sp(max) = 10,970 Ib/ft(e) 0 4,000 8,000 12,000 16,000 20,000 Normal Load, Ib/ft Service State Shear: SSS = 616 + N tan 52°, Sss(max) = 10,970 Ib/ft(e) 10" KNOB INTERFACE SHEAR DATA(') 10" KNOB INTERFACE SHEAR CAPACITY Test No. Normal Load, Ib/ft Service State Shear, lb/ft(c) Peak Shear, Ib/ft Observed Failure (d) 1 19,619 11,300 11,300 Test Stopped 2 16,007 11,300 11,300 Test Stopped 3 1 13,546 11,371 11,371 Test Stopped 4 11,042 11,371 11,371 1 Test Stopped 5 8,400 11,204 11,204 Test Stopped 6 10,999 11,252 11,252 Test Stopped 7 10,922 11,252 11,252 Test Stopped 8 1 5,786 1 10,414 1 11,156 Test Stopped 9 3,137 7,469 10,174 Test Stopped 10 522 3,926 6,033 Test Stopped 12,000 U 6,000 U ami 4,000 v7 Peak Shear: Sp = 6,061 + N tan 44°, Sp(max) = 11,276 Ib/ft Service State Shear: SSS = 3,390 + N tan 51', Srs(max) = 11,276 Ib/ft 2,000 0 0 4,000 8,000 12,000 16,000 20,000 Normal Load, Ib/ft (a) The maximum 28 -day compressive strength of all concrete blocks tested in the 6.75 inch knob interface shear test series was 4,694 psi. (b) The 28 -day compressive strength of all concrete blocks tested in the 10 inch knob interface shear test series was 4,474 psi. (c) Service State Shear is measured at a horizontal displacement equal to 2% of the block height. For Redi-Rock blocks, displacement = 0.36 inches. (d) In most cases, the test was stopped before block rupture or knob shear occured to prevent damage to the test apparatus. (e) Design shear capacity inferred from the test data reported herein should be lowered when test failure results from block rupture or knob shear if the compressive strength of the blocks used in design is less than the blocks used in this test. The data reported represents the actual laboratory test results. The equations for peak and service state shear conditions have been modified to reflect the interface shear performance of concrete with a minimum 28 -day compressive strength equal to 4,000 psi. No further adjustments have been made. Appropriate factors of safety for design should be added. The information contained in this report has been compiled by Redi-Rock International, LLC as a recommendation of peak interface shear capacity. It is accurate to the best of our knowledge as of the date of its issue. However, final determination of the suitability of any design information and the appropriateness of this data for a given design purpose is the sole responsibility of the user. No warranty of performance is expressed or implied by the Fye publishing of the foregoing laboratory test results. Issue date: February 21, 2012. 1�ldir:i;i) 1)f VlSnn € Redi-Rock PC block (6 inch dome) Interface Shear Project # 211019 Series # BCGT3106 REPORT RESULTS OF REDI-ROCK 28 INCH PC BLOCK UNIT (6 INCH DOME) INTERFACE SHEAR CAPACITY TESTING submitted to REDI-ROCK INTERNATIONAL CONFIDENTIAL Distribution: 2 copies Redi-Rock International LLC. 05481 US 31 South Charlevoix, Michigan 49720 USA 2 copies Bathurst, Clarabut Geotechnical Testing, Inc. 1167 Clyde Court, Kingston, Ontario K7P 2E4 CANADA This report shall not be reproduced except in full. without written approval of Bathurst. Clarabut Geotechnical Testing, Inc. Y c;r Bathurst, Clarabut Geotechnical Testing, Inc. 21 October 2011 Jfleat Telephone: (613) 384 6363 Email: petebcgt@kos.net 1 of 8 3uilding a Redi-Rock PC block (6 inch dome) Interface Shear Project # 211019 Series # BCGT3106 Introduction This report gives the results of an interface shear testing program carried out to evaluate the mechanical/frictional performance of the shear capacity between Redi-Rock° 28 inch PC modular concrete block units. The test program was initiated in response to a verbal authorization to proceed from Mr. Jamie Johnson of Redi-Rock International, LLC received 9 August 2011. The tests were carried out at the laboratories of Bathurst, Clarabut Geotechnical Testing, Inc. in Kingston, Ontario, under the supervision of Mr. Peter Clarabut. Objectives of test program The interface shear capacity between Redi-Rock 28 inch PC block units (6 inch dome) was investigated using a large-scale test apparatus. The principal objective of the testing was to evaluate the mechanical/frictional perfor- mance of the shear capacity between successive layers of Redi-Rock block units. A second ob- jective was to make recommendations for the selection of interface shear capacities to be used in the design and analysis of retaining wall systems that employ Redi-Rock block units. Materials Redi-Rock 28 inch PC Middle Block units are solid concrete blocks weighing approximate- ly 1540 lb per unit (estimated weight based on volume of concrete and assuming a concrete unit weight of 143 lb/ft). The nominal dimensions of the block are 28 inches (toe to heel) by 18 inches high by 46 inches long. Construction alignment and interface shear is achieved by means of two 6.75 inch (6 inch) diameter dome shaped concrete shear keys cast into the top surface of the units. A photograph of the dome shaped shear key is shown in Figure 1. A photograph of the block system in the large scale test frame is shown in Figure 2 The blocks used in this series of tests were supplied by Redi-Rock International and were received at our laboratory on 9 August 2011. The specific blocks used in each test are reported on Table 1. Apparatus and general test procedure The SRWU-2 method of test as reported in the NCMA Segmental Retaining Wall Design Manual (1993) and ASTM D 6916-03 were used in this investigation. A brief description of the apparatus and test methodology is presented here. The test apparatus allows horizontal loads in excess of 12,000 lb/ft to be applied across the interface between two block layers. The seg- mental units were laterally restrained at the bottom and surcharged vertically. Wall heights were simulated by placing a single block over the interface and applying additional normal load using the hydraulic ram arrangement shown in Figure 1. The horizontal (shear) force was applied at a constant rate of displacement using a computer -controlled hydraulic actuator. The load and displacements measured by the actuator and displacement transducers were re- c;ty u� Bathurst, Clarabut Geotechnical Testing, Inc. 21 October 2011 Telephone: (613) 384 6363 Email: petebcgt@kos.net 2 of 8 eu;io;ry o �� Redi-Rock PC block (6 inch dome) Interface Shear Project # 211019 Series # BCGT3106 corded continuously during the test by a microcomputer/data acquisition system. Each test was continued until the safe working limit of the apparatus was reached or block dialation/ rotation occured. Following each test, the blocks were removed and the units examined to con- firm failure modes (if any). The only variable in this series of connection tests was the magnitude of surcharge load. Test results Results of interface shear tests are summarized in Table 1. Peak interface shear capacities and shear capacity at the displacement criterion (if achieved) are plotted against normal load in Figure 4. The displacement criterion was calculated to be 0.36 inches based on 2% of the block height. The minimum peak shear capacity recorded from the test series was 6153 lb/ft. Test 1 was stopped after significant block dilation and some column rotation was observed. Tests 2, 3, 4, 5 and 7 were stopped before failure of the blocks occurred in order to prevent damage to the test apparatus. Tests 6, 8, 9 and 10 ended in shearing of the concrete shear dome. In Tests 2, 3, 4 and 5 measured peak shear capacitywas achieved before 0.36 inches of displace- ment. Implications to interface shear capacity design and construction with Redi-Rock 28 inch PC block units The maximum shear capacity values for Tests 2, 3, 4, 5 and 7 reported herein are conserva- tive estimates of the peak shear capacity of the Redi-Rock block system because the safe work- ing capacity of the test apparatus was exceeded. Hence, the use of the maximum shear capacity values reported herein will result in an unquantified additional margin of safety for the nomi- nal identical system in the field. The NCMA Segmental Retaining Wall Design Manual (First Edition, 1993) recommends that the design shear capacity at a given normal load for a critical wall structure be the lesser of: a) the peak capacity divided by a minimum factor of safety (not less than 1.5) or; b) the capacity based on the 0.36 inch displacement criterion. Nevertheless, the design shear capacity envelope inferred from the test data reported herein should be used with caution. The actual design capacity envelope should be lower if the quality of construction in the field is less than that adopted in this controlled laboratory investigation and/or lower quality concrete is used in the manufacture of the blocks. In addition, the interface concrete surfaces should be free of aggregate particles in order to maximize the frictional resistance that is developed between the concrete surfaces. Summary of conclusions A laboratory testing program was carried out to evaluate the mechanical/frictional perfor- mance of the shear capacity between Redi-Rock 28 inch PC block segmental concrete units. The following conclusions can be drawn: 1. The minimum peak shear capacity recorded from this test series was 6153 lb/ft (height above interface equal to approximately 1 block unit). Bathurst, Clarabut Geotechnical Testing, Inc. 21 October 2011 Telephone: (613) 384 6363 Email: petebcgt@kos.net 3 of 8 Redi-Rock PC block (6 inch dome) Interface Shear Project # 211019 Series # BCGT3106 2. Care must be taken during the installation of Redi-Rock block units in order to prevent accumulation of soil and rock debris at the concrete block interface surfaces. This debris may significantly reduce the shear capacity of the Redi-Rock block facing unit system. 3. The actual peak shear capacity of the Redi — Rock 28 inch PC block system maybe expected to be greater than the values reported herein since the safe working capacity of the test ap- paratus was exceeded before shear failure of the blocks could be achieved. Concluding remarks The test results presented here are applicable to gravity and geosynthetic reinforced -soil segmental retaining wall designs that employ Redi-Rock 28 inch (6 inch dome) PC block units. However, the inclusion of a layer of geosynthetic reinforcement between courses may reduce the interface shear capacity to values less than those reported in this investigation. Bathurst, Clarabut Geotechnical Testing, Inc. Telephone: (613) 384 6363 Email: petebcgt@kos.net City t, 21 October 2011 rOK.he`ty%`� -r 4 of 8 Redi-Rock PC block (6 inch dome) Interface Shear Project # 211019 Series # BCGT3106 Table 1: Test program: Interface shear capacity of Redi-Rock 28 inch PC segmental concrete block units Test number normal load (lb/ft) shear strength at 0.36 inches displacement (lb/ft) peak shear capacity (lb/ft) block reference 1 522 838 1724 RR061611-10 over RR061611-6 2 19209 11324 11324 RR062411-10 over RR062411-6 3 16303 11252 11252 RR062411-10 over RR062411-6 4 13612 11036 11036 RR062411-10 over RR062411-6 5 11075 10462 10462 RR061611-10 over RR062411-6 6 11074 11060 11252 RR061411-10 over RR062411-6 7 8299 10408 11204 RR061411-10 over RR061411-6 8 5854 8337 9935 RR061411-10 over RR061411-6 9 3077 5722 6153 RR062211-10 over RR062211-6 10 10981 10821 11252 RR062111-10 over RR062111-6 P. Clarabut REFERENCE ASTM D 6916-03. Standard Test Method for Determining Shear Strength between Segmental Concrete Units (Modular Concrete Blocks), American Society for Testing and Materials, West Conshohocken, PA 19428-2958 USA. Simac, M.R., Bathurst, R.J., Berg, R.R. and Lothspeich, S.E.,1993. NCAA Segmental Retain- ing Wall Design Manual (First Edition), National Concrete Masonry Association, 2302 Horse Pen Road, Herndon, VA 22071-3406 Bathurst, Clarabut Geotechnical Testing, Inc. City of 21 October 2011 Wf'ebt Ridge Telephone: (613) 384 6363 Email: petebcgt@kos.net 5 of 8 Redi-Rock PC block (6 inch dome) Interface Shear Project # 211019 Series # BCGT3106 L 6 Figure 1 : Photograph of the Redi-Rock blocks in the shear test frame Figure 2: Photograph of the Redi-Rock blocks in the shear test frame Bathurst, Clarabut Geotechnical Testing, Inc. Telephone: (613) 384 6363 Email: petebcgt@kos.net 21 October 2011 6of8 City of VVtieat Ridge Redi-Rock PC block (6 inch dome) Interface Shear Project # 211019 Series # BCGT3106 1 Redi-Rock block 6 actuator support 11 reaction beam 2 load cell 7 LVDT 12 computer controlled 3 loading platen 8 2 actuators hydraulic actuator 4 piston 9 loading frame 5 lateral restraining system 10 spacers C 6m -I 5 Figure 3: Schematic of large scale shear test apparatus showing City of Redi-Rock 28 inch PC block units wheat Ridge Bathurst, Clarabut Geotechnical Testing, Inc. 21 October 2011 .iain9 owison ' Telephone: (613) 384 6363 Email: petebcgt@kos.net 7 of 8 Redi-Rock PC block (6 inch dome) Interface Shear Project # 211019 120 800 a U Q cz 600 U (z aD 2000 Series # BCGT3106 Redi-Rock block interface shear • peak ♦ capacity @ 0.36 inches • peak capacity Vu 1 = 1093 + N tan 57" Vu2 = 11112 shear capacity @ 0.36 inches displacement (based on Tests 4, 7, 8 and 9) Vu = 1000 + N tan 500 note: peak shear capacity was achieved . before 0.36 inches of displacement in Tests 2, 3, 4 and 5 0 5000 10000 15000 20000 N, normal load (Ib/ft) Figure 4: Summary of interface shear capacities for Redi-Rock 28 inch PC block units Bathurst, Clarabut Geotechnical Testing, Inc. 21 October 2011 Telephone: (613) 384 6363 Email: petebcgt@kos.net 8 of 8 Redi-Rock PC block (10 inch dome) Interface Shear Project # 211020 Series # BCGT3107 REPORT RESULTS OF REDI-ROCK 28 INCH PC BLOCK UNIT (10 INCH DOME) INTERFACE SHEAR CAPACITY TESTING submitted to REDI-ROCK INTERNATIONAL CONFIDENTIAL Distribution: 2 copies Redi-Rock International LLC. 05481 US 31 South Charlevoix, Michigan 49720 USA 2 copies Bathurst, Clarabut Geotechnical Testing, Inc. 1167 Clyde Court, Kingston, Ontario K7P 2E4 CANADA This report shall not be reproduced except in full, withorit written appro�Fal of Bathurst, Clarabut Geotechnical Testing, Inc. Bathurst, Clarabut Geotechnical Testing, Inc. 14 October 2011 Telephone: (613) 384 6363 Email: petebcgt@kos.net 1 of �° Redi-Rock PC block (10 inch dome) Interface Shear Project # 211020 Series # BCGT3107 Introduction This report gives the results of an interface shear testing program carried out to evaluate the mechanical/frictional performance of the shear capacity between Redi-Rock° 28 inch PC modular concrete block units. The test program was initiated in response to a verbal authorization to proceed from Mr. Jamie Johnson of Redi-Rock International, LLC received 9 August 2011. The tests were carried out at the laboratories of Bathurst, Clarabut Geotechnical Testing, Inc. in Kingston, Ontario, under the supervision of Mr. Peter Clarabut. Objectives of test program The interface shear capacity between Redi-Rock 28 inch PC block units (10 inch dome) was investigated using a large-scale test apparatus. The principal objective of the testing was to evaluate the mechanical/frictional perfor- mance of the shear capacity between successive layers of Redi-Rock block units. A second ob- jective was to make recommendations for the selection of interface shear capacities to be used in the design and analysis of retaining wall systems that employ Redi-Rock block units. Materials Redi-Rock 28 inch PC Middle Block units are solid concrete blocks weighing approximate- ly 1540 lb per unit (estimated weight based on volume of concrete and assuming a concrete unit weight of 143 lb/ft). The nominal dimensions of the block are 28 inches (toe to heel) by 18 inches high by 46 inches long. Construction alignment and interface shear is achieved by means of two 10 inch diameter dome shaped concrete shear keys cast into the top surface of the units. A photograph of the dome shaped shear key is shown in Figure 1. A photograph of the block system in the large scale test frame is shown in Figure 2 The blocks used in this series of tests were supplied by Redi-Rock International (Redi-Rock concrete batch #RR062211) and were received at our laboratory on 9 August 2011 and designated as BIC -11-023 and BIC -11-024. The tested compressive strength of the concrete from batch #RR062211 was 4474 psi (as reported by Redi-Rock International). Apparatus and general test procedure The SRWU-2 method of test as reported in the NCMA Segmental Retaining Wall Design Manual (1993) and ASTM D 6916-03 were used in this investigation. Abrief description of the apparatus and test methodology is presented here. The test apparatus allows horizontal loads in excess of 12,000 lb/ft to be applied across the interface between two block layers. The seg- mental units were laterally restrained at the bottom and surcharged vertically. Wall heights were simulated by placing a single block over the interface and applying additional normal" load using the hydraulic ram arrangement shown in Figure 1. The horizontal (shear) force wa Bathurst, Clarabut Geotechnical Testing, Inc. 14 October 2011 Telephone: (613) 384 6363 Email: petebcgt@kos.net 2 of 8 Redi-Rock PC block (10 inch dome) Interface Shear Project # 211020 Series # BCGT3107 applied at a constant rate of displacement using a computer -controlled hydraulic actuator. The load and displacements measured by the actuator and displacement transducers were re- corded continuously during the test by a microcomputer/data acquisition system. Each test was continued until the safe working limit of the apparatus was reached or block dialation/ rotation occured. Following each test, the blocks were removed and the units examined to con- firm failure modes (if any). The only variable in this series of connection tests was the magnitude of surcharge load. Test results Results of interface shear tests are summarized in Table 1. Peak interface shear capacities and shear capacity at the displacement criterion (0.36 inches) are plotted against normal load in Figure 4. The displacement criterion was calculated to be 0.36 inches based on 2% of the block height. The minimum peak shear capacity recorded from the test series was 6033 lb/ft. Tests 1-8 were stopped before failure of the blocks occurred in order to prevent damage to the test apparatus. Tests 9 and 10 were stopped after significant block dilation and some column rotation was observed. In Tests 1-7 measured peak shear capacity was achieved before 0.36 inches of displacement. Implications to interface shear capacity design and construction with Redi-Rock 28 inch PC block units The maximum shear capacity values for Tests 1-8 reported herein are conservative esti- mates of the peak shear capacity of the Redi-Rock block system because the safe working ca- pacity of the test apparatus was exceeded. Hence, the use of the maximum shear capacity val- ues reported herein will result in an unquantified additional margin of safety for the nominal identical system in the field. The NCMA Segmental Retaining Wall Design Manual (First Edi- tion,1993) recommends that the design shear capacity at a given normal load for a critical wall structure be the lesser of: a) the peak capacity divided by a minimum factor of safety (not less than 1.5) or; b) the capacity based on the 0.36 inch displacement criterion. Nevertheless, the design shear capacity envelope inferred from the test data reported herein should be used with caution. The actual design capacity envelope should be lower if the quality of construction in the field is less than that adopted in this controlled laboratory investigation and/or lower quali- ty concrete is used in the manufacture of the blocks. In addition, the interface concrete sur- faces should be free of aggregate particles in order to maximize the frictional resistance that is developed between the concrete surfaces. Summary of conclusions A laboratory testing program was carried out to evaluate the mechanical/frictional perfor- mance of the shear capacity between Redi-Rock 28 inch PC block segmental concrete units. The following conclusions can be drawn: The minimum peak shear capacity recorded from this test series was 6033 lb/ft (height above interface equal to 1 block unit). Bathurst, Clarabut Geotechnical Testing, Inc. Telephone: (613) 384 6363 Email: petebcgt@kos.net 14 October 2011 3 of 8 Redi-Rock PC block (10 inch dome) Interface Shear Project # 211020 Series # BCGT3107 2. The average maximum shear capacity recorded from this test series was 11,276 lb/ft (Tests 1-8). 3. Care must be taken during the installation of Redi-Rock block units in order to prevent accumulation of soil and rock debris at the concrete block interface surfaces. This debris may significantly reduce the shear capacity of the Redi-Rock block facing unit system. 4. The actual peak shear capacity of the Redi— Rock 28 inch PC block system maybe expected to be greater than the values reported herein since the safe working capacity of the test ap- paratus was exceeded before shear failure of the blocks could be achieved. Concluding remarks The test results presented here are applicable to gravity and geosynthetic reinforced -soil segmental retaining wall designs that employ Redi-Rock 28 inch PC block units. However, the inclusion of a layer of geosynthetic reinforcement between courses may reduce the interface shear capacity to values less than those reported in this investigation. Bathurst, Clarabut Geotechnical Testing, Inc. 14 October 2011, Telephone: (613) 384 6363 Email: petebcgt@kos.net 4 of`8 �� Redi-Rock PC block (10 inch dome) Interface Shear Project # 211020 Series # BCGT3107 Table 1: Test program: Interface shear capacity of Redi-Rock 28 inch PC segmental concrete block units Test number normal load (lb/ft) shear strength at 0.36 inches displacement (lb/ft) peak shear capacity (lb/ft) 1 19619 11300 11300 2 16007 11300 11300 3 13546 11371 11371 4 11042 11371 11371 5 8400 11204 11204 6 10999 11252 11252 7 10922 11252 11252 8 5786 10414 11156 9 3137 7469 10174 10 522 13926 6033 P. Clarabut REFERENCE ASTM D 6916-03. Standard Test Method for Determining Shear Strength between Segmental Concrete Units (Modular Concrete Blocks), American Society for Testing and Materials, West Conshohocken, PA 19428-2958 USA. Simac, M.R., Bathurst, R.J., Berg, R.R. and Lothspeich, S.E.,1993. NCMA Segmental Retain- ing Wall Design Manual (First Edition), National Concrete Masonry Association, 2302 Horse Pen Road, Herndon, VA 22071-3406'' Bathurst, Clarabut Geotechnical Testing, Inc. Telephone: (613) 384 6363 Email: petebcgt@kos.net 14 October 2011 ✓ �. 5of8 N `� Redi-Rock PC block (10 inch dome) Interface Shear Project # 211020 Series # BCGT3107 Figure 1: Photograph of the Redi-Rock blocks in the shear test frame Figure 2: Photograph of the Redi-Rock blocks in the shear test frame Bathurst, Clarabut Geotechnical Testing, Inc. 14 October 2011 Telephone: (613) 384 6363 Email: petebcgt@kos.net 6 of 8 Redi-Rock PC block (10 inch dome) Interface Shear Project # 211020 6m -I 5 Figure 3: Schematic of large scale shear test apparatus showing Redi-Rock 28 inch PC block units c; y h or Bathurst, Clarabut Geotechnical Testing, Inc. 14 October 2011 ea�R�a Telephone: (613) 384 6363 Email: petebcgt@kos.net 7 of 8 Series # BCGT3107 1 Redi-Rock block 6 actuator support 11 reaction beam 2 load cell 7 LVDT 12 computer controlled 3 loading platen 8 2 actuators hydraulic actuator 4 piston 9 loading frame 5 lateral restraining system 10 spacers 6m -I 5 Figure 3: Schematic of large scale shear test apparatus showing Redi-Rock 28 inch PC block units c; y h or Bathurst, Clarabut Geotechnical Testing, Inc. 14 October 2011 ea�R�a Telephone: (613) 384 6363 Email: petebcgt@kos.net 7 of 8 Redi-Rock PC block (10 inch dome) Interface Shear Project # 211020 1200 1000 i IQ Q Series # BCGT3107 Redi-Rock block interface shear • peak ♦ capacity @ 0.36 inches C • peak capacity Vu1 = 6061 + N tan 440 Vu2 = 11276 shear capacity @ 0.36 inches displacement Vu = 3390 + N tan 51 ° note: peak shear capacity was i achieved before 0.36 inches of displacement in Tests 1 - 7 i 0 5000 10000 15000 N, normal load (Ib/ft) 20000 Figure 4: Summary of interface shear capacities for Redi-Rock 28 inch PC block units Bathurst, Clarabut Geotechnical Testing, Inc. 14 October 2011h o`yo� Telephone: (613) 384 6363 Email: petebcgt@kos.net 8o 8 �G•io, ark' Northern Colorado Geotech 2956 29th Street, Unit 21 Greeley, Colorado 80631 Phone: (970) 506-9244 Fax: (970) 506-9242 Concrete Field Test and Compressive Strength Report Client: Signature Stone Cylinder Size Break Days Report No. 3 Project: Concrete Test Strength (psi) Date of Report 218/2017 NCG Project No, c294-16 37,590 12,57 2990 Location of Pour: Redi Rock Standard Mix I 7 46.087 I 12,57 3665 4 x 8 7 47,486 12.57 3780 Date of Pour: January 11, 2017 Supplier: On -Site Production Physical Proper -ties: 12.57 4785 5 4 x 8 Slump 4 Notes: Prop 4905 Air Content 4,5% -Physical Determined by 65,299 Unit Weight 139,6 Client Conc, Temp 60 Ambient Temp Compressive Strengths: Cylinder Cylinder Size Break Days Load Area Strength (psi) 4 x 8 3 37,590 12,57 2990 2 4 x 8 7 46.087 I 12,57 3665 4 x 8 7 47,486 12.57 3780 4 4 x 8 28 60,125 12.57 4785 5 4 x 8 28 =61.680 12,57 4905 6 4 x 8 28 65,299 12,57 5195 Reviewed by: Gary G. Weeks-, P, Ice President 28 Day Average 4960 I I UP LOW MEMO, 1111111 Ashland Reservoir Wheat Ridge, Colorado Segmental Gravity Retaining Wall Design P.O. Box 211368 Denver, CO 80221 Ph: 303-426-0802 Fax: 303-426-5441 March 30, 2017 Subject: Segmental Gravity Retaining Wall Design, Ashland Reservoir, Wheat Ridge, Colorado Mr. Chris Formanek Colorado Cleanup Corporation 16 Inverness Place East, Building D Englewood, Colorado 80112 Mr. Formanek: The project retaining wall for the referenced project utilized the GE05 pro Redi 2016 software by fine. The segmental block units will be Redi-Rock 28 -inch block units. The leveling pad will constructed of concrete. Block infill, drainage aggregate, and backfill will No. 57/67 aggregate. No segmental retaining wall soils information was provided. However, soil parameters were provided on the project plans by SDG, dated 2-13-13. The following table indicates the soil parameters utilized for the design. Material Unit Weight, y Friction Angle, Cohesion, c (pcf) (Degrees) (psf) On -Site 125 23 0 No. 57/67 Aggregate 130 38 0 If the soils parameters herein are at a variance with the project documents, the General Contractor should notify the retaining wall subcontractor so that the design can be revised accordingly. Ultimately, the Owner or General Contractor should verify the parameters utilized in this design prior to construction. The drainage system for the retaining walls will incorporate gravel and 4 -inch HDPE underdrain pipe behind the face of the retaining walls. The underdrain pipe will daylight at the low points of the walls and at intervals no greater than 50 -feet. The design herein meets the requirements of segmental retaining wall design with respect to internal and external stability. Global stability was not examined. This wall design has been prepared by Miller Wall Comp y nd may only be used by Miller Wall Company. Job Gardner, P.E. : 022 U, `Q►LSS�ONA�-�� Design Calculations Ashland Reservoir DJG Analysis of Redi Rock wall Input data Project Task Ashland Reservoir Description H=6' Author DJG Date 3/29/2017 Settings (input for current task) Wall analysis Active earth pressure calculation : Passive earth pressure calculation Earthquake analysis : Shape of earth wedge Allowable eccentricity: Reduction coeff. of contact first block - base Verification methodology : Reduce parameters of contact base - soil Coulomb Caquot-Kerisel Mononobe-Okabe Calculate as skew 0.333 1.00 Safety factors (ASD) Blocks No. Safety factors Height Permanent design situation Unit weight Safety factor for overturning : SFO = 1.50 [-] Safety factor for sliding resistance : SFS = 1.50 [-] Safety factor for bearing capacity : SFb = 1.50 [-] h [in] Reduction coefficients Y [pcf] 1 Permanent design situation Reduction coeff. of contact base - soil : µ = 1.00 [-] Blocks No. Height Width Unit weight Description h [in] w [in] Y [pcf] 1 Block 28 18.00 27.75 13070- 2 Block 41 18.00 40.50 130.00 3 Block 60 18.00 60.00 130.00 4 Top block 24 18.00 24.00 130.00 5 Planter 41 18.00 40.50 112.00 No Min. shear Max. shear Friction Cohesion Description stength stength Fm[n [lbf/ft] Finax [lbf/ft] f [°] c [psf] 1 Block 28 1700.00 9000.00 75.00 0.0 2 Block 41 1700.00 9000.00 75.00 0.0 3 Block 60 1700.00 9000.00 75.00 0.0 4 Top block 24 1700.00 9000.00 75.00 0.0 5 Planter 41 1700.00 9000.00 75.00 0.0 1 [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir DJG Setbacks No. ' Setback s [in] 1 0.010 2 0.375 3 1.625 4 9.375 5 16.625 ometry No. Description Count Setback group s [in] 1 Block 28 3 1.62 2 Block 28 1 1.62 Base Geometry Upper setback a, = 0.50 ft Lower setback a2 = 0.50 ft Height h = 0.50 ft Width b = 3.20 ft Material Concrete self -weight y = 150.00 pcf Shear cub (key) capacity = 0.00 Ibf/ft Friction angle concrete -concrete = 32.00 ° Basic soil parameters No. Name Pattern q)ef cef Y Ysu 8 [°] [psf] Ipcf] [pcf] i [°] 1 No. 57/67 38.00 0.0 130.00 72.50 22.67 2 On -Site 23.00 0.0 125.00 67.50 15.33 All soils are considered as cohesionless for at rest pressure analysis. Soil parameters No. 57/67 Unit weight : y = 130.0 pcf Stress -state : effective Angle of internal friction : Yef = 38.00o Cohesion of soil : cef = 0.0 psf Angle of friction struc.-soil : g = 22.67 ° Saturated unit weight : Ysat = 135.0 pcf On -Site Unit weight : y = 125.0 pcf Stress -state : effective Angle of internal friction : Yef = 23.00 ° Cohesion of soil: cef = 0.0 psf 2 [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright @ 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir DJG Angle of friction struc.-soil : g = 15.33 ° Saturated unit weight : Ysat = 130.0 pcf Geological profile and assigned soils Layer No. [ft] Assigned soil Pattern 1 6.50 No. 57/67 2 - On -Site Terrain profile Terrain behind the structure is flat. Water influence Ground water table is located below the structure. Input surface surcharges Surcharge I'll Mag.2 Ord.x Length Depth No. new change Action [Ibf/ft2] [Ibf/ft2] x [ft] I [ft] z [ft] 1 Yes variable 250.0 on terrain Resistance on front face of the structure Resistance on front face of the structure is not considered. Settings of the stage of construction Design situation : permanent Verification No. 1 Forces acting on construction Name Fhor [Ibf/ft] App.Pt. z [ft] Fvert [Ibfift] App.Pt. x [ft] Design coefficient Weight - wall 0.0 -2.98 1945.1 1.82 1.000 Weight - earth wedge 0.0 -0.73 17.4 2.96 1.000 Weight - earth wedge 0.0 -6.29 97.2 2.22 1.000 Active pressure 531.9 -2.07 396.8 3.04 1.000 Surch.1 - surface 310.6 -3.21 219.1 3.06 1.000 Verification of complete wall Check for overturning stability Resisting moment Mres = 5678.3 Ibfft/ft Overturning moment Movr = 2096.2 Ibfft/ft Safety factor= 2.71 > 1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Hres = 2090.40 Ibf/ft Active horizontal force Hact = 842.48 Ibf/ft 3 [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir DJG Safety factor = 2.48 > 1.50 Wall for slip is SATISFACTORY Overall check - WALL is SATISFACTORY Bearing capacity of foundation soil Desian load actina at the center of footina bottom Moment Norm. force Shear Force Eccentricity Stress No. Ibfft/ft [ ] [Ibf/ft] [Ibf/ft] [-I [Psf] 1 698.9 2675.59 842.48 0.082 999.3 )rvice load acting at the center of footing bottom Moment Norm. force Shear Force No. [Ibfft/ft] [Ibf/ft] [Ibf/ft] 1 698.9 2675.59 842.4 Verification of foundation soil Eccentricity verification Max. eccentricity of normal force e = 0.082 Maximum allowable eccentricity ea[W = 0.333 Eccentricity of the normal force is SATISFACTORY Verification of bearing capacity Max. stress at footing bottom 6 = 999.3 psf Bearing capacity of foundation soil Rd = 2000.0 psf Safety factor = 2.00 > 1.50 Bearing capacity of foundation soil is SATISFACTORY Overall verification - bearing capacity of found. soil is SATISFACTORY Dimensioning No. 1 Forces acting on construction Name Fhor App.Pt. Fvert App.Pt. Design [Ibf/ft] z [ft] [Ibf/ft] x [ft] coefficient Weight - wall 0.0 -2.87 1705.1 1.35 1.000 Weight - earth wedge 0.0 -5.79 97.2 1.72 1.000 Active pressure 421.1 -2.01 145.6 2.46 1.000 Surch.1 -surface 275.6 -3.06 134.8 2.55 1.000 Verification of block No. 1 Check for overturning stability Resisting moment Mres = 3168.0 Ibfft/ft Overturning moment Movr = 1688.3 Ibfft/ft Safety factor = 1.88 > 1.50 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Hres = 1301.38 Ibf/ft 4 [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir DJG Active horizontal force Hact = 696.69 Ibf/ft Safety factor = 1.87 > 1.50 Joint for verification is SATISFACTORY 5 [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.com[ www.redi-rock.com] R E: —FA, I r,4 I ISI G VWN, L LS Ashland Reservoir Wheat Ridge, Colorado Segmental Gravity Retaining Wall Design 26c' F, pf,ar *h":R1d0e P.O. Box 211368 Denver, CO 80221 Ph: 303-426-0802 Fax: 303-426-5441 March 30, 2017 Subject: Segmental Gravity Retaining Wall Design, Ashland Reservoir, Wheat Ridge, Colorado Mr. Chris Formanek Colorado Cleanup Corporation 16 Inverness Place East, Building D Englewood, Colorado 80112 Mr. Formanek: The project retaining wall for the referenced project utilized the GE05 pro Redi 2016 software by fine. The segmental block units will be Redi-Rock 28 -inch block units. The leveling pad will constructed of concrete. Block infill, drainage aggregate, and backfill will No. 57/67 aggregate. No segmental retaining wall soils information was provided. However, soil parameters were provided on the project plans by SDG, dated 2-13-13. The following table indicates the soil parameters utilized for the design. Material Unit Weight, y Friction Angle, Cohesion, c (pcf) (Degrees) (psf) On -Site 125 23 0 No. 57/67 Aggregate 130 38 0 If the soils parameters herein are at a variance with the project documents, the General Contractor should notify the retaining wall subcontractor so that the design can be revised accordingly. Ultimately, the Owner or General Contractor should verify the parameters utilized in this design prior to construction. The drainage system for the retaining walls will incorporate gravel and 4 -inch HDPE underdrain pipe behind the face of the retaining walls. The underdrain pipe will daylight at the low points of the walls and at intervals no greater than 50 -feet. The design herein meets the requirements of segmental retaining wall design with respect to internal and external stability. Global stability was not examined. This wall design has been prepared by Miller Wall Comp Company. ! % A J Job Gardner, P.E. : 022 : cr '090 •' ITA cSS/ONA�-� nd may only be used by Miller Wall Design Calculations G� doge mea Ashland Reservoir' DJG Analysis of Redi Rock wall Input data Project Task Ashland Reservoir Description H = 6' Author DJG Date 3/29/2017 Settings (input for current task) Wall analysis Active earth pressure calculation : Passive earth pressure calculation Earthquake analysis: Shape of earth wedge Allowable eccentricity: Reduction coeff. of contact first block - base Verification methodology : Reduce parameters of contact base - soil Coulomb Caquot-Kerisel Mononobe-Okabe Calculate as skew 0.333 1.00 Safety factors (ASD) Blocks No. Safety factors Height Permanent design situation Unit weight Safety factor for overturning : SF, = 1.50 [-] Safety factor for sliding resistance : SFS = 1.50 [-] Safety factor for bearing capacity: SFb = 1.50 [-] h [in] Reduction coefficients y [pcf] 1 Permanent design situation Reduction coeff. of contact base - soil : µ = 1.00 [-] Blocks No. Height Width Unit weight Description h [in] w [in] y [pcf] 1 Block 28 18.00 27.75 130.00 2 Block 41 18.00 40.50 130.00 3 Block 60 18.00 60.00 130.00 4 Top block 24 18.00 24.00 130.00 5 Planter 41 18.00 40.50 112.00 No. Min. shear Max. shear Friction Cohesion Description stength stength Fmin [Ibf/ft] Finax [Ibf/ft] f [°] c [psfl 1 Block 28 1700.00 9000.00 75.00 0.0 2 Block 41 1700.00 9000.00 75.00 0.0 3 Block 60 1700.00 9000.00 75.00 0.0 4 Top block 24 1700.00 9000.00 75.00 0.0 5 Planter 41 1700.00 9000.00 75.00 0.0 [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir DJG Setbacks No. Setback s [in] 1 0.010 2 0.375 3 1.625 4 9.375 5 16.625 Geometry No. Description Count Setback group, s [in] 1 Block 28 3 1.62 2 Block 28 1 1.62 Base Geometry Upper setback a, = 0.50 ft Lower setback a2 = 0.50 ft Height h = 0.50 ft Width b = 3.20 ft Material Concrete self -weight y = 150.00 pcf Shear cub (key) capacity = 0.00 Ibf/ft Friction angle concrete -concrete = 32.00 ° Basic soil parameters No. ` Name Pattern Wet cef y Ysu S [0] [psf] [pcfl [pcf] [°] 1 No. 57/67 38.00 0.0 130.00 72.50 22.67 2 On -Site 23.00 0.0 125.00 67.50 15.33 All soils are considered as cohesionless for at rest pressure analysis. Soil parameters No. 57/67 Unit weight : y = 130.0 pcf Stress -state : effective Angle of internal friction : yet = 38.00 ° Cohesion of soil : cef = 0.0 psf Angle of friction struc.-soil : g = 22.67 ° Saturated unit weight : Ysat = 135.0 pcf On -Site Unit weight : y = 125.0 pcf Stress -state : effective Angle of internal friction : (Pef = 23.00 ° Cohesion of soil : cef = 0.0 psf of 6\kmZfi,1dnq [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spot. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International (231) 237 -9500 ext 30101 engineering@redi-rock.comi www.redi-rock.com] DIV"" Ashland Reservoir DJG Angle of friction struc.-soil : g = 15.33 ° Saturated unit weight : Ysat = 130.0 pcf Geological profile and assigned soils Layer No. [ft] Assigned soil Pattern 1 6.50 No. 57/67 2 - On -Site Terrain profile Terrain behind the structure is flat. Water influence Ground water table is located below the structure. Input surface surcharges No. Surcharge Action Mag.1 Mag.2 Ord.x Length Depth new change [Ibf/ft2] [Ibf/ft2] x [ft] I [ft] z [ft] 1 Yes variable 250.0 on terrain Resistance on front face of the structure Resistance on front face of the structure is not considered. Settings of the stage of construction Design situation : permanent Verification No. 1 Forces acting on construction Name Fhor [Ibf/ft] APp•Pt• z [ft] Fvert [Ibf/ft] App.Pt. x [ft] Design coefficient Weight - wall 0.0 -2.98 1945.1 1.82 1.000 Weight - earth wedge 0.0 -0.73 17.4 2.96 1.000 Weight - earth wedge 0.0 -6.29 97.2 2.22 1.000 Active pressure 531.9 -2.07 396.8 3.04 1.000 Surch.1 - surface 310.6 -3.21 219.1 3.06 1.000 Verification of complete wall Check for overturning stability Resisting moment Mres = 5678.3 Ibfft/ft Overturning moment Movr = 2096.2 Ibfft/ft Safety factor = 2.71 > 1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Hres = 2090.40 Ibf/ft Active horizontal force Hact = 842.48 Ibf/ft [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright @ 2017 Fine spot. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir DJG Safety factor = 2.48 > 1.50 Wail for slip is SATISFACTORY Overall check - WALL is SATISFACTORY Bearing capacity of foundation soil Desian load actina at the center of footina bottom No. Moment Norm. force Shear Force Eccentricity Stress [I bfft/ft] [Ibf/ft] [Ibf/ft] H [psf] 1 698.9 2675.59 842.48 0.082 999.3 service ioaa acting at ine center or Moon Dottom Moment Norm. force Shear Force No [Ibfft/ft] [Ibf/ft] [Ibf/ft] 1 698.9 2675.59 842.48 Verification of foundation soil Eccentricity verification Max. eccentricity of normal force e = 0.082 Maximum allowable eccentricity ea[, = 0.333 Eccentricity of the normal force is SATISFACTORY Verification of bearing capacity Max. stress at footing bottom 6 = 999.3 psf Bearing capacity of foundation soil Rd = 2000.0 psf Safety factor = 2.00 > 1.50 Bearing capacity of foundation soil is SATISFACTORY Overall verification - bearing capacity of found. soil is SATISFACTORY Dimensioning No. 1 Forces acting on construction Name Fhor App.Pt Fvert App.Pt. Design [ibf/ft] z [ft] [Ibf/ft] x [ft] coefficient Weight - wall 0.0 -2.87 1705.1 1.35 1.000 Weight - earth wedge 0.0 -5.79 97.2 1.72 1.000 Active pressure 421.1 -2.01 145.6 2.46 1.000 Surch.1 -surface 275.6 -3.06 134.8 2.55 1.000 Verification of block No. 1 Check for overturning stability Resisting moment Mres = 3168.0 Ibfft/ft Overturning moment Mavr = 1688.3 Ibfft/ft Safety factor = 1.88 > 1.50 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Hres = 1301.38 Ibf/ft [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spot. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir DJG Active horizontal force Safety factor = 1.87 > Joint for verification Hact = 696.69 Ibf/ft 1.50 is SATISFACTORY [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] RETAI"I"C-3 WALLS Ashland Reservoir — Well House Wheat Ridge, Colorado Segmental Gravity Retaining Wall Design CIV of Wheat Ridge P.O. Box 211368 Denver, CO 80221 Ph: 303-426-0802 Fax: 303-426-5441 May 25, 2017 Subject: Segmental Gravity Retaining Wall Design, Ashland Reservoir — Well House, Wheat Ridge, Colorado Mr. Chris Formanek Colorado Cleanup Corporation 16 Inverness Place East, Building D Englewood, Colorado 80112 Mr. Formanek: The project retaining walls for the referenced project utilized the GEO5 pro Redi 2016 software by fine. The segmental block units will be Redi-Rock 28 -inch block units. The leveling pad, block infill, drainage aggregate, and backfill will No. 57/67 aggregate. Retaining wall soils information was provided in the project soils report by Kumar, dated November 9, 2012. The following table indicates the soil parameters utilized for the design. Material Unit Weight, y Friction Angle, Cohesion, c (pcf) (Degrees) (psf) On -Site 125 23 150 No. 57/67 Aggregate 130 38 0 Cohesion values were only utilized for global stability analysis. If the soils parameters herein are at a variance with the project documents, the General Contractor should notify the retaining wall subcontractor so that the design can be revised accordingly. Ultimately, the Owner or General Contractor should verify the parameters utilized in this design prior to construction. The drainage system for the retaining walls will incorporate gravel and 4 -inch HDPE underdrain pipe behind the face of the retaining walls. The underdrain pipe will daylight at the ends of the walls. The design herein meets the requirements of segmental retaining wall design with respect to internal, external stability, and global stability was not examined. This wall design has been prepared by Miller Wall o%,@pang and may only be used by Miller Wall Company. Job Gardner, P.E. 44 22 ��''• 5 Zs .C�,1 ' cry or heat &,C/9e Design Calculations Ashland Reservoir - Well House Analysis of Redi Rock wall Input data Height Project Unit weight Part Ashland Reservoir - Well House Description Description Lower Tier, H = 6' Date 5/18/2017 Settings (input for current task) h [in] Wall analysis Y [pcfl Active earth pressure calculation : Coulomb Passive earth pressure calculation : Mazindrani (Rankine) Earthquake analysis : Mononobe-Okabe Shape of earth wedge: Calculate as skew Allowable eccentricity : 0.333 Reduction coeff. of contact first block - base : 0.70 Verification methodology : Safety factors (ASD) Safety factors Permanent design situation Safety factor for overturning : SFO = 1.50 [-] Safety factor for sliding resistance : SFS = 1.50 [-] Safety factor for bearing capacity : SFb = 2.00 [-] Blocks No. Height Width Unit weight Description h [in] w [in] Y [pcfl 1 Block 28 18.00 27.75 130.70- 2 Block 41 18.00 40.50 130.00 3 Block 60 18.00 60.00 130.00 4 Top block 24 18.00 24.00 130.00 5 Planter 41 18.00 40.50 112.00 No. I Min. shear Max. shear Friction Cohesion Description stength stength Fmin [Ibf/ft] Finax [lbf/ft] f [°] c [psf] 1 Block 28 1700.00 9000.00 75.00 0.0 2 Block 41 1700.00 9000.00 75.00 0.0 3 Block 60 1700.00 9000.00 75.00 0.0 4 Top block 24 1700.00 9000.00 75.00 0.0 5 Planter 41 1700.00 9000.00 75.00 0.0 Setbacks No. Setback s finl 1 0.010 2 0.375 3 1.625 Litt of 4 9.375 (Wh:eatnic6,,,,, [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir -Well House No. Setback s [in] 5 16.625 Geometry No. Description Count Setback group s [in] 1 Block 28 1 1.62 2 Block 28 3 1.62 Base Geometry Upper setback a, = 0.50 ft Lower setback a2 = 0.50 ft Height h = 0.50 ft Width b = 3.30 ft Material Soil creating foundation - No. 57/67 Basic soil parameters No. Name Pattern def Gef Y Ysu S [0] [psf] [Pctl [pctl [°] 1 No. 57/67 38.00 0.0 130.00 72.50 25.33 2 On -Site 23.00 0.0 125.00 67.50 15.33 All soils are considered as cohesionless for at rest pressure analysis. Soil parameters No. 57/67 Unit weight : Y = 130.0 pcf Stress -state : effective Angle of internal friction : Nef = 38.00 ° Cohesion of soil : cet = 0.0 psf Angle of friction struc.-soil : 8 = 25.33 ° Saturated unit weight : Ysat = 135.0 pcf On -Site Unit weight: y = 125.0 pcf Stress -state : effective Angle of internal friction : (Pef = 23.00 ° Cohesion of soil : cet = 0.0 psf Angle of friction struc.-soil : g = 15.33 ° Saturated unit weight : Ysat = 130.0 pcf C,ty of .oat odge [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.comi www.redi-rock.com] Ashland Reservoir - Well House Geological profile and assigned soils Layer No. [ft] Assigned soil Pattern 1 6.50 No. 57/67 2 - On -Site Terrain profile Terrain behind the structure is flat. Water influence Ground water table is located below the structure. Input surface surcharges Surcharge Mag.1 Mag.2 Ord.x Length Depth change No. new Action [Ibf/ft2] , [Ibf/ft2] x [ft] I [ft] z [ft] 1 Yes permanent 800.00 8.00 100.00 on terrain Resistance on front face of the structure Resistance on front face of the structure is not considered. Settings of the stage of construction Design situation : permanent Verification No. 1 Forces acting on construction Name Fhor [Ibf/ft] App•Pt• z [ft] Fvert [Ibf/ft] App.Pt. x [ft] Design coefficient Weight - wall 0.0 -3.02 1919.6 1.83 1.000 Weight - earth wedge 0.0 -0.79 27.6 3.00 1.000 Weight - earth wedge 0.0 -6.29 97.2 2.22 1.000 Active pressure 531.9 -2.05 466.2 3.09 1.000 Surch.1 - strip 181.9 -0.73 190.9 3.12 1.000 Verification of complete wall Check for overturning stability Resisting moment Mres = 5837.0 Ibfft/ft Overturning moment Movr = 1225.1 Ibfft/ft Safety factor = 4.76 > 1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Hres = 2110.63 Ibf/ft Active horizontal force Hact = 713.82 Ibf/ft Safety factor = 2.96 > 1.50 Wall for slip is SATISFACTORY [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 -9500 ext 30101 engineering@redi-rock.comi www.redi-rock.com] . G`ty Oq �NreatR`d9e Ashland Reservoir -Well House Overall check - WALL is SATISFACTORY Bearing capacity of foundation soil Desian load actina at the center of footina bottom L1Moment Norm. force Shear Force Eccentricity Stress 0 [Ibfft/ft] [Ibf/ft] [Ibf/ft] H [psf] -154.4 2701.49 713.82 0.000 818.6 �rvice load acting at the center of footing bottom Moment Norm. force Shear Force No. [Ibfft/ft] [Ibf/ft] [Ibf/ft] 1 -154.4 2701.49 713.8 Verification of foundation soil Eccentricity verification Max. eccentricity of normal force e = 0.000 Maximum allowable eccentricity ea], = 0.333 Eccentricity of the normal force is SATISFACTORY Verification of bearing capacity Max. stress at footing bottom a = 818.6 psf Bearing capacity of foundation soil Rd = 3000.0 psf Safety factor = 3.66 > 2.00 Bearing capacity of foundation soil is SATISFACTORY Overall verification - bearing capacity of found. soil is SATISFACTORY Dimensioning No. 1 Forces acting on construction Name Fhor App.Pt. Fvert App.Pt. Design [Ibf/ft] z [ft] [Ibf/ft] x [ft] coefficient Weight -wall 0.0 -2.87 1705.1 1.35 1.000 Weight - earth wedge 0.0 -5.79 97.2 1.72 1.000 Active pressure 413.7 -2.01 164.7 2.46 1.000 Surch.1 -strip 177.0 -0.54 68.5 2.35 1.000 Verification of block No. 1 Check for overturning stability Resisting moment Mres = 3031.9 Ibfft/ft Overturning moment Movr = 924.8 Ibfft/ft Safety factor = 3.28 > 1.50 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Hres = 1113.21 Ibf/ft Active horizontal force Hact = 590.66 Ibf/ft q e Safety factor = 1.88 > 1.50 (GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir - Well House Joint for verification is SATISFACTORY [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir - Well House Analysis of Redi Rock wall Input data Height Project Unit weight Task Ashland Reservoir - Well House Description Description Upper Wall, H = 6.00' Date 5/5/2017 Settings (input for current task) h [in] Wall analysis Y [pcf] Active earth pressure calculation : Coulomb Passive earth pressure calculation : Mazindrani (Rankine) Earthquake analysis : Mononobe-Okabe Shape of earth wedge : Calculate as skew Allowable eccentricity'. 0.333 Reduction coeff. of contact first block - base : 0.70 Verification methodology : Safety factors (ASD) Safety factors Permanent design situation Safety factor for overturning : SFO = 1.50 [-] Safety factor for sliding resistance : SFS = 1.50 [-] Safety factor for bearing capacity : SFb = 2.00 [-] Blocks No. Height Width Unit weight Description h [in] w [in] Y [pcf] 1 Block 28 18.00 27.75 130.00 2 Block 41 18.00 40.50 130.00 3 Block 60 18.00 60.00 130.00 4 Top block 24 18.00 24.00 130.00 5 Planter 41 18.00 40.50 112.00 No, Min. shear Max. shear Friction Cohesion Description stength stength Fmin [ibf/ft] Finax [Ibf/ft] f [°] c [p$fl 1 Block 28 1700.00 9000.00 75.00 0.0 2 Block 41 1700.00 9000.00 75.00 0.0 3 Block 60 1700.00 9000.00 75.00 0.0 4 Top block 24 1700.00 9000.00 75.00 0.0 5 Planter 41 1700.00 9000.00 75.00 0.0 Setbacks No. Setback s rinl 1 0.010 2 0.375 3 1.625 4 9.375 [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright© 2017 Fine spol. s r.o. All Rights Reserved I www [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir - Well House No. Setback s [in] 5 16.625 Geometry No. Description Count Setback group s [in] 1 Block 28 1 1.62 2 Block 28 3 1.62 Base Geometry Upper setback a, = 0.50 ft Lower setback a2 = 0.50 ft Height h = 0.50 ft Width b = 3.30 ft Material Soil creating foundation - No. 57/67 Basic soil parameters No. Name Pattern def cef Y Ysu 8 [°] [psf] [pcfl [pcfl [°] 1 No. 57/67 38.00 0.0 130.00 72.50 25.33 2 On -Site 23.00 0.0 125.00 67.50 15.33 All soils are considered as cohesionless for at rest pressure analysis. Soil parameters No. 57/67 Unit weight: y = 130.0 pcf Stress -state : effective Angle of internal friction : Nef = 38.00 ° Cohesion of soil : cef = 0.0 psf Angle of friction struc.-soil : g = 25.33 ° Saturated unit weight : Ysat = 135.0 pcf On -Site Unit weight : y = 125.0 pcf Stress -state : effective Angle of internal friction : tPef = 23.00 ° Cohesion of soil : cef = 0.0 psf Angle of friction struc.-soil : g = 15.33 ° Saturated unit weight : Ysat = 130.0 pcf [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www. [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.comi www.redi-rock.com] Ashland Reservoir - Well House Geological profile and assigned soils Layer No. [ft] Assigned soil Pattern 1 6.50 No. 57/67 2 - On -Site Terrain profile Terrain behind construction has the slope 1: 10.00 (slope angle is 5.71 Water influence Ground water table is located below the structure. Resistance on front face of the structure Resistance on front face of the structure is not considered. Settings of the stage of construction Design situation : permanent Verification No. 1 Forces acting on construction Name Fhor i App.Pt. Fvert App.Pt. Design [Ibf/ft] z [ft] [Ibf/ft] x [ft] coefficient Weight - wall 0.0 -3.02 1919.6 1.83 1.000 Weight - earth wedge 0.0 -0.81 29.6 3.00 1.000 Weight - earth wedge 0.0 -6.33 115.8 2.26 1.000 Active pressure 600.6 -2.09 521.5 3.09 1.000 Verification of complete wall Check for overturning stability Resisting moment Mres = 5466.0 Ibfft/ft Overturning moment Movr = 1257.6 lbfft/ft Safety factor = 4.35 > 1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Hres = 2020.74 Ibf/ft Active horizontal force Hact = 600.60 Ibf/ft Safety factor = 3.36 > 1.50 Wall for slip is SATISFACTORY Overall check - WALL is SATISFACTORY Bearing capacity of foundation soil Design load acting at the center of footing bottom [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spol. s r.o. All Rights Reserved I www [Redi-Rock International 1 (231) 237 - 9500 ext 30101 engineering@redi-rock.coml www.redi-rock.com] Ashland Reservoir - Well House Moment Norm. force Shear Force Eccentricity Stress No. [Ibfft/ft] [Ibf/ft] [Ibf/ft] H [psf] 1 59.2 2586.43 600.60 0.007 794.8 ervice load acting at the center of footing bottom No. Moment Norm. force Shear Force [Ibfft/ft] [Ibf/ft] [Ibf/ft] 1 59.2 2586.43 600.6 Verification of foundation soil Eccentricity verification Max. eccentricity of normal force e = 0.007 Maximum allowable eccentricity ea[, = 0.333 Eccentricity of the normal force is SATISFACTORY Verification of bearing capacity Max. stress at footing bottom 6 = 794.8 psf Bearing capacity of foundation soil Rd = 3000.0 psf Safety factor = 3.77 > 2.00 Bearing capacity of foundation soil is SATISFACTORY Overall verification - bearing capacity of found. soil is SATISFACTORY Dimensioning No. 1 Forces acting on construction Name Fhor App.Pt. Fvert App.Pt. Design [Ibf/ft] z [ft] [Ibf/ft] x [ft] coefficient Weight - wall 0.0 -2.87 1705.1 1.35 1.000 Weight - earth wedge 0.0 -5.83 115.8 1.76 1.000 Active pressure 462.2 -2.07 187.6 2.47 1.000 Verification of block No. 1 Check for overturning stability Resisting moment Mres = 2964.8 Ibfft/ft Overturning moment Movr = 955.7 Ibfft/ft Safety factor = 3.10 > 1.50 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Hres = 1098.46 Ibf/ft Active horizontal force Hact = 462.23 Ibf/ft Safety factor = 2.38 > 1.50 Joint for verification is SATISFACTORY City of Wheat KiagB [GE05 pro Redi - Redi Rock Wall I version 5.2016.56.0 1 Copyright © 2017 Fine spot. s r.o. All Rights Reserved I www.finesoftware.eu] [Redi-Rock International 1 (231) 237-9500 ext 30101 engineering@redi-rock.coml www.redi-rock.comj Building Divisors Global Stability Analysis City Of Wheat Ridge LU U) Z) OU) 2 (n J} J J Q >w z Q i OJ m W w � J Q m z Q J J (� 2 Q 0 v cn a) a) L U � CL a) U') co N il Q II � O CoQ o�.U) a COL 'c0� F- :) U IL V- T - 0 O pp cY) M II � II T- C) - CD O) o c a) cQ C-2 'U) c U-) O O O O C O L ZDUIL LO r - CD 0 co LO LO 0 Lo LO N aD C, L v N U M (� 0 co rn (D � N U O) CL 0 N N o Q II II cn } O () = L LO O 0)� C U) N C Q �j •0C � O C/)O o C C O L OIL 0 Lno LO o o co co N N r (IGGJ OOt,`5+) `uOIIena13 City of Wheat Ridge AssocWes, al2390 South Street G ICA Geotechnical and Materials s Engineers Denver,, CO CO 80223 and Environmental Scientists phone: (303) 742-9700 fax: (303) 742-9666 -- AC EC email kadenver@kumarusa.com +I.EMBFR www.kumarusa.com Office Locations: Denver (HQ), Colorado Springs, Fort Collins, and Frisco, Colorado GEOTECHNICAL ENGINEERING STUDY ASHLAND WATER STORAGE TANK REPLACEMENT 2900 FENTON STREET WHEAT RIDGE, COLORADO Prepared By: James A. Noll, P.E. Prepared For Reviewed By: Joshua L. Barker, P.E. SDG Incorporated 333 West Hampden Avenue, Suite 700 Englewood, Colorado 80110 Attention: Eugene M. Schaefer, P.E. CRY of Wheat Ridge Project No. 11-1-210 November 2, 2012 Revised November 9, 2012 TABLE OF CONTENTS SUMMARY................................................................................................................................ 1 PURPOSE AND SCOPE OF WORK.......................................................................................... 2 PROPOSED CONSTRUCTION................................................................................................. 3 SITE CONDITIONS................................................................................................................... 5 GEOLOGIC SETTING............................................................................................................... 6 FIELDEXPLORATION.............................................................................................................. 6 SUBSURFACE CONDITIONS................................................................................................... 7 FOUNDATION RECOMMENDATIONS...................................................................................... 9 UNDERDRAIN SYSTEM..........................................................................................................12 LATERAL EARTH PRESSURES..............................................................................................13 SEISMIC DESIGN CRITERIA...................................................................................................14 CENTER BERM STABILITY.....................................................................................................14 CONSTRUCTION DEWATERING............................................................................................15 SHORINGWALLS....................................................................................................................18 SITEGRADING........................................................................................................................19 PIPELINE RECOMMENDATIONS............................................................................................21 BURIEDMETAL CORROSION.................................................................................................24 WATERSOLUBLE SULFATES................................................................................................24 PAVEMENT THICKNESS DESIGN..........................................................................................25 SURFACEDRAINAGE.............................................................................................................26 DESIGN AND CONSTRUCTION SUPPORT SERVICES.........................................................26 LIMITATIONS...........................................................................................................................27 FIGS. 1 and 1A. — LOCATIONS OF EXPLORATORY BORINGS FIGS. 2 through 6— LOGS OF EXPLORATORY BORINGS FIG. 7 — LEGEND AND NOTES FIG. 8 through 12 — SWELL -CONSOLIDATION TEST RESULTS FIG. 13 — DIRECT SHEAR RESULTS FIG. 14 — LABORATORY RESISTIVITY RESULTS FIGS. 15 through 41 — WELL CONSTRUCTION LOGS FIG. 42 — CONSTRUCTION DEWATERING PERIMETER DRAIN DETAIL r\IqbeB FIG. 43 —WALL A PROFILE FIGS. 44 through 46 — SHORING EARTH PRESSURE DIAGRAM TABLE I — SUMMARY OF LABORATORY TEST RESULTS TABLE 11 — SUMMARY OF GROUND WATER ELEVATIONS TABLE III — SUMMARY OF GROUND WATER DEPTHS — WEST BASIN EMPTY — RAISING AND LOWERING WATER IN EAST BASIN APPENDIX A — CORE BORING LOG — BORING SB -17 APPENDIX B — FIELD SLUG TESTING RESULTS APPENDIX C — SUBCONTRACTED LABORATORY TEST RESULTS APPENDIX D — SLOPE STABILITY AND SEEPAGE ANALYSIS RESULTS io fVO SUMMARY Information on the subsurface conditions was obtained by drilling a total of 31 exploratory borings. The borings around the existing tanks encountered lightly vegetated topsoil or 6 to 9.5 inches of concrete overlying man -placed fill material ranging in depth from approximately 2.5 to 29 feet. The fill material was underlain by nil to 6 feet of natural sandy lean clay, which was in turn underlain by sandstone and claystone bedrock. The bedrock extended to the explored depths ranging from approximately 19 to 52 feet. The borings inside of the existing tanks encountered 7 to 14 inches of concrete overlying nil to 2 feet of fill underlain by sandstone and claystone bedrock. The bedrock extended to the explored depths ranging from approximately 19 to 20 feet. The borings for the proposed replacement conduit lines encountered 6 to 9.75 inches of asphalt pavement overlying nil to 3 inches of aggregate base course. The pavement section was underlain by nil to 20 feet of man -placed fill material. The fill material was underlain by nil to 19.5 feet of natural sandy lean clay, which was in turn underlain by claystone bedrock. The bedrock extended to the explored depths ranging from approximately 25 to 30 feet. Ground water was encountered in many of the 28 borings drilled for this study at the time of drilling at depths ranging from approximately 0 to 47 feet. Based on our understanding of the proposed construction and the subsurface conditions encountered in the exploratory borings, the proposed tanks may be founded on a two- way post -tensioned slab system placed on a minimum of 3 feet of structural fill material. The roof slab will be supported by the walls and interior columns bearing on spread footings over the top of the post -tensioned slab. The foundation system should be designed for a maximum net allowable bearing pressure of 3,000 psf. A modulus of vertical subgrade reaction of 350 pci should be used for slab deflection analyses. The modulus value given is for a 1 -foot square plate and must be corrected for maximum element width if a finite element computer analysis is performed. A modulus of vertical subgrade reaction of 200 pci can be used for the entire slab deflection analysis as long as the finite element analysis elements are smaller than 3 feet in width. 3. The tank foundation should be protected by a subsurface drainage system. Hydraulic connectivity of wall backfill using CDOT Class 1 material and strip drains installed adjacent to the tank wall with a perimeter drain around the exterior of the tank foundation is discussed in the body of the report. 4. Dewatering of the tank excavation should be possible with perimeter trench drains. Flow rates, pipe size and design considerations are presented in the report. ...��n►d 6wphmi a6p!8 leayM JOo 2 PURPOSE AND SCOPE OF WORK This report presents the results of a geotechnical engineering study for the proposed replacement of the existing Ashland water storage basins for Denver Water. The project site is located at northwest corner of 29th Avenue and Fenton Street in Wheat Ridge, Colorado. The study was conducted for the purpose of developing tank, vault, and building foundation geotechnical design and construction recommendations. The project site is generally shown on Figs.1 and 1A. A field exploration program consisting of drilling a total of 31 exploratory borings was conducted to obtain information on subsurface conditions. Hydraulic conductivity testing of the tank backfill material and underlying bedrock was performed to assist in determining construction dewatering requirements. Samples of the soils and bedrock obtained during the field exploration were tested in the laboratory to determine their classification and engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed replacement tank structures and related vault and building structures. The results of the field exploration and laboratory testing are presented herein. The exploratory borings were drilled over a period of approximately 20 months. We initially performed a feasibility study for the tank replacements during July to November 2010. During that study, we drilled 3 exploratory borings and presented our recommendations in a report dated November 18, 2010 under our Project No. 10-1-312. We were subsequently requested in early 2011 to obtain additional geotechnical engineering information in and around the site for use during a future design -level investigation. That project was performed under our Project No. 11-1-100. Data obtained from that study were not published; however, the data has been retained and is being presented in this most recent geotechnical engineering study. The most recent soil borings were drilled in March of 2012 for this investigation. Finally, the results of a geotechnical engineering study and limited Phase II environmental site assessment that was performed in 2006 (Project No. 06-1-293 dated August 14, 2006) was also used in developing recommendations for this project This report has been prepared to summarize the data obtained during the study and to present our conclusions and recommendations based on the proposed construction and the subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering Kumar & Associates, Inc. 3 considerations related to construction of the proposed replacement structures are included in the report. PROPOSED CONSTRUCTION The proposed replacement structures are planned to consist of two 10 -million -gallon circular tanks with an inside diameter of 256 feet and a wall height of 28 feet. The proposed project sequence initially requires demolition and replacement of the West Basin while keeping the East Basin in service. Once the new west tank is built and put into service, the East Basin will be demolished and a new replacement structure will be constructed. Both of the new tanks will be in an east -west alignment where the northern limits of the new basins are constructed approximately 65 feet south of the northern edge of the roofs for the existing basins. A pressure dissipating structure/inlet value vault associated with the inlet pipes to the new basins is planned at this time to be constructed between the two tanks just south of the northern property line. The bottom of the pressure dissipating vault structure/inlet valve vault will be constructed approximately 10 feet below the bottom of the new tank basins. An above -grade water quality monitoring building for the tanks will be constructed over the roof slab of the pressure dissipating structure/inlet valve vault. Outlet valve vaults and drain valve manholes will also be constructed along the pipelines south of the tanks. As indicated, the West Basin will be brought out of service first. The demolition process will commence directly south of the southeast corner of the West Basin where a portion of the sloped concrete walls of the structure is removed. A shoring wall will be constructed on the east side of the removal area in order to remove the tank backfill and existing fill slope while protecting the soil berm between the East and West Basins. This area will be used as a construction entrance for demolition of the existing West Basin and construction of the new west tank. The tank demolition will generally consist of removal of the tank roof and supporting columns. The existing tank bottom slab in the area of the new tank will be removed. The existing sloped concrete walls for the tank will remain in-place, with the exception of the southeast corner where the construction entrance will occur including a contractor staging area, a portion along the west side of the tank, and a portion along the south side of the tank in order to adjust the final grades in this area. Removal of approximately one-half of the sloped concrete side wall on the west side of the existing tank is required due to the positioning of the new tank; thus requiring construction of a shoring wall. The existing center berm area between the two tanks will remain in-place during construction of the new west tank. � � y Kumar & Associates, Inc. M After the new west tank is constructed and operational, the existing East Basin will be brought out of service and demolished. The center berm between the existing tanks will be removed at this time. The remaining sloped concrete side walls will remain in-place during the construction of the east tank with the exception of a portion of the eastern wall where a shoring wall will be constructed due to the layout of the new tank. The roofs, walls and floors of the new tanks will be two-way post -tensioned concrete structural elements. The bottom slab thickness will be 6 inches. The top of slab at its lowest point is proposed to be at an elevation of 5410.28 feet. This compares to an elevation of 5407.5 feet for the low point of the existing West Basin, and 5407.31 feet for the low point of the existing East Basin. The high point for the roofs will be located approximately 1 foot higher than the existing roofs. The invert for the drain outlet pipe for the tanks will be constructed at an approximate elevation of 5406.28 feet. The outlet pipe for the tanks will be concrete encased and will be constructed at an invert elevation of approximately 5405.00 feet. The inlet pipe for the tanks will be 30 inches in diameter with 36 -inch diameter pipes proposed for the outlets. Four to five foot high berms will be constructed along the north side of the facility in order to shield views of the facility. The tanks will be backfilled with the top 2 feet of the walls and the entire roofs being exposed. The backfill along the southern side of the facility will be sloped down to the south at approximately an average 6 (horizontal) to 1 (vertical) slope with some areas terraced by the use of boulders, and steeper slopes flatter than 3 (horizontal) to 1 (vertical). A detention pond is proposed at the bottom of the proposed slope within the south portion of the existing East Basin footprint. The depth of the pond will be 7 feet with 3 (horizontal) to 1 (vertical) side slopes. A small outlet structure will be constructed for the detention pond. The bottom of the outlet structure will be constructed at an elevation of 5409.00 feet (approximately one foot below the elevation of the bottom of the new tanks). Several water conduits associated with the Ashland facility will be replaced or rehabilitated as part of the reservoir replacement project. Conduit 17 that is located along 30th Avenue on the northern side of the site, which is the inlet/fill conduit, will be replaced and relocated as necessary. The replacement may occur as far as 50 feet east of the Fenton Street intersection. Conduit 3 will be rehabilitated from the southeast corner of the site south along Fenton Street for approximately 1,300 feet to 26th Avenue. Conduit 1 will be rehabilitated from the southeast corner of the site east along 29th Avenue for approximately 1900 feet to Sheridan Boulevard. Conduit 23 will likely be taken out of service and conveyed to the City of Wheat Ridge. The new conduits, if applicable, will be constructed at depths of less than 25 feet. Also, A PRV vault is proposed to be constructed at the intersection of 29th Avenue and Depew Street in order to Kumar & Associates, Inc. 5 interconnect Conduits 1 and 17. The bottom of the PRV vault will be constructed approximately 17 feet below the existing grade. The existing drain line along Gray Street will be reconstructed with a new line from 29th Avenue south approximately 800 feet. If the proposed construction varies significantly from that described above or depicted in this report, we should be notified to reevaluate the recommendations provided in this report. SITE CONDITIONS The existing facility consists of a rectangular -shaped 19 MG East Basin and a more square shaped 22 MG West Basin. Both basins were originally constructed around 1890 as open-air, asphalt lined ponds and have been extensively modified since that time. A concrete slab placed over the asphalt liner for the bottom and the 1.75(H) to 1(V) side slopes, along with a wood roof, were added to the East Basin around 1923. A similar concrete slab for the bottom and the 1.5 (H) to 1(V) side slopes, along with a wood roof, were added to the West Basin on an unknown date. The thickness of the concrete for both the bottom slab and side slopes associated with both Basins is 6 inches, with an 18 -inch wide, concrete sill of 12 and 10 inches placed directly beneath the construction joints for the bottom slab/side slab interface joints and side slabs, respectively. A concrete topping slab of approximately 3 inches was placed for the eastern half of the West Basin bottom slab subsequent to the original concrete slab. The overall elevation difference between the floor slab and top of roof is on the order of 30 feet. It appears that the site grading for construction of the basins consisted of a near full height cut along the northern end of the site to just a few feet of cut for the basin bottom at the southeast corner of the site. The exterior grade at this location is approximately 10 feet higher than the bottom of the basins. Modifications to portions of the structures consisting of new concrete roof framing, new floor sections, and new roofing materials occurred in 1964, 1966, 1971 and 1994. The existing roof structure for both basins is founded on columns supported by caissons drilled into the underlying bedrock. The overall topography of the site surrounding the basins slopes moderately down to the south with a maximum overall elevation difference of approximately 25 feet between West 30th Avenue on the north and West 29th Avenue on the south. Steep slopes associated with backfill of the basins occur along the southern and western limits of the tank perimeters. The slopes appear to be constructed at an approximate 2.0(H) to 1(V) configuration. A relatively new mechanically stabilized earth (MSE) retaining wall is present at the southeast corner of the site. Single family residences border the western limits of the site and along the southern limits of the West Basin. West 29th Avenue fronts the southern limits of the East Basin, with Fenton Street and West 30th Avenue fronting the east and north sides of the site, respectively. Kumar & Associates, Inc. I GEOLOGIC SETTING The geology of the site was studied, in part, by a review of the "Geologic Map of the Arvada Quadrangle, Adams, Denver, and Jefferson Counties, Colorado" (Lindvall, 1979), as well as the subsurface conditions encountered in the exploratory borings drilled for this study, and information available from previous studies completed at or adjacent to the site. In general, the southern half of the tank site and the conduit alignment west of Eaton Street is covered by layers of Piney Creek Alluvium (Holocene) which consists of brown to gray interbedded sand, silt and clay. The remainder of the site is covered by layers of Loess (Holocene and Pleistocene) which consists of wind-blown yellowish -brown to light grayish -brown sandy silt containing appreciable amounts of clay and silty clay. The bedrock underlying the site is of the Denver (Paleocene and Upper Cretaceous) and Arapahoe (Upper Cretaceous) Formations. The formations generally consist of brown, yellowish -brown, gray, and blue -gray interbedded sandstone, claystone, siltstone, shale and conglomerate. FIELD EXPLORATION The field exploration for the project was conducted between July 2010 and March 2012. Thirty one (31) exploratory borings were drilled at the appropriate locations shown on Figs. 1 and 1A to explore subsurface conditions. The legend and associated explanatory notes for the boring logs are shown on Fig. 7. Locations and elevations of the exploratory borings were determined in the field by representatives of Denver Water. The borings were advanced through the overburden soils/fill materials and into the underlying bedrock with 4 -inch diameter continuous flight augers. Borings drilled exterior to the tank limits were drilled with a conventional two -wheel drive, truck mounted drill rig. The twelve borings drilled within the existing tank limits were drilled with a limited access drill rig. The borings were logged by a representative of Kumar & Associates, Inc. Samples of the soils and bedrock were obtained with a 2 -inch I.D. California liner sampler. The sampler was driven into the various strata with blows from a 140 -pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D 1586. Penetration resistance values, when properly evaluated, indicate the relative density or consistency of the soils. Depths at which the samples were obtained and the penetration resistance values are shown on the Logs of Exploratory Borings, Figs. 2 through 6. Kumar & Associates, Inc. .rr�. j��- g. Ted v�hefit F i l�Sl f_Y �IJliflf Exploration of the underlying bedrock in Borings SB -4 and SB -17 was accomplished with a combination of 7 -inch diameter hollow stem auger and an NQ diamond bit which obtained a 1.75 -inch diameter core sample. The results of the coring for Boring SB -4 and Boring SB -17 are provided on Figs. 17 through 19 and in Appendix A, respectively. Measurements of the water level were made in the borings by lowering an electronic water level indicator into the open hole shortly after completion of drilling and several other times subsequent to drilling. The depths / elevations of the water levels measured and the number of days subsequent to drilling are shown on the Logs of Exploratory Borings as well as provided in Tables II and III. Piezometers were installed in some of the borings to monitor future water levels. In-situ slug tests were conducted in several of the piezometers to obtain information on the permeability of the natural bedrock and tank backfill materials for use in determining construction dewatering requirements. The tests and analyses were conducted in general accordance with the procedures described by Bouwer and Rice (1976) for unconfined aquifers. The slug tests were performed using a pressure transducer/data logger capable of recording pressure and time data in rapid succession and at logarithmic intervals. A 1.5 -inch diameter, 3.5 -foot long PVC slug was used. To perform the slug test, the slug was lowered into the water in each well. Once the groundwater level reached near the static level, the slug was rapidly removed causing a nearly instantaneous drop in water level. The drop in water level caused a subsequent recovery, during which the rate of water level rise was measured by the pressure transducer and recorded by the data logger. The results of the slug testing are provided in Appendix B. SUBSURFACE CONDITIONS Tank Borings (Outside of the Tanks): The borings around the existing tanks encountered lightly vegetated topsoil or 6 to 9.5 inches of concrete overlying man -placed fill material ranging in depth from approximately 2.5 to 29 feet. The fill material was underlain by nil to 6 feet of natural sandy lean clay, which was in turn underlain by sandstone and claystone bedrock. The bedrock extended to the explored depths ranging from approximately 19 to 52 feet. Ground water was encountered in the borings at the time of drilling and upon subsequent water level measurements at depths ranging from 2 to 47 feet. Tank Borings (Inside of the Tanks): The concrete slab inside of the tanks was cored using a 5- :- inch diameter core barrel. Borings were advanced through the slab and underlying materials Kumar & Associates, Inc. ,: r.• 7 -s BCl(Yr� �Buotd ng C?i„ison with a 3 -inch diameter flighted auger. The borings inside of the existing tanks encountered approximately 5.25 to 12 inches of concrete overlying nil to approximately 2 inches of asphalt. The subsurface conditions beneath the concrete/asphalt consisted of nil to approximately 2 feet of fill underlain by sandstone and claystone bedrock. The bedrock extended to the explored depths ranging from approximately 19 to 20 feet. The thickness of asphalt and concrete encountered in the borings are shown adjacent to the logs on Figs. 3 and 4. Where identifiable, the thickness of the concrete topping slab was delineated from the original concrete slab. Ground water was encountered in the borings shortly after completion of drilling immediately below the concrete slab. Ground water began flowing up through the core holes and flowing onto the surrounding concrete pavement. Make -shift stand -pipes were installed into the borings to attempt a measurement of the ground water head within the tanks. The stand -pipes were not fully sealed and leaked some amount of water. Pressure heads in the standpipes varied from 0 to approximately 2 feet of head above the concrete slabs. See Table III for these measurements. Conduit/Drain Line Borings: The borings for the conduit lines and drain lines to be replaced or rehabilitated encountered 6 to 9.75 inches of asphalt pavement overlying nil to 3 inches of aggregate base course. The pavement section was underlain by nil to 20 feet of man -placed fill material. The fill material was underlain by nil to 19.5 feet of natural sandy lean clay, which was in turn underlain by claystone bedrock. The bedrock extended to the explored depths ranging from approximately 25 to 30 feet. Ground water was encountered in 3 of the borings at the time of drilling at depths ranging from approximately 15 to 23 feet. All of the borings within the proposed conduit alignments were constructed as monitoring wells. Well construction logs are presented on Figs. 15 through 41. Ground water elevations monitored over a period of time are summarized in Table II. Ground water elevations monitored when the West Basin was drained and out of service and the water in the East Basin was raised and lowered are summarized in Table III. The lateral and vertical extents and the degree of compaction of the fill material were not determined as part of this study. The fill material appeared to be reworked natural soils and bedrock from a source local to the site. The natural sandy clay soils were fine to coarse grained, stiff to very stiff (as determined from blow count information), moist to wet and brown. The claystone bedrock possessed occasional siltstone interbeds and was fine to medium grained, hard to very hard, and gray to olive. The sandstone bedrock was fine to medium grained, hard to very hard, moist to very moist and gray to brown. Kumar & Associates, Inc. E Laboratory test results are presented adjacent to the boring logs on Figs. 2 through 6 and are summarized in Table I. The results of swell -consolidation tests, presented on Figs. 8 through 12, indicate that the natural overburden clayey soils exhibit low swell potential when wetted while under a constant surcharge of 1,000 psf. The claystone bedrock exhibited low to moderate swell potential when wetted while under a constant surcharge of 1,000 psf. Results of 2 direct shear test results, presented on Fig. 13 and in Appendix C, indicate that the internal angle of friction of the overburden fill materials is 23 degrees and the claystone bedrock is 28 degrees. Additional laboratory testing on selected samples included concentration of water soluble sulfates, pH, chloride content, electrical resistivity, sulfide content and apparent specific gravity. FOUNDATION RECOMMENDATIONS Tank Structures: For uniform support of the structures and to reduce potential for movement associated with swelling bedrock and to provide for uniform foundation support, we recommend that the combined spread footing / two-way post -tensioned concrete slab foundation system be constructed on a minimum of 3 feet of properly compacted structural fill material imported to the site. The design and construction criteria presented below should be observed for a combined spread footing / two-way post -tensioned slab foundation system. Construction details should be considered when preparing project documents. 1. The spread footings and post -tensioned slabs placed on a minimum of 3 feet of properly compacted fill material should be designed for a net allowable soil bearing pressure of 3,000 psf. The net allowable bearing pressure is that portion of the gross foundation bearing stress which exceeds the soil overburden stress or water load, whichever is appropriate. The soil overburden stress may be calculated based on a moist soil unit weight of 125 pcf, and a depth of the foundation below the lowest adjacent grade. A modulus of vertical subgrade reaction of 350 pci should be used for slab deflection analyses. The modulus value given is for a 1 -foot square plate and must be corrected for maximum element width if a finite element computer analysis is performed. A modulus of vertical subgrade reaction of 200 pci can be used for the entire slab deflection analysis as long as the finite element analysis elements are smaller than 3 feet in width. 2. Due to the removal of the existing basin structures, overexcavation to accommodate the 3 feet of properly compacted structural fill material should be limited in nature. However, Kumar & Associates, Inc. 10 the 3 feet of structural fill should extend outside the new tank limits a minimum of 5 feet which may result in some amount of overexcavation. Any existing fill material encountered below the proposed foundations should be removed down to natural soil or bedrock and replaced as outlined in the Site Grading section of this report. The base of the zone of subexcavation should not be allowed to significantly dry prior to placing fill material and should be crowned near the center of the structure and sloped at approximately 1/2% down towards the exterior of the tank. Existing foundation elements from previous tanks or other structures should be completely removed. Drilled shafts should be cut off at a distance of at least 1 -foot below the proposed overexcavation surface. 3. The minimum 3 feet of properly compacted structural fill material should consist of a combination of a minimum of 6 inches of CDOT Class 6 aggregate base course overlying CDOT Class 1 structural fill underlain by an 8 -inch layer of Denver Water Bedding Sand. The aggregate base course and Class 1 structural fill should be placed in uniform 8 inch lifts compacted to at least 100% of the standard Proctor (ASTM D 698) maximum dry density at a moisture content within 2 percentage points of optimum. The Denver Water Bedding Sand should be compacted to at least 80% of the maximum relative density (ASTM D 4253 and 4254) 4. The lateral resistance of the concrete slab -on -grade placed on the aggregate base course will be a combination of sliding resistance on the fill and passive earth pressure against the side of the structure. A friction coefficient of 0.55 should be used for the concrete placed on the aggregate base course. Passive pressure against the side of the structure should be calculated using an equivalent fluid unit weight of 350 pcf. These are ultimate values that will need to be overcome to develop translation movement of concrete during post -tensioning. However, we recommend the coefficient of friction and passive pressure be divided by a safety factor of at least 1.75 when using a design calculation to resist sliding due to external loads. 5. Compacted fill placed against the sides of the footings to resist lateral loads should meet CDOT Class 1 structure backfill requirements compacted to at least 98% of the standard Proctor (ASTM D 698) maximum dry density at a moisture content within 2 percentage points of optimum. Vault Structures: As indicated, a pressure dissipating structure/inlet valve vault associated with; City O' the inlet pipes to the new basins will be constructed between the two tanks on the north side of `Vheat Pidge iuilding Divison Kumar & Associates, Inc. 11.1 ,� 11 the site. The bottom of the pressure dissipating vault structure/inlet valve vault will be constructed approximately 10 feet below the bottom the new tank basins (bottom of base slab elevation of 5400.50 feet). An above grade water quality monitoring building will be constructed over the roof slab of this structure/vault. Outlet valve vaults and drain valve manholes will also be constructed south of the tanks. A PRV vault will be constructed near the southeast corner of 29th Avenue and Depew Street. Also, a small outlet structure will be constructed for the detention pond. The bottom of the outlet structure will be constructed to an elevation of 5409.00 feet (approximately one foot below the bottom of the new tanks). All fill placed within 3 feet of the bottom of vault structures should meet the requirements of CDOT Class 1 structure backfill. The Class 1 structure backfill should extend a minimum distance outside the structure limits equal to the depth of the Class 1 fill. The fill should be placed in uniform lifts not exceeding 8 inches compacted to at least 100% of the standard Proctor (ASTM D 698) maximum dry density at a moisture content with 2 percentage points of optimum. Claystone and/or sandstone bedrock will be encountered at foundation elevation for both the pressure dissipating structure/inlet valve vault and the PRV vault to be constructed near the southeast corner of 29th Avenue and Depew Street, and possibly at the outlet vault structures. Where bedrock is encountered at foundation elevation, the foundation bearing material should be prepared by overexcavating to a depth of 4 to 6 inches and placement of a "lean concrete" mud mat layer beneath the structure. The vault structures placed on the properly compacted structural fill material or a layer of lean concrete constructed on bedrock may be designed for a net allowable soil bearing pressure of 3,000 psf. The lateral resistance of the concrete slab -on -grade placed on the Class 1 Structure backfill/lean concrete will be a combination of sliding resistance on the fill and passive earth pressure against the side of the structure. Friction coefficients of 0.40 and 0.55 should be used for the concrete placed on the Class 1 structure backfill and lean concrete layer, respectively. Passive pressure against the side of the structure should be calculated using an equivalent fluid unit weight of 350 pcf. These are ultimate values that will need to be overcome to develop translation movement of concrete during post -tensioning, if applicable, for the vault structures. However, we recommend the coefficient of friction and passive pressure be divided by a safety factor of at least 1.75 when using a design calculation to resist sliding due to external loads. Kumar & Associates, Inc. 12 Due to the potential for perched groundwater to be encountered in the excavation for the vault structures, the Contractor should be prepared to dewater the excavation in order to place concrete in a dry condition. Site Retaining Walls: We understand that several, short height permanent retaining walls will be constructed on the site. We assume that the walls will consist of conventional concrete cantilevered walls founded on a spread footing foundation system, or mechanically stabilized earth (MSE) walls. The retaining walls should be designed for a net allowable soil bearing pressure of 3,000 psf with the lateral resistance designed based on the sliding resistance and passive earth pressure values provided in the "Foundation Recommendations" section of the report. A minimum of 3 feet of CDOT Class 1 structure backfill should be placed beneath conventional concrete cantilevered walls founded on a spread footing foundation system. Also, Class 1 structure backfill should placed within the reinforced zone for the MSE wall option. The MSE wall design should be based on an angle of internal friction of 23 degrees and a moist unit weight of 125 pcf associated with the foundation and retained soils consisting of the on-site cohesive soils. If a minimum of 3 feet of CDOT Class 1 structure backfill is placed beneath the wall, an angle of internal friction of 33 degrees and a moist unit weight of 125 pcf may be used for the foundation soils. UNDERDRAIN SYSTEM We recommend that the tanks be protected by a mulit-drain system. The upper drain system should consist of a perimeter underdrain system at an elevation just below the bottom of the tank slab and a geocomposite wall drain placed exterior to the tank walls. The intent of the perimeter drain is to collect possible leakage from the reservoir, surface water infiltration, and perched water levels that may have accumulated on top of relatively impervious layers in the upper bedrock zones. The geocomposite wall drain is to be installed to reduce potential for hydrostatic buildup. We recommend a geocomposite drain board such as the Miradrain 6000 series be used. Also, the geocomposite drain board should allow flow rates of at least 15 gallons per minute per foot of board. The upper level perimeter drain should be constructed with the high point at least 6 inches below the bottom of the tank slab sloping at least 0.5 percent to an outlet. The geocomposite wall drain should be connected to the upper level perimeter drain system. We recommend that the existing drain line for the East and West Basins be used as the outlet pipe for both the upper drain, lower drain, and the construction dewatering drain system. Kumar & Associates, Inc. 13 The upper perimeter drain should consist of a 4 -inch diameter, rigid perforated plastic pipe constructed at a minimum slope of '/z%. The lower drain system should consist of a 6 -inch diameter pipes. The pipes should be covered with at least 6 inches of CDOT #67 coarse aggregate which in turn are wrapped with filter fabric. A lower drain system should consist of a perimeter drain placed no higher than the interface of the Bedding Sand material located at the bottom of the overexcavation and the underlying bedrock. An additional, drain system will be required for construction dewatering purposes. The construction dewatering requirements are discussed in a later section of this report. An underdrain system should also be considered for the pressure dissipating vault structure/inlet valve vault. The underdrain system should consist of a geocomposite wall drain connected to a perimeter drain located near the bottom of the structure. The perimeter drain should consist of a 4 -inch diameter rigid pipe covered with at least 6 inches of CDOT #67 coarse aggregate which in turn are wrapped with filter fabric. The perimeter drain should be sloped at a minimum 0.5%. It appears that the perimeter drain for the pressure dissipating vault structure/inlet valve vault can be connected to the lower perimeter drain for the new West Basin. LATERAL EARTH PRESSURES Due to the restrained or partially restrained condition of the tank and vault walls, an equivalent fluid pressure of 57 pcf should be used for the design of the walls. This pressure is based on the assumption that drained conditions are provided, and the anticipated use of a material conforming to CDOT Class 1 structure backfill criteria is placed against the side of the structures, with the earth pressure zone around the walls defined by a plane inclined 1:1 (Horizontal:Vertical) upward from the edge of the tank and vault foundations. In the event that the on-site cohesive soils are used as backfill for the PRV vault to be constructed near the southeast corner of 29th Avenue and Depew Street, the structure walls should be designed for an equivalent fluid pressure of 75 pcf based on an at -rest condition. Also, the bottom of the PRV vault will be constructed approximately 17 feet below the existing grade. The monitoring well installed within the pavement area of 29th Avenue just east of Depew Street indicated fluctuations in the perched groundwater table ranging from approximately 13.8 to 16.7 feet below pavement surface elevation. The groundwater level should be considered in the design of the vault system, unless an underdrain system is provided. Kumar & Associates, Inc. 14 The upper 2 feet of the wall backfill should consist of a relatively impervious on-site soil containing at least 50% passing the No. 200 sieve to reduce surface water infiltration into the backfill. A thin veneer of topsoil or organic matter may be placed at the ground surface to help establish native weeds and grasses. The Class 1 wall backfill should be compacted to at least 98% of the standard Proctor (ASTM D 698) maximum dry density at a moisture content within 2 percentage points of optimum. Small compaction equipment with thin fill lifts should be used within several feet of the walls in order to reduce excessive pressures against the walls. Settlement of the wall fill equal to approximately 1/2 to 1% of the fill height should be anticipated for granular material compacted to the above specification; however, we anticipate that a large portion of this settlement will occur during construction. Care should be taken not to ovecompact the backfill in the active zone as this will result in excessive lateral earth pressure on the structure wall. SEISMIC DESIGN CRITERIA The soil profile generally consists of a thin layer of cohesive overburden soils overlying sandstone and claystone bedrock. In accordance with IBC 2009 criteria, the weighted driving resistance average indicates an IBC design Site Class C be used in design. Based on the subsurface profile and site seismicity, liquefaction is not a design consideration. CENTER BERM STABILITY Slope stability analyses were performed on several cross sections located in the center berm between the two existing basins. Varying heights and thicknesses of soil and fill material were used in the analyses to establish the zone with the lowest factor of safety against global failure. The stability analyses were performed to evaluate the potential for global failure of the berm when the existing West Basin is being demolished and a new tank is constructed while the East Basin maintains operational status with as much as 26 feet of water being stored. The Slope/W computer program was used to model the cross sections. A printout of a typical cross section is presented in the Appendix C of this report. Utilizing direct shear testing of the on-site soils and our experience with similar projects, we modeled the on-site materials using the following properties: Material Internal Angle of Friction (degrees) Cohesion psf) Moist Unit Weight (pcf Fill Material 23 350 125 Claystone Bedrock 28 500 125 Kumar & Associates, Inc. 15 Utilizing the above soil parameters, the most critical cross section between the existing tanks, and Spencer's method of analysis, we arrived at a factor of safety against slope failure of 1.4. It is generally assumed that a factor of safety against slope failure greater than 1.3 is adequate for a temporary condition of this nature. Portions of the sloped concrete walls for both Basins will be removed to accommodate shoring walls and a contractor staging area. The remaining portions of the existing walls should remain in-place during construction in order to assist in reducing potential for concentrated areas of slope failure due to ground water seepage, as well as from seepage loss from the East Basin during construction of the West Basin. CONSTRUCTION DEWATERING Preliminary evaluation has been performed for design and construction of a permanent grout curtain/cutoff wall to significantly reduce the dewatering requirements both during construction and during the life of the facility. The evaluation included connection with the shoring wall structures. We understand that this grout curtain/cut off wall will not be installed. The following recommendations are based on the subsurface information summarized above and our understanding of proposed construction. We anticipate a significant volume of groundwater to enter the tank excavation both from upstream ground water infiltration as well as seepage from leaks in the East Basin during construction of the new west tank. Utilizing the Seep/W software program, we generated a similar model as was constructed for the slope stability analysis. A printout of this model is also presented in the Appendix D of this report. Based upon our analysis, we anticipate that water flow into the tank excavation along the east side, associated with leakage of the East Basin, at high water level may be as much as 250 gallons a minute. Another method for determining construction dewatering needs was used based on the slug tests performed at the site. As indicated, in-situ slug tests were conducted in several of the piezometers to evaluate the permeability of the natural bedrock and existing fill materials for use in determining construction dewatering requirements. The recorded data was reduced utilizing the proprietary program AgteSoly Version 4.5 Professional 2007. The program analyzes the water level data recorded during the test as well as required additional variables, such as aquifer thickness and well construction parameters, in accordance with the BouwerrftakfiFjbpnr),0_f Method.The data from SB -1 could not be reduced as the well response was not adequate for Kumar & Associates, Inc. It appears that the well screen is likely plugged. The test results and subsequent data reduction indicated a hydraulic conductivity ranging from 0.93 feet per day (ft/d) at SB -21 to 6.49 ft/d at SB -22. All test results are summarized below Appendix A. WELL ID HYDRAULIC CONDUCTIVITY SB -4 5.4x10-4 cm/sec 1.53 ft/day SB -19 9.5x10-4 cm/sec 2.70 ft/day SB -21 3.3x10-4 cm/sec 0.93 ft/day SB -22 2.3x10-3 cm/sec 6.49 ft/day Data sheets for the tests are provided in Ground water inflows to the proposed excavations were estimated based on the hydraulic conductivity values calculated from the slug tests performed in selected wells, the area of the excavations, the ground water elevations measured in the monitoring wells, and the proposed excavation elevations. Hydraulic conductivity values ranged from 0.93 ft/day to 6.49 ft/day with the lower values reflecting bedrock hydraulic conductivity and the higher values reflecting the hydraulic conductivity of the overburden materials/existing tank backfill materials. Preliminary estimates of inflows were calculated for each perimeter of excavation (north, west, east and south) separately using the Darcy Flow Equation. The results of the analysis are provided below for each perimeter for both the West Basin excavation and the East Basin excavation. The analysis for the West Basin assumes that the East Basin is at a full pool elevation of 5434 feet. The analysis for the East Basin assumes natural ground water levels with the exception of the west perimeter drain which is assumed to be drained to an elevation of 5406 by the West Basin temporary drains. VVacf Racin North Perimeter 15,120 cfd 79 gpm West Perimeter 10,560 cfd 55 gpm South Perimeter 8,505 cfd 44 gpm East Perimeter 80,080 cfd 416 gpm Total Estimated Inflow 114,265 cfd 594 gpm East Basin North Perimeter 13,338 cfd 70 gpm West Perimeter 0 cfd 0 gpm South Perimeter 9,360 cfd 50 gpm East Perimeter 25,920 cfd 135 gpm Total Estimated Inflow 48,618 cfd 255 gpm rRuil, Kumar &Associates, Inc. iViso% 17 These estimates are based on limited data collected from field tests of selected wells. The variation in the bedrock surface and variation in hydraulic conductivity between wells will strongly affect these estimates. The actual water level within the East Basin during excavation of the West Basin has a major influence on the inflow from the east perimeter of the excavation. Lowering the water level during excavation will significantly reduce the estimated inflow to the West Basin excavation. The flows into the excavation should be controlled by installation of a drain system located near the perimeter of the new basins at an elevation below the bottom of the tank overexcavation. The drain pipe used in the construction dewatering system should consist of rigid perforated pipe with a minimum diameter of 6 inches with the exception of the drain line constructed near the east sloped concrete side wall for the West Basin where an 8 -inch diameter pipe is required. We recommend that the existing drain line for the East and West Basins be used as the outlet pipe. The outlet pipe should have a minimum diameter of 10 inches. The invert for the high point of the drain lines should be constructed at least one foot below the invert elevation of the lower tank perimeter drain and should be sloped at a minimum of 1/2% to the outlet. The pipes should be covered with at least 6 inches of CDOT #67 coarse aggregate which in turn are wrapped with filter fabric. These drain lines should be considered as a permanent system to mitigate against ground water seepage from accumulating beneath the tank. Localized dewatering should be anticipated during construction of the drain line and outlet penetrations beneath the new tanks. An additional drain, associated with the construction dewatering should be constructed at the toe of the sloped concrete side walls at the north and east sides of the West Basin. The toe drain should be excavated to a depth of at least 1 foot below the bottom slab elevation of the existing West Basin and should be located a few feet off of the toe of the concrete slope paving. The pipe should be covered with at least 6 inches of CDOT #67 coarse aggregate which in turn are wrapped with filter fabric. The excavation above the coarse aggregate and filter fabric should be backfilled with a material that meets Denver Water Bedding Sand criteria to prevent clogging of the drainage system. Weep holes on 10 -foot centers should be installed near the toe of the slope paving. A conceptual drain detail is shown on Fig. 42. We recommend that Denver Water consider reducing the water height to the lowest possible level in the East Basin until the construction dewatering system has been installed in the West Basin. Kumar & Associates, Inc. SHORING WALLS As indicated shoring walls will be required at the southeast corner of the existing West Basin (Wall A) associated with the construction entrance into the West Basin, the west side of the new west tank (Wall B), and along the east side of the new east tank (Wall C). The shoring walls will likely be built with top-down construction techniques. Based on the soils to be retained and presence of groundwater, as well as possible restriction on the use of ground anchors, we feel that a secant or tangent pier wall may be the most effective system from a construction and cost standpoint, particularly for Wall A. A general profile of Wall A is provided on Fig. 43 for illustrative purposes. Tangent pier walls are walls that consist of drilled piers spaced such that the concrete of each pier is just touching the adjacent pier. Secant pier walls are constructed such that drilled piers are installed along the wall line at edge to edge spacings less than the diameter of the drilled pier. After a short time for the concrete in the piers to take a firm set, another pier is drilled on the wall line such that it removes portions of the 2 adjacent piers. Concrete is placed in the pier and a continuous wall or curtain of concrete is created. Other types of retaining walls may be considered provided they provide the necessary stiffness and can be constructed utilizing a top-down construction sequence. Post -tensioned tie -back (anchored) walls and soil nails may be considered for portions of the shoring in areas where there is sufficient depth of material behind and above the rearmost point of the anchors or soil nails and where existing structures and underground facilities are not impacted. A cantilevered secant or tangent pier wall may be used if it is sufficiently stiff to prevent movement of the retained soil. However if the deflection at the top of the wall cannot be reduced to an acceptable level, post -tensioned tie -backs may be required. If a computer analysis that utilizes p -y curves such as L -PILE or L -WALL is used for the lateral analysis associated with the wall, we should be contacted to provide geotechnical criteria for the analysis. In addition to deflection analysis, the stability of each wall should be checked using moment equilibrium based on earth pressure analysis. Those analyses can be based on the earth pressure criteria indicated on Figs. 44 through 46, with the moment calculated about point "M" indicated on the figures. In addition to the applied earth pressures indicated on those figures, we recommend including a uniform applied earth pressure of 80 psf for sloping ground surfr,a above the wall steeper than 4 horizontal to 1 vertical. As indicated on Figs. 44 through 4 city of minimum embedment of 1.5 times the exposed height of the shoring should be used unless th` at Ridge Kumar & Associates, Inc. y5 w 19 stability analyses indicate less embedment will result in an acceptable factor of safety against excessive deflection or failure. If tie -backs are used, deflection analysis is less critical but sufficient embedment needs to be provided for toe resistance. Since the topography west of the West Basin drops off significantly, it may be feasible to remove the existing sloped concrete walls and wall backfill for a portion of the alignment, and install a temporary sound/screen wall to shield construction activities from the adjacent single family residences. SITE GRADING Cut Slopes: Permanent unretained cuts in the overburden soils less than 15 feet in height should be sloped to 2 horizontal to 1 vertical, although flatter slopes may be desired due to erosion and revegetation considerations. The risk of slope instability will be significantly increased if seepage is encountered in cuts. If seepage is encountered in permanent excavations, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. Based on our understanding of the maximum depths proposed for final site grading, it does not appear that slope instability due to ground water seepage will typically be a concern. However, it may be of concern regarding temporary stability in the deeper excavations for site utilities and foundation construction. Fills and Embankments: Fill slopes up to 35 feet in height can be used if the fill slopes do not exceed 3 horizontal to 1 vertical and the fills are properly compacted and drained. The ground surface underlying all fills should be carefully prepared by removing all organic matter, scarification to a depth of 12 inches and compacting to 95% of the standard Proctor maximum dry density at a moisture content near optimum to provide a uniform base for fill placement. Fills should be benched into cuts exceeding 4 horizontal to 1 vertical. Good surface drainage should be provided around all permanent cuts and fills to direct surface runoff away from the slope faces. Fill slopes, cut slopes and other stripped areas should be protected against erosion by revegetation or other methods. Temporary Excavations: For temporary excavations that occur during site grading, OSHA guidelines for trench excavation should be followed. The man -placed fill materials, natural soils and areas of non- to weakly -cemented sandstone bedrock should be considered to classify as OSHA Type C soils which requires temporary slopes to be constructed no steeper 1.5 (horizontal) to 1 (vertical) slope configuration. The claystone bedrock encountered in this study should be considered to Classify as OSHA Type A (3/4 H : 1 V) or Type B (1 H : 1 V) soil, Kumar & Associates, Inc. 20 depending on bedding and fracturing. Trench slopes should either be adequately laid back depending on the soil type exposed, or appropriate shoring or trench shields should be used. All excavations greater than 4 feet and less than 20 feet in depth should be constructed in accordance with the applicable OSHA guidelines. OSHA requires excavations or trenching over 20 feet deep be designed by a registered professional engineer. Material Specifications: The following material specifications are presented for fills on the project site. A geotechnical engineer should evaluate the suitability of all proposed import fill material, if required, for the project prior to placement. 1. Structural Backfill: A minimum 3 feet of properly compacted structural fill material placed beneath the tank structures should consist of a combination of a minimum of 6 inches of CDOT Class 6 aggregate base course overlying CDOT Class 1 structural fill underlain by an 8 -inch layer of Denver Water Bedding Sand material. Backfill placed against the side of the structures, with the earth pressure zone around the walls defined by a plane inclined 1:1 (Horizontal : Vertical) upward from the edge of the structure foundations should consist of material meeting CDOT Class 1 Structure backfill requirements. 2. Embankment Fill: Material excavated from the tank location or slope excavations may be used as general embankment fill. All embankment fill should have a maximum particle size of 6 inches. 3. Detention Pond Liner: We recommend that the upper 2 feet of fill for the pond bottom and side slopes consist of the on-site fill materials and/or import clay soil. The material should be cohesive in nature with 50% to 75% passing the No. 200 sieve and a plasticity index in the range of 15 to 25. 4. Utility Trench Backfill: Material excavated from the utility trenches may be used for backfill provided it does not contain unsuitable material or particles larger than 6 inches. 5. Material Suitability: All fill material should be free of vegetation, brush, sod and other deleterious substances. Compaction Specifications: We recommend the following compaction criteria be used on the project: 1. Moisture Content: Fill materials should be compacted to within 0 to +3 percentag City of points of the optimum moisture content for cohesive soils used for general embankm nt Wheat Ridge r Kumar & Associates, Inc. 21 fill and pond liner, and within 2 percentage points of optimum for CDOT Class 1 structure backfill and CDOT Class 6 aggregate base course. 2. Degree of Compaction: The CDOT Class 1 structure backfill and CDOT aggregate base course placed below the tanks and vault structures should be compacted to at least 100% of the standard Proctor (ASTM D 698) maximum dry density. All other fills on the site should be compacted to at least 98% of the standard Proctor (ASTM D 698) maximum dry density. Care should be taken adjacent to the tank walls to not overcompact the material. 3. A representative of the geotechnical engineer should observe fill placement on a full time basis. PIPELINE RECOMMENDATIONS Pipe Backfill: Bedding material supporting the pipe bottom should consist of an uncompacted layer of imported granular material meeting Denver Water specifications for pipe bedding. Based on the proposed pipe diameter for the conduit and AWWA guidelines, we recommend a minimum uncompacted bedding thickness of 6 inches be considered. The bedding layer should be of adequate thickness to fully support the pipes when seated on top of the bedding. Prior to placing the bedding, the subgrade should be excavated and loose material removed to provide firm subgrade support. The pipe -zone material placed above the bedding and surrounding the pipe should consist of granular material similar to that described above for pipe bedding, and should be compacted to at least 80% relative density (ASTM D 4253 and ASTM D 4254). The pipe -zone material should also be placed and compacted in accordance with the requirements of the pipe manufacturer. Special care should be taken to provide adequate compaction below the haunches of the pipe using a concrete vibrator, vibratory plates or other light compaction equipment as needed. In confined areas of the pipeline where compaction is difficult, placement of a cementitious flow fill around the pipe should be considered. Backfill placed above the pipe -zone materials to the surface should consist of suitable on-site soil obtained from the pipeline excavation. Suitable soils should have a maximum size of 3 inches, a plasticity index of less than 25, and a liquid limit of less than 50, and should be generally free of claystone fragments, organics, wood, or other deleterious material that could decay over time. Most of the soils encountered in the exploratory borings satisfy the material requirements based on laboratory testing of selected samples. The backfill should be Kumar & Associates, Inc. 22 compacted to at least 98% of the standard Proctor (ASTM D 698) maximum dry density at moisture contents within 2 percentage points of optimum for granular soils and within optimum to +3 percentage points of optimum for clay soils. Highly variable moisture contents were indicated for the soils encountered in the exploratory borings. The contractor should anticipate that processing to add water, or allowing time for material to dry out, will likely be required. The pipe should be buried an adequate depth below the surface to limit pipe deflections caused by current or planned future traffic loading. The minimum burial depth required for the pipe will depend on the material and physical properties of the pipe, the soil/structure interaction between the pipe and the backfill material, and traffic loading conditions. We recommend that the pipe burial depth be at least 3 feet and satisfy manufacturer requirements for maximum allowable deflection and minimum burial depth. Pipeline Design Parameters: We recommend that a modulus of soil reaction, E', of 1,600 psi be used for the design of pipe -zone material placed on the sides of the pipe, provided the pipe - zone material is compacted following the requirements presented above. For evaluating the load on the pipe due to the backfill above the pipe, we recommend using a compacted unit weight of 125 pcf and a Rankine's ratio of 0.33 for compacted trench -zone backfill consisting of existing on-site soils. We recommend using a coefficient of friction of 0.30 between backfill consisting on excavated on-site soils and the soils exposed on the trench walls. Thrust Forces: Above a depth of 12 feet, thrust blocks used to resist thrust forces at horizontal bends in the pipe should be designed using an allowable bearing pressure based on an equivalent fluid density of 250 pcf. The allowable bearing pressure should be calculated by multiplying the equivalent fluid density value by the depth in feet below ground surface corresponding to the mid -point height of the face of the thrust block. For thrust blocks with a mid -point depth of 12 feet or more, a maximum allowable bearing pressure of 3,000 psf should be used. For PVC pipe, poly -wrapped ductile iron pipe, and polyurethane or tape -wrapped steel pipe, resistance to thrust forces resulting from frictional resistance developed between the pipe and the pipe -zone backfill should be evaluated using an unfactored coefficient of friction of 0.40. The coefficient of friction recommended above assumes mobilization of the ultimate soil strength; a suitable factor of safety should be used for design. city of Wheat Ridge Kumar & Associates, Inc. 23 Excavation and Dewatering Considerations: Trench excavations for the pipe are anticipated to range from about 8 to 15 feet deep, although deeper excavations may be required in places to clear existing utilities or other interferences. Given the close proximity of some of the trench excavations to actively traveled traffic lanes, sidewalks and possible other structures, we assume the trenches will be excavated using trench boxes where utilities and/or other structures may be impacted, and open unsupported excavations in other areas. In our opinion, the overburden soils should be excavatable with conventional heavy-duty hydraulic excavation equipment. Surface water runoff into the excavations can act to erode and potentially destabilize the trench slopes and result in soft ground conditions along the trench bottom, and should not be allowed. Diversion berms and other measures should be used to prevent surface water runoff into the trenches from occurring. If significant runoff into the excavations does occur, further excavation to remove and replace the soft subgrade materials or stabilize the slopes may be required. Conduit Trench Dewatering: Ground water was encountered at levels near the proposed water line level in several of the borings. In our opinion, dewatering will likely be required during the project. Based on laboratory classification testing, it appears that the subsurface soils possess relatively low to moderate permeability and that ground water will likely have a slow flow rate into the excavations, although conduits and associated bedding through subsurface materials may allow localized high flow rates into the excavations. The requirements and type of dewatering effort will be based upon the depth of the excavation and the level of ground water at the specific location. In areas of clay soils, we believe that dewatering of the work zones may generally be achieved with gravel -filled sumps within the excavations. If free water is not encountered in the excavations but the existing soil surface is too soft to maintain acceptable working conditions, it may be possible to over -excavate the bottom of the excavation and place a layer of clean crushed rock, or geogrid reinforcement overlain by crushed rock, to achieve a stable work platform. Excavation below the water level will significantly reduce excavation sidewall stability, and those excavations should either be adequately shored or dewatered. In areas of granular soils where the water level is above the bottom of the trench excavation, installation of wells or well points may be required. However, given the anticipated low flow rates into the trench based on the soils encountered and low ground water levels relative to the trench bottom, we anticipated that most if not all water can be dewatered using sumps and pumps. If needed, points should be drilled parallel to the proposed excavation alignment. A qualified dewatering consultant and/or contractor should determine the depths and spacing Kumar & Associates, Inc. 24 requirements of the well points. This type of dewatering should be completed so that "mounded" water between the well points is drawn down to at least 2 feet below the bottom of the proposed excavation. Adequate drawdown should be achieved prior to the excavation since upward seepage into the excavation may cause the material within the excavation to become loose or unstable. Pumps located within the excavation may still be required to provide sufficiently dewatered working conditions. Cut off collars are only needed when the pipeline is sloped significantly enough to produce significant seepage flow. Since the pipes have minimum slopes, we do not believe there is a need for cut off collars. BURIED METAL CORROSION Samples of the overburden soils were tested in the laboratory to evaluate soil electrical resistivity characteristics. The tests were conducted in accordance with procedures in Appendix A of AWWA C-105, American Waterworks Association publication. Results are presented on Fig. 14 and in Table I. The test results indicated minimum laboratory electrical resistivities ranging from 475 to 625 ohm -cm, and electrical resistivities at the in-situ moisture contents ranging from 820 to 930 ohm -cm. Based on the Ductile Iron Pipe Research Association (DIPRA) handbook, this material would classify as being potentially corrosive. Additional corrosion potential tests were performed that included sulfide content, chloride content and pH. The chloride content of the samples tested ranged from 0.03 to 0.05% and the pH ranged from 6.8 to 8.2. Finally, sulfide content was tested in a selected sample from four of the borings indicating a positive result for one sample and negative results for the remaining three samples. The results of the sulfide content testing are provided in Appendix C. We recommend a qualified corrosion engineer review the information presented in consideration of corrosion protection for buried metal. WATER SOLUBLE SULFATES The concentration of water soluble sulfates measured in samples obtained from the exploratory borings was determined to be less than the lowest detectable concentration of 0.02%. This concentration of water soluble sulfates represents Class 0 severity exposures to sulfate attack on concrete exposed to these materials. These degrees of attack are based on a range of Class 0, Class 1, Class 2, and Class 3 severity exposure as presented in ACI 201. Kumar & Associates, Inc. 25 Based on the laboratory test results, we believe special sulfate resistant cement will not be required for concrete exposed to the existing fill materials, on-site soils or bedrock. Our experience with materials meeting the requirements of CDOT Class 1 structure backfill, and CDOT aggregates bases and filter material indicates that special sulfate resistant cement is also not required for concrete exposed to these materials. PAVEMENT THICKNESS DESIGN We understand that several paved roadways will be constructed for the project consisting of a site road around the tanks, and access roadways off the north and south sides of the site. Subgrade Support: Samples of the subgrade materials beneath the pavement sections are anticipated to range from clay and claystone fill to CDOT Class 1 structural fill materials. The materials are expected to range from very poor to very good subgrade support characteristics. Based on our experience, a subgrade resilient modulus of 3,025 psi was selected for design purposes. Design Traffic: The traffic that will access the site is expected to consist of automobiles and pickup trucks, along with occasional light to medium duty trucks. Based on our past experience for roadways of this nature, an 18 -kip equivalent single axle loading (ESAL) value of 40,000 was assumed. We should be notified to reevaluate pavement thickness requirements if traffic will be different from the information indicated above. Required Pavement Thickness: Based on an assumed design resilient modulus of 3,025 psi and an 18 -kip ESAL of 40,000 psi, the pavement section for the flexible paved surfaces to be constructed at the site should consist of a minimum of 6.0 inches of full -depth asphalt. If a rigid pavement section is constructed for the project, the section should consist of a minimum of 6.0 inches of Portland cement concrete. Pavement Material Recommendations: The asphalt mix should meet the latest requirements of the CDOT Standard Specifications for Road and Bridge Construction. The asphalt placed for the project should be designed in accordance with the SuperPave gyratory mix design method. The mix should meet Grading S or SX requirements and a SuperPave gyratory design revolution (NDES) of 75 should be used in the design process. A PG 58-28 asphalt binder should be used for the mix. The concrete used in the rigid pavement section alternatives should meet the latest requirements of Class P concrete in accordance with the CDOT standard specifications. Kumar & Associates, Inc. 26 Subgrade Preparation: Just prior to placement of the pavement section, the top 12 inches of subgrade materials should be thoroughly scarified and well -mixed to achieve a uniform moisture content within 2 percentage points of optimum and recompacted to at least 95 percent of the standard Proctor (ASTM D 698) maximum dry density. Proof rolling should be performed after the specified compaction is obtained. Proof rolling should be performed with heavy rubber tired equipment with a tire pressure of at least 100 psi capable of applying a minimum load of 18 -kips per axle. Areas where excessive deflection occurs should be ripped, scarified, wetted or dried if necessary, and recompacted to the required moisture and density specifications. SURFACE DRAINAGE Proper surface drainage is very important for acceptable performance of the structures during construction and after the construction has been completed. Drainage recommendations provided by local, state and national entities should be followed based on the intended use of the structures. The following recommendations should be used as guidelines and changes should be made only after consultation with the geotechnical engineer. Excessive wetting or drying of the foundation and slab subgrades should be avoided during construction. Exterior backfill should be moisture conditioned and compacted as listed in this report. Care should be taken when compacting around the foundation walls and underground structures to avoid damage to the structure. Hand compaction procedures, if necessary, should be used to prevent lateral pressures from exceeding the design values. The upper 2 feet of the backfill (capping material) just below a thin layer of topsoil should be relatively impervious material compacted as above to limit infiltration of surface runoff. Ponding of water should not be allowed within the zone of backfill material or within 10 feet of the foundation walls, whichever is greater. DESIGN AND CONSTRUCTION SUPPORT SERVICES Kumar & Associates, Inc. should be retained to review the project plans and specifications for conformance with the recommendations provided in our report. We are also available to assist the design team in preparing specifications for geotechnical aspects of the project, and performing additional studies if necessary to accommodate possible changes in the proposed construction. We recommend that Kumar & Associates, Inc. be retained to provide construction observation and testing services to document that the intent of this report and the requirements of the plans Kumar & Associates, Inc. 27 and specifications are being followed during construction. This will allow us to identify possible variations in subsurface conditions from those encountered during this study and to allow us to re-evaluate our recommendations, if needed. We will not be responsible for implementation of the recommendations presented in this report by others, if we are not retained to provide construction observation and testing services. This study has been conducted in accordance with generally accepted geotechnical engineering practices in this area for exclusive use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings at the locations indicated on Figs. 1 and 1A, and the proposed type of construction. This report may not reflect subsurface variations that occur between the exploratory borings, and the nature and extent of variations across the site may not become evident until site grading and excavations are performed. If during construction, fill, soil, bedrock or ground water conditions appear to be different from those described herein, Kumar & Associates, Inc. should be advised at once so that a re-evaluation of the recommendations presented in this report can be made. Kumar & Associates, Inc. is not responsible for liability associated with interpretation of subsurface data by others. JAN/jw cc: book, file City of Wheat Ridge Kumar & Associates, Inc. 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Lean Clay with Sand (CL) FROM: Boring SB -1 0 29' LXHAWSION UNDER CONSTANT EXPANSION UNDER CONSTANT PRESSURE UPON WETTING ..... .. - ---------- ---- - --------- - --- PRESSURE UPON WETTING - --- - ---- - - ---------- -------- ---- I 1D APPLIED PRESSURE — KSF 10 100 1.0 APPLIED PRESSURE - KSF m � | SWELL -CONSOLIDATION TEST RESULTS | Fig. 8 01 SAMPLE OF: Claystone Bedrock FROM: Boring SB -11 @ 39' EXPANSION UNDER CONSTANT PRESSURE UPON WETTING 1.0 APPLIED PRESSURE - KSF m � | SWELL -CONSOLIDATION TEST RESULTS | Fig. 8 01 SAMPLE OF: Claystone Bedrock FROM: Boring SB -2 @ 24' 4 --- --- WC = 28.3%, DD = 93.5 pcf —200 97%, LL = 56, PI 25 3 2 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING V) 0 0 —2 1.0 APPLIED PRESSURE KSF 10 100 SAMPLE OF: Claystone Bedrock FROM: Boring SB -2 0 34' WC = 26.5%, DID = 96.1 pcf —200 88%, ILL = 53, PI 24 2 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING V) 0 z .......... —2 z —3 6 Wt —11t. pply -ty t. the �p Wel.d. Th. t. tl' hO -t be reprod-4 gxZppt�� , 'th th W'M" pp— =t K� A .. �4.tes, — S-11 C.—W.U- t..U�q P.lf—d i. .... rd.n.. Rh A%'TW 0 —4545. i to APPLIED PRESSURE KSF 10 10D 11-1-210 ar & Associates SWELL— CONSOLI DATI ON TEST RESULTS Fig. 9 SAMPLE OF: Sandy Claystone Bedrock FROM: Boring SB -5 @ 4' WC 28.9%, DID 91.7 pcf —200 66%, LL 55, PI 23 X .............. _j EXPA NSION UNDER CONSTANT _j PRESSURE UPON WETTING 0 Ul z ----------- _j V) —2 z —3 i t 1D APPLIED PRESSURE KSF 10 103 SAMPLE OF: Claystone Bedrock FROM. Boring SB -10 0 1' WC = 27.4%, DID = 92.4 pcf —200 76%, LL = 52, PI 25 0 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING V) z 2 (n —3 z S —4 —5 Those Wot -.It, cup ly -y to t1. 'Th. f.A.9 1Zpl.1tt.1l rep..t a 11 no be mpmd-4, mmet full, wilh.vt th. .,itt. pp -1 .1 Ku—, nd A—lates, In,. sw.11 tejWg wf—d N 2M 0-4548. ILI to APPLIED PRESSUI — KSF 0 100 1 1 1 —210 F Kumar & Associates SWELL—CONSOLIDATION TEST RESULTS Fig. 10 A i CITY OF WHEAT RIDGE 9�(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: E fT � /� UG Job Address: W 01TM AVE Permit Number: 20 s000,911 11 Ll i- . IZaGr To cr2,i-7. Cv ❑ No one available for inspection: Time 34 /PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 7//7/// / Inspector: 6A 10 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: E F -L Job Address: tTuo g 4- w HA Permit Number:] 12 f ❑ No one available for inspection: Time AM/PM Re -Inspection required: YesNo a When corrections have been made, ca for re -inspection at 303-234-5933 j Date: g N I I Inspector: T DO NOT REMOVE THIS NOTICE A d City of Wheat Ridge Commercial Sign PERMIT - 201706445 PERMIT NO: 201706445 ISSUED: 09/06/2017 JOB ADDRESS: ASHLAND RESERVOIR / 5895 W 29th Ave. EXPIRES: 09/06/2018 JOB DESCRIPTION: Permit for a facility sign. Sign to read "Denver Water" total sign area = 13.08SF. Sign to be located @ corner of 29th & Fenton. *** CONTACTS *** OWNER (303)628-6304 DENVER WATER SUB (303)649-6800 Teresa Johnson 120165 Western Summit Constructors *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2412 / LAKESIDE, STEWART GARDENS, OLI BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 3,500.00 FEES Total Valuation 0.00 Plan Review Fee 70.98 Use Tax 73.50FuA` aw" Permit Fee 109.20 ii ** TOTAL ** 253.68__1 ...... .........- *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. All lighting shall be in conformance with Section 26-503 of the Zoning and Development Code with fixtures fully shielded so that the source of the illumination is not visible from adjacent properties and streets. City of Wheat Ridge Commercial Sign PERMIT - 201706445 PERMIT NO: 201706445 ISSUED: 09/06/2017 JOB ADDRESS: ASHLAND RESERVOIR / 5895 W 29th Ave. EXPIRES: 09/06/2018 JOB DESCRIPTION: Permit for a facility sign. Sign to read "Denver Water" total sign area = 13.08SF. Sign to be located @ corner of 29th & Fenton. I by my signature do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performe nd t 11 work to be performed is disclosed in this document and/or its' a compa ing approved plans and specifications. ' �V_-< -----.__ x-)7/0(/Zell 7 Stgndiure of OWNER or CONTRACTOR (Circle one) Date 1 11 I. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change, of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chte�Building Official 0 Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of W heat Midge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 D-Aokkc Inspection Line: 303-234-5933 Email: perm its(a)-ci.wheatridge.co.us FOR OFFICE USE ONLY Date: �f Plan/Permit # ` Z-0III G 614 ITL5, Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address - 519 c1,5 - (A/ . 7,- Property Owner (please print): Property Owner Email: L. ivt d , LA.^' Mailing Address: (if different than property address) Address: l k) © lit/ . ) Z .*,r . City, State, Zip: j)fnVe✓- , C G' 0 Z O ! )ems ter ✓ Architect/Engineer E-mail: S -ow-r- q.> 47Ev� Phone: Contractor: ( Aj e �_r C ✓In Contractors City License #: Contractor E-mail Address Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # 1Zolb5" S+eve. SS1�✓r}'( k A Y 4 - Plumbing: W.R. City License # CIn ' Phone0 o3) GU–(W7 IM. Phone: (L'01-) Z'5-0— 01 Other City Licensed Sub: City License # "M")', C_ 6, Mechanical: W.R. City License # Complete all information on BOTH sides of this form ❑ COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) �� u� ate✓ (,1,4am Sd,,,.f e 1 PWT4 c K31 -meg( G� GA4 7--1143 rN Sq. Ft./LF� v Btu's Amps Squares ��; �,•�. Z, Net.., S4wve- T -1-n6 Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 3 Scrd. as OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information prov' application. CIRCLE ONE: (OWNS (CONTRACTO ) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): DATE: O L �l 7 DEPARTMENT USE ONLY ZONING COMMENTS: CP,- .,A Reviewer: / O k)L l I BUILDING DEP TMENT COMM TS: Reviewer: W 4 �JA1.7 OCCUPANCY CLASSIFICATION: ka/ P64? -;FZv i 3 cic<,) -7,,/ Building Division Valuation: $ Freestanding Sign Calculation Sheet You must complete this sheet and include it in the submittal package for any new freestanding signs. You will also need to create a site plan and a detail sheet of the signage. j Project Address: Z-,700 �2��ov� Contractor: W e�C✓h Sgmm! You are allowed 1 freestanding sign for every street right-of-way adjacent to your property. The allowable sign size is related to building size. Step 1: Determine the square footage of the building: Building size (in square feet): 3 l 6 (This will be inserted in the formula below) Step 2: Complete the appropriate allowable signage formula: If the building is 0 — 1,500 square feet in size, you are allows a 35 square foot sign. If the building is 1,501 — 5,000 square feet in size, complete the following: 37� -1,501= +50= +35= Building size Allowed sign size If the building is 5,001 — 50,000 square feet in size, complete the following: - 5,001 = - 500 = + 100 = Building size Allowed sign size If the building is 50,000 + square feet in size, complete the following: - 50,001 = _ 1,000 = + 190 = Building size Allowed sign size The "allowed sign size" may be placed on each side of the freestanding sign. F]Check here if the sign is existing and you are replacing a cabinet or face with the same size cabinet or face. Continued on back The sign must meet a setback from the street right-of-way. If the sign is less than 7 feet in height, the sign must be setback 5 feet.p"— If the sign is between 7 feet and 15 feet the sign must be setback 10 feet. t/ For most freestanding signs, the maximum height is 15 feet. For properties within '/ mile of the interstate, freestanding signs may be 50 feet tall. These signs must be setback at least 30 feet from the street right-of-way. Step 3: Determine the height of the new sign: I The new proposed freestanding sign will be Com' l a L feet tall. ' Step 4: Determine the setback from the street right-of-way: The new proposed sign will be setback feet from the street right-of-way. All freestanding signs must adhere to the sight distance triangle requirements as listed in Section 26-603 of the Code of Laws. You must include a site plan which details the location of the freestanding sign, building and drive areas. Show all new and existing signage (include the square footage and height of all existing signs). Please include a detail of the proposed sign, including the overall square footage and height, as well as any electrical and structural details which may be pertinent. City Of �Wheat R,dge COMMMIL)NiTy DEVELOPMENT Section 26-503. — Exterior Lighting. A. Purpose. The purpose of this section is to regulate the spillover of light and glare from exterior lighting on operators of motor vehicles, pedestrians and land uses in the proximity of the light source. With respect to motor vehicles in particular, safety considerations form the basis of these regulations. In other cases, both the nuisance and hazard aspects of glare, reflected light and incidental spillover light are regulated. This section does not apply to public street lighting or to public outdoor parks and recreation uses. B. Permit required. An electrical permit application shall be required and a permit issued prior to installation or substantial modification of any exterior lighting. The permit application shall be accompanied by information required by the uniform electrical code and additional information that may be necessary to determine potential negative effects upon adjacent properties and public streets including, but not limited to, a plot plan showing location and orientation of lighting standards, building elevations showing location and orientation of lighting standards, lighting standard specifications including height, type (i.e., cutoff, non - cutoff, spot, floodlight, etc.), peak candlepower diagram, and any shielding devices to be incorporated so as to minimize incidental light spillover or glare. C. Lighting standards. The following restrictions shall apply to outdoor light control, including lighting within or directed upon outdoor signs: 1. All fixtures shall be fully shielded. For purposes of this section, fully shielded shall mean fixtures constructed so that light rays emitted are projected below, and not above, the horizontal plane of the fixture, such that the source of illumination (bulb or direct lamp) is not visible from adjacent property or rights-of-way. All light fixtures shall be downcast to minimize undesirable effects of illumination such as glare, skyglow and light pollution. 2. All metal halide and fluorescent fixtures shall be filtered with glass, acrylic or translucent enclosures. 3. Only high-pressure sodium (HPS), low pressure sodium (LPS) or incandescent fixtures shall be permitted in commercial and multifamily residential parking areas. The level of illumination shall be consistent with minimum industry standards adopted by the illuminating engineering society. 4. All exterior lighting shall be designed and situated so that substantially all of the directly emitted light falls within the property boundaries. 5. Exterior lighting shall also be designed and situated so that no incidental or reflected light interferes with reasonable enjoyment of adjacent land uses, or safe movement of motor vehicles on public streets. 6. The following exterior lighting is specifically prohibited: a. Any light that may be confused with or construed as a traffic control device. b. Any animated, flashing or changing intensity lights, except for temporary holiday displays. 7. Lights one hundred (100) watts and less per fixture, fluorescent lights forty (40) watts and less per fixture, gas-fired fixtures and lights used for holiday decorations are exempt from the requirements of this section. 8. For commercial developments, mixed-use developments and multifamily residential developments, exterior freestanding light fixtures shall be mounted no more than eighteen (18) feet high. All other applications shall be limited to a maximum of twelve (12) feet. The height of a mounted lighting fixture shall not exceed the height of the wall it is mounted on. 9. Lighting plan. All applications for commercial, mixed use and multifamily residential developments shall submit, as part of the final site development approval, a lighting plan which includes the following: a. Site plan showing locations of all lighting fixtures and a numerical grid of lighting levels (photometric report) or as isoilluminance curves (concentric circular lines representing constant illumination levels). b. Lamp type and wattage. c. Mounting heights of all fixtures. d. Cut sheet showing the design and finishes of all fixtures and designation as cutoff fixtures. 10. Amortization schedule. All nonconforming outdoor light fixtures, including lighted outdoor signs, existing prior to December 1, 2000, shall be brought into conformance with these outdoor lighting provisions on or before December 1, 2005. Any light fixture that is replaced shall comply with the outdoor lighting regulations of this section at the time of such replacement. (Ord. No. 2001-1215, § 1, 2-26-01) 8 1/8"x 1/2" ALUMINUM PLATE (POWDER COAT BLUE), RAL 5015, MATCH TO PANTONE 7461 DENVER WAT ASHLAND FACILITY 2900 FENTON ST. - 303-628-6378 -*- NOTE: TOTAL SIGN SQUARE FOOTAGE: 13.08 10 C�"` r� BY:_� DATE: `7 T � COMMENTS:A ko-1 Zvi !Ji 4'-4 1/2" GROUND LINE 7��\\/\ 4 6" SCHEDULE 40 STEEL PIPE (FLGx OPEN) (POWDER COAT BLACK) —� 1/8" ALUMINUM PLATE RIVETED TO 1 1/2" ALUMINUM TUBE (POWDER COAT WHITE) 6" SCHEDULE 40 STEEL PIPE (POWDER COAT BLACK) 1 1/8" SQUARE STEEL TUBE WITH TWO SET SCREWS 1" SOLID STEEL BAR 3 1/2"x 3/8" ALUMINUM PLATE LETTERING (POWDER COAT BLUE), RAL 5015, MATCH TO PANTONE 7461 3"x 3/8" ALUMINUM PLATE LETTERING (POWDER COAT BLACK, 0 FONT: SANS SERIF) m - 9., 6.1 1 9" '2'— O" 1 15 DENVER WATER FACILITY SIGN Scale: 1/2" = 1'-0" Date: AUGUST 2016 Drawn: WENKHEIMER Ck: LAPAN C Q M z 0 F - _Q U 0 Q w (f) ry D Z J Z 0 z U w �yOC ,� LL C cc 0 m' wU: orr U5::) z('Y �_ �W ow ce b- 'w w z ocr- `- U ~ zw U o� w Lu _ � 8 Q� w o ° 0. z C Z Q w w Li U J = H ~ cr zz Z z 0 F - _Q U 0 Q w (f) ry D Z J Z 0 z I W X W W W I Y W W W I L W W NATIVE GRASS SEED MIX '� W I W W J� I X APW4 I W W W .Y I W W X W I3 I W w x W W W ORNAMENTAL- I BOULDERS (TIP) -1 �W EXIST CONIC CURB/SIOEWALK CONT BEAD OF CONST ADH LANDSCAPE FABRIC HARD EDGE FABRIC APPROVED AWS -T By. . 7,W AA AWS -5 DATE•8'to�'1 �A ' w COMMENTS: - k'l-j ` wL ' b► l}', S) /Gfi F62.4"t7- 1w- qc>IIoto 9I-/ - STL EDGING 4'-6` MULTI -COLORED COBBLE — KFG-8 - BMS -20 `— UNDISTURBED LANDSCAPE FABRIC SUBGRADE `--STL STAKE STEEL EDGE FABRIC LANDSCAPE EDGING 32900 NO SCALE MA TCHLINE L-1 KFG-12 PLP -17 KFG-12 MKL-18 — BMS -17 — RBC -1 KFG-12 DBB-18 KFG-12� DGD-1 AWS -37 BL -25 LDL -12 WBS -10 - FACILITY SIGN LANDSCAPE PLAN 1 S �vp w'v` SCALE: 1"= 30' NOTES: 1. ALL PLANT MATERIAL IS TO MEET NATIONAL NURSERY ASSOCIATION SPECIFICATIONS. 2. UTILIZE SPACING AS SHOWN ON THE DRAWINGS. ANY DISCREPANCY IN LAYOUT OF PLANT MATERIAL SHALL BE RESOLVED WITH THE ENGINEER PRIOR TO PLANTING. 3. ANY SUBSTITUTE OF TYPE OR SIZE OF PLANT MATERIAL MUST BE APPROVED BY THE ENGINEER. 4. WHERE HARDSCAPE SURFACES DO NO PROVIDE AND EDGE, UTILIZE LANDSCAPE EDGING TO SEPARATE AREAS OF DIFFERENT MATERIAL. 5. INSTALL METAL LANDSCAPE EDGING ONE FOOT INSIDE OF FENCE ALONG NORTH, EAST AND SOUTH PERIMETER WHERE SHRUBS BORDER THE FENCE. UTILIZE WOOD MULCH AND LANDSCAPE FABRIC IN ALL THESE AREAS. 6. INSTALL METAL EDGING 2—FEET INSIDE OF WEST FENCE ALIGNMENT. WHERE WALL DOESN'T PROVIDE AN EDGE INSTALL METAL EDGING 1—FOOT OUTSIDE OF FENCE. UTILIZE 3/4—INCH CRUSHED GRANITE IN THIS AREA. 7. ON SOUTH PROPERTY LINE ADJOINING RESIDENCES INSTALL METAL EDGING 1—FOOT INSIDE OF FENCE AND AT PROPERTY LINE OUTSIDE OF FENCE. UTILIZE 3/4—INCH CRUSHED GRANITE IN THIS AREA. DENVER WATER 1600 West 12th A. Dema, Colorado 80204-3412 T: 303.628.6000 F:303.828.6851 demerwater.org ASHLAND RESERVOIR TANK REPLACEMENTS V*WIli-PACKAGE NO 10 Bid REFERENCE: CAPITAL PROJECTS CONSTRUCTION STANDARDS 2014 wwAemawata.org /OoingOushessNthUs/EnginewkNgOvaviev/(PCS THIS DRAWING IS BASED ON THE DW -METRO -GRID COORDINATE SYSTEM L11 15MIl7 ADDENDUM NO 1 0 4/24/17 .— FOR 810 No Dote Description REVISIONS VERIFY SCALES BAR IS ONE INCH ON ORIGINAL DRAWING 0�1 IF NOT ONE INCH ON THIS SHEET, ADJUST SCALES ACCORDINGLY PT Na 15715 DRAWN BY. W£NKH£IM£R CHID BY: LAPAN/ Lfi/yy,J CHID BY- M TURN£Y///157 APPD BY. ` _- DATE, APRIL 2017 CONTRACT: 140630 IS PIAN SOUTH, DE AIL/AND 2 3o3 3 C> A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTImge:, �2::: E P CE EM9 Inspection Type: Job Address: T `` VC Permit Number: 2ol3cooqq e ❑ No one available for inspection: Time 13 5-0 AM/PM Re -Inspection required: (es) No When correctionshavebeen made, call for re -inspection at 303-234-5933 Date: ( 7 / 7 Inspector: d2 Eff DO NOT REMOVE THIS NOTICE f ♦ i CITY OF WHEAT RIDGE Building Inspection Division ��(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F_ MIC E_/2� Job Address: AV)E Permit Number: Za) 3 ooCD 9 Lf Cts � /rs 0 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for ie-inspectian,at, 303- ;5933 Date:`AC''— Inspector: i CITY OF WHEAT RIDGE _��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: E06— Job Address: 5199� W 2q(( 11VF Permit Number: 201 9 C) C)0 q 4-( ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call fo Ire -inspection at 303-234-5933 Dater_ Ate— --Inspector A (M DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE irkVV. 30 Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: EUG Job Address: 5& JCS w 2q7T4 AVE Permit Number: 0 000 a ❑ No one available for inspection: Time AM/PM Re -Inspection required: es No When corrections have been made, call force -inspection at 303-234-5933 Date: ,,r E DO NOT REMOVE THIS NOS l� 0 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: EK 1 Job Address: M5 W 29 -'=Aur Permit Number: 201-54POd 9 q As�"-ity 4E5Enbjt R. _54,#7h &"C �ci is 72,-. h l e s a4 'rfrtl._ I- / ea_e ❑ No one available for inspection: Time —47,* VU Re -Inspection required: Yes - *When corrections have been made, call for re -inspection at 303-234-5933 Date: .5%/SI/% Inspector: 10 DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: E Va Job Address: A?9rf" W ZS? -t ,Avry Permit Number: Z47/3000'76V ❑ No one available for inspection: Time %.�M Re -Inspection required: Yes 67 *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: o�y` DO NOT REMOVE THIS NOTICE ®, ! ✓ CITY OF WHEAT RIDGE ® ® Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: I V 6 Job Address: .� c/. w /► 'at Permit Number: 2.4/3 cd0 e: /wC_ 1f o or To OA-Alu l t' 02 ?0 0 No one available for inspection: Time AM/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: %h/ i/ Inspector: Ailri 4.5,0%= DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: LL (; Job Address: Sr .�� J J_ LJ Permit Number: gO l 600 5 q ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes QNWhen corrections have been mador re -inspection at 303-234-5933 Date: �IkLu),(;Inspector:;ta�'_ DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE r0000or Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: T Job Address: 5--� % S �l �5 71 Permit Number: ^(; .3 000 I r/ ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: mak` r. _ &/ )Inspector: L%,%-�� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Ir - Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: I,1 �'y Job Address: S 5 W Permit Number: r 3000 cf V ❑ No one available for inspection: TimeD U AM/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: 4L-, J DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE �P�(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: >s Job Address: Permit Number: ❑ No one available for inspection: __T` ime AM/PM Re -Inspection required: Yes I Nom\\ When corrections have been made, ca for re -inspection at 303-234-5933 Date: Inspector: t� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: a- �" Job Address: 5-y r S- a 4 j 1 y/ UP Permit Number: 1_1�0 j -3-0-0 G j / 0 ve ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: hspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:r� ( Unce'r Y r4 Job Address: 5ECI-T W - a 4,-, A - Permit Number: SAI 3o0a 94 �GI�GC � �) ��e✓' � tra� ❑ No one available for inspection: Time I I �'QM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: - Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: V 0 nd Job Address: 5895 W . 2 i A tvej - Permit Number: a�o13dC`s��1' ❑ No one available for inspection: Time C -26AM)PM Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE 41 CITY OF WHEAT RIDGE ' Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 41-11. e� Job Address: 7 ;jIQ 7`1Z Permit Number: l,` It .2, 411 r- ❑ No one available for inspection: Time /0 `f /PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 r' Date:ofLI alnspector: DO NOT REMOVE THIS NOTICE e I' CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: �2 C a ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: E%' Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Miscellan PERMIT - 201300094 PERMIT NO: 201300094 ISSUED: 04/17/2013 JOB ADDRESS: ASHLAND RESERVOIR / 5895 W 29th Ave. EXPIRES: 04/17/2014 JOB DESCRIPTION: Demo existing 20 mg water storage basins and construct 2 new 10 mg concrete water storage tanks. **REVISION**The building shell for the Water Quality Control Building; The foundation, mechanical and electrical were in the original drawings; Includes masonry framing, roofing, doors & windows. 274 sq ft Added Valuation $100,000 *** CONTACTS *** OWNER (303)455-2468 SUTPHIN MARY S CON (970)871-7121 Licensing Dept. 120165 Western Summit Constructors SUB (303)841-3881 Brenda Elliot 130028 Colorado Cleanup Corporation SUB (303)841-3881 Brenda Elliot 130028 Colorado Cleanup Corporation SUB (505)884-0155 Bobby C. McDade 070225 McDade -Woodcock Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2412 / LAKESIDE, STEWART GARDENS, OLI BLOCK/LOT#: / *** FEE SUMMARY *** Total Valuation Plan Review Fee Use Tax Permit Fee Engin. Review Fee Misc. Fee Use Tax Estimate Permit fee additiona Use tax additional ** TOTAL ** *** COMMENTS *** ESTIMATED PROJECT VALUATION: 30,074,805.69 FEES 0.00 107,875.33 537,224.50 81,695.67 800.00 2,887.16 73,326.90 81,695.67 73,326.90 958,832.13 *** CONDITIONS *** MR: All lighting shall be in conformance with Section 26-503 of the Zoning and Development Code with fixtures fully shielded so that the source of the illumination is not visible from adjacent properties and streets. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 1250 of the cost of the installation shall be required.All parking and driving areas shall be in conformance with Section 26-501 of the Zoning and Development Code. KC: Approved per plans and red -line notes on plans. Must comply with 2006 IBC, 2005 NEC and all applicable City of Wheat Ridge Municipal Codes. Subject to field inspections. DFB: Right of way construction permits required for public improvement construction and drainage certificate required subsequent to completion. City of Wheat Ridge Commercial Miscellan PERMIT - 201300094 PERMIT NO: 201300094 ISSUED: 04/17/2013 JOB ADDRESS: ASHLAND RESERVOIR / 5895 W 29th Ave. EXPIRES: 04/17/2014 JOB DESCRIPTION: Demo existing 20 mg water storage basins and construct 2 new 10 mg concrete water storage tanks. **REVISION**The building shell for the Water Quality Control Building; The foundation, mechanical and electrical were in the original drawings; Includes masonry framing, roofing, doors & windows. 274 sq ft Added Valuation $100,000 1, by my signature, do hereby at that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and tj�at all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. OZ/ o gnatui�f OWNER or CONTRACTOR (Circle one) Date I This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180_days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Offial and is not guaranteed. No work of an manner shall be performed that shall results in a change. of the natural flow of water without prior and specific approval. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. The issuaRce or granting ofa p'nnit s ' Il no be construed to be a permit for, or an approval of, any violation of any provision of any ap li bi ode or ny ordi .an f this jurisdiction. Approval off jwork is subject to field inspection. Signature of Chief Building Official Date t e REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. r City of WheatRAle COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(@ci.wheatridae.co.us I FOR OFFICE USE ONLY I Add to Permit # �Lvl3(Dov9 (� if3 R-"- A1A P MSM t _ Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 5895 W. 29th Avenue (Current Permit # 201300094) Property Owner (please print): Denver Water Phone: (3 0 3) 628-6000 Property Owner Email: Martin. Garcia@DenverWater. . org Mailing Address: (if different than property address) Address: 1600 West 12th Avenue City, State, Zip: Denver, CO 80204 Submitting Company: Western Summit Constructors, Inc. Contact Person: Steve Bosshart Phone: 303-250-0193 Contractor: Western Summit Constructors, Inc. (CMAR) Contractors City License #: Contractor E-mail Address: 120165 Phone: (303) 298-9500 Steve.Bosshart@WesternSummit.com Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour— 2 hour minimum). Description of revised/amended work: The building shell for the Water Quality Control Building mechanical and electrical were in the original drawings. framing, roofing, doors & windows. Sq. FULF Amps 274 SF Btu's Squares Gallons Other The foundation, me, Includes masonry, Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) $-] I�9-r-0�9 Estimate -�� I � OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: PRINT NAME: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (ORWER) (CONTRACTOR) / Steven A. BOSShartSICNATURE: - DATE: 06Z_/U�l/.b ZONING COMMMENTS: Reviewer BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: iia PROOF OF SUBMISSION FORMS «! Fire Department ❑ Received ❑ Not Required Water District ❑ Received Sanitation District ❑ Received DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION ❑ Not Required ❑ Not Required Building Division Valuation: $ City of Wheat Midge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Good Afternoon Eugene, Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Our office is in the process of reviewing the plans for 5895 W 29th Ave and there are a couple of review comments to be addressed prior to moving forward with the approval of the project. 1) The plans need to be stamped by a Colorado licensed engineer. 2) The plans need to reflect the 2012 IBC codes Once these items are received, the plan review can commence. Please let me know if you have any questions or need additional information. Thanks, Bill Myers Plans examiner/ Combination Inspector 7500 W. 29Th Ave Wheat Ridge, Co 80033-8001 303-235-2878 www.ci.wh eatridge.co. u s City of "� Wheat l dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 September 28, 2012 Denver Water Attn: Martin Garcia, Project Manager 1600 W. 12`h Avenue Denver, CO 80204 Dear Mr. Garcia: At its meeting of September 10, 2012, City Council APPROVED Case No. SUP -12-03, a request for a Special Use Permit to allow reconstruction of a quasi -public facility and a major haul operation with variances on property zoned Residential -One (R-1) and located at 2901 Fenton Street, for the following reasons: 1. There will be a public benefit as a result of the reconstruction. 2. The proposed SUP will not contribute to blight in the neighborhood. 3. There will be benefits due to increased landscaping and pedestrian connections. 4. There will be no negative impact to utilities, parks, schools or other facilities and services. 5. The criteria used to evaluate a Special Use Permit support the request. With the following conditions: 1. All representations made during public hearing testimony and as detailed in the case file shall be adhered to. 2. Denver Water will keep citizens apprised of the project status through a regularly mailed newsletter. 3. Project status meetings will be held with City office personnel as needed. 4. The monitoring station be redesigned to emulate some of the features of the existing well house on the property including but not limited to some fagade features, materials used, and glazing or the well house be rebuilt somewhere else on the site. 5. Perimeter fencing be modified to have enlarged steel pillars with decorative finials every 100 feet as existing at the Ashland Decentralization Station. 6. Additional plantings be shown on the western side of the access drive from W. 29`h Avenue. Please feel free to contact me at 303-235-2845 if you have any questions. Sincerely, Lauren Mikulak Planner I www.cLwheatridge.co.us Enclosure: Draft Minutes Resolution 44 cc: SUP -12-03 (case file) SUP 1203.doc ►a1 City of Wheatjid�e COMMUNITY DEVELOPMENT City of wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 September 28, 2012 Denver Water Attn: Martin Garcia, Project Manager 1600 W. 12`h Avenue Denver, CO 80204 Dear Mr. Garcia: At its meeting of September 10, 2012, City Council APPROVED Case No. SUP -12-03, a request for a Special Use Permit to allow reconstruction of a quasi -public facility and a major haul operation with variances on property zoned Residential -One (R-1) and located at 2901 Fenton Street, for the following reasons: I . There will be a public benefit as a result of the reconstruction. 2. The proposed SUP will not contribute to blight in the neighborhood. 3. There will be benefits due to increased landscaping and pedestrian connections. 4. There will be no negative impact to utilities, parks, schools or other facilities and services. 5. The criteria used to evaluate a Special Use Permit support the request. With the following conditions: 1. All representations made during public hearing testimony and as detailed in the case file shall be adhered to. 2. Denver Water will keep citizens apprised of the project status through a regularly mailed newsletter. 3. Project status meetings will be held with City office personnel as needed. /\ K 1 4. The monitoring station be redesigned to emulate some of the features of the existing well V ` ' house on the property including but not limited to some fagade features, materials used, and glazing or the well house be rebuilt somewhere else on the site. 5. Perimeter fencing be modified to have enlarged steel pillars with decorative finials every 100 feet as existing at the Ashland Decentralization Station. 6. Additional plantings be shown on the western side of the access drive from W. 29`h Avenue. Please feel free to contact me at 303-235-2845 if you have any questions. Sincerely, Lauren Mikulak Planner I www.d.wheatridge.co.us Enclosure: Draft Minutes Resolution 44 CC" SUP -12-03 (case file) SUP 1203.doc II 10 AAA 1 AV ACAC1 SUMMIT" December 27, 2016 City of Wheat Ridge 7500 W. 291h Ave. Wheat Ridge, CO 80033 Re: Ashland Tank Replacement — Water Quality Monitory Building Building Permit Number 201300094 Attn. Bill Myers Dear Bill, WESTERN SUMMIT Suite 110 160 Inverness Drive West. Englewood, CO 80112 phone (303) 298-9500 fax (303) 325-0304 In response to the attached letter we offer the following: 1) Greg Short with Short & Brennan reviewed the energy code and his understanding is that for other than Group R occupancies, the required R -value per 2012 IECC for our situation is R-38. That's what is shown on the drawings. This is based on the IECC Table 402.2 for Climate Zone 5. Does the City agree with this interpretation? In not where in the 2012 energy code is the requirement for R-49 in the ceiling? 2) Greg Short with Short & Brennan reviewed the IECC Table 402.3 for Climate Zone 5 and his understanding is 0.38 is the requirement. Does the City agree with this interpretation? In not where in the 2012 energy code is the requirement for 0.32? 3) All drawings have been removed that deal with the structure below as they were previously submitted and approved. This submittal is from the top of the deck up. 4) See item 3 above. 5) The drawing set has been revised to include new drawings G-1, A-1, A-2, A-3, A-5, A-6, 5-41, S-42, 5-43 and previously submitted drawings M-1, M-2, E-2, E-3, E-4, E-5. These drawing show the Mechanical & Electrical for the Water Quality Monitory Building as requested. 6) The equipment is shown on the M and E drawings. 7) The electrical panels are shown on the E drawings. Please contact me with any questions. Sincerely, J -//- A. Bosshart Project Manager Western Summit Constructors, Inc. City of WheatRidge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Good Afternoon Eugene, Our office is in the process of reviewing the plans for 5895 W 291h Ave and there are a couple of review comments to be addressed prior to moving forward with the approval of the project. These plans are being reviewed as a group "U" 1) Page A-3 #17 shows R-38 in the ceiling, the 2012 energy code requires a R-49 in the ceiling. 2) On page A-5 what is the a —value of the windows? The minimum requirement is .32. 3) Page A-4, The stair detail needs to meet the requirements of the 2012 IBC, 1009.7.2 Please show the revised detail. 4) Per 1009.7.5.3 solid risers are required, there shall not be open risers allowing a 4" spare to pass through. 5) Please submit electrical, plumbing, and mechanical plans. 6) On page A-1 please show what equipment and where the equipment is to be installed. 7) Please show where the electrical panel will be located. Once these items are received, the plan review can commence. Please let me know if you have any questions or need additional information. Thanks, Bill Myers Plans examiner/ Combination Inspector 7500 W. 29Th Ave Wheat Ridge, Co 80033-8001 303-235-2878 wwwA.wheatridge.coms City of �" Wheatj�idge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Good Afternoon Eugene, Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Our office is in the process of reviewing the plans for 5895 W 29t' Ave and there are a couple of review comments to be addressed prior to moving forward with the approval of the project. These plans are being reviewed as a group "U" 1) Page A-3 #17 shows R-38 in the ceiling, the 2012 energy code requires a R-49 in the ceiling. 2) On page A-5 what is the a —value of the windows? The minimum requirement is .32. 3) Page A-4, The stair detail needs to meet the requirements of the 2012 IBC, 1009.7.2 Please show the revised detail. 4) Per 1009.7.5.3 solid risers are required, there shall not be open risers allowing a 4" spare to pass through. 5) Please submit electrical, plumbing, and mechanical plans. 6) On page A-1 please show what equipment and where the equipment is to be installed. 7) Please show where the electrical panel will be located. Once these items are received, the plan review can commence. Please let me know if you have any questions or need additional information. Thanks, Bill Myers Plans examiner/ Combination Inspector 7500 W. 29Th Ave Wheat Ridge, Co 80033-8001 303-235-2878 www.ci.w heatridge.com s 0 w " k: ! v: 5 Property Ow ner (please print): -Dc- Phone: Mailing Addres different than property address) R♦♦ , OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate, that I have react and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued bared on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. e r "D DAM T, ,. N • • I NEW 277Z480V 3PH 4W SERVICE NTS 7 ONE-LINE McDade-Woodcock, Inc, DIAGRAM Electrical, Instrumentation o & Control Contractors (""IMIAL Co 901 12 Ph 30,1 40� � 409 Fax YB-18034818 N EW ME D1 4 t � # � X APPROVED Subject to Field Inspecflons M Wheat Ridge Building Dept, or SITE PLAN McDade-Woodcock, Inc, Ac� & Electrical, Instrumentation Control Contractors 15;4.35 E., FYemw CI£.. -r E Centrma1, CO 9,0112 Ph.101- 803 Pas tff3- R43.C$E3 SHEET df CaM NO P7 PLUG sPREV"„, .aamY WSTA ? ftkg is �' "- P.ff k , A" pat <o " t m 1 t !t N EW ME D1 4 t � # � X APPROVED Subject to Field Inspecflons M Wheat Ridge Building Dept, or SITE PLAN McDade-Woodcock, Inc, Ac� & Electrical, Instrumentation Control Contractors 15;4.35 E., FYemw CI£.. -r E Centrma1, CO 9,0112 Ph.101- 803 Pas tff3- R43.C$E3 SHEET df is t " t i YZ "CE R M511 �r k N EW ME D1 4 t � # � X APPROVED Subject to Field Inspecflons M Wheat Ridge Building Dept, or SITE PLAN McDade-Woodcock, Inc, Ac� & Electrical, Instrumentation Control Contractors 15;4.35 E., FYemw CI£.. -r E Centrma1, CO 9,0112 Ph.101- 803 Pas tff3- R43.C$E3 SHEET df of C14 he- at 1��4,919C Dam COMMUNTITY DEVE-LOPMENT Plan # Building & Inspection Services Division Pennit # 7500 W, 29'�Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Request Line: 303-234-5933 Building Permit Application (Complete g1l highlighted areas) Property Address: ! 9944,; Property Owner (please print): 7>-rl V-ev- VAtZ�,_ Phone-, Mailing Address., (if different than property address) Address. Moe,) City, State, Zip: Contractor., fVer>,kr' el V Contractors City License #: Phone: Tub C'entraotr're., 7P�, D Electrical� Plumbing: Mechanical.- City License # City License # City License # 2jjSd2V2M2L&2r!jj (Fully describe work to be performed - Attach additional sheet If necessary) tk" liA 0 /1, '4, �Woersokk,*,R �0A44,—Vi4r5se' Contract Value of all work, $ kv f, okvfa, it PLI2'4 V tv Review Fee (due at time of submidat): Squares BTU's — Gallons _ Amps Sq Ft, I F_ OWNERICONTRACTOR SIGNATUTRE OF 1,7NDERSTANDING AND AGREEMENT I hcreby ccmfy that the setback distaner- prorxised by this llennit application air acvuralc and do not violate applicahic ordinances, nfles or regulations of the City of it Ridge or coi-enants, castmerns or restrictions of tecx)rd; that all maasurements shown and allegations made are, accurate, that I have read and jgrec to abide by all conditions ritinted tin this application and that I assurne full responsibility for Compliance Willi applicab-le City of Wheat Ridge cmics and ordinanlrts for !work, tinder any jinn issued basad on this application: that I ain tile le& gal m4mer or haa c heen authorized by the legal ownor of the property to hcd�yrin tho described work - and ;errs also authonyed by di c legal oumr of an% entity included on this application to list that entity on this application, E CIRCLE 1N (OWNTRI ft -ON' rt. gr f4L'TIIORIZEDREPRESfYT4TIll-,J of (011',NER) i`C0VTR,4CT0N) fHMNAME, MkTL 7 1&4 - Bldg Valuation, A-1 I'" C,-- CITY OF WHF-AT RIDGE BUILDING AND IN'SPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855, 303,2371-8929 ?'roof of Submission for Permitting/Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time Of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: _�L�2-�01 Project Address: '5'9 '7- 5 VJ 0-4-t- 21 Vf k-a'c-i Name of Firm/individual submitting documents: 4-1 r t V�- . -' Project Type/Description: I �� W 4) Signature of Firm Representative or Individual: # cAi r-. k,,e r- a duty authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Wheat Ridge Fire Protection o Wheat Ridge Sanitation District Arvada Fire Protection o Clear Creek Sanitation District • Wheat Ridge Water District o Fruitdale Sanitation District • Consolidated Mutual Water District o Westridge Sanitation District Valley Water District o Other Denver Water Agency Notes: Date: COV of .6atRL(Izc CrrY Of WMAT RIDGE B-0111MG AND IN'sPECTION SEXVM DIMION 7500 W 29th Ave Wheat Rid-ze, CO 80033-8001 p. 303.2352855J 34-23-1-99" 1111 11 1111 1111111111 111:1�oiiq�iiiiil 11�iifl I i � i I•OU = arenza= A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 0 - Project Address. "7 VJ, 4A -L -Z 1 Name of Firm/Individual submitting documents: Project Type/Description: IYXA� 44 -s -Se -- Signature of Firm Representative or individual: a Wheat Ridge Fire Protection o Arvada Fire fttection )pc- Wheat Ridge Water Distridt a Consolidated Mutual Water District o Valley Water District o Denver Water o wheat Ridge Sanitation District 0 Clear Creek Sanitation District o Fruftdale Satlitztion District o Westridge S�anitabon District o Other Signature,Date: 43(Ag i 4Re"sentativeZ)—=— OTY OF WHEAT RIDGE BUILDINGAIND i SA Tr ti SERVICES DIVISION 7500 W 29th Ave Wheal Ridge, CO 80033-8001 p. 301235,285S,f 303,237.8929 fill �03=111 A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: Project Address: 5795 5 VJ LA -t" 2,rl wk-r'� �- Name of Firm/Individual submitting documents: 44-- x" ~, Project Type/ Description: Signature of Firm Representative or Individual: DO NOT WRITE BELOW THS ZOINT,,-, FOR AGENCY USE ONLY 1, cie- am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. * Wheat Ridge Fire Protection * Arvada Fire Protection * Wheat Ridge Water District o Consolidated Mutual Water District o Valley Water District o Denver Water Agency Notes: 1= (Agency Representative) '>< Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Date: --JYZ1 11 City of ]�qrWh6atR�ioge PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29"' Ave. April 1, 2013 his. Susan Hagen Western Summit Constructors 9780 Mt. Pyramid Court, Suite 100 Englewood, CO 80112 303325.0341 Wheat Ridge, CO 80033-8001 P: 303,235.2861 1": 303.235.2857 Re: First Review Comments of the Civil Constructions Plans in the Building Pennit Application (BPA) for the Ashland Reservoir Tank Replacement Project located at 2901 Fenton Street. Dear Ms. Hagen, I have completed the first review of the above referenced documents received with the BPA on fanuary 22, 2013, and this letter is to inform you that all civil engineering documents for this development have been reviewed and are hereby approved for construction by the Department of Public Works. PLEASE BE AWARE OF TIIE....F,O..I,.,I,OWING ITEMS FOR THIS PROJECT: I . Public Improvements Cost Estimate & Contractor Bonding While it is understood that this work inay not commence for a couple of years, prior to the issuance of any Right -of -Way Construction Inc its to complete the required public irnprovellients, an itemized engineer's cost estimate will need to be submitted for review and approval. Upon acceptance of this estimate by Public Works, the contractor who will perforin tile construction work within the public Right -of -Way shall post a bond in the amount of the approved cost estimate plus 2501,10 (total of 125%) at the time of issuance of the first Right -of -Way Construction Permit. 2, Right -of -Way Construction Per a. RO ff Permits, Prior to any construction within the public right-of-way (ROW), the necessary Right -of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and casement or ROW dedications. b, Licensing. All work within the public Right -of -Way shall only be completed by a contractor licensed and bonded through tile public Works Department to perforin municipal work. 3. 2 -Year Warranty Period for Public Improvements The contractor shall warrant any work performed within the public Right -of -Way for a period of two (2) years, commencing upon completion of all constructed public improvements and Final Acceptance, by the City Inspector. Prior to the expiration of said 2 -year Warranty Period, if the City Inspector at any time demos that the constructed public improvements are in such condition as to require replacement or repairs, the contractor shall complete such repair work upon request per the City of Wheat Ridge Permit Testing and Inspection Requirements, 4. Public Improvements Along Frontages It will be the responsibility of the contractor perl"onning the public improvement construction work wwwx1.wheatHdge.co.us April 1, 2013 Page 2 within the city Right -of -Way, including any work by sub-contractor(s), to repair any damage to existing improvements along or directly adjacent to the property frontages of W. 300' Avenue, Fenton Street,,, and W. 29"' Avenue as a result of construction activities related to the Denver Water Ashland Reservoir Tank- Replacements (Contract 14063B) project. 5. NPDES/CDPS Permit and Stormwater ManagementPlan An NPDES permit is required for all construction sites greater than one (1) acre in size. The site area for this project is greater than one acre and shall therefore comply with NPDES regulations. The NPDES permit for construction activities is issued by the State through the Colorado Discharge Permit System (CDPS), and may be obtained by contacting the Colorado Department of Public Health & Environment, Water Quality Control Division. A Stormwater Management Plan (SWMP) detailing the Best Management Practices to be utilized both during and also post construction is required with this development, A Copy of the CDPS Permit and Stormwater Management Plan (SWMP) shall be submitted to the Department. of Public Works for review and approval prior to issuance of any Demolition or Building Permits. 6Public Improvement Restoration in the IGA `rhe Intergovernmental Agreement (IGA) should be referenced for repairs or restoration to any haul routes or other surrounding roadways and/or other public improvements within the city of Wheat: Ridge need(,-(] as a result of damage from construction traffic related to this pr(liect. The IGA will address impacts to streets and public improvements in addition to those stated in Requirement 4 above. 7. Debris Tracking The holder of the CDPS Permit for the project shall be responsible for maintaining all affected roadways on a regular basis such that they remain free of construction debris and tracking from construction traffic accessing the site. S. Drainage Certification w/As-Built Plans required prior to C.O. Upon completion of the drainage improvements, the E ngineer-of-Record Mr. Adam T. Monchak, P.P., shall provide to the City of Wheat Ridge a written, signed and sealed Dramage Certification Letter stating that the overall site grading was completed per the approved Grading and Drainage Plans, all drainage facilities were constructed per the approved construction plans and shall function as defined in the approved Final Drainage Report/Plan, and that the site has been accurately surveyed to confirm that the grading and construction of all drainage facilities was completed in accordance with these documents. 'The Drainage Certification Letter shall be submitted to the City for review and approval, and shall be accompanied with As -Built Plans on the Current Citta Datum for all constructed drainage facilities prior to issuance of the Certificate of Completion, Three (3) copies of the "As -Built" Plans are to be submitted as follows: a. One (1) hardcopy is to be signed & sealed on 24" X 36" bond paper, and b. Two (2) electronic files are to be delivered on DVD/CD-ROM as follows: One (1) file in AutoCAD 2007 DWG format and one (1) tile in lily Fformat. 9. Stormwater Maintenance Agreement and 0 & M Plan Required All post -construction Best Management Practices (BMP's) for water quality must be maintained and inspected by the property owner(s) per Section 20-34 of the City of Wheat Ridge Municipal Code of Laws. For above -ground detention facilities with outlet, structures, underground detention facilities, porous landscape detention areas, porous pavement, and centrifuge type devices such as a Rinker StormeepterO, a Storrnwater Maintenance Agreement accompanied by an Operations and Maintenance (0 & M) Plan will be required prior to issuance of the Certificate of Occupancy. The 0 www.d.wheatridge.co.us AAAand ReserVk)ir 2901 Vernon S� Constnwfion Plans for BPA - approval,hr,dac.x Public Works Engineering April 1, 2013 Page 3 & M Plan shall be kept current and will be inspected on a regular basis by City staff to ensure compliance with the State and local requirements. The 0 & M Schedule/Log is typically assembled by the Engincer-of-Record, must be kept current by the property owner, and will be inspected oil a regular basis by City staff to ensure compliance with City of Wheat Ridge Municipal Code requirements. Contact Bill LaRow, Storrnwater Program Manager at 303.235.2871 for additional information. 10. Information Information pertaining to the Public Works development requirements, land surveying, platting, and ROW information, as well as the City's Standard Street Construction, and Stoniiwater/Erosion Control Details are available on the City of Wheat Ridge website at: www.ei.wheatridge.coms The above comments are as of the date reviewed and may not reflect all comments from other departments or reviewing agencies. If you have any questions, please contact me at 303.23 .286 . Sincerely, David F. Brossman, P.L.S. Development Review Engineer/City Surveyor CC: Steve Nguyen, Enginmring Manager Russ Higgins, Field Services Supervisor John Schumacher, Chief Building Official Meredith Reckert, Senior Planner Bill LaRow, Stormwater Prograrn Manager File wwwA.wheatridge.co.us AsWand Roenoir 2001 Fenton SI-Construction Plans for 14PA - approvathrdocx April 1, 2013 Page 4 1 CITY OF WHEAT RIDGE MATERIALS AND TESTING REQUIREMENTS FOR CONSTRUCTION OF PUBLIC IMPROVEMENTS DESCRIPTION Materials sampling and testing for public improvements shall be performed by an independent materials testing company at, the expense of the developer, and/or utility district. Unless otherwise designated, all referenced specifications, standards or policies shall be the latest edition as revised or updated by approved supplements published and issued prior to the date of the building permit. REQUIREMENTS All materials sampling and testing shall be performed by certified, experienced and qualified materials testing technicians who work under the supervision of a registered professional engineer in the State of Colorado. All materials sampling and testing equipment shall be serviceable and have current calibrated certifications. Soil classifications and moisture -density curves shall be provided to the Department of Public Works inspector prior to in-place density testing. Materials testing technicians shall furnish copies of failed test results to the inspector as promptly as the results become available. On a weekly basis when testing is being performed, the developer shall furnish the inspector with copies of all test results taken during the prior week and a cover letter, signed by the supervising registered professional engineer, which summarizes the results and discusses any failed tests or inconsistencies. The City materials testing requirements are provided in Table °720-1. All testing procedures of verification and central lab requirements shall be as specified in the Frequency Guide Schedule of the Colorado Department of Transportation Field Materials Manual. One test is required for any fraction of the specified frequency, The reference to Section 203.07 in the table is from the Colorado Department of Transportation Standard Specifications for Road and Bridge Construction. ww%,Awheatridge.co.us Ashl,and Reserwir-2401 t'enton StConmrkwfion Plans kir BPA -approvil.ltr*wx i�r* Y -CIT M R -T♦7E11,701A,II April 1, 2013 Page 5 Table 720-1 City of Wheat Ridge Materials Testing Requirements Type of Test Frequency Remarks Soil Surrey (Classification), I per 500 feet of roadway, Surveys for roadway and trench AASHTO M 145 Sidewalk or pipe trench may be combined Moisture -Density Curve, I per on-site soil type AASlITO method determined AASHTO T99 I per import material source By soil or materials type Embankment in-place density, I per 250 feet per lane per�6-inch Minimum density per soil Colorado Procedures loose lift classification, Section 203.07 Roadway sub rade in-place I per 250 feet per lane Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Sidewalk sub rade. in-place I per 250 feet of sidewalk Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Pipe trench in-place density, I per 200 feet of trench per IS Minimum density per soil Colorado Procedures inch vertical interval Classification. Section 203.07 Aggregate base course in-place I per 250 feet per lane Minin-turn 95% of maximum density, Colorado Procedures Density, T 180 Lime treated sola g ,rade in place I per 250 feet per lane No less than 950/,� of std, dry density, Colorado Procedures density and opt. rnoisture,T99 Cernent treated base in place I per 250 feet per lane Density in accordance with contract density, Colorado Procedures documents, T134 Hot Bituminous Pavement I per 1000 tons Within specifications of asphalt content and gradation Approved rnix design, binder PG 64-22 Hot Bituminous Pavement in I per 100 tons 92-9611/10 of maximum density, "1"200.)9 place density, Colo, Procedures Concrete compressive strength I set per 50 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing Concrete air content and slump I per 25 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing wwwxi.wheatridgexoms AsMand Reservoir 2901 Fento"St Comtruction Plaw, for [VA - apprmal.hrdocx City of aLIC WORKS City of Wheat Ridge Municipal Building 7500 W.29"' Ave, Wheat Ridge, CO 80033-8001 i'. 303.235186 F°': 303.235,2857 PUBLIC WORKS DEVELOPMENT REVIEW,,FEES Date: Location of Construction: &qS z1,i.,zJ44,4 i.= - Purpose of Construction: «* it Commercial Develc ment Review Processing Fee- ......... ............... .......... $100.00 (Required of all projects for document processing) Sin Ie FamiE Residence/ n Ie Review Fee :..................................... $50.00 CommerciaLtNlulti-Family Review Fees: • Review ofexisting or minimal technical documents: ... $200.00 • Initial review' oftechnical civil engineering documents (Fee includes reviews of the I" and 2 submittals): .............. $600.00 • Traffic Impact Study Review Fee: (Fee includes reviews ofthe I" and 2nd st€bmittals) ......... .............. $500.00 • Trip Generation Study Review Fee: — $200.00 • 0 & M Manual Review & SMA Recording Fee— .......................... $100.00 ° Each Application will be reviewed by staff once and returnedfor changes, It after review of the second submittal changes have not been made to the civil documents or the Traffic Study ars requested by staff; further reviews of the Application will he subject to the following Resubmittal Fees: • Resubmittal Fees: 3"' submittal (!/2 initial review fee) ............ ...... .......................... $300.00 $ ,tet, submittal (full initial review fee): $600.00 S All subsequent submittals: $600.00 (Full initial review fee) PLEASE islC)TE THAT IN ADDITION TO THE; ABOVE FEES, THERE WILL BE AE E)I°EIONAI.. LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY, www.6wheatridge.co.us Rev 1'? 2 00 # Western Summit Constructors,, Inc. Letter of Transmittal # 9780 Mt, Pyramid art; Suite 100 Phone: (303) 298-9500 W E S T E R, Englewood, CO 80112 Fax: (303) 325-0304 No.0000008 SUMMIT, Ashland Reservoir Tank Replacements CMAR Project No. 340010 NEE= City of Wheat Ridge John Schumacher 7500 West 29th Avenue Wheat Ridge, CO 80033 Tel. Fax: Western Summit Constructors, Inc. Susan Hagen 9780 Mt. Pyramid Ct.; Suite 100 Englewood, CO 80112 Tel: (303) 298-9500 f -ax: (303) 325-0304 Date: 1/1-8/2013 Package Transmitted For: Submission Delivered Via: Item I Q—tl 0000001 3.00 Job Specific Specifications 0000002 3.00 Addendurns #I & #2 0000003 3.00 Denver Water Standard Specifications 0000004 3.00 24 x 36 Plans Remarks: Per your request, included are three full size sets of plans, as well as three copies of the job specifications & Denver Water's standard specifications. Also included are three copies of Addendum #1 and 2. der Signature Sign d Date 112612013 Page I Package Transmitted For: Submission Delivered "'iia Hand Item #. Qtj Description Reference 0000001 Remarks: Attached are the following documents for your review regarding Denver Water's Ashland Reservoir Tank-, Replacements project: 1. One complete copy of the plans. . One CD containing a complete copy of the plans, job specific specifications, Denver Water's standard specifications, Addendurns #1 and ff2, as well as the CDPHE COG & , PEN Permits. 3. One COWR Building Permit Application. 4. Proof of Submission Forms from Wheat Ridge lire Protection, Wheat Ridge Water District, Wheat Ridge Sanitation District and the City of Lakewood. We have also submitted pertinent drawings to Colorado D(Yf' but have not received their signed form as yet. We will forward that as soon as itt is received. 5. Copy of COME COG Permit 315201 for Groundwater Remediation. £r. Copy of CDPHE APB.N Permit 12JE201L. 7. Check for the Review Pee in the amount of S81.485.33. Bids on the project will be. received :tan 22nd. Shortly after that, Subcontractors will be identified and we can furnish their license numbers. It will be the responsibility of our excavation subcontractor to obtain the SWME'P permit. it. We understand that no building permit can be issued until our subcontractors are identified., Lakewood & CDOT Proof of Submission forms are provided and a copy of the CDPS permit & Stormwater Management Plan submitted. Please let me :know if you need any additional information. Thanks der Signature i ned Date T12112-013 Pagel Western Summit Constructors,Inc. Letter of s ttal IIIra 9780 Mt, Pyramid Ct; Suite 100 Phone: (303) 98-9500 No.0000007 E s T r, N Fnglewexxt, Co 80112 Fax; (3« 3) 325-0304 I Ashland Reservoir Tank Replacements CMAR Project No. 340010 Description: Date: 1/1812013 Trans ltt d"To: Witted City of Wheat Ridge Western Sunanrtt Constructors, Inc. John Schumacher Susan Iiagen 7500 West 29th Avenue 9'18 Mt. Pyramid Ct.; Suite 100 Wheat Ride, CO 80033 Englewood, CO 8011.2 Tel: Tel: (303) 298-9500 Fax: Fax:: (303) 32.5-0304 Package Transmitted For: Submission Delivered "'iia Hand Item #. Qtj Description Reference 0000001 Remarks: Attached are the following documents for your review regarding Denver Water's Ashland Reservoir Tank-, Replacements project: 1. One complete copy of the plans. . One CD containing a complete copy of the plans, job specific specifications, Denver Water's standard specifications, Addendurns #1 and ff2, as well as the CDPHE COG & , PEN Permits. 3. One COWR Building Permit Application. 4. Proof of Submission Forms from Wheat Ridge lire Protection, Wheat Ridge Water District, Wheat Ridge Sanitation District and the City of Lakewood. We have also submitted pertinent drawings to Colorado D(Yf' but have not received their signed form as yet. We will forward that as soon as itt is received. 5. Copy of COME COG Permit 315201 for Groundwater Remediation. £r. Copy of CDPHE APB.N Permit 12JE201L. 7. Check for the Review Pee in the amount of S81.485.33. Bids on the project will be. received :tan 22nd. Shortly after that, Subcontractors will be identified and we can furnish their license numbers. It will be the responsibility of our excavation subcontractor to obtain the SWME'P permit. it. We understand that no building permit can be issued until our subcontractors are identified., Lakewood & CDOT Proof of Submission forms are provided and a copy of the CDPS permit & Stormwater Management Plan submitted. Please let me :know if you need any additional information. Thanks der Signature i ned Date T12112-013 Pagel 3039"7M 16:13:06 01-18-2013 2/2 ("fly of ea C' 750GW1-%Avg WhWRWge,CO 9003-8001p•30123518515J303,237-9929 Proof of Submission for Permitting/Plan Review A copy of this form must be completed, by each agency indicated on the Permit Submittal Checklist for the project type and be attached,,O, the Building Permit Appilcation at the time of subrytission. Applications presented for stibrnission vAthout a completed Proof of Submission form from a required agency will not be accepted or processed. Date: -2 Project Address, 579,5 5; WtA-t- 241 Name of FirmAndMdual subrriftting documents: Project TyPe/Description: 44-7-5 r'�- 41- C - Signature of Firm Representative or lndMduak indicated below and do, by my-Anature below, hereby ad- ledge receipt of documents necessary for review and approval of the project indicated above. AoencV OV_rS§gnJeJ; (Please chwk one) * Wheat Ridge Fire Pmt ection * Arvada Fite Protection * Wheat Ridge Water District * Consolidated Mutual Water District * Valley Water District * Denver Water Agency Notes: * Wheat Ridge Sanitation District * Clear Creek Sanitation District * Fruitdafe Sat don District * Westridge Sae ti District ;K Other Signature: Date - (Agency lte STATE OF COLORADO COLORADO DEPARTMENT O PUBLIC HEALTH AND ENVIRONMENT AIR POLLUTION CONTROL DIVISION cs� cow TELEPHONE: 303 692-3150 � 187 CONSTRUCTION PERMIT PERMIT NO: FINAL ISSUED TO: Western Summit Constructors, Inc. TE Land deveInment project known as The Ashland Reservoir Treated Water Tank Replacement, located at 29 and Fenton St, in Wheat Ridge (Site A) and at 20th and Quail in Lakewood (Site B), in Jefferson •Colorado, +� !, • • Civerlot grading, hauling, stockpiling, and associated construction activities, THIS PERMIT IS GRANTED SUBJECT TO ALL RULES AND REGULATIONS OF THE COLORADO AIR QUALITY CONTROL COMMISSION AND THE COLORADO AIR POLLUTION PREVENTION AND CONTROL ACT C.R.S. (26-7-101 9L "e), TO THOSE 13ENERAL TERMS AND CONDITIONS INCLUDED IN THIS DOCUMENT E' THE FOLLOWINGAND i, ik 1. The fugitive particulate emission control measures listed on the attached page (es proposed in the Fugitive Dust Control Plan submitted to the Division) shell be applied to the fugitive particulate emission producing sources as required by Regulation No. I, . This permit shell expire on January 31, 2017. t i By: KC. Moulden Permit Engineer AIRS ILS: 060/1522/001 Page 1 of 3 • Molls 4, This permit and any required attachments must be retained and made available for inspection upon request at the location set forth herein. With respect to a portable source that is moved to a new location, a copy of the Relocation Notice (required by law to be submitted to the APCD whenever a portable source is relocated) should be attached to this permit. The permit may be reissued to a new owner by the APCD as provided in AQCC Regulation No. 3, Part B, Section 11.8, upon a request for transfer of ownership and the submittal of a revised APEN and the required fee. 5Issuance (initial approval) of an emission permit does not provide "final" authority for this activity or operation of this source, Final approval of the permit must be secured from the APCD in writing in accordance with the provisions of 25-7-114.5(12)(a) C.R.S, and AQCC Regulation No. 3, Part B, Section III.G. Final approval cannot be granted until the operation or activity commences and has been verified by the APCD as conforming in all respects with the conditions of the permit, If the APCD so determines, it will provide written documentation of such final approval, which does constitute "final" authority to operate, Compliance with the permit conditions must be demonstrated within 180 days after commencement of operation. 6, THIS PERMIT AUTOMATICALLY EXPIRES IF the permittee (1) does not commence construction or operation within 18 months after either the date of issuance of this permit or the date on which such construction or activity was scheduled to commence as set forth in the permit, whichever is later" (2) discontinues construction for a period of 18 months or more; or (3) does not complete construction within a reasonable time of the estimated completion date. Extensions of the expiration date may be granted by the APCD upon a showing of good cause by the permittee prior to the expiration date. 7YOU MUST notify the APCD no later than fifteen days after commencement of the permitted operation or activity by submifting a Notice of Startup (NOS) form to the APCD, The Notice of Startup (NOS) form maybe downloaded online at�8�,cd he�,state.�cous/a�/`down�loadfor�msht�mi. Failuretodosois a violation of AQCC Regulation No. 3, Part B, Section III.G.I,, and can result in the revocation of the permit, You must demonstrate compliance with the permit conditions within 180 days aftercommencement of operation as stated in condition 5, & Section 25-7-114.7(2)(a), C,R,S, requires that all sources required to file an Air Pollution Emission Notice (APEN) must pay an annual fee to cover the costs of inspections and administration. If a source or activity is to be discontinued, the owner must notify the Division in writing requesting a cancellation of the permit. Upon notification, annual fee billing will terminate. 9. Violation of the terms of a permit or of the provisions of the Colorado Air Pollution Prevention and Control Act or the regulations of the AQCC may result in administrative, civil and/or criminal enforcement actions under Sections 25-7-115 (enforcement), -121 (injunctions), -122 (civil penalties), -122.1 (criminal penalties), AIRS ID: 060/1522/001 Page 3 of 3 5TATE OF LOMDO John W. Hickentooper, Governor cl Christopher E. Urbina, MD, MPH Executive Director and Chief Medical Of 0 Dedicated to protecting and improving the health and environment of the people of Colorado 4300 Cherry Creek Dr, S, Laboratory Services Division Denver, Colorado 80246-1530 8100 Lowry Blvd. Phone (303) 692-2000 Denver, Colorado 80230-6928, Colorado Department Located in Glendale, Colorado (303) 692-3090 of Public Health http:11www,cdphe.state.co.us and Environment August 29, 2012 Steve Bosshart, Const Mgr Western Summit Constructors Inc 9780 Mt Pyramid Ct Ste 100 Engelwood, CO 80112 RE: Certification, Colorado Discharge Permit System —Remediation Activities Discharging to Surface Water Permit Number COG315000 Certification Number: COG315261 Dear Mr, Bosshart; Enclosed please find a copy of the permit certification, which was issued under the Colorado Water Quality Control Act, Please read the enclosed permit and certification. The Water Quality Control Division (the Division) has reviewed the application submitted for the Ashland Reservoir facility and determined that it qualifies for coverage under the CDPS General Permit for Remediation Activities Discharging to Surface Water (the permit). The discharges are to Sloan's Lake within Segment 17b of the Upper South Platte River Sub -basin, South Platte River Basin, PUS 7b). Segment -- -------- ,.fbundi",n-"-t,h-e,,.,Cl"a-,s"s,ifii'c 5-fib4-tid "n" s --N . .. .....{ReqslatiidnNq� CPS I I is Rev w aiible, ai-nd is classified for the ol owing Beneficial uses: Aquatic Life; Class I "Warm; Recreation ass an Agriculture. Amide g-rraqdRatji!Ronn Review The discharge is considered short-term. Since short-term discharges are considered a temporary impact, they are exempt from the Antidegradation review. Basis for Site Specific Parameters The Division has completed a Reasonable Potential (RP) analysis for the discharge to determine the need for effluent limitations for pollutants that have a reasonable potential to cause or contribute to an exceeclance of water quality standards. A qualitative RP analysis was conducted for Tetrachloroethylene as there was not enough data to conduct a quantitative RP analysis. The sample result for Tetrachloroethylene from MW -25 was 210 ug/L, compared to the effluent limitation of 3.3 ug/L (chronic) and 5,280 ug/L (acute). Therefore, a qualitative determination of RP has been made and limitations will be added and imposed upon the effective date of the permit. A qualitative RP analysis was conducted for Trichloroethylene as there was not enough data to conduct a quantitative RP analysis, The sample result for Trichloroethylene from MW -25 was 57.7 ug/L, compared to the effluent limitation of 30 ug/L (chronic) and 45,000 ug/L (acute). Therefore, a qualitative determination of RP has been made and limitations will be added and imposed upon the effective date of the permit. A qualitative RP analysis was conducted for Vinyl Chloride as there was not enough data to conduct a quantitative RP analysis. The sample result for Vinyl Chloride from MW -25 was 6.2 ug/L, compared to the effluent limitation of 2.3 ug/L (chronic). Therefore, a qualitative determination of RP has been made and limitations will be added and imposed upon the effective date of the permit. The quantitative RP analysis for Benzene was based upon the effluent limitations established for Segment lib of the Upper South Platte River Sub -basin, Upon review of the available analytical data submitted to the Division, the Maximum Expected Pollutant Concentration (MEPC) for Benzene was 15,100 ug/L, compared to the Benzene effluent limitation of 51 ug/L (chronic) and S,30I7 ug/L (acute). Therefore a, qualitative determination of RP has been made and limitations will be added and imposed upon the effective date of the permit. The quantitative RP analysis for Toluene was based upon the effluent limitations established for Segment 17b of the Upper South Platte River Sub -basin. Upon review of the available.analyt cal data submitted to the Envision, the MEPC for Toluene was 21,700 ug/L, compared to the Toluene effluent limitation of 5,900 ug/L (chronic)' and 17,500 ug/L (acute). Therefore a, qualitative determinations of RP has been made and limitations will be added and imposed upon the effective date of the permit. The quantitative RP analysis for Ethylbenzene was based upon the effluent limitations established for Segment 17b of the Upper South Platte River Sub -basin. upon review of the available analytical data submitted to the Division, the MEPC for Ethylbenzen was 8,110 ug/L, compared to the Ethylbenzene effluent limitation of ,100 ug/L (chronic) and 32,000 ug/L (acute). Therefore a, qualitative determination of R has been made and limitations will be added and imposed upon the effective date of the permit.. The quantitative RP analysis for Total Recoverable Iron was based upon the effluent limitations established for Segment 17b o the Upper South Platte River Sub -basin. Upon review of the available analytical data submitted to the Division, the Maximum Expected Pollutant Concentration (MEPC) for Total Recoverable Iron was 531,000 ug/L, compared to the Total Recoverable Iron effluent limitation of 1000 ug/L (chromic). Therefore a, qualitative determination of RP has been made and limitations will be added and imposed upon the effective date of the permit. Effluent Limitations • Effluent limitations for Organic Compounds came directly from the table "Basic Standards for Organic Chemicals" of The Basic Standards and Methodoloies for Surface Water (Regulation 1). The effluent limitations selected are based can the designated beneficial uses of the receiving stream. • The effluent limits for Total Recoverable Iron were taken directly from The Classifications and Standards for the South Platte River Basin (Regulation 38), with results shown in the enclosed permit certification. Source of Contamination Contamination is from leaking underground storage tames and a former drycleaner, Treatment All groundwater above effluent limits will be recie e pretreatment & filtration if necessary. VOC's will be reduced by the use of granular activated carbon. All spent treatment media will be disposed of by a licensed handler. In accordance with Part I.C.4.A.iv of the permit, the Remediation Activities Management Plan (Plan) must be kept current to reflect the description of all current pollutant control practices. General Information • Permit Actions Fees: The Annual Fee for this certification is $1,840.00 (Category 7, Subcategory 8 Coil and gas cleanup/ground water remediation per CRS -8-5021 and is invoiced every July. Do Not Pay This Now. The initial invoice will be gnMated and sent to the legal contact shortly. • Changes to the Certification, Any changes that need to be made to the certification !sage — changes in outfalls, monitoring requirements, etc., must be submitted using the "Permit and Certification Modification fours" available on our website. coloradowater errmit.,,. com,, and signed by the legal contact. • Dischar a Monitoring Reports (DMRs); DMR forms will be mailed out within the next monde. Reports must be submitted monthly as long as the certification is in effect. The permittee shall provide the Division with any additional monitoring data on the permitted discharge collected for entities other than the Division. If forms have not been received, please contact the Division at 303-682-3517. The division now has the ability to allow facilities to submit their DMRs electronically. For more Information, please call the NetDMR team at 303-691-4046 or C rPHE. QNetDMR elp tate.ca u Requirements:0 Sampling Samplingoccur at a point Management Practices (BMPs), If BMPs or treatment are not implemented,discharge control 'of the permittee, and prior to entering the receiving stream or prior to discharge to land. Samples must be representative of what is entering the receiving stream. *Termination requirements: This certification to discharge is effective long term. For termination of permit coverage, the permittee must initiate this by sending the "CDPS Permits and Authorization Termination Form." This form is also available on our web site and must be signed by the legal contact, comply with Part I.C.6 of the permit, Practices for Discharges in Exceeclance of Applicable Water Quality Standards. See Part I.E.3 of the permit for information on the Analytical and Sampling Methods for Monitoring, including specific W�W# 5� * !*.r ri'aing afthe-PaLafoLorgank_parameters can be found in the Division�., Practical Quantitation Urnitation Guidance Document, July 2008. 'This document can be found on the Division's website at Certification Records information-, The following information is what the Division records show for this certification. For any changes to Contacts — Legal, Local, Billing, or DMR — a "Notice of Change of Contacts form" must be submitted to the Division. This form is also available on our web site and must be signed by the legal contact. fA5j!jW Ashland Reservoir Jefferson County industrial Activities DESCRIPTION IN FILE SIC _Code: 1799 Legal Contact Receives all legal documentation, pertaining to the permit certification. [including invoice; is contacted for any questions relating to the facility; and receives OMRs.] Steve Bosshart, Const Mgr Phone number: 303-298-9S00 Western Summit Constructors Inc Email: steve.bosshart@westernsummit.com . ..... ... . -P7�P_Mt.fyramid Ct Ste 100 w_._... Engelwood, CO 80112 Facility Contact Contacted for general inquiries regarding the facility Mark Hendricks, Gen Supt Phone number-, 303-298-9500 Email- mark.hendricks@westernsummit.com Billing Contact Steve Bosshart Const Mgr Western Summit Constructors Inc 9780 Mt Pyramid Ct Ste 100 Engelwood, CO 80112 M� KL /- Z matt Czahor, Permit Writer WATER QUALITY CONTROL DIVISION Al xc: Regional Council of Government Jefferson County, Local County Health Department D.E., Technical Services Unit, WQCD womm Phone number: 303-298-9500 6—utfall (Z2— The dewatering effluent will go through treatment as necessary prior to discharging to the *num hole at West 29h Street and Gray Street (as described in the permit application), which flows to Sloan's Lake. The _di sh e is estirzxated at 400 GPM. The dewatering effluent will go through treatment as necessary prior to discharging to the *man hole on Gray Strect, north of the intersection of West 26h Avenue (as described in the permit application), which flows to Sloan's Lake, The discb,2Ege_is estimated at -200 GPM., --------- The dewatering effluent will go through treatment as necessary prior to discharging to the *curb flow line on W. 29h Street (as described in the permit application), which flows to Sloan's Lake. The discharge is estimated at 50 GPM. The dewatering effluent will go through treatment as necessary prior to discharging to the *existing tank drain man hole on the Ashland Tank -pareel (as_described in -the -permit applic-ation ),.,,wilicJi.,..flows-to, Sloan's-Lake— Outfall 005 c dewatering effluent will go through treatment as necessary prior �toh Fenton Street (as described in the permit application), which flows to Sloan's Lake, The dischargze is estimated at 50 GPM. Outfall 006 Outfall 007 The dewatering effluent will 90 through treatment as necessary prior to discharging to the*curb flow line on near the intersection of W. 29th and Fenton Street (as described in the permit application), which flows to Sloan's Lake. The d!i!schha�re is estimated at 200 GPM. CERTIFICATION TO DISCHARGE UNDER CDPS GENERAJ, PERMT COG315000 D REMEDIATION ACTIN1TIES DISCHARG GING TO SURFACE WATERS �f li= rd.0b ,4 =4 Env4omtnt Certification Number: COG315261 This Certification to Discharge specifically authorizes: Western Summit Constructors Inc to discharge from the facility identified as Ashland Reservoir to: Sloan's Lake Facility Located at: 29 St & Fenton, Jefferson County, Wheat lUdge, CO 80214 Facility Latitude and Latitude 39,758 3, Longitude -105.0613 'I nnoifiu4p- 6—utfall (Z2— The dewatering effluent will go through treatment as necessary prior to discharging to the *num hole at West 29h Street and Gray Street (as described in the permit application), which flows to Sloan's Lake. The _di sh e is estirzxated at 400 GPM. The dewatering effluent will go through treatment as necessary prior to discharging to the *man hole on Gray Strect, north of the intersection of West 26h Avenue (as described in the permit application), which flows to Sloan's Lake, The discb,2Ege_is estimated at -200 GPM., --------- The dewatering effluent will go through treatment as necessary prior to discharging to the *curb flow line on W. 29h Street (as described in the permit application), which flows to Sloan's Lake. The discharge is estimated at 50 GPM. The dewatering effluent will go through treatment as necessary prior to discharging to the *existing tank drain man hole on the Ashland Tank -pareel (as_described in -the -permit applic-ation ),.,,wilicJi.,..flows-to, Sloan's-Lake— Outfall 005 c dewatering effluent will go through treatment as necessary prior �toh Fenton Street (as described in the permit application), which flows to Sloan's Lake, The dischargze is estimated at 50 GPM. Outfall 006 Outfall 007 The dewatering effluent will 90 through treatment as necessary prior to discharging to the*curb flow line on near the intersection of W. 29th and Fenton Street (as described in the permit application), which flows to Sloan's Lake. The d!i!schha�re is estimated at 200 GPM. 1. Permit Limitations and s outlined in the Part 1. .2 of the Permit Isch arge., mitiat10's"", mordtorv, a lmum'Osicetitta ng-," Pararrretert qns�,�,;�' 7 it's"" 30 7 Day Dail am p e, �yp T" ''U n' -Day �3_0� Average Average Average [Ave'ra�ge �5ai XI! Ma Ma e C , 11 h to a Disc a PH, (Minimum-Maximurn) s.u. NA NA , — -9 6�5-9.0 1 Weekly In-situ 00400 Total Suspended Solids, mg, 30 'A 45 !45] ?�5 NA NA Weekly Grab 00530 Oil and Grease, 03582 mg/I NA NA 10* Weekly Grab* Flow, MGD, Report NA Report Continuou Recorder 50050 s Oil and Grease Visual NA NA NA Weekly Visual 84066 Site S ""Te ec'nC P'ara" ecific Parameters ' Trichloroethylene, ug/'l 30 NA N 45,000 Weekly Grab Tetrachloroethylene, 3.3 NA NA 5,280 Weekly Grab Vinyl Chloride, U 2.3 NA NA Weekly Grab Benzene, ug/l 51 NA 5,300 Weekly Grab Toluene, U01 5,900 NA 17,500 Weekly Grab Ethylbenzene, ug/t. 2,100 NA 32,000 Weekly Grab Methyl Tertiary -Butyl Ether (MTBE) ug/1'' 51,000 NA 151,000 Weekly Grab iron (Total Recoverable), ::v�� ug/1 ug/l 1,000 NA NA Weekly Grab 00: 00980 980::R 9 a visible sheen is observed, a grab sample sludl be collected wW anal)rzedjor oil wd grease. *Results for each individual parameterfrom the screenings do Dot need to be submitted on the DMRs. Submit copies of the results of the lab analyses for each BNA, VOC, and Metals influent screen. 3. Chemical Ui LqtMN4iNim icals in the treatment in accordance with the Remediation Activities general permit the addition of any chein process or waste stream will require notification to and approval from the Division prior to use and subsequent discharge. According to information provided in the permit application, chemicals will not, be added to the source water or at any point during the treatment. Certification is issued: 8/29/2012 Effective: 8/29/2012 General Permit Expired: 09/30/2016 This certification under the permit requires that specific actions be performed at designated times. I h, e certification holder is legally obligated to comply with all terms and conditions of the permit. Signed, Nathan Moore Construction, MS4, & Pretreatment Unit Manager Water Quality Control Division STATE OF COLORADO Dedicated to proleclVV and Improving the WdIth aid Wo ll Of ft People Of Cobrado 4,300 Chevy Greek Dr. & Denvef, ColoreAD BM46-IS30 .18 Phone (303) 6922DOD --- I For Agency Use Only Permit Number Assigned COG315-�_— Date Received I Month bayyear—W—a r TDD Une t303) ov I - i I Qv kowra 0 U 1_ Sed In Glenda(e, Colorado DMI&RCalth ttp://v^vw,odphe-stMe,co,ijs maFaviroarnent COLORADO DISCHARGE PERMIT SYSTEM (CDPS) REMEDIATION ACTIVITIES DISCHARGING TO SURFACE WATER APPLICATION PHOTO COPIES, FAXED COPIES, PDF COPIES OR EMAILS WILL NOT BE ACCEPTED. Please print or type, original signatures are required. All items must be completed accurately and in their entirety for the application to be deemed complete. Incomplete applications will not be processed until all information is received which Will ultimately delay the issuance of a permit. If more space is required to answer any question, please attach additional she to the application form. Applications must be submitted by mail or hand delivered to: Colorado Department of Pubfic Health and Environment Water Quality Control Division 4300 Cherry Creek Drive South WQCD-P-B2 Denver, Colorado 80246-1530 Any additional informabon that you would like the Division to consider in developing the pet -mit should be provided with the application. Examples include effluent data and/or modeling and planned pollutant removal strategies. PERMIT INFORMATION Reason for Application-. A NEW CERT 0 RENEW CERT Exis-nNG CER7r Applicant is: 11 Property Owner A Contractor/Operator Co_p, .-aseI PA=i p-ERmi.TTFY—(Itmorthae,,n-one�,add -a-dMpo4t ORGANIZATION FORMAL NAME: Western Summit Constructors, (nc. 1) PERMrTTEE the person authorized to sign and certify the permit application. This person receives all permit correspondences and is legally responsible for compliance with the permit. Responsible Position (Tiftle): Construction Manager Currenby Held By (Person), Steve Bosshart Telephone No: 303-298-9500 email address steve.bosshart@westernsummitcom Organization- Western Summit Constructors, Inc. Mailing Address-, 9780 ML Pyramid Court, Suite 100 City: Ernglewood State: CO Zip: 80112 This form Mqg beslgnecl by the Permittee to be considered complete, Per Regulation 61 In all cases it shall be signed as follows: a) In the case of corporations, by a responsible corporate officer. For the purposes of this section, the responsible corporate officer is responsible for the overall operation of the facility from which the discharge described in the application originates. b) In the case of a partnership, by a general partner. c) In the case of a sole proprietorship, by the proprietor. d) In the case of a municipal, state, or other public facility, by either a principal executive officer or ranking elected official Page 1 of 6 ReOised Novernber,2011 Rjj%cgJjatto .r tie jI is a P g Eco e a.�.er ,. ,p,. icatio _, ._ to r oWaf ; ezt. ;t, c..�rn. ) DMR COGNIZANT OFFICIAL (i.e. authorized agent) the person or position authorized to sign and certify reports required by permits including Discharge Monitoring Reports [t all *s], Annual Reports, Compliance Schedule submittals, and other information requested by the Division. The Division will transmit pre-printed reports (ie. DMWs) to this person. if more than one, please add additional pales. ON Same as .) Permittee Responsible Position (Title), Currently Field By (Person): Telephone flaw_. ��.. . email address---,--,---- Organization: ddr s.__. - Organizatione Mailing Address. Cit ._... .,- — — � :—State;—7jp= Per Regulation 61: All reports required by permits, and Bather information requested by the Division shall be signed by the permittee or by a duly authorizers representative of that person, A person is a duly authorized representative only if: (i) The authorization is made in writing by the permittee (h) The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity such as the position of plant manager, operator of a well or a well field, superintendent, position of equivalent responsibility, or an individual or position having coverall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying named position) (iii) Submitted in writing to the Division S) SITE CONTACT local contact for questions relating to the facility & discharge authorized by this perrnitfor the facility. E] Same as 1) Permittee Responsible Position (Titie). general Superintendent _. Currently Held By (Person);. Marls Hendrick Telephone No: 303-298-- 00 email address marls hendriclt c@we tern ummitcom Organization. We t rn Summit Constructors, Inca Mailing Address: 9780 Mt. Pyramid id Court, Suite 10 City, Englewood stag: CO gip. 01 12 4) OPERATOR in Responsible Charge Same as 1) Permittee Responsible Position (Title). To be determined based on permit parameters Currently Held By (Person). Telephone No:_ email address Organization: Mailing Address: C`ityy"____ State: Zip: Certification Type Certification dumber Page 2 of 6 Revised November (511 isxe laati r _ e txvzi es 7zsc rar 'n ? 1' t r tic4i. on _-._ c01or k) ter__ermits.com ) BILLING CONTACT if different than the permittee Responsible Position (Title): Currently Held By (Person): Telephone Flo:_ email address._ Organization:,.__-_---_—... — Mail ng Address: City=_ _ State: __—Zip* 6) OTHER ONTACl TYPES (check below) Add pages if necessary Responsible Position (Tette); Environmental Compliance Supervisor �.... ._......��....__ Currently Held By (Person): Thomas Mouritfort Telephone Nci 303-628-6000 email addre-sstom.mountfort@denverwater.org Organization. Deriver Water Mailing Address: 1600 West 12th Avenue City. Denver State: co Tip: 80204 0 Pretreatment Coordinator E Inspection Facility Contact 0 Stormwater IVlS4 Responsible Person D Environmental Contact 0 Consultant 0 Storrrawater Authorized B oscalids Responsible Party 0 Compliance Contact Representative Property Owner C Other ---------- B. — _. . PERMITTED FAl E INFOFililATION�_.._..__. Street Address or cross streets 20th & Fenton C"sty, Strata and 7"sp Code Wheat Midge, CO 80214 County Jefferson _. Type of Facility nership El# Government # l Corporation 0PMrivate MunecipaioriWaterDistrici t �_3 State Government El Mixed Ownership Facility l.atitaudefLonet e --last the latitude and longitude of the excavation resulting In the discharge(s). If the exact excavation location(s) are not known, list the latitude and longitude of the center point of the construction project. If using the center point, be sure to specify that it is the center point of construction activity. 001A Latitude Longitude (e.g., 39.703% 104:933*) degrees (to 3 decimal places) degrees (to 3 decimal places) or 001.A latitude 30 o 4 , 30 " Longitude 105 e 03 41 "(e.g., 36"46`11"N, 104'53'11"W) degrees rninutes seconds degrees minutes seconds Horizontal Collection Method: CAPS Unspecified interpolation Map— Map Scale Number Reference Point : W Project/Facility Entrance Project/Facility Center/Centroid Horizontal Accuracy Measure (WQCD Requires use of NAD83 Datum for all references] Page 3 of 6 Revised November 2011 w Standard lndctstrsallass catlon 5l Cade S for this ACItIT (include up to 4, in order of importance) 14941 71629 31623� 1799 C. DISCHARGE INFORMATION 1. Rernediation activity discharge will begin (date); c 2012 2. Estimate how long the discharge will last. Years? _Months 0 --__Days � the batch discharge will occur every two hears and last approximately 20 3. Describe the duration/frequency of the disthatge (e minutes, or the discharge will be continuous from May through October and cease from November through April, or the discharge will occur once a month and last for approximately two clays each month, etc.) See attached spreadsheet "Contaminated Groundwater Discharge Ashland Tanks" 4. Will the discharge go to a storm sewer? YES NO * If YES, in table D include the name of the ultimate receiving waters where the storm sewer discharges. * If YES, applicant must contact (prior to discharging) the owner of the storm sewer system to verify local ordinances and any additional requirements. 5. Will the discharge go to a ditch? Yes [W No D. UTTALLS--Please leo Not Leave Any Section of the Table Blank, NA is Not an Option. in the following table, include the following information for the discharge: • Include the number of discharge paints (outfalls), • Include the name of the receiving stream(s), . Include the approximate location of the discharge (e.g.. 'discharge thrill occur between 5th Avenue and 20th .Avenue", or "the discharge will enter the storm sewer located at the corner of Speer Blvd and 8th Ave., which eventually flows to Cherry Creek", * Include the flow rate of the discharge C1 LA DEE/l�ON C E NUMBER RECEIVING STREAM(S) APPROXIMATE LOCATION ION OF DISCHARGE FLOW RATE* OF EACH DISCHARGE OUTFALL See attached 002A A e R edla on Activlties general permit requires that a flaw measuring devli ice be in lied to give representative values of effluent quantities at the respective discharge point(s). E. WATER QUAM DATA Has the potential discharge been analyzed for any parameters (pH, Volatile Organic Compounds (VOCs), Semi -Volatile Organic Compounds (S -VOCs), and/or Metals, etc.)? I* YES [:] NO If YES, please attach a copy of the sampling results. Note • permit applicantDivision requirespotential * be screened for VOCS,f « Metals prior to issmn certification under the Remediation Activities Discharging to Surface Water General Permit. If data is not submitted with the application, the permit will not be issued until such data is received and reviewed by the * n. I Page 4 of 6 Revised November 01 Rems4kr4ion Activities F. SOURCE AND DESCRIPTION OF CONTAMINATION AND FACILITY ACTIVITIES Provide available qualitative and quantitative information that describes the contamination of the groundwater, alluvial water, storinwater,tries will occuDescribe the primary and/or surface water (the source water) for which treatment and/or remedial activities r. industrial activities which takes place or took place on site which resulted in the source water contamination. Include the type of facility (power plant, petroleum refinery, gasoline station, dry cleaner, etc.). Identify the source of the contamination (pipes, leaking underground storage tank, up gradient sources, etc.), if the source is unknown, please state unknown. Include a description of current activities being performed, including construction schedule if applicable and months of operation. Specify source(s) of wastewater to be discharged (Le,, foundation excavation, trenching, etc). Include additional pages as necessary. =or quality & quantity, see Kumar "Soil & Groundwater Analysis" of 2011 & 2012 and CGR S report of 2012. For industrial activities, types of facilities & sources of MTBE, benzene & VOG's, see Kumar "Environmental Site Assessment". Sources of other contaminants unknown. For description & Sources of discharge, see "Contaminated Groundwater Discharge Ashland Tanks". The radionuclide constituents appear to be a background condition based on testing upgradient of the tank site. A determination is needed from GDPHE as to whether treatment will be required. I G. TREATEMENT TECHNOLOGY 1. Provide a narrative description of the type(s) of, treatment used for each identified outfall. Treatment techniques may be described in general terms. Types of treatment at Outfalls 001 A thru 008A to be determined based on permit parameters. 2. Will any chemical additives or other materials be used in the water or to treat water prior to discharge? Yes W No if YES jal Safety Data Sheet (MSDS) with the application. , list here and include the Materi i am NOWN"IMA100-11 i RISE". 11 manufacturees brochure, Product label information OF MaUNWM, 11 ingredlent(s), if known. H. A Location Map must be submitted designating the location of the remediation site boundary and the receiving water(s) for each outfal,l. A north arrow shall be shown. This map must, be on paper 8-1/2 x 11 inches 1. A Legible Site Sketch shall be submitted that includes detailed site boundary information including street names or mile markers, the discharge points, and sampling locations This map must be on paper 8-1/2 x 11 inches. # If Yes, Stormwater Construction Permit Number: COR - III III I pill III II III III IIIIII Il IIIIIII, Note to perralt applicant: The Remediation Activities General Permit requires that all permittees develop a Remediation Activities Management Plan (Plan) for each facility. The Plan does not need to be completed prior to submitting a perrnit application, However, the f with the permit requirements until eypiration or inactivation of permit coverage. Page 5 of 6 Revised November 2011, WATER RIGHTS The State Engineers Office (SEC) has indicated that any discharge that does reit return water directly to surface waters (Le, land application, rapid infiltration basins, etc.) has the potential for material injury to a water right. As a result, the SE O needs to determine that material injury to a water right will not occur from such activities. To make this judgment, the SEO requests that a copy of all documentation demonstrating that the requirements of Colorado water law have been met, be submitted to their office for review. The submittal should be made as soon as possible to the following address: Colorado Division of Water Resources * 1313 Sherman Street, Room 818 * Denver, Colorado 80203 Should there be any questions on the issue of water rights, the SECT can be contacted at (303) 866-3591. It is important to understand that any COPS permit issued by the Division does not constitute a water right Issuance of a CIPS permit does not negate the need to also have the necessary water rights in place. It is also important to understand that even If the activity has an existing CDPS permit, there is no guarantee that the proper water rights are in place - K. REQUIRED CERTIFICATION SIGNATURE [Reg 61.4( (hi "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel property gather and evaluate the information ,submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is to the best of my knowledge and belief, true, accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." 1� Signature (Legally Responsible Party), ate "PIC Name (printed) J1 101-k-011 J Title (—V Page 6 of 6 Revised November 2011 r� Western Summit Constructors, Inc, AlAk 9750 fit. Pyramid Court Ste 100 SUMMIT March 9,20112 Reference- P it signatory requirements for NOI SWMP documents, NOT etc. To whorn it may concern, Steve Bo hart has the authority to sign permits a d associated documents as required by the state and or federal government. that are associated with construction activity far West rn Summit Constructors, Inc, Please do not hesitate to call should you have any questions. Sincerely, Western Summit Constructors, Inc. Dan Coder District manager President ------------ Fila The Water & Wm*ciicm carmis BOARD F WATER COMMISSIONERS D NVER C SLC ADO ADQE-NDUM NO.3 TO THE CONTRACT CU NT ASHLAND C ERVOIF TANK —REPLACEMENTS WORK PACKAGE NO. 1 - MAIN WORK K ICAC CF CONTRACT 14063B January , 2013 TO L PLAN -HOLDERS: This Addendum No. 2 consists of Pages Al 2-1 to ACl2- . The following changes, additions, and/or deletions are hereby made pari of the Contract Documents for Ashland Reservoir Tank Replacements Work package No. 1 - Main Work Package, Contract 140638, dated December 2012, as frilly and completely as if the were fully set forth therein: FRONT END, DOCUMENLS_* . TABLE OF CONTENTS, PAGES TC -1 THROUGH TC -3; ET: Table of Contents in their entirety. SUBSTITUTE: .TITUT :: Attached Table of Contents. SUPPLEMENTARY k wR•VISIONS - AUPPLEMENTARY CONQITIONS- 2. ADD.- SC -6 A-RT11C—LE-'----14 - PAYMENTS TO CON—TRACTOR AND A Paragraph 14.6 directly following Paragraph 14a 14.6.1 The OWNER will release a percentage of the CONTRACTOWs retainage as portions of the scope of work are completed. Any percentage of retainage which is released will • "' discretion. RENUMBER: Existing 6 ,. • o M US FTI E 1. SEC N 07 72 33- BITL&INOUS DAMPPROOENG, PAGE STS -11. DELETE: gECTION 07 72 33 - BITUMINOUSDAMPPROOFING SUBSTITUTE: SECTION 0-172 31 - ff0QFH&TCHES (BOARD WATER COMMISSIONER .:: (ASHLAND a NM•M TANK (REPLACEMENTS - WORK PACKAGE MAIN • PACKAGE ak 2: 0 El SECTION 3123 [A T 3 TS -16< 3 At the time of compaction, the water content of material shall be at optimum moisture content, 2%. SUBSTITUTE: D. At the time of compaction, the water content of material shall be at optimum moisture content 2% for SW, SR, SM, SC soils, and -optimum moisture content +3% for SEL, CL and CH .soils. Sail types as defined in ASTIR U 2487, SECTION 3123 2 - FILL RT 3 SUBPARAGRAPH 3. �t3 PGE STS -16: DELETE: 3. Compact each lift to a minimum 95% maximum dry density as determined in accordance with ASTM D 2922 and ASTM D 698 or 70% relative density as determined in accordance with AST U 1888, ASTM D 4253 and D 4254. SUBSTITUTE: 3. Compact each lift to a minimum 98% maximum dry density as determined in accordance with ASTM D 2922 and ASTM D 698 or 70% relative density as determined in accordance with AST 1556, ASTMI D 4253 and ASTM D 4254 DELETE: 2, Mechanically compact each lift to a minimum' 5% compaction prior to placing succeeding lifts in accordance with ASTM D 2882 and ASTM D 698. 3. Condition soil to 2% of optimum moisture. SUBSTITUTE: hani lly compact each lift to a minimum 98compaction prior to placing succeeding lifts In accordance with ASTM U 2982 and ASTMI D 698. 3. Condition soil to optimum moisture content 2% for SW, Sp, SM, SC soils, and optimum moisture content +3% for ML, CL and CH soils. soil types as defined in ASTM G 2487. I' JBCT SI'II T6F{ Its L. �CI°I�ATIQ 1.§SgEgCTIQN 0129 00 - SECTION 0129 00 - PAYMENT OEU ADD: Attached Section In its Entirety. 2, SECTION 03 38 00 - POST -TENSIONED 9QNCRETE. PAT 3.,SUBPARAGRAPH .4. PAGE 1�4: FLET 7. The following pre-packaged, high-performance pre -mixed grouts will be acceptable as long as demonstrated in the geld to be effective in achieving the desired results. SUBSTITUTE: 7. The pre-packaged, high-performance pre fixed grouts will be acceptable as long as demonstrated in the field to be effective in achieving the desired results.. (BOARD OF WATER COMMISSIONERS (ASHLAND RESERVOIR TAMC (REPLACEMENTS -WORK PACKAGE (NO. 1 - MAIN WORK PACKAGE} {140635 AD2-2 PAGE 4. DELETE: Hardware: Type 316 stainless steel or FRF bolts shall be „ provided. SUBSTITUTE: DHardware: Type 316 stainless steel Its shall be provided. 6+ SECTION tib 61 00.02_ _ FIBERGLASS I F .._ LTIC R F C Tt DELETE: fasteners used in the railing system are to be or Rivets to # ,► SUBSTITUTE: K. All fasteners #: iin the railing system are to be type 316 stainless steel, Rivets are to be type 304 stainless steel. k:, SECTION f:: U 4 00.02 M ♦ a... ar Y dt a4:. PLASTICS y YK W FABRICATIONS DELETE: G. Hardware: Type 316 stainless steel of FRP bolts shall be provided. SUBSTITUTE: G. Hardware: Type 316 stainless steel bolts shall be provided. 7. SECTION 06 61 00.03 - FIBERGLASS REjt4FQRCED PLA$TQqS FRP)JAR-RICATIONS D A. Pultruded grating shall be ..:. # a' tai manufactured by Fibergrate Composite Structures Inc. or ri as manufactured by Strongwell Corporation SUBSTITUTE: X Pultruded grating shall be Safe-T-SpanO manufactured by Fiber rate Composite Structures Inc. or DuragridO as manufactured by Strongwell Corporation. (BOARD OF WATER COMMISSIONERS (ASHLAND AND R ERVOIR TANK (REPLACEMENTS -WORK PACKAGE } (N€, I w MAIN WORK PACKAGE (14063B A02- El 09 10 DELETE: 7. It is anticipated that the construction trailers electrical service shall be provided from RENUMBER: 7. The construction trailers electrical service shall be provided as shown on the Drawings. (BOARD OF WATER COMMISSIONER$ (ASHLAND RESERVOIR TANK (REPLACEMENTS - WORK PACKAGE (NO, I - MAIN WORK PACKAGE (14063B AD2-4 2< SECTION 33 1101.03 - PVC PIPING° 2 AP H 2.2 3. DELETE: C. Temporary Overflow ow Piping: ASTIR D 1784AWWA C-906 DR 21 for both 24-inch ,and 36-inch nominal pipe sizes.. RENUMBER:The rest of the Section accordingly. All Bidders shall acknowledge receipt and acceptance of this Addendum No. 2 in the space provided on the Bid Fc Ott rn VEIS;� Engineering Manager Denver Board rd f Water Commissioners (BOARD OF WATER COMMISSIONERS (ASHLAND RESERVOIR TANK (REPLACEMENTS - WORK PACKAGE (NO1 - MAIN WORK PACKAGE � (14063B } AD2-5 TC -1 TABS CONTENTS APPLICABLE PC SPECIFICATION SECTIC CSS -1 TO ACSS-3 PACKAGEWORK -1 TO -6 SMALLIMINORITYIWOMEN BUSINESS ENTERPRISES PROGRAM F THE DENVER O F WATER COMMISSIONERS S TO SMWBE-8 PERFORMANCEPIS '1 TO PP -2 PAYMENT BOND PAS -1 T -2 FINAL PAYMENT RELEASEFORM FPR -1 TO FPR -3 SUPPLEMENTARYTECHNICAL PROVISIONS SUPPLEMENTARY CONDITIONS C-1 TO C- SUPPLEMENTARY TECHNICAL SPECIFICATIONS STS-1 TO TS -22 SUPPLEMENTARY STANDARD DETAILS, _ SSD-1 DIVISION GENERAL } Ik M SECTION 0 11100 SUMMARY OF WORK SECTION 0129 00 PAYMENT PROCEDURES SECTION 013110 GENERAL TANK CONSTRUCTION SECTION �.5 16 ikY } MATERIALS SECTION 0155 26 TRAFFIC CONTROL DIVISION 2 - EXISTING CONDITIONS SECTION 02 2 %01ODIFICATIONS TO EXISTING STRUCTURES, PIPING, AND EQUIPMENT DIVISION 3 - CONCRETE SECTION 03 1100 CONCRETE FORMWORK SECTION 03 20 00 CONCRETE REINFORCING STEEL SECTION iF . iM f. CONCRETE { y� 0y y•y SECTION 03 fiCAST-IN-PLACE { yam CONCRETE DIVISION 6 - WOOD, PLASTICS, AND COMPOSITES SECTION 06 61 0001 FIBERGLASS REINFORCED PLASTICS (FRP) FABRICATIONS PULTRUDE# FIBERGLASS STRUCTURAL SHAPES SECTION # 6100.02 FIBERGLASS iO#'..ED PLASTICS F.; • #1... FABRICATIONS Mf ,ice. PULTRUDED SQUARE TUBE HANDRAIL SECTION 06 6100.03 1 } Rllw Mr PLASTICS RY i} REINFORCED ki1, ,.. FABRICATIONS p. f (FRP) PULTRUDED INDUSTRIAL GRATING SECTION • # 6100.04 DiFM.D PLASTICS i }d...d REINFORCED (FRP)FABRICATIONS dYF}J# MOLDED GRATING SECTION 06 61 0005 FIBERGLASS M ilk: SQUARE TUBEREINFORCEDLADDER LADDER CAGES DRAWINGS- TO Q EXHIBITS EXHIBIT A - GMP COST SUMMARY AND BIDINFORMATION TC -3 DIVISION 33 UTILITIES SECTION 33 11 41.43 PVC PIPING SECTION 33 1141.44 HDPE PIPING SECTION 33 11 14 RESERVOIR HYDRODYNAMIC IC IXING SYSTEM SECTION 33 1156 CLEANING CAST IRON PIPE SECTION 33 11 57 CEMENT -MORTAR LINING CAST IRON PIPE SECTION 3312 34 WATER UTILITY METERING PUMP SECTION 3316 21 WATER STORAGE TANK STAFF GAGE SECTION 3316 27 WATER STORAGE T ST) MATER QUALITY MONITORING SYSTEM S SECTION 33 44 44 STORM DRAINAGE SECTION 33 45 44 SANITARY SEWER DRAINAGE PUMPS SECTION 33 46 1& 16 DRAINAGE COMPOSITES SECTION 33 46 26 FILTER FABRIC DIVISION 35 -WATERWAY AND MARINE CONSTRUCTION SECTION 35 2419.13 RUBBER -SEATED BUTTERFLY VALVES SECTION 35 2414.23 PRESSURE REDUCING VALVES (PRV) DIVISION 44 PROCESS INTEGRATION SECTION 44 27 45 ELECTRIC VALVE ACTUATORS SECTION 44 44 44 INSTRUMENTATION ACT CONTROL SYSTEMS (IC SUPPLEMENT A SUPPLEMENT I3 SUPPLEMENT C SUPPLEMENT I3 DRAWINGS- TO Q EXHIBITS EXHIBIT A - GMP COST SUMMARY AND BIDINFORMATION ADDED # 1t ADDENDUM SECTION 0129 inti PAYMENTPROCEDURES P RT 9 GENERAL 1,1 SUMMARY 1, Submittals. 2. Schedule of Values. 3. Application for Payment. . Payment. Nonpayment for rejected or unused products. . Partial payment for stored materials and equipment. B. Related Documents: General Conditions. , Final Payment Release. . Contract Agreement Form. C. Related Sections: I. SECTION N 013216 — COST LOADED SCHEDULE .2 SUBMITTALS A. Schedule of Values: Submit on the ENGINEER approved farm. B. Schedule of Estimated Progress Payments: 1. Submit with the Schedule of Values. 2. Submit adjustments with Applications for Payment* C. Application for Payment Submit monthly. D, Final Application for Payment: Submit in accordance with Final Payment Release. 13 SCHEDULE OF VALUES DescriptionA. Prepare the Schedule of Values for Work under the Agreement in accordance with ARTICLE 2 and ARTICLE 14 of the General Conditions. B. Schedule the purpose of comparative proposal analysis, the payment breakdown for monthly progress payments, and additions or deductions. Items are not intended to be inclusive descriptions of work categones. 7. Mobilization: a. Perform operations in connection with preparatory work for the execution f Contract. Work. b. Payment will be based on a lamp spam price. C. Progress payments for mobilization will be made as work progresses as follows; I When 0% of the Contract amount is earned, 25 of the mobilization bid item will be paid, 2 When 25% - of the Contract amount is earned, 50% of the mobilization laid item less previous payments will be paid. 1 PAYMENTPROCEDURES ADDED DUE TO ADDENDUM NO. 2 3} When % of the Contract amount is earned, 75% of the mobilization bid item less previous payments will be paid: 4) When 5% of the Contract amount is earned, 100% of the mobilization bid item lass previous payments will be paid. d. Retainage as described in the Agreement also applies to progress payments for mobilization. C. Lump Sum Work. 1. Reflect the Schedule of Values format included in the Sid Form, with allowances, alternates, and equipment as selected by the OWNER. List Bonds and insurance premiums, mobilization, demobilization, facility startup, and contract closeout separately. 3. Breakdown in accordance with Paragraph 2.5.4, of the General Conditions. D. Unbalanced and front-end loaded schedules are not acceptable, E. The total of Schedule of Values shall equal the Contract Price, 1.4 APPLICATION FOR PAYMENT A. Use the approved Application for Payment Form. B. Submit on the date stated in ARTICLE 14 of the General Conditions, 1. Include the accepted Schedule of Values. C. Submit an updated Project ;schedule in accordance with SECTION 0132 16 and the General Conditions with each Application for Payment. Q. Preparation: 1, Round values to the nearest dollar. 2, List each Change Order and Written Amendment executed prior to the date of submission as a separate line item. 3. Transmittal Summary Form: ,Attach one Summary Form with each detailed Application for Payment and include a Request for Payment of Materials and Equipment on band, 4. Execute certification by the authorized officer of the CONTRACTOR. 1.5 PAYMENT A. Progress payments will be made in accordance with the Contract Agreement Forma and ARTICLE 14 of the General Conditions. B. Payment for Lump Sum Work covers all Work required by the Contract Documents. 1.6 NONPAYMENT FOR REJECTED OR UNUSED PRODUCTS A, Payment will not be made for fbllowing 1 . Loading, hauling, and disposing of rejected material. 2. Quantities of -• or disposed s •called for under Contract Documents. 3. Rejected loads of material, including material rejected after it has been placed for failure to conform to provisions of •Documents. unloaded4. Material not from the transporting Defective • not accepted by OWNER. 6Material remaining on hand after completion of the Work. 012900 2 PAYMENT PROCEDURES ADDED UE TO ADDENDUM . 2 1.7 PARTIAL PAYMENT FOR STORED MATERIALSAND EQUIPMENT Partial Payment. Will be made for materials and equipment delivered or stored only if materials are accepted and the General Conditions requirements met. B. Final Payment: Will be made only for materials incorporated in the Work,, remaining materials, for which partial payments have been made, shell revert to the CONTRACTOR unless otherwise agreed and partial payments made for these items will be deducted from the final payment. 1.6 MARKET PRICE ADJUSTMENT A. Price Adjustment Clause (PAC;): 1. References: a, United Metes Bureau of Labor and Statistics, Producer Price Index. 2. Definitions. . Rase Period - January 2012 through December 2012. h. Base Price (PP) - The unit price of a given commodity as noted on Table 1, Column 4 located in Supplement A at the end of this Section. C. Index at Time of Adjustment (ITA) - Previous 12 months of published data (including preliminary date) at the time of adjustment. d. Index at Time RasePrice was Set (IT6P a) - 12 month average of published data (including preliminary data) for the Base PeriocL a, Adjusted unit Price (,UP) - Unit pride adjusted per the index. I" Fuel Used (FU) - Fuel used per cubic yard of task, from Table 2, Column 2 located in Supplement B at the end of this Section. g. BidP - Bid Price per cubic yard of earthwork including fuel, manpower, equipment, and all other costs of the task as noted on Table 2, Column located in Supplement R at the end of this Section. h. BidPr - Component of BidP for fuel only. i. BidP - Component of BidP excluding fuel. i AUP - Adjusted unit price accounting for fuel cost. k. BidP - Bid price adjusted for cost of fuel. 1. Time of Adjustment - February 25th each year starting in 2014, 3. General: 012900 3 PAYMENTPROCEDURES adjustmenta. This price CONTRACTOR respect duration of the Work, b The Base Prices to be noted on the Tables in the Schedule of Values shall only include the materialcost.Do not include labor and costs in the unit cost. C. commodityinstallation The price ad _ .« up or down depending conditions.market Price adjustments shall be made to the unit prices of only those commoditiesd, s r e. Price adjustmentsbe made on -a • in the year 014 for all billings fromto February of - following 12 month period. 4. Commodities a be adjusted: a. Only the following commodities shall be allowed for unit price Ready . • s concrete: a) Index: Producer price Index for ready -mix concrete. PPI Series s • of -. -Cubic Yard, 012900 3 PAYMENTPROCEDURES 2) Reinforcing steel: a) Index: Producer Price Index for hof rolled steel bars, plates, and structural shapes. (1) PPI aeries ID - WPUI01704 b) Unit of measure: Hunderdw fight (cwt) 3) targe diameter steel pipe (24 -Pinches and larger In diameter): a) Index: Producer Price Index: for steel pipe and tubing: (1) PILI aeries I - /PU1 1706. b) Unit of Measure: Linear foot of pipe. 4) Electrical conductors (copper wire only): a) Adjustment for copper conductors only. b) Index: Producer Pricy: Index for wiring devices (1) PPl aeries ID- VPU1171. c) Unit of measure: Peet. 5) Post tension bless a) Index: Iron and steel. (1) PPI aeries IIS - 1/PU101. b) Unit of l ieasure: Hundredweight (cwt): 6) Diesel fuel: ) Index; Producer Prig Index for No. 2 disel fuel. (1) PPI aeries ID - iPU057303- b) Unit of Measure: gallon, 5. Price Adjustment Calculation - everything but fuel: a. The unit price adjustments shall be calculated by the simple percentage method as follows: ITA / ITP a = Adjustment Factor Al=) P x A Adjusted Unit Price (AUP) 6. Price Adjustment Calculation - Fuel ` a The unit price adjustment for fuel 'shall be calculated as follows: aidP = BidPf,,� + aidP th,, aidPf;,,, = EU x BP AEN., = ITA/ITI Pa AUP;,, = Bpfuef x AFr„,t AUP = AUPr; g + aidP�t r PART 2 PRODUCTS (NOT USED) PANT 3 EXECUTION (NOT USED) END OF SECTION 012900 4 PAYMENT PROCEDURES tE E Ln en N r4 k m i # M# •I Yr.. M :... i MI # # i MI ♦ di it # i • � : M +9i ii i i # I i k m tu w CL CL uCL Q Q Q AA rw co CL r 0 DEW ER, COLORADO -ADDENDUM t3, TO THE CONTRACT DOCUMENTS ASHLAND ES.ERV0 TANI PL.A ITS WOR PACKAGE NO. 1 - MAIM FORK PACKAGE CONTRACT 14063 January 10, 2013 TO ALL PLAN -HOLDERS: This Addendum No. I consists of pages Al 1-1 to AD1-1 . The followingchanges, itions,rd/or deletions are hereby made part of the Contract Documents for Ashland Reservoir Tank Replacements Work Package No, 1 - Main Work Package, Contract 140635, dated December 2012, as fully and completely as if the carne were fully set forth therein: FRONT ENL? DOCUMENTS: APPLICABLE CPCS SPECIFI S-3„ DELETE: ACSS in its entirety. SUBSTITUTE: Attached A SS. SUPPLEMENTARY TECATIO St ,- SECTION 0150 00 - CONSTiJiI ILIS At + A �L SUBPARAGRAPH 3.4 PAGE TS -6: ACED: E. maintain temporary; 6 -foot chain-link fence with three -strand barbers wire around entire perimeter of the site during the construction period. The existing site fence may be used to maintain the perimeter fence where applicable. . SECTION 33 fit - PIPtN - IAL Al2T 3 SLI A►FtA �I Ap 3a ..1 A 6 STS- t ADD: d. In lieu of hydrostatic testing of berried steel pipings individual pipe joints may be air -tested. Air test all steel pipe joints in accordance with AWWA C206, .. SECTION 33 'I Cl�I - ST�t. #IPIN DART StI pAFtAtA'f i :. At STS: DELETE: 4. piping withinvaults: a. faint In accordance with SECTION tag 9100. SUBSTITUTE: 4. Exposed piping: . Exposed piping to be shop -primed for field painting i accordance with SECTION tis 90 00, r•rr OF WATER COMMISSIONERS RRQT F'�t3tF1' T�IihIIC�AAAtL R�i�IFIt:TI} C 1: SECTION 03 30 00 - AT4 LA CON R T1 P k T't SUBPARAGRAPH 11C. _PAGF- 'fit DELETE: 8, SECTION 03 33 00 - POST -TENSIONED CONCRETE Rf r SUBSTITUTE: 3. SECTION 03 35 00 - POST -TENSIONED CONCRETE 2< �TI3 3t}` - +AST -I L� i3filaT `1 RT t3l3lARAa :2.A PAGE 2 DELETE: 21. C 1116 - Standard Specification for Fiber -Reinforced Concrete. 22. D 1056 - Standard Specification for Flexible Cellular Materials— Sponge or Expanded Rubber. 21 D 1100 - Standard Specification for Concrete Joint Sealer, Hot - Applied Elastic Type. 24. 0 1350 -Specification for Concrete Joint Sealer Cold -application Type 5, D 2475 - Standard Specification for Felt. SUBSTITUTE: 21. C 920 - Standard Specification for Elastomeric Joint Sealants. 22: C 1116 - Standard Specification for Fiber Reinforced Concrete, 23. D 1056 - Standard Specification for Flexible Cellular Materials -- Sponge or Expanded Rubber, 24, D 1100 - Standard Specification for Concrete Joint Seale=r, Hot -Applied Mastic Type, 25. D 247 - Standard Specification for Felt. 3. SUBPARAGRAPH 1.4.A.2 - PAIGE 4 - D L TE f, DELETE: In addition to the information described above, mix design submittals for internally -cured concrete mixes shall be required to include test data for the lightweight fine aggregates and the internally -cured concrete in sufficient detail to substantiate the performance of the internally -cured concrete. SUBSTITUTE: f. In addition to the information described above, mix design submittals for internally -cured concrete mixes shall be required to include test data for the lightweight fine aggregates per ASTM 330 and special testing for determining the proportions of the cntermally-cured concrete in order to substantiate the performance of the internally -cured concrete. 1 At a minimum, concrete trial mixtures shall be batched with 3 separate cernentitioaus levels (with water to cementitcous ratio varying from 0.38 to 0.41) for all cement and 151 fly ash substitution mixtures. 2) Compression cylinder tests shall be broken at 2, 5, 7, 10, and 23 days of age for all 6 trial mixtures. a minimum of 3 cylinders shalt be tested at 23 days for all mixtures and a minimum of 2 cylinders for each of the other time periods shall be tested in ,order to obtain average strengths, (BOARD OF WATER COMMISSIONERS (ASHLAND RESERVOIR TAN (REPLACEMENTS -WORK Fra � (NO, I - MAIN WORK PACKAGE (140638 A D1-2 3) Other tests for all mixtures shall include slump, air content, unit weight, concrete temperature and shrinkage at 23 days. The trial mixtures described above sell all be repeated for 2 different levels of lightweight fine aggregate in the mixtures.' After an i and acc onsulta two test other pe cast side 10feet b shell be cast dsin one Meta othe Ise 4. SECTION 03 30 00 - CAST -til -PLA E COW & IT - shall identical conventional concrete mix. DELETE: & Evaporation reducer may be used if acceptable to ENGINEER, and if the restrictions specified by the manufacturer and this Section are adhered to. SUBSTITUTE. Evaporation reducer may be used if acceptable to ENGINEER, and if the restrictions specified by the manufacturer, as modified by this Section, are adhered to. 5. SECTION TION 03 30 00 - CAST-IN:PILACE CONCRETE PART 2 SUBPARAGRAPH 2m3 ;PA 4 DELETE: "Tank Wall Base Bearing Pad. Where natural rubber bearing ped is called out on DraWngs, it shell be a 30 durometer natural rubber bearing peel,. 3 inches wide by 1-112 inches high with the trap 3 -inch face having a 3/15 -inch high sawtooth pattern, by Scougal Rubber Corporation, Seattle, Washington, Tensile strength shall be a minimum of 2250 psi in all directions with the elongation at break 500% minimum. No substitutions will be allowed, Material shall be glued securely to concrete surfaces with 3M adhesive. SUBSTITUTE: L. Tank Wall Rase Bearing Pad. Where natural rubber bearing pad is called out on Drawings„ it shall be a 30 durometer natural rubber bearing pad, 3 inches wide by 1-1/2 inches high with the top 3 -inch face having a 3115 -inch high sawtooth pattern, by Scougal Dubber Corporation, Seattle, Washington. 'Tensile strength shall be a minimum of 2250 psi to all directions with the elongation at break 500% minimum, leo substitutions will be allowed. Material shall be glued securely to concrete surfaces with 3M 2141;adhesive. (BOARD OF WATER COMMISSIONERS (ASHLAND RESERVOIR TA K l (REPLACEMENTS - WORK PACKAGE {PDQ. 1 - MAIN WORK PACKAGE � (I 4063B A01-3 DELETE: D. Evaporation Reducer Application'. Use evaporation reducer immediately after screeding, ° and/or between finishing operations only if the evaporation rate is in excess of 0.2 lb/ft2/hr as determined by the nomograph in Figure 4.2 of AC1305R. After applying the evaporation reducer, CONTRACTOR -_ must wait to commence the next finishing operation until� after the surface sheen of the evaporation reducer has . � At no time is the evaporation reducer to be finished into ~. the surface by a finishing tool, . Do not apply excessive amounts of evaporation reducer` materials that can weaken -the slab 5i� x'�'The evaporation reducer is not allowed to be used ass| .' _~''''___�.D-~ evaporation reducer into the concrete surface. 4Do oet apply excessive amounts of evaporation reducer material$ thatoo weaken the slab surface 5 -the evaporation reducer will hot be allowed to be used as a finishing aid under any conditions. 6At no time is the evaporation reducer to be finishFd in—to the surface by a finishing tool. 7. DELETE: C, From October I and until April 30, continuous fogging will not be required if the ambient temperatures during initial curing are not warm enough that the water from fogging des not freeze before insulating blankets are applied, C, From October 1 and until April 30, continuous fogging will not berequired if the ambient temperatures during initial curing are not warm enough that the water from fogging does not freeze before insulating blankets are applied. � (BOARD OF WATER COMMISSIONERS (ASHLAND RESERVOIR TANK (REPLACEMENTS - WORK PACKAGE � ) ' MAIN "WORK PACKAGE � 8. SECTION 03 30 00 - CAST -IN-PLACE CONCRETEPART 3 SU5PARA(Q3RAPH_A:,9.(;- EAGE 20. DELETE, I May be used in lieu of pending water curing on concrete tank and vault walls, and other miscellaneous concrete areas (not including tank floor slab and tank roof stabs) where acceptable to ENGINEER. SUBSTITUTE- I May be used in lieu of pending water curing on concrete tank and vault walls, and other miscellaneous concrete areas (not including tank floor stabs and tank roof slabs) where acceptable to ENGINEER. 9. SECTION 07 11 13 - BITUMINOUS DAMPPROOFING AND WATERPROOF MEMBRANE jiA_RT 3, PAG 1- 3: DELETE: 3,6; APPLICATION SCHEDULE A. Apply dampproofing to all exterior surfaces of the vault walls, B, On below grade walls, apply dampproofing from top of footings to where waterproof membrane terminates, C. Apply waterproof membrane to vault roof, access riser section, upper 4 feet of perimeter walls, and over all joints between precast sections. SUBSTITUTE: 16. APPLICATION SCHEDULE A. Apply dampproofing to all exterior surfaces of the vault walls from the top of footing to the waterproofing material. B. On below grade walls, apply dampproofing from top of footings to where waterproof membrane terminates. C. Apply waterproof membrane to buried vault roof, access riser section, upper 4 feet of perimeter walls, and over all joints between precast sections. 10. SECTION 13 00 60 - lhlT_ALLATION OF OWNER) F_URNIS�HED _PROD.UCTS PART.2 SUBPARAGRAPH 2.2-A.I,_PAGE 2. DELETE: b. Two security cameras. c. PLC-VLT back panel, d. PLC -ASH back panel. e. Water quality panel, SUBSTITUTE: b, LC- LT back panel and internal equipment. C. PLC -ASH back panel and internal equipment. d Water quality panel, (BOARD OF WATER COMMISSIONERS (ASHLAND RESERVOIR TANK (REPLACEMENTS -WORK PACKAGE (NO, I - MAIN WORK PACKAGE (14063B ADI -6 b, Mechanical joint restraint devices shall be EBAA Iron, Inc,, Megalug 2000 PV series or Ford Meter Box Company, Inc,, Uni-Flange Series 1500. c, All fittings shall be encased in polyethylene in accordance with this Section. d' Lined with Fusion Bonded Epoxy in accordance with AWWA 0116. DRAWINGS: 1. DRAWING, G-4 - CONSTRUCTION SEQggENkCqE PHASE 1: DELETE: In Construction Sequence Table, Item No 8: Plug Conduit No 23 (West End) C - 95a SUBSTITUTE: In Construction Sequence Table, Item No 8, Plug Conduit No 23 (West and East Ends) C -951C-96. 2. DRAWING G-5 --CONSTRUCTION SEQUENCE PHASE 2 - DELETE. Drawing in its entirety, SUBSTITUTE: Attached revised drawing. 3. DRAWING G-6 - CONSTRUCTION SEQUENCE PHASE 3: DELETE: Drawing in its entirety. SUBSTITUTE: Attached revised drawing. 4. DRAWING G-7 DELETE: Drawing in its entirety, SUBSTITUTE: Attached revised drawing, (BOARD OF WATER COMMISSIONERS (ASHLAND RESERVOIR TANK (REPLACEMENTS - WORK PACKAGE (NO; 1 - MAIN WORK PACKAGE (140635 ADI -6 6. DRAWING 'C-6 - CONSTRUCTION SEQUENCE PHASE 6 DELETE: E: Drawing in its entirety, SUBSTITUTE: Attached revised drawing. 6a. DRAWING C C-9 - CONSTRUCIIQN SEQUENCE PHASE 6 DELETE: Drawing in its entirety: SUBSTITUTE: Attached revised drawing. 7. DRAWING C-11 - ONSITE CQgDUIT ISOLATION PLAN: DELETE: Drawing in its entirety.. SUBSTITUTE: Attach revised drawing 6. DRAWING C-12 - T"ANKC 2 STACK C AND ACC SS: DELETE: Drawing in its entirety. SUBSTITUTE: Attached revised drawing. . DRAWING C - 6 - OFFSITE HAUL ROUTgS,,AND STAGING ALFAS: DELETE: Drawing in its entirety: SUBSTITUTE: Attached revised dr wring. 19. DRAWING -42 -" NIS NO 1 SECTIONS AND BACKFILL: DELETE: Note, °" LAYER OF BEDDING SAND, SUBSTITUTE: Mete: 8" LAYER OF BEDDING SAND, 11. DRAWING C-4 • TANK NO CTI NS AND BACKFILL : DELETE: Note : " LAYER OF BEDDING SAND. SUBSTITUTE: Mote: 6" LAYER OF BEDDING SAND. 12. DRAWING x-62 - YARD PIPING INTERSECTION DETAIL: DELETE: Note, EXIST 36"0 VALVE AND VAULT TO BE REMOVED DURIN TANK NO 2 CUTLET INSTALLATION. AP RC X VAULT SIZE= 241 X 9'W X 12'1-1. SUBSTITUTE: Note: EXIST " VALVE ANIS VAULT TO BE REMOVED, APPROX VAULT SIZE. 241 X 9' i X 12'H. 13. DRAWING C-62 - YARD MPI G INTERSECTION DETAIL. DELETE: Note: REMOVE EXIST "4) COND NO 1 SUBSTITUTE: Dote: POTHOLE EXIST COND NO 1 TO DETERMINE IF REMOVAL OF EXIST 0' COND NO 1 IS REQD. (BOARD ARD CF WATER COMMISSIONERS } (ASHLAND RESERVOIR TANK (REPLACEMENTS - WORK PACKAGE } (SIO. 1 - MAIN WORK PACKAGE } {140635 ADI- DELETE: ETE: trawing in its entirety, SUBSTITUTE: Attached revised drawing, 16. DRAWING C-79 - STORMWATER DETAILS: DELETE: Drawing in its entirety. SUBSTITUTE: Attached revised drawing. 16. DRAWING C-80 - STC ATI ,ILS: DELETE* Drawing in its entirety. SUBSTITUTE: Attached revised drawing. 17. DRAWING C-86, - iFF IT CONDUIT DOLITIO AND ABANDONMENT PL ANH DELETE: Note: RECV 30"QD CIP DURING TANK NO 1 OUTLET INSTALLATION SUBSTITUTE: Iota: POTHOLE EXIST COND NO 1 TO DETERMINE IFREMOVAL OF ?LIST 30" C ND NO 1 IS RECD. DELETE, Drawing in its entirety. SUBSTITUTE: Attached revised drawing. 19. 316 T� c I `' PIA ANS t1 ADD: : Note to the upper left quadrant of the Roof Slab flan. SEF PARTIAL ROOF SLAB AND POST -TENSIONING PLAN, DWG. S- 18 FOR PT LAYOUT & PROFILES E Q. t3A I t3 S_16 TASK 1 f FI�iId CiTS: DELETE: Graphi showing 26 bars each way over column at intersection of Grid Lines 6and SUBSTITUTE: Graphic showing 13 bars each way over column at intersection of Grid Lines 9 and 1, LIRA Lld -1 TAIVI RCF 61A IIKAI�I A C?T. ADD plate to the upper left quadrant of the Roof Slab Plan. FF PARTIAL: ROOF SLAB AIDC PO T-TFI aIONtNG PLAN, DWG. -16 FOR PT LAYOUT & PROFILES (BOARD OF WATER COMMISSIONERS (ASHLAND RESERVOIR TANK (REPLACEMENTS - WORK PACKAGE (NOl 1 - MAIN WORK PACKAGE (14063P' AD1-8 22. DRAWING S-17 — TANK 2� RgU gAff PLAN AND MMA; DELETE: Graphic showing 26 bars each way over column at intersection of Grid Lines 8.nd t SUBSTITUTE: graphic showing ing 13 bars each way over column at intersection of Grid Lines 8 and C 23. DRAWING S-28 - INLET VA L,T F UNDATIONIF OO PL,ANt: ALM T : In Section 1, part of nate describing U-shaped #7 bars: PROVIDE 2 1/2"CC IC COVER AT BOTTOM HOOK' 24. DRAWING S-29 -<INLET VALVE VAULT ROOF PLAN/WQM BUILDINGPLAN/Wt' FLOOR PLAN: ADD: Plan Dote 5. 5, ALL. ADDITIONAL TOP BARS AROUND SLAB OPENINGS SHALL RF SET TO TCP OF SLAB SLOPES TO MAINTAIN CONSISTENT COVER ON REINFORCEMENT 28. C A I S-30 - INL.ETVALVE VAULT SECTION - DELETE: CTIO :DFL On left side of the sheet near bottom of the wall, in the reference to Section M painting to reinforcement t pipe penetration through wall: S-3 SUBSTITUTE: T S-33 26. DRAWING -31 - LFT VALVE VAULT SECTION: DELETE: n the right side of the Section, the duplicate label for vertical reinforcement along inside face of wall in the Fa' -8" high segment at the trap of wall - #8 @ 12" OC 27. DRAWING S-32 - INLET VALVE VAULT WALL REINFORCING: DELETE: Note on right side of the sheet punting to pipe penetration through gh €3: TERMINATE 'WALL. HORIZONTAL AN VERTICAL REINF 2"' CLIA FROM FACE OF PIPE. PROVIDE ACi3L RFINF AROUND WALL OPENINGS AT PIPE PENETRATIONS PER SECT F S- 3 3 LOCATIONS THUS SUBSTITUTE: TE: TERMINATE WALL H RIZ AND VERT REINtF 2" CLR FROM FACE OF RIDE, PROVIDE F ADDL REINF AROUND WALL OPNGS AT ALL PIPE PENETRATIONS PER SECT 1 /S-33 RESERVOIR(BOARD OF WATER COMMISSIONERS (REPLACEMENTS . DRAWING S-33 - INLET L V VAULT SECTIQNS AND DETAILS - DELETE: ETA L .D L: T : , In Section E, reinforcement label.; , #6 x 8'-0" @ V-0" OC, TERMINATE WITH 2" CLR TO OPNG EDGE. SUBSTITUTE: '4' @ V-0" OC, TERMINATE WITH TURNED -DOWN WI TD HOOK AT " CLR TO EDGE OF SLAB OPNG, g. DRAWING -33 : I.NLET VALVEVAULT TION AND T3ETAIL.S. RELOCATE: In Section E, reinforcement at top of curb along slab opening: Longitudinal reinforcement enclosed within in the #3 bar hook to outside the #3 bar hook. L ate on top of the hock at its outside face 30. DRAWING -33 -INLET dAL.V VAULTSECTIONS AND DETAILS: DELETE: In Section J, the quantity of U-shaped #8 bars of'varying height: 848 SUBSTITUTE: 548 31. DRAWING S-33 -' INLET ET VALVE VAULT SECTIONS AND DETAILS: DELETE: In Section J, the quantity of U-shaped #8 bars with T-5" long vertical legs: 548 SUBSTITUTE: 548 31 DR IING S-35- ANKS 1 AND 2 OUTLET VAULTS CROSS-SECTIOL t DELETE: Reinforcement label in curb blow-up at top of Section A, height of dowels into curb. SUBSTITUTE: 33, DRAWINGLL TERMINATE WALL HORIZ AND VERT REINF 2"CLR FROM FACE OF PIPE. PROVIDE ADDL REINF AROUND WALL OPNGS AT PIPE PENETRATIONS PER DETAIL K/S-33,2 LOCATIONS THUS, TERMINATE WALL HORIZ AND VERT REINF 2" CLR FROM FACE OF PIPE. PROVIDE ADDL REINF PENETRATIONS PER AROUND (BOARD it WATER A"R (ASHLAND 1! Ws y M !M TANK i. (REPLACEMENTS i i' PACKAGE A (NoI - MAIN WORK PACKAGE • 34. DRAWING S-38 .._ CONDUITS NO 3 &7 TERCONNECT VAULT Sr - TICS S> DELETE: Note on right side of Section A pointing to pipe penetration through wall. TERMINATE WALL HORIZONTAL ANIS VERTREIN 2" CLR FROM' FACE OF PIPE, PROVIDE ADDL REINR AROUND WALL O NGS AT PIPE PENETRATIONS PER SECT K/S-3 (3 LOCATIONS NS THUS) SUBSTITUTE: TERMINATE WALL HC RIZ AND VERT REIN 2"° C:LR FROM DACE OF PIPE, PROVIDE A DL BEIDE AROUND WALL OPNGS AT ALL PIPE PENETRATIONS FUER SECT K/S-33 3. DRAWING S-38 - rntii13CIITS N i INT R C3 VAULT SECTIONS: ADD: On the left side of Section B-, Construction joint and w t rstop in the ,wall, at the elevation of the bottom of the top slab. Astra two horizontal reinforcing bars 2" above the joint 36. DRAWING 'S_ - SITE PLAN: DELETE* Drawing in its entirety: SUBSTITUTE: Attached revised drawing. 37 RA I -6 - INLET VALVE VAULT POWER AND CO U I ATIC.31d PLAN: DELETE: Reference to Details 25203 and 26201 in Communication Plan, 3. CSR I {3 -4 4 S LITICaN LIQ RIAS DELETE- Drawing in its entirety. SUBSTITUTE: Attached revised drawing, 39. i INCA + I RLIT)C S CHAS DELETE: Drawing in its entirety. SUBSTITUTE: Attached revised drawing. 40DRAWING I-22 - PL «VLT S T I GS AND CHASSIS- DELETE- HASSIS:DLT - Note: PLC -ASH SA Ki ANEL AND INTERNAL EQUIPMENT TO 5 PROVIDED BY OWNER. SUBSTITUTE: Note: PL -VLT f ACKPANEL AND INTERNAL EQUIPMENT TO S PROVIDED BY OWNER. All Bidders shall acknowledge receipt and acceptance of this Addendum No. 1 in the space provided on the Sid Form. 4MaTVurney—�� , R.. Engineering Manager Denver Board of Water Commissioners (BOARD OF 'ATR COMMISSIONERS (ASHLAND RESERVOIR RVOIR TANK (REPLACEMENTS - WORK PACKAGE (N. I - MAIN WORK ISA ) (14 0638 ) ADI -11 REVISED DUE TO REVISED DCBE TO i Resx•"umerA ' `yam\4e%%.PMk?.Ca _ haRiu+d db `�&wwM$a\ACom�vtlix. 6v '. \G«Y4 ,- Cw+ut Nvtt. t4vae:„„Arcv!•<xn 3.Rmµ. G—b5, SJ'kp`ERF43 &5$ i�+ w�. s t� 90) r t' \ ? �> Gb FMOWt}h y ipry ky, f� Vim' irate �� int �� w�. t' \ ? �> Gb FMOWt}h y ipry ky, f� int �� ca e�wr m a � rovmvxavxmwei5aro w�. �,'w 7 *5H -P- . ;'T6 7 I'LLIC 0 ra+„R$� \c�, aazn$ =.eav'+ $o a�Rns mo Rc_s - ray ts,� . 1 a a..� x —,� C -IM, I/S/MJ fasa nae u Alp i u Alp t" T 1" 2 ll�l 11 t'i All t�R 11 PHNH a41Ri v t g 25 pe 02 e n a# Agra k r"4}., v'r \^\ Z� v I � �"�> � "> � > � " > I I,> P > x ^^f �\\� «�\\;�\.�� \ �\�� `��\� t/;% °� \\� �\� /\ v, � ~� �� /\\\ Ail 6z 00 %:(^ 22,{ » *° ,nz Northglenn ..a Thornton , RRc A DENM Al"Olff 'notia r r„ BOARD OF WATER COMMISSIONEAIX A C 40 DENVER, COLORADO aMan AOAI%W AM Ww L's tte can 25 . Gregory AustinComm, xM NP spa 4za ...w James ANOW S. Lochhead CEO/Yanager .., ,.. oar Reftwva•r Hightands Manch AIR Parker ., DirectorRoberL i. Mahoney - Stroovo SwingsReswvok. ...,..: rte' 67...... Frankton OCA SC 1" 3 MILES PROJECT DIRECTORY C NG NE R OWNER'S —CONSULTANT SM INCORPMAIED TING STWCTURAL EN04NEMS 5EN WAT t F� Avenue Suite 700 Enoewood. Colorado 600 West 12th Avenue 80110 Denver. Colorado 80204 Contract EuW* M. Schoefer, P.F— TOM Wewl0r. R.E. Contact- Martin G=io. P.E. Phone (,303)781-7070 Phone {303}628--6631 Fox (303781-42 6 Fox { 628- 1 oll Ernal Martin.0orcioWenverwater-org UGCONSUL.TANTS SiTE/CIML ENGINEERING GEOTE04NICAL ENGINEERS IST INFRASTRUCTURE, LLC ' KUMAR & ASSOCIATES, INC. tact William T. Goetz, P.E.Contact- Jornes A. Nati, P.E. Adam L Manchok. 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THIS ,SURVEY CONTROL DIAGRAM IS NOT A LAND SURVEY PLAT, IMPROVEMENT SURVEY PLATOR BOUNDARY SURVEY, d 2. BASS OF BE:ARtNC: BEARINGS ARE BASED ON 1iTE WEST LINE or THE SOUTHEAST 9f4 Or I SECTION 25, T3S, R69W OF THE 6TH P.M. WITH A BEARING OF SOUTH 00019'08" EAST AND IS 1 k MONUMENTE'.D AT THE NORTH END WITH A 3-1/4- BRASS GAP STAMPED C 1f4, CITY OF WHEAT i SAM EC 581/4 !S 141.58 SET SET IN NRA RANGE BOX, BEARINGS ARE 83/92 ACO 2-1/2- O STATED AP kj PLANE CENTRAL ZONE DERIVED FROM GPS METHODS. I V �� 3. SASdS OF ELEVATION: ALL ELEVATIONS ARE: NAVD 88, BASED ON THE SOUTH CENTER 1/16 7 W 28th AVE 1IN�ii 10O FEET CORNER OF SECTION 25, T3S, R69W° (WHEAT RIDGE POINT 160012) BEING A 3P -1f2" ALUM. GAP ON 10- least t2ih AVAWO w' 204: Cs¢O628-6000 F. (SIN S28 -051 . tw.or4 ASHLAND RESERVOIR TANK REPLACEMENTS qsTRuvnON ' !STANDARDS 2011 i m TA 6 REBAR IN RANGE SOX, LS 9655: EIEV ON 5417.23 NA14F 88. VERIFY SCAUS 4, THIS PROECT IS ON A MODIFIED STATE PLANE COORDINATE SYSTEM CALLED *METRO GRIti"',. BAR IS OtW W04 CMV ZONE: CENTRAL ORMAL DRAWING TRUNCATION NORTH: -.1600030 0 wommommom I' TRUNCATI EAST' -7939880 1 W NOT �S FC1QT T GROUND SCALE FACTOR: 1,00026 PROJECT CONTROL "a. TO CONVERT FROM STATE PLANE COORDINATES TO METRO GRlt3 COORDINATES,' STATE PLANE (uslD METRO NAVD 86 (STATEPLANE NORTHNG USFT - 1600030) * 'L00026 METRO D NORTHING PT, _ fl LA L O CASTINGHEIGHT RT CAS FLCVA N DESCRIPTION (AELANEEASTNG USFT ^ 2999880) " 9.00026 METRO GRID CASTING t 38"45'376 7b"N F05°09" 7 9TCME9tA 36 31 .OB .5i:. 9t3271iI.92 '?.3 .26 5443.46' PK NAA., Fi.USH'Vi+tA;SPkiALT 6, E;XIS'ONG ELEVATIONS WERE DEVELOPED FROM EXISTING AS-13UILTS PROVIDED BY DENVER 233"45 .33i42"N' .._.,f07G3%54154°W —:17ol4-36.56.. 392 "`iP2. O-1432.93 123624.64 5SYB Ot: PK NAk FL t9 Ei Vt+kASPHAL WATER.. AS -BUILT ELEVATIONS WERE CONVERTED TO NAVD 88 USING THE FOLL.0*NG 3 3F4_V I4C>. W N 169%3'45. .. 970fddFa.37:: _2.46 3'1. .78.df --63-6266.: 9A14d2.3d _1231-3071- 54ai 54 m FK FAA(G F[.Uahllt lABp#U4LT as CONVE,R.SiC%N: ,rh BENCHMARK ._..�.M..._.... *! ,. 39"46'37.2di37'i"N ___ 42€i2928,t 31229fSD,85 5 74. tE12t24.s1 123132.E 543T.Cr3' PKPiA#,.FLESSHVV'#ASP i.T. 'yr' Gt"F1" DATUM + .t9'i2.3S° � 43GVti .256x50 5 39`45`36,9 .N W1o5�"93'45.W�"VY tta;r*IT3'36.228 i 176,42013' 3I2 W. S 13: iEI9416,49 t2 i5 608 ,06 HOLD WIGI FOOT NGVD 296'60 ,t 3.170° - NAVD 88 6 _ 29"45'27A9 Nrt5°c ts. irtroftls. o392 .5r �ll acu A CONTROL. POINT wpwf F00T SITE BENCHMARK (NAVD 88) Y'u 66 �°S FC.F [_ PT7k IMS SHE'E7,.ADAIST SCALC5 ACCOMINBLY PT Nit 78715 CAG DWG FRf, DRAWN 61'; UK O SY: RLS SURVEY CONTROL DIAGRAM G— _.: r , , e •~q : ,„„..�„,. t#p ,_ a 1"ehv,.,e. .....„_ .ycam,.,. _...m,_.om°s,t.,7'rwf, ',>.r�"�`�, ,�k14¢„ ,� a..”,.t��1, ;ly,.. -. .N.�,.,:. ;,`. >;F,„ . ' i? 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Sx PwrwrxEm.N{ V}EER � %o rWATER., .sw ,.�;.1000 WW tscn a (303)028-6000 K-1.1-1— a 5430, w�tl"t?, ,�w ..�et Nw. fir fT i0— SDG m ad f ,� .�., • y 1 Ts t §§§,li§ •• ` 'k f#` »3:�, T$ 9 g� µ_'' 3 , '` a_�s^ "T.„,� TEM, NO_. _ DESCRIPTION CDW2G REMOVE QST SASN ROOF TEES, BEAMS AND COLUMNS INSTALL TOE DRAIN UNDERDRAIN AND g -391 ru NG T5i tNFRAS U 4LCDA REMOVE WEST BASIN FLOOR 54A8 AND SLOPE PAVfNG ONLY AS `IOAN ON DR UNDERDRAdfi y¢p DEMOLITION DRAWNGS 4 4NSTALL IF DRAIN IN ACCESS RAMPC-35 a�M.,w f } iwi e•$,wM,.,;"..e.f'.. ...�',l -.r _`. l :d g,,,.h}WI'I p , '.,.^." �"•, n` , ."' C INSTALSSHOMNG ON WEST BERM COMPLETE LVER-ErrAVATICN FOR C-43 TANK NO 2 -- ----------- V SHORING WALL {DYEREXCAVATf._ AREA RESERVOIR ASHLAND DEVATERING TANK REPLACEMENTS UNDERDRAIN 4s "171;1 0 i Av 0 l IF1 ,oe REFERENCE:lfd#x CAPITAL CONSTRUCTION STANDARDS 2011 4, tCfFICALLY APPROVED, t"SHORT DURATION CtiAES,CNEBASIN § OR TANK RVICE ATh ALL TIMES. 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CHANGES TO THE SEQUENCE MAY HE MADE ONLY WITH PRIOR WRITTEN APPROVAL FROM DENVER WATER. CONTRACTOR REMAINS �PsRESPONSIBLE FOR CONSTRUCTION AND METHODS NECESSARY TO CONSTRUCT , .. ....... w,.THE PROJECT IN ACCORDANCE WTH THE APPROVED SEQUENCE. No Date Description .;-SCk"kBERM AND UCJTN PORTION { EAST AND WEST r THE G—SERIES 3E INTENDED NTLS TO REMAIN 1N PLACE TNPR v}F"s .' F UNTIL REMOVAL REQUIRED T7 SHOW CERTAIN C+9SifUC�fNl:s, FOR PIPING INSTALLATION SEQUENCE REQUIREMENTS AND DO NOT VERIFY SIAL ES DEPICT ALL REQUIRED WORK ITEMS. EAIS INCHCM DETAILED DEMOLITION AND CONSTRUCiYON CF10MAL dMAWMG`D wwwu t" REQUREMENTS ARE SHOWN ON OTHER IF NOT oM#"DRAWINGS. THO �T. 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TAG CONDUIT NO 17 24" BEV, LOCATED IN NO 17 TANKPLA E�IEPITa w S SLEEVE VALVE VAULT, WTH TETE FOLLONANG, THIS VALVE SHALL REMAIN CLOSED UNLESS STL GROUT TUBE s " J THE CONDUIT NO 3 INLET VALVES TO THE 1 1/2" RE o g k rt t EAST BASIN ARE OPEN, CHAIRS 0 � ` GO • K _ � U. � •-r� � 1. 3, TAG CONDUIT NO 3 30" INLET VALVES NTH---SRiCK BULKHEAD, TYP THE FOLLOWNG, z , '' , EXIST 3D" C11Ate1 _I THIS VALVE SHALL REMAIN OPEN UNLESS A 51 da Ci C;, t. .O i � — � � THE CONDUIT NO 17 24" BEV, LOCATED IN REFERENCE: �.'.t"� e gs NO 17 i CAPITAL PROJECTSSTAN VAf�4E 41 u 0 i a x2- 3 , a THE SLEEVE s i VA4JL T. !S GL C}. CONSTRUCTION DARDS 2011 ` 1 ,�"•' 4t. T �s s,.1. s IL [ _.,_...... I ."..., r art! tlx i �� f I d ,. 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F ..! art 1 fi ? t 1, , M # ss�-tcc�ci .� a 90 toma opt"opo9(kfsi), } `. ` � '�.',,, <w�� ,. `..i!'` a�� artaaxk 4i1Zi 4 C#.k91 ¢ 3�NQ,XjfiJ1LVM MANIG �r t t t s ..r ....d ✓” q } 1 I, THE EXPLORATORY BORINGS WERE DRILLED BETWEEN JULY 16, 2010 AND APRIL 22, 2011 WITH A 3 -INCH AND 4 -INCH DIAMETER CONTINUOUS FLIGHT, AND HOLLOW STEM POWER AUGERS AND H03 CORE STEEL, 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE SURVEYED BY DENVER WATER, 1 'THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE MEASURED BY INSTRUMENT LEVEL BY DENVER WATER PERSONNEL 4. PTE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 5. GROUND WATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER CONDITIONS INDICATED, FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME. 6, LABORATORY TEST RESULTS; WC = WATER CONTENT (%) (ASTM D 2216); DO = DRY DENSITY (pcf) (ASTM 0 2216); -200 = PERCENTAGE PASSING NO, 200 SIEVE (ASTM D 1140), LL = LIQUID LIMIT (ASTM D 4318); PI = PLASTICITY INDEX (ASTM D 4318), RES = MINIMUM LABORATORY RESISTIVITY (ohm -cm.) (ASTM G 57); WSS - WATER SOLUBLE SULFATES (%) (AASHTO T 290); PH = HYDROGEN ION CONCENTRATION (ASTM E 70), CL - CHLORIDE CONTENT (%=) (AASHTO T 291); SF = SULFIDES (AWWA C105), SO = APPARENT SPECIFIC GRAVITY. 7, SOIL. BORING AND SOIL BORING LOGS FROM KUMAR AND ASSOCIATES. REPORT #11--1-210 UgEbn §CONCRETE, THICKNESS IN INCHES SHOWN IN PARENTHESES TO LEFT OF THE LOG, (2) ASPHALT, lTflCKNESS IN INCHES SHOWN IN PARENTHESES TO LEFT OF THE LOG. [-IFILL: SANDY LEAN CLAY TO CLAYEY SAND (CL TO SC), FINE TO COARSE XIGRAINED, MOIST TO WET, LIGHT BROWN TO BROOCCASIONAL CLAYSTONE N, WN, ,,�AND SANDSTONE FRAGMENTS, THE LATERAL AND VERTICAL EXTENTS AND DEGREE OF COMPACTION WERE NOT DETERMINED AS PART OF THIS STUDY. [LEAN CLAY WITH SAND (CL) TO SANDY LEAN CLAY, STIFF TO VERY STIFF, M04ST ",-]TO WET, BROWN. OINTERBEDDED SANDSTONE AND CLAYSTONE BEDROCK, FINE TO MEDIUM GRAINED, HARD TO VERY HARD, MOIST TO WET, GRAY, E(SANDSTONE BEDROCK, FINE TO MEDIUM GRAINED, HARD TO VERY HARD, MOIST IJTO VERY MOIST, GRAY TO BROWN, CLAYSTONE BEDROCK, OCCASIONAL SILTSTONE INTERBEDS, FINE TO MEDIUM GRAINED, HARD TO VERY HARD, MOIST TO VERY MOIST, GRAY TO OLIVE. DRIVE SAMPLE, 2 -INCH I.D. CALIFORNIA LINER SAMPLE, 17/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 17 BLOWS OF A 140 -POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES, DISTURBED BULK SAMPLE. J__4 'J" (INDICATES 2' PERFORATED PVC PIPE INSTALLED IN BORING TO DEPTH SHOWN, �_j I f-FlINDICATES 2- SOLID PVC PIPE INSTALLED IN BORING TO DEPTH SHOWN, _j DEPTH TO WATER LEVEL AND NUMBER OF DAYS AFTER DRILLING MEASUREMENT WAS MADE. DEPTH AT WHICH BORING CAVED WHEN WATER LEVEL MEASUREMENTS WERE TAKEN 4 TO 7 DAYS AFTER COMPLETION OF THE DRILLING. MWI-1 MW_2 MW --3 BORING SB -1 BORING SS -2 BORING SB -3 BORING SB -4 EL =5416,82 EL =5416,70 EL -5414.99 EL 5438.3 EL 5438.4 EL 5436.5 EL 5438.2 r--5420 5420 I..5440 9= 17/12 15/12 (7 DD -87,2 (&5)f j 113/12 -200-71 X, 17/12 1�x 5435- 10 LL 5435 5415 -57 13/12 5415 (6) 4 rD PI -31 19/12 Sw Pr*)wct NO.: lo(&� Oi 10/12 WSS-0,24 J1, 12/12 8/12 N.. 115/12 K+A 2390 S �4'm st D 12/12 9/12 J WC 21 K) DD -96A FAX: '303- 741" 96fle, 12 54313 l +4-30 5430 Kumar & Associates --- 5410 1 5410-- -200-14 10/12 17/12 /J WC - 35/12 WC -17.0 11/12 1 /1226-3 22/12 -200-46 9/12 -1 r 0o96.z LL -28 200-'g5 I DD -83,8 PI -15 J_j WC -35,3 /1 -200-62 LL -47 WSS<M02 5425-1 PID>2.000 -28 k "fi 16/12 5405 LL -60 5405 E., PI M-24 9/12 75, J50/6 I WSS-CL22 WC -20,15 1, 50/11 J 102 DD -103,4 144 j 50/11 46/12 7= WC -17,0 -200-45 ] 13/12 < LL -28 I > DD -101A > PI -13 A� 200-86 50/8 5420 9/S<0,02 12 7 50/3 5420-` 5400 U`_ 43 WC -21.0 5400- - WS DO -106,4 - W'SS-0123 WSS-022 iK� PI -2" 17/12 50/9 we -18,9 -A ASHLAND 50/7 50/6 WC -2&3 NI -1 DD -100.0 PID -150 * OD -915 K [ 200-48 RESERVOIR 150/7 -200-9 P R-10 5,395 7 il-24 5415- 5395 LL- 56 PI -25 v TANK REPLACEMENTS 224 50/4 50/4 -3'6 'XI .35/12 r - _2", I 11 / WC -19,9 541 OF—— --DD-109.8 -5390 50/7 5390 5410� - - '-'-I',---- - - / LL -38 >1 N 22 DD -99,0 150/2 U-48' REFERENCE: M-17 I CAPITAL PRO.ECTS W5S40.02 I CONSTRUCTION STANDARDS 2011 5405 5405--1 5385 5385-1 ]50/6 WC=26,5 DD -96,1 MALFUNCTIONED SHORTLY U_=53 *READINGS SUSPECT SINCE PID -200=88 - AFTER READING WAS WEROBTAINED Pk24 5400,-- & ODORS E NOT DETECTED AS THEY WERE IN MW -2 AND a9.4 4 MW -3 BORINGS, DD -88A 00 50/9 -200-79 LL -62 -5395 PI -26 5395 50/2 2AIA2 fmv, rm Ov .- 5.390 5390._,.,. No Date Description 50/5 REFEREN E ELEVAJIONS RE\4SIONS EXISTING WEST •BASIN 50/7 T,O.& HIGH PT-54179.29"VIERIFY SCAM OAR M OW WCH ON EXISTING WEST BASIN- 5185 5385 ORONAL ORAWNG T.O.S. LOW PT -5407.5' 0 wwwwwwwo I' NOT ONE ON EXISTING EAST W BASIN IMS ADJNOMUST T.O.S. HIGH PT -5408.31' SCALM ACCORDINGLY FO,S, LOW PT -5407.31' Wr N{� 15715 PROPOSED 5380 5380 CAD VWO M' T,O.S, LOW PT -5410,28' DRAW Or A TMICP8 CHM ft, A TMIWTGS-r DAM"AM Or, 2011 CONVAC14Us i1 AS SUM DAM AS afty or ILL— SOIL BORING LOGS C-8 d 'CLOW VR i's Wray 'IMNS Simi w ,SON ,41 tmummonum o YNO Na fo si awa S OS AAMA MZ SONVOWa NOUD wKSW SIN3N3DVld38 XNVI ONV HS R �C Its# cxparom a,�;ata 9,m -A4 ' 4 —Bxat ss) "0,4 0—NZ9(40£) WW"V IM t 0091 1 ��it'�i�a�, a ♦ Mz ._ 61� alas �� tSZaS Ztlas €" ' 2 tla - otla,. � t3£ VMS Zt/aS ' �� ZtjCP� �� }6�rS.... atlas t" 91as � Z t/LZ '4 Zs/tom •.� 61 " edaS _. t'i CJC7 a „ j xd Y.. ,* 9f as C 9-9/m � ."r' K ..,,.... .w iZiO'O>SsAt Si-,mn ld ...°. _. st Ls z ri 1�,, n ZsaaZ V9Z- _ 1-acts #Oas ' ztlas� �sias 0,69-00 T s atla [das.e 676-00 y _ taus ° atlas 36 tiaS �tttc tt/s Z�iss�n� csa- £Lld cz-id £a.a,- sti Gtr -Il Z�-td ss--ri SL n SL# �-S38a #�Z-fd 9 � C7a4 w. {9"Z -00 99-OOZ— L'tfi.-W Z'Z6-sg- TZ -3m - Z— ztlos /cs fi'3 zkfas „: kl as 6'Z .. ztlsr 90*9 €dam ��/ � 9,M -aa " 0'4-tid �t!£T r ( S9Z- Zt,/oc Za'a>S £Z -Id r £ O-13 £Z9=S38tZid M_.._.. _. ._.. i,... y' _. �. Zi%a5Z'Zot-oa ..,_....LtJ£Z ZLIL£ %k os aaz._ ZO ZG/6t fl.w° ZO Sat) LL Z— S ZO ZSR";"# :("ai} SL-Q4Z— (G) 6) k W tt 5 Z4) a'a6aa.._� _ _ _.. _. , .... _,. r zsaa..".w_ _..._.. ._.. s t t.__...ry.. r_ ,.._.__._ i _ w .. ... _.. £ 4f' ;NA zt/c.._.... ,....._ VU-OM _ _. ._...,_.__._w•__ _.._,._. _. u...._ „.: 6`9009 13 0,60** 13 L'90*9 13 9'84trS 13 ['8(045 13 VIROK 13 9*90i'S 13 8'90,09 13 CLOG 13 9°8OK 13 4t—BS ON180 5E-85 ONIHOS ZL -SS ONIHOS It—GS `DNIHOS tit --BS ONWOe 6-85 SNWOO S—BS CM808 L --SS ON1808 9 --BS DNIW8 (;—BS ON1608 BORING S8-15 BORING SB -16 BORING SB -17 BORING 58--18 BORING SB -19 EL 5408.8 EL 5408.9 EL 5438.4 EL 5437.6 EL 5438.1 160St t 12th A ua 5440 5440._.._ (30)628-6000 F" (303)628-,6851 �,. (6)k` 15/12 �, 14/12 (s:5 7:s +d 23/12 . «204-54 54,35 °5435----# � ) 10/12 Ceti# Struc#u Er9g#rssrs 00-92.5 ' Y-20.3 18/12 20/12 Rt ta-25.1 moi, #rt Pin, i tt i ..200-55 0U-97,2 Ft 1L:-37 —200-57 .....+ U PI -22 -43 + t. 1- 5430 s PI -23 5430 w_ { _„, � rte. y4>wn3 $4/10 F.4)7 11 66 41-9 8/12 k WC -28.6 2 Kumar ,associates WC -27.3 . �._.. � 00-92.0 DD -92.7 -52 66 1t 5 5425 €f-3 5425 11 9:` 7/12 33/12 4 vac -25,5 DD -96.5 —200-6t 3. TM LL -45 3Z".._ 5420 a P-29 r,73 5420 50f6 16/12 50/10 C =28.7 'aFY WC -21.3 t 00-92.4 ` 00=104.4200-95 -55 ASHLAND 5415 �.` 1-24 41 "RV2 -7.732 40f12 TACK REPLACEMENTS iV .._- 5410 3 5410----g 1 X14) 9/9250/7 00-93.6 69/12 REFERENCE: ...x...5465 -25.1 30 5 sx, 5405-.,_ CAPITAL PROJECT; USA -94,1 1&4 COdSTRUC110N STANDARDS 2019 -200-65 00-109.7 � 50/5 w�. ar.ece^q LL -55 ' P9- LL -39 K ,_ 54C7 .. y t0O 5 50/6 P ' 50/3 54LiO " ,. -5395 100/8 50J9 .. 47/12 5390 taa%5 sA. 539O.._w 49 j9 - 5385 5385-- 385_--5380 5380 5380-1 Lim SY I I IV 6m .r�iaar.,esMauagLLat tioz soevaNvis Nomonamoo SiOTMid IVIUV3 :30NUIBN SiN3r433Y'ld3?J XNVI NIOA83S38 ONVIHSV zd - o,*=t ron 1040M Dos o.oaqbua s —s'ams-.0 .mugg, LWVT kp Mw ! + 111 u. 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" TO ACCOMMODATE CONC PUMP TRUSS} ` I`I a �sfila z Ott CONC Pcr+IP`— �Ifir TTRUCK' xt r P� TANK NO 2 x ¢ , D I �x f� ' ,k.p CONC PUMP , 1t i iya' I § TRUCK f I i t"''w i g 5�, yyyy 3 h fl t zt _ r 'n ` IT Y E ` vwwrrY'Y"^k fE... m.P JI QNC PUmP DWCKS ACCESS.. ¢¢ I k t h j S J� TANK NO 2 CONCRETE PLACEMENT PLAN x. 4 � p t r # r s Yt s. sf i SCALE: 1"=40' CONTOUR INTERVAL: 1 FOOT r# DENVER WATER r :tet. I 1600 Weary 12th A Pmnwm Ca mad* W204 b F" (303)626.6831 ( a r � uw t � � CONC I hd } t TRLIK � t t TANK NO 1 , k ��t CONC PUMP TRUCK 1 i CONC Pl7A4P , TRUCK Y � d CONC PUMP E+ , t t k ,a I � ( z x , �I s I g a tp�,x MUCKS ACCESS I ,,3g g=€ yT R It a f (S(I4xa CT. ( { 3 tI (d . I ( vfi i"o. TANK NO I C 7E SCALE. 1'=40' CONTOUR INTERVAL: 1 FOOT ;mow encsss as +� ssa7s-sari consulthn stueturd7i SOO Est t fiats 100DC0 - P W 5140 r a 44 T'ST 1WRASTRUCTURE, LLC ? ASHLAND i` R aERVIR "4 s� ' fir: TANK REPLACEMENTS r L DURING CONCRETE PLACEMENT OF EACH TANK, CONCRETE PUMP la TRUCKS ARE ALLOWD ALONG W 50TH I AVE Y4YYD VFV SITE 9N AA'iF:« 12 k A EXCAVATION AREA, ADJACENT TO xo THE TANK LOCATION, AS DETERMINED NECESSARY, µ. ARE NOT 2. CONCRETE PUMP TRUCKS CAPITAL. PROJECTS ,= ALLOWED ALONG FENTON STREET CONSIRUcTKIN STANDARDS 2011 1 a - t , AT ANY TOME.- � � Ix wxfx.vrdwcdtar.ewq � • 1 CONCRETE HAULING SHALL FOLLOW �u �UdteJ�s� awl�CS THE SAME GENERAL ROUTES DURING CONSTRUCTION OF EACH TANK- ,1 A. CONCRETE DELIVERY TRUCKS SHALL ARRIVE AT THE SITE MA _ n I t3 SHERIDAN BLVD AND WEST ON i W 29TH AVE. Y � - D. CONCRETE TRUCKS EXITING THE SITE FROM IN THE EXCAVATION , AREA SHALL EXIT VEA EAST ON 29Th! AVE TO SHERIDAN ZI g� { BLVD. Q _w P s f3¢ 12 i 7 t5 t]N C. CONCRETE TRUCKSAC FTdR 8� EXITING THE '� x$ § SITE FROM 3DiiAVE SHALL e.Pclo EXIT VIA NORTH ON HARLAN ST, gA' ° G + "a h,.AEJT ON 32ND AVETO d SHERIDAN DLV, R04SIONS VERIFY SCALES rlBAR is OW tudt ON OFOONAL to imm " € T ow 0404 ON SCALES ACCf7RY7ih1QY r : PT NO. 15715 CAO OW `t J DACE:... �kd rh„ Ait OoNnuct. 1406 � r err- A3 BUILT 0AM CONCRETE PLACEMENT PHASES s. STAGING AND ACCESS C-14 DENVER WATER 1600 Weary 12th A Pmnwm Ca mad* W204 b F" (303)626.6831 ;mow encsss as +� ssa7s-sari consulthn stueturd7i SOO Est t fiats 100DC0 - P W 5140 r a 44 T'ST 1WRASTRUCTURE, LLC ? ASHLAND i` R aERVIR "4 s� ' fir: TANK REPLACEMENTS r L DURING CONCRETE PLACEMENT OF EACH TANK, CONCRETE PUMP la TRUCKS ARE ALLOWD ALONG W 50TH I AVE Y4YYD VFV SITE 9N AA'iF:« 12 k A EXCAVATION AREA, ADJACENT TO xo THE TANK LOCATION, AS DETERMINED NECESSARY, µ. ARE NOT 2. CONCRETE PUMP TRUCKS CAPITAL. PROJECTS ,= ALLOWED ALONG FENTON STREET CONSIRUcTKIN STANDARDS 2011 1 a - t , AT ANY TOME.- � � Ix wxfx.vrdwcdtar.ewq � • 1 CONCRETE HAULING SHALL FOLLOW �u �UdteJ�s� awl�CS THE SAME GENERAL ROUTES DURING CONSTRUCTION OF EACH TANK- ,1 A. CONCRETE DELIVERY TRUCKS SHALL ARRIVE AT THE SITE MA _ n I t3 SHERIDAN BLVD AND WEST ON i W 29TH AVE. Y � - D. CONCRETE TRUCKS EXITING THE SITE FROM IN THE EXCAVATION , AREA SHALL EXIT VEA EAST ON 29Th! AVE TO SHERIDAN ZI g� { BLVD. Q _w P s f3¢ 12 i 7 t5 t]N C. CONCRETE TRUCKSAC FTdR 8� EXITING THE '� x$ § SITE FROM 3DiiAVE SHALL e.Pclo EXIT VIA NORTH ON HARLAN ST, gA' ° G + "a h,.AEJT ON 32ND AVETO d SHERIDAN DLV, R04SIONS VERIFY SCALES rlBAR is OW tudt ON OFOONAL to imm " € T ow 0404 ON SCALES ACCf7RY7ih1QY r : PT NO. 15715 CAO OW `t J DACE:... �kd rh„ Ait OoNnuct. 1406 � r err- A3 BUILT 0AM CONCRETE PLACEMENT PHASES s. STAGING AND ACCESS C-14 • S3.1n08 JnVH ;41S-±40 f& a acv ;As 0 8 / V 'AQ WYW ,s o s is sail NO HW 3W ION A .i o ONVev NO H:W sB wo S31VOS AAMA 4WZ s XNVI A ,U M LL 4 M � M ONVIHSV ani °31X kid Y 1.51 .. re��ervena r°nsta�sr..n 1YOS ON i i 3AV H16Z M QNV GA'le NYMN3HS '3AV Wtt M 08 H 6 SOYM '3AV XV.1100 3Av Hi 6z M aNV 'aAlB NVCW3HS '3AV XV.4'1 0 M '%S ONndt)4 °3Av Hioz M viA app aNviHS'd Gl NNn13N �iAv Hoz M aN NVG83HS '3AV H16Z H16M V#% 3IG Yom Cil i iu Q3ivAvo 3 inVH s 4;+:"^:, ,�.,., j �W.. ,� ...; � •",.. ,,.t"x Ah..;,��"� : .,' ,J _ :.,..--'"".,S ...� �„ ,�s'�.�� `i.:ax.k°'.-,.. �,. '�' '. ,� �.,w,}. �: .a"wwtis 1 +„ ... ^�".�:s mm d d# �� 4 �t r, � ., �"• .- ''�". r 4 � r� ,� ""„x.j'� 1'f � J{j f ?„-' a � �"'�-§,.�... "_ . � ��- ew'"� � '` ✓`' k� t s 'mow'•::'..: TRE 'It fJ r°, 1 v: > r ES ADJACENT 70 EXIST dd ti #, ti , SIDEWALK TO REMAIN IN FLAGS {SEE NOTE ij f & k � r � t ,.,, #� ,a� ?'`'.:. x's..-_".....-..-».,.a .�, ...,,C.,*:.m._» ... x .a�...,n.,.;.a .;...,. _,,..N.1;r.......»�,,w.-sN-.�.•„,.,,„,...,�.. ."«t^j. .. k 4^'".* «*.. ..f. ... .. , l ' OA' - M AT WATER TREATMENT PLANT 5 CHAIN UNK FENCE *, ENTRANCE TREES ADJACENT TO e \ e (SYP V DISTANCE FROM EXIST r 3 ��. a "s APPROX LOC EXIST YD HYD. ,. d )SIDEWALK Ai.CN36 MST AND NORTH s E,XIE SIDEWALK TO '`• \ W 2OTH AVE ^t # REMAIN IN PLACE - ` ! , PROTECT AND KEEP IN PLACE PORTIONS OF SITE 1 SEE NOTE 1 } } l ( } ,� � ,/ r DURING CONST .,.�'' ,.. �'� _ ,. ...., rt'.., .. ._:..,�.�-,.,..°^.; ...z,".._„-..,.__,,:r^:�. ,r:.;.....,� ., ;.z"'...,. ..r: , r,..:,;,^r�'.�.°r..„: w-.,.... sr�;k�..__....e.�, n1''`..,, ,.”. ,_..�,.��_ �;, +.......,~..„�, .»`..•^�s':,� �. �.,.,,._ �- :.�:., �.:. y �" , _,. „� _,.-..a^..,,_. �w A „-•-.�.w.., x... `d "^ma=r, j s \ ° ane � `€ 4 � a �, ., �.,•-,• i •° SILT FENCE. TYF'--�/'; 1°' .. �� S �� S + � f i �'.:,.-. 's �. 4 ts'ssj�, ds # SZ., 'r .�.,. ^ �� dt I� a ! �; ;'`'•s i .....�.,.....�.. #S t. .._R„...,� s. j .., Ts 3S E i IT.... j $ 1 t ..__.,,.,, _; •,r TREES REES 3 i ADJACENT # �iy ��_�� # 't ryy,;..k"•r , �a.t . 1r A '�` i1't'J1 �,.7t ? !STM,'°' / ij FS `ar TO SIDEWALK TO .. TREES TO # REMAIN REMAIN IN PLACE � IN CE. (SEE d # Si t NOTE S) 4 S t t 1. MAINTAIN T=EES THAT ARE ” � $fj r�, # � ,• 4na. �; � # j # �' - � � ADJACENT TO THE SIDEWALK. 11 ,# * ' t✓ d i '` r A � C r ` e (, J # } ,: _ b PROMDE 15 SPACE R TCLE AR WORKING TOE @ 4 t STOCKPILE AREA FOR EAST STOCKPILE AREA FOR WEST I OF THE STOCKPILE SLOPE AND ,, ., BASIN (TANK NO 1 r ,A BASIN (TANK NO 2) I 2p , THE EDGE OF THE TREES. y 0. s4' ', I, TREES 1'N PLACE tt � � 3 "',� 2, CLEAR AND GRUB TREES AND I t' I l t J SHRUBS IN THE ACCESS AND c d )yam L p t i STOCKPILE AREA, STOCKPILE STOESa. , { t f” .,. SLOPED I TOT Wj � � ( _..-„ 3. 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Xil24" 30" SEI S3L PIPE FLG Sd' r n.PTFE si t RD(+R � 4 5441 50f '4� 1 3/5" AHR OO T, l SII PIPE 5 5441,50 ^fi Tfi SCALE: 38"i'« -O" 5441 50 154 Pi..7t"'TS.,.!'1N 5443 9# X449 5D SCALE: 3/8*=T.-O' THIS DWG RESERVOIR 5#4.3 9a 5'0TANK REPLACEMENTS -w.:,. : cs 1 ,...�...�., .:w.v..�.......�.» a 4'4r'rr'*. ✓,�, 4 `tr" ,�„y ;lea °" ,r'�i"t'� x',S i r' % `�. l `�.rf" § S/2 3 i✓2. .... .,. 54...,5444.02`��..',^i.,. 1'-0* 6 3° 7 2 9 2'-1' 2901 3# w� r@ T #" 6*.8" # DEMOLITION UM1Ts ' * ' wfi REFERENCE: t ° r \ # CAPITAL PROXCTS {{ # ( 1. SAW CUT EMSTING WALL WITHIN CONSTRUCTION STANDARDS 20Ii 3.._w ....,, # TH DEMOLITION ITIO,N I y�PS C CR TE � td'@� VG,Ivz Vi..9 ltVti 4.�Mt�J. t+x✓1i.l. G. . N1'W'W, $, FLOORSLAB SHALL REMAIN IN 4 /QICS t _ PLACE. 20*4 FLG X FLG SPOOL --\CON PAD FUSE � I _— ° — --=F TEC FR223 2. REMOVE PIPING AND " ASR vAt,v PANEL 6' EIEC PANEL, TYP APPURTENANCES WITHIN PIPE: DEMOLITION BATTERY' w,., _ „p I. WAS4ii40iL4V € 2#" Ii? 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SEND INVERT W PVC 90' BEND PIPING y GC2C;tlT SO* CHANNEL INVERT ' ` LAND 6 8' UNDE6tDRAIN RESERVOIR PIPING 1 PRECAST l�ti BA'.r`F. INSTALL INTERMEDIATE PRECAST CONCRETE TANK REPLACEMENTS PLATFORM AT MID HEIGHT OF MANHOLE TYPICAL UNDERDRAIN PIPE BEDDING DETAIL UNDERDRAIN MANHOLE DETAIL SCALE: 7 =j' „ a' C;.39 SCALE< f8"=1' -O" 3_.3 THIS Diff'+ 16" Dl TANK NO 2 DR SEE DWG C -6f REMOVE IDI PITTING -REFERENCE' CAPITAL PROJECTS .._ ._ . CONSTRUCTION STANDARD 2011 sI.DPE � 0.9 � �. �� FROM TANK � 0,9% TANK NO 2 —TEMP PIPING DEMOLITION AREA NO z DR DR LINE « s 0.38 LF 16' DIP sfig DI Mi its Y:: TEMP 45' DI BEND— F TEMP DR CONNEC'RON " '�I.. SLEEVE..—PERMANENT 16' Di TANK NO 2 �.:. INV EL 5403.42.. ..�_ DR SEE D G—fig 6~ Pvc UNDERDRAIN .. PIPING PER REMOVE TEMP 16' nl PIPE � � ,, PLUG 96' D1itla AND T tausH W/INSIDE FACE OF MH r' 10' PVC UNDERDFAIN CUT P PIPING Its' DI DR MINE�4 2fi7fd : ..m,_. ik gg 24' KING AND c�7 `k tk No iYt7te i5escx�tBan VERIFY SCALES OAR IS ONE WCH ON ORMAL DRAWAG 6'0 UNDERDRAIN MH (SEE DWG C-39)-0 RIM EL 5433.49 9 0401 ON 8' INV IN (N) EL 539&49i nilNOT T. MART 10- INV IN (E) EL 5394.30 g . SCALES Ata;:Ndfltlr&Y:.v 16' INV IN (NW) ("TEMP TANK NO 2 IDR CONNEC'RON) $: L 5403,42 18' INV OUT (S)PT IM 1571$ 'EL 5398.29 18"° HDPE UNDERDRAIN PIPING CAD OM eaE: MATr4. 1, PIPING CONFIGURATION NAL. REMAIN IN INITIAL. PHASE DURING PERIOD WEN ONLY PIPING REMOVAL DURING CONSTRUCTION TANK NO 2 IS IN OPERATION. OF TANK NO I DRAIN LINE, 2, INSTALL INTERMEDIATE PRECAST CONCRETE PLATFORM AT MID HEIGHT OF MANHOLE, INI77AL CONnGURA 77ON TANK NO 2 DRAIN UNE REMOVAL FINAL GQNFIGtlRA77ON UNDERDRAINMANHOLE INS7`ALLA77ON PHASING SCALE: 1/4"=l' -O' C-39 OONTWR`� 140638 AS MXT DATE„,....«.„.... .®o.,..,®. 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TANK NO Y OR,— VAULT6 b U 4 I ' VAULT ...,.^ LINE PAN y .. } 535 OR LINE MH5430 p _— " 6%w,,� 54.30-—.—""--,.,�..,..... w. ,.w' A 54 .......,. � �tnw 25 R—) 5425 € 5425 CSE _ E- _ m f 20 5 } k 42Q n46tMEN1' TR,46'^'^-"�""M�- m CIE—CFtL._,...r �0 NATION P 32 iiE i} E3ASim EEp Cf r` w>..�,_.:, SLOPE Y pp y{ Y: � tiEJ 70 ' C 1. wr' v.�App ." ryi SCALE: 1'=40' CONTOUR INTERVAL: t FOOT VEIVVER xrAa . 1600 W"k 12th AA"# NVId tU7e StJ2dVaWIS NOUaMISNOD :3DN363J38 SlN3rGOVld3d ANVI N IO 8353 8 ONVIHSV atrntnaSt aNr ssa I ,-;1z; �z —RO(C'OO O` ISO( yy",..:. mow. ...,.,...�:;, w, ...„... ..:.... ........_,. ,..._ a...._.,..,_...�,._,. o .....�,.....� _ .,,_ _.... 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''",""4 F .:. r d �.o k v in. 1 E, TIES TO ^- EX ST E STRM GRATE; APF*ROX 64PT; OF A: HALT 52E PAVING mg e : a N(7RTH(NG EASTiNC OQUALITY WATER 1 { 5436.82 102101.542 3 123130 72 t __jESCRIPTION TIE TO EXISTING FLOWUNE ^.�. 2 543181 ... 1142495 58 123159 70 FLOWLINE 4 POINT OF TANGENCY �rt 3 f 54.'58 102095 76 k 12320130 � . 4 5438,92 3 142095 93 t 12.3251 70 FLON4 INE 5 5439= 10 819 123301,70 ..... 2049. r 6 5439,88 38 Yk A g TANK NO 2 i9 C--47 TYP CROSS SECTION FOR BOTH 102096 45 123409 70 53 TANKS 8 54-40,80 9 5441 O0 i 102096 63 123451 70 102096 80 123508 70 FLOWLINE FLONRINE R-30.2" VALVE VAULT �,..,._ ASPHALT AND FLA RK COORDINATE TABLE PLAINT ELEVA`DON N(7RTH(NG EASTiNC 1 { 5436.82 102101.542 3 123130 72 t __jESCRIPTION TIE TO EXISTING FLOWUNE ^.�. 2 543181 ... 1142495 58 123159 70 FLOWLINE 4 POINT OF TANGENCY .. 3 f 54.'58 102095 76 k 12320130 FLO.. NE . 4 5438,92 3 142095 93 t 12.3251 70 FLON4 INE 5 5439= 10 819 123301,70 ..... 2049. FLO NE 6 5439,88 102096.28 123351.70 FL O NE 7 5440,00 102096 45 123409 70 FLOW NE 8 54-40,80 9 5441 O0 i 102096 63 123451 70 102096 80 123508 70 FLOWLINE FLONRINE _ 10 5443 817F1.OW.SNE 142498 97 123551,70 11 5442 04 102497.55 823601 70 1 FLOWUNE x 12 9442 7 32 723655 10204917iP FT iiW'tiNE .. �..»,�. 75 13 5443 040 � {{E 902.097 5{i } 1%3705 74 2 .. Fi..tJWi.tNE _' i 4 5443,37 102097 70 523760 DO I ..... FLOW INE 0 POINT OF TANGENCY ... 75 54.43 00 1020934& 12377Z87 FLOWLINE 0 HIGH PONT 16 5442,43 102077 77 5237817 07 TSE TO EXISTING FLOW INE 47 77 5441,00 102059.2!,_" 723425 36 E:CSCE' t7€ ASPHALT 48 5441.. 98 26 ° t 9.01 1.;449.. 0205. 23 49 3& � EDGE OF ASPHALT 99 5447, 00 142059.01 7234 36 E ASPHALT SPOT iVAT1 ON 24 5439 53 142020 94 123449 07 ASPHALT SPOT ELEVATION 21 5439,33 102009 52 923442 07 ASPHALT SPOT VA'n C--48 _. 2 5439 33 5439 901990.20 123436 50 { ._. �j . _...__ ASPHALT SPOT ELEVATION 23 33 101969.61 12344904: ASPHALT SPOT ELEVATION S4 3 24 39 3 141 iD t. 346 i � 99 20 2 806.,_.1.,_._. ASPHALT SPOT a� 25 5438.5& .._ .__,. _.,.,... _ 1D20i9,00 ' 123808.44 EDGE OF AS'FHALT�� NT OF TANGENCY_. RESTORED 6 5438.66 501879.00 123758 04 EDGE OF ASPHALT' CENTER OF CURVE 99' 5 38, 6----- 28 9437 65 10172G00 123608,04 10174912 823510 72 HA T PUNT L 0'N T fE TANGENCY ASPHALT SPOT ELEVATION �; l 29 5437 25 101729.00 123590 72 € ASPHALT SPOT ELEVATION ... .. '"' ....:. 30 5437 25 107760 83 = 923488.76 Etitf Of ASPHALT CENTER OF CURVE 31 5437,65 10974984 123449 04 ASPHALT SPOT ELEVATION 3 5437,25 80176083 123429 32 i EDGE OF ASPHALT CENTER 4F CURVE 33 ' P 5437,65 101749 96 p 823387 08 T., ASPHALT SPOT ELEVATION _ __ ...... 34 5437 25 109729 00 523387 08 }.. ASPHALT SPOT ELEVATION _ 35 5438 66 101721 00 123290,04 EDGE", OF ASPHALT POINT OF TANGENCY 6_ 5438.65 3 1 101879,.00 123140.04 «___ EDGE OF ASPHALT CENTER OF CURVE kj -LATWORK COORDINATE TABLE (CON ASPHALT AND .... ,Y ,..,... ._ ,..,.. (,.^,. .,. ..........,. . . ...: �+qp ^y {-} y yy ^p} p�pw �^' �'++yy /��DEC�CRIPTION ONE..4k,. Ail dt d�twV t.'..}AliiVEW EGA 9 POF TAN CY MEW37 5438 66 10202 00 123290 04 14 TS 5438,66 101909 76 1234.46 65 ASPHALT SPOT EIEVAT0ON 543668 101879. 1 34,40,04 ASPHALT SPOT ELEVATION 31 40 5436#0 101651 26 12:5437 45 F OF ASPHALT 47 41. _ 5438.10 10€85126 123460±63__ _....._ _.___._,.._. EDGE OF ASPHALT_,_,_ .«...,.,....�.. 843866 54987904 11345804 ASPHALT SPOT ELEVATION t6 43 543686 141 78 123461,23 ASPHALT SPRY ELEVAT90N '1 ! :• „` ," k. TIES TO "„. ..,._ 44 5438 66 10193Z59 123449 86 ASPHALT SPOT ELEVATION AAA 25 ` EXIST i.... 45 5421.00 448593 87 )) 123454A7 ASPHALT SPOT ELEVATION YATi 46 4=00 101564,00 323462 62 ASPHALT SPOT ELEVATION 4 541200 1(i8S334i 1234712& ASPHALT SPOT ELEVATION _... PAID ACCESS„` r,„" ;.„..„, ,,._.. •,,.,.4„` .. ...,. e j• i 48 5416.00, 10154599 123476,21 ASPHALT SPOT ELEVATION RD •... ,...'."^„. _"". ..`. ;,^. " ,... ..•...,. :.: EXIST E 49 ..: 5417,85 9d?1572.75 ? 923486,69 ASPHALT SPOT ELEVATION s , s a mo i ASPHALT w, "� � „. „ 50 5417.85 108538 03 s #2345128,5 EtdOF OF -INLET LVF < ., .. 1 , s t VAULT % •. ' , a � @� .:• ' 51 ___5440,00 102096,52 � 423420.36 £6i:E OF ASPHALT P01NT OF TANGENCY 102091.52 125425.36 EDGE OF ASPHALT PONT OF TANGENCY _ '„ 3{ 53 NA 102098 52 ° 123420 36 EDGE OF ASPHALT CENTER OF CURVE. 4 5440.99 E 102096.64 � 52345434 EIiGE OF ASPHALT P01NT OF TANGENCY -FOR TYP ASPHALT "" ". : `55 5440 99 102091.64 123449 36 EDGE 4F ASPHALT P01NT OF TANGENCY .. CROSS SECT, SEE EXIST rL TO REMAIN ON 56 -._ 1032491 64 12345438 tl EDGE OF ASPHALT TER OF CURVE 43 i PENTON STB W 291H w 5 5«441.04 � 102OS,kOO 12342536 EDGE OF ASPHALT POINT OF TANCENCY A, AVE 4� AND W a�AVE _WAIL ,._..�3_. . _ PiETA1NIM0, : 58 5439,318 1020291X7 924003& EDGE OF ASPHALT POINT Of TANGENCY 42 TANK NO t 59 NA 802D5400 12340036 t EDGE OF ASPHALT CENTER OF CURVE ` ^' 8550° 60 5443 00 102D54 DR 123449 38 EDGE OF ASPHALT POINT OF TAN GY 61 5439 77 902029 310 823474 36 EDGE OF ASPHALT POINT OF TANGENCY & NA 94205,LO0 12347436 EDGE 9F' ASPHALT CENTER OF CURVE .30.2' n i 63 5439 32 5D1865"37 9,30 EDGE OF ASPHALT PINT OF TANGENCY 5437 77 L 109837 15 ! 523441 44 EDGE OF ASPHALTPOINT OF TANGENCY' f 65 NA 10183C98 121410 84 EDGE OF ASPHALT CENTER OF CURVE 2 t 66 5439 35 101865 97 t 123478 78 EDGE OF ASPHALT PLANT OF TANGENCY 543711 wq 109837.15 � 12343704 .. EDGE OF ASPHALT POINT OF TANGENCY 74 _'` ,: '•Y,ray •. 1 ,� "M 68 MA IO1836 98 y 123487 24 EDGE OF ASPHALT CENTER OF CURVE 69 543177 10478912 E 12344104 EDGE OF ASPHALT POINT OF TANGENCY ` 30 , 1r „ 4 5437,01 101749.12 � 123465 04 OF ASPHALT POINT OF TANGENCY_ ...._._,.: ..., . _.._... ., . _.._.. _,..,_,.___ _ ....,.,:... ..... _..:_.. N �,... r � `� 71 NA 10178912 123401 iD4 Ei?C,E ( AASPHALTi� TER OF CURVE. ` 2 5437,77 10978912 123457,04 EDGE OF ASPHALT POINT OF TANGENCY 4 _t t.6W A HA T PO#Nr TANGENCY 107 7 9. 2 _12349 E OF SP L 4 NA_.., #41789.12 12349704 EDGE OF ASPHALT CENTER OF CURVE 542076 101595 Std ! 123441 71 EDD O ASPHALT PONT OF TANGENCY d TANK NO 7 OUTLET VALVE f! C-411 VAULT = t .4; i °° 7fi 5421,58 701595 36 123446 71 EDGE OF ASPHALT POINT OF TANGENCY CPR UNE FAH ' µ' _ ... _ .... __. _ __ _ .....„ ._..,.....�, -. ,... ^ NA 101597 30 9?3 71 OF ASPHALT CENTER 04' CURVE � ERGS �.,..'._ „' ,.� „. , 7 5421.45 � 101596.30 � 123480.77 EDGE tDF ASPHALT POEMT t4F TANOENC4' 9 5420.97' 101591.30 123485.77 EDGE OF ASPHALT POINT OF TANGENCY 80 NA F 903599.:30 123484:77 ° EDOE:. OF ASPHALT CENTER: OF CURVE µ k 5 T 89 54 9 8 CY^$30 1 T 3485 77 Cis OF ASPHALT POINT OF AN i 8435450"5 12 T # #7 ASPHALT CENTER 0'9' CURVE .�$ NA 101545. 4 23503 EDGE ' ASP 4 01 83 5418.00 108530.02 123494 40 z CORNER OF ASPHALT a 4 5418£80 988549 93 8235116 45 } CORNER OF ASPHALT ,m._.._. 85 5448.40 101534.#3 42351326 CORNER OF ASPHALT 5418^tM7 101521.64 823512.70 CORNER OF ASPHALT ma SEOIAdENT TRAP VIPs ,.,,- ».--^.^_....« , „ « 123540,78 AT P NT C#° TANGENCY .�, ...__^n.._..._ -....,,„., , I t 87 5424.179 Sia#52764 ( EF„sGE C� ASPHALT C� . : #88522.64 #23545.78 ETDCE Cif° ASPHALT P0i1NT i>f` TANGENCY _._.._..,__ ......,__ _,...,._._,,. 139 NA 901522.84 123544.78 140E OF ASPNiART OF CUR4 e. 82 i DETENTIONON BASIN `„ 90 541960 _IDI_D3,L4 123545.77 EDGE OFASPHAi.TF1N T OF TANGENCY 1\y I!543 9 1 .922 1 : 101498.55 923540,76 EDGE OF ASPHALT PONT OF TANGENCY , ,« ._ t,d ', ,} '1S ,,4 " •:' 4 .: 0 F`,:,. t" . i : t 1 .5 8. :5 .77 EDGE OF HAT CENTER 4F CURVE « . r ACCESS „.. _,....., -.-_..„...,,,r.. 16 t 10 , 9 NA 0 5113 5 23 40 . ASPHALT 9 77, 15 9 5497.26 108498.55 123458.29 CORNER OF ASPHALT Ka� Y7.. # 5415 52 101458 03 72313 99 EDGE OF ASPHALT POINT O&' TANGENCY..-,.,.. _ P n R ' S' q 41 101463,03 12345&22 EO0'E i3F" ASPHALT POINT OF TANGENCY z TM 4 96 NA 901463,03 123463.22 EDGE OF ASPHALT CENTER OF CURVE ,. A NT OF TANGENCY 9 5495,22 801457: 1234------ EDGE OF ASPHALT POINT .... ,......., .._.._......._»....._m,_,__................_..m....,,.,...,„.., .....,..,w___m, •k 3 14 . # 3 4 .7 CSF' ASPHALT T POINT OF TANGENCY I, 98 5416,35 0 62 88 23 41 2 EDGE AL 4 SCA '„ „�, ,. ,r. ....... ...... _...,, _. , 95 91•- 7:. 1 99 NA 101462,88 12343632 EDGE OF ASPHALT CENTER OF CURVE .� �4 „ �--._.«_.. «.. 5437.57 102293.45 123121.53 BACK of sI#7EWALx EN£3 ..,.'.,«. .. ............,.... .•.^. ^. . ..:. ......<... .,.... w ::..,.. ., 0 37. 10 O 523159.67 BACK OF SIDEWALK POINT OF TANGENCY .._ _ , ... 54 6t } 283... , rL TIES TO O 5440«99 102 04 1234 "5 38 BACK OF SIDEWALK 0 END i OR FLOWLINE ELEVATIONS ~I W 29TH AVE ALONG W 29TH AVE, REFER � 191151 � 0 5440.59 � 9020641 123449 36 BACK 08F SIDEWALK END [WK2 W �*',. TO FUTURE W 29TH AVE' ROADWAY _....,.....:..._.,_.�: ...,,..__..�.... m_.......,.. _..>w _.._. .__,_,__- _ _�.__.__ __.__...,. _.........,.,.....,. 9 760, 8AC1t OF SLD WA K P{NNT t9F TANGENCY O DRAWINGS. 5443 30 02085 0 #23 04 E L DR 14H „y ,.,. .,. 7 s9 F104NT OF TANGENCY 4 9 077,7 1 3 87«57 BACK OLP" DEW ._. 0 $ 42 86 02 2 2 v „ NA 502077.70 523760.07 SACK OF SIDEWALK 0 CURVE O 5420,66 801479 74 123772 67 BACK OF SIDEWALK 0 POINT OF TANGENCY SLOPE A ASPHALT AWAY ASPHALT AND FLA TWORK PLAN5420,41 10147? 20 42376519 I BACK OF SIDEWALK 0 POINT OF TANGENCY FR STRUCTURES. _, __._._ , _... _..,. , _ SCALE. t"=4LD` 0 NA 101479,71 823765 87 BACK OF SIDEWALK CURVE CONTOUR INTERVAL. t FOOT 1 5486 54 801470 50 � 123458 22 BACK OF SIDEWALK +0 END 1 t 5416 45 7034707 41 1234-41.72 .. ----------------- BACK OF SIDEWALK END _1 ^ _ 5416.21 101470.30 123429.93 BACK OF SIDEWALK 0 END ~ ,..r yillcli..i...S:9t+ IOW W*9 12th Avon- cdmda 80204 I=„13616 z -s rax (.�0.3jA2 t rmp= xa.: a ,C7 - r,z TST INFRASTRUCTURE,LLC iii RESERVOIR TANK REPLACEMENTS RE ;�tEEa CAPITAL PROJECTS CONSTRUCTION STANDARDS 20117 4={1AtT Nmql No Date Description 0-3 '11 9. 1 11A13 . �e/ `�71VDs - cs-< ! :3 YO ;KS C" Sv Ei t -311Ct�VAIIIO Nod 4 ac Ma v 3 z N3sav . m i - as 0 • t dot v dAi "aNvd xvv g 5ta;'xd Baa ad DNI : YM 133130- „ i .0 xv srrtaw ;�v s to =t 9 t13H a13t NO HDM 3w ION . ...- ,. 41 .L wommomm f sta M30ts ia34 WDO M iv5t HY8 3NOZ .UW S t'1'q A ,R. dzc 'aNno „s 3P#nlRAln 1 358 i d f32di1? ,9 - 13Nvd JNlP3?iVM 3 i8k 13i3ai U01101-sac 01013 ON 3WZ AMN3 9 i 45 039aVi tl m. 17 a w_ .0-j .*/:31YOS 9*- .ca-«t trtt -aivos NOLMIS` V78V t7 Yd 7V0 i' sQ�# t}Nvi ld flkif. A15p '8T71V`AS QNV &Ep; Sid dd `asw Oa*Z 3d1d .3 i ONV 83088.1 6 'MN3�J338 ONV O.i�Z add 803 NOLL03S .9 Is AVW .6 3AV 416Z M S1N3N33V1d38 ANV _....p _a.a_ .._ . 3M M 1 _._.. 1Jll;J3 (S1N3V438in03N =SM03 83d) ONVIHSV Al�N3p moi. �� iltd mass A ells zips Cil avdra5t 3a '-myHoans do ZE d0l I SSV'* ,Cow 1pv03S ONv "Wos 'nu ionKs �Luyl 1100 r01, snC!lhSUM ,13ALIV13S � w y, A a i 3 J3n2! isi tl„ 00'60,5"13 WON.4030036u3 Q`Z S 45 6i5 81NY1 0 134 di#d15 otac k x llb>dol t IIYHdSV A3481 .9 � S ao}n aR haLVn 'S3WA 3 .4-.9t _azs(a> +w�ud raze a' EXIST RD TO BE TIE IN NEW RTS REMOVED TO TIE. IN TO EXIST RD 0 PiWgi POINT W/ NEW RD S O G POINT OF RSD, 7YP EXIST RD mm NEW REI N C&G- SLOPE � 1/4",/FT I SLOPE t/4"JFT I NEW RD cRDss E � � _,_ r- «., .•.......••.. «..+—,.."y...nw.....r.. y.....,.e ,.e: ;'...,: .. ,.: .,J . 5 `.r'+,V•l d ",.1 ✓ ..s , . ., Y J Jr. •. 1. FJ rJ n FJ f 1 .° f ✓�. J �... e,r Vs� r J J 7 .,';,• �ti.d'�.' 4d"�. ' r°�'�..., .�,;4a.,,,,�:„�'.�., w,::.Fr.. LiE'TACt THIS DWG AMENITY ZONE EXIST C&G TO EXIST SIDEWALK BE REMOVED TO BE REMOVED ICL CROSS SEC77ON ALONG SCALE: 1/2'=V-0- C- 46 O is 6 .� .._.. __...v.. �..w� PAVED ACCESS l RESTORED GVL � 2" SLOPE VARIES (s-2,0�) \F < •� } .....� s~ HMA r4 .±'''*r., dy �'J fif, ✓,`; `* 54•`V,°,hV '*',`.` J�"`'V/'`tV�`"`r0`fl.`V`Vo'✓'`�`,.J`i>a�.�'^,\.+ ter.• , V CONCRETE EDGE ICAL CRCS"S »S` `C 770N OF PAVED SITE ACC `°.S SCALE: 112,'=I'—O" C-46 EXIST C&G �...,_ �. �..... " " _. .,,. ......,, . .....,..,.._ . .....�` ,�, ¢ EXIST RD S9 OPE�1/4' a .. _2�OPE = 11!7 f 7 •:' J J ..J r . � �J .,r'J: v'7` r -»a,::...,.. � ,• �`w `� l'!Vti.``i'��r . 4,`�'�`'k`�4'VVw`✓V��V,V\',.��""�`V`4'r"`/",��\�`,i�/t^l",�"e``"'�\`✓,.1.V ,r,,;•.+.";/.'4.°i'+ SIDEWALK AMENITY Zt7N t}ETACIktEC3 Sli}EWALK _. TWICAL CROSS SEC77ON ALONG FENTON SCALE: 1/2"-l'—O' ,1/2* -1 /8' RADIUS TOP OF CURB TO SLOPE ` TOWARDS GUTTER (1/4- /FT) -SCARIFY AND RECOMPACT TOP 12" OF SUBGRADE, RECOMPACTED TO 95% STD PROCTOR DENSITY APPR{?X APPROX STEP EL 5434.5ti— - _ _.....� i ��' •' $ 5 A APF Rt7X FINA! GR LS EXP WALL FACE X � fit(�BT QF WALL X13. SURFACE AREA APPROX 270 SO FT RETAINING WALL SCALE. 1"=10' C--44 E TAU, xm�� TYPICAL 9CIR8 AND GUT7ER 7 SCALE: 1'=I' -O" THIS DWG 8" CAP BLOCK FINISH GRADE EL 5439.00 28" TOP BLOCK EL 5438.5€1 MOS BLOCKS FORWARD DURING INSTALLATION TO FINAL GRADE DISTANCE FROM a APPROX FINAL GRADE 0 BACK OF WALL � � ,-SEE D C-5 F RETAINING THIS G I WALL END COORDINATES APPROX TOP OF WALL. EL 5439.0(D--�- - APPR{?X APPROX STEP EL 5434.5ti— - _ _.....� i ��' •' $ 5 A APF Rt7X FINA! GR LS EXP WALL FACE X � fit(�BT QF WALL X13. SURFACE AREA APPROX 270 SO FT RETAINING WALL SCALE. 1"=10' C--44 E TAU, xm�� TYPICAL 9CIR8 AND GUT7ER 7 SCALE: 1'=I' -O" THIS DWG 8" CAP BLOCK FINISH GRADE EL 5439.00 28" TOP BLOCK EL 5438.5€1 MOS BLOCKS FORWARD DURING INSTALLATION TO FINAL GRADE DISTANCE FROM ENGAGE SHEAR KNOBS, TYPVAR{Es ACCESS RD VARIES 28` MIDDLE BLOCKS \ 3 _ _ ACCESS RD s a p, __.. ._ FRONT OF WALL ELEVATIONS SHOWN ARE GRADE AT THE EAST SIDE OF THE RETAINING WALL. DEPTH ,r EE 5432.5D VARIES ! w a ' . X3�D" Ips CONT � V-4' AT 4" CTRS SPA AT 1'-6" S` "C7 ON SCALE.. 3/8'=l' -O' THIS DWG I- FREE DRAINING BACKFILL TO EXTEND AT LEAST 12' BEHIND WALL `CDOT CLASS I STRUCT FILL SOT BLOCK ZEINFORCED CONC .,. SURCHARGE = 250 PSF 'VP' & V TO BE DETERMINED BY MFR'S DESIGN. k arAi•.1 +R ms`s'#S.i3SyY 16W ww i2ol Av u4.. . Dw s $0264 (303)628- w F.. (," j8 e51 .dmm ..gip is TST INFRASTRU CYl.CYYE, GA.C r«yu�w+ ASHLAND RESERVOIR TANK REPLACEMENTS CIVIL DETAILS Qox FINISH GRADE ama s a p, __.. ._ FRONT OF WALL ELEVATIONS SHOWN ARE GRADE AT THE EAST SIDE OF THE RETAINING WALL. DEPTH ,r EE 5432.5D VARIES ! w a ' . X3�D" Ips CONT � V-4' AT 4" CTRS SPA AT 1'-6" S` "C7 ON SCALE.. 3/8'=l' -O' THIS DWG I- FREE DRAINING BACKFILL TO EXTEND AT LEAST 12' BEHIND WALL `CDOT CLASS I STRUCT FILL SOT BLOCK ZEINFORCED CONC .,. SURCHARGE = 250 PSF 'VP' & V TO BE DETERMINED BY MFR'S DESIGN. k arAi•.1 +R ms`s'#S.i3SyY 16W ww i2ol Av u4.. . Dw s $0264 (303)628- w F.. 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ADV1 V 3 IM 03AV8d `03233LVM 38 -nVHS 03 Ii18Vls 3sim3mo 8O 03AVd 'mdvosaw 030335 -38 01 AOV38 Ilk ION SV NV 03823nMO "3145 3HI N0 ioaN00 isna 803 31815NOds38 38 'nVHS 23OI0V81NOO 3H1 It .(d S) NV"td LN3YGDVNVNi 831.VMY4801S 3HI 83d 0311VL NIA Vn030V` 38V" SdV48 AWSS303N iib' 38nSSV 01 AIIALLOV N0113n&SNO0 .RNV Cil 8018d S800H i*Z 1SV31 1V 033IlON 38 Ism 830VNVYi V4VNOO8d 831VMNNOls 3Hi "0C '833MON3 3HI 0,1 03111MSnS IVAONddV SIHI 30 A 0 V ONV U.ISOH.LnV ON OaL 0 NO 83WO 3H1 "O83 03MV180 5t 1SSlKN3d N fi SS31NO S8 3S V18OlS NO 'S`i3NNVHO 'S3H01IG NO1VOWM 'SONVU3M ONIO IDNI S831V"M 31V1S 1NV OINI 0308VHDSIU 38 ION llVHS SNOLLV83dO 0N1831VM30 nO83 H31VM 'NOWS 13 ONV NOI1tlliOd SOIOAV IVRL 83NNVM V Nt 0310i10NO0 38 llVHS SNOtLVAV3X3 ON183EVM30 0381 314 '6Z" '30018 IV3 A110 NI ONIHO IM4 NO ONIO33S .30 OORL3W 318V1d303V NV ION 38V «3NIH0'1t1Y4 onnv8akm ONV0NI033S Otit2V80AH 'RZ 'ONIHOinn 0NV,0Nt033S 803 sNOtLVZt"1I8OV4 31dI lnm 38=38 AVY4 SIHI 'SS31 St 63A3HOHM `V38V NV 30 (30018 1V3HM 30 AID AB OW -430 SV) NOii31dY100 "VLLNV1S8nS 30 SAVO N3A S NIHIM, 80 3NnSOdX3 'IVLLINI 30 SAVO MINI NRLM NVId 330 3HI HIM 3ONV08O00V Nt G3HOInA dKI80 0NV 030335 litsa 38'l'iVH SV38V 0388CI.LSlO 11V "LZ 'lVnNVtV 030 3H1 HIM 30NVO8000V -Ni 1N3Y41(13S JO 3388 30 0NV 80103dSNI 030 30018 iV3 30 A110 V HIM 031VNI0N003 38 llVHS 3115 NO 0NW3iVM30 11V '9Z .; i1VOOI 3;LV18dO8ddV NV 1V 03SOdS10 GNV dtt 03NV3'1*3 AIN3dO8d 38 't'7VH5 31SVM 313SONOO 1141 axGHO8d SI MRSAS 83M3S KNOIS 3HL 01 'xiS 313SONOO 3iSVM ONINIVIN00 8:31VM -40 308V SIG 3HL 801` 3H1' NO SNOLLVOOl InO HSVM 31383NOO 03A08ddV+ 01 030t81S38"SI S3inH0 }101181 'AN3Ai130 313230 0 30 ONINV310 3Hi '9Z '(3ON33 NOt1onmisNO3 0NLLHOddns Nt 3511 No.1 shod -33.t i33,LS ld33X3) 031181 8d St d4V8 -1081NOD LN3ffla3S 8O NOIS083 .CNV .30 180ddns 80 ONIiNVIS 8O3 SISOd 3ON33 13315 80 S3XV1S 13315 8V838 30 3Si1 3Hi 'iZ 'NV'id 030 30018 IV3ft 30 )1.10 031d 30V NV NO MION 3S *83HIO SS3lNi1 '313 'ONVU `AVM 30VNIVNG ANV V406A AVMV 1333 (Oot) 038ONnH 3NO 30 mri1NIA V AVIS TIVHS 3115 NO A843M T1V "4"Z i '83080 AHOM dOIS V 30 :30Nvnssi Ni 1"16538 llVHS 111 ANV do NV313 ONV IHOd38 01 :3NnIIV4 '116 01 O3i80d38 38 'nVHS 3311 NVrinH OI XS18 XV103iVil NV 3SOd IVRL ST11dS 'V XI0N3ddV NI ONn03 38 NVO 831N30 35NOd538 IVNOILVN 3HI GNV MOW 1V3 .30 AID '3dH 3 NOLLVYi8O. N4 10VI 0 ; '3Hd00 3HI SV ITW SV MIN33 3 NOdS38 IVNOLLVN 3HI 01 03180d38 38 Ism (9it LdVd 2130 0i*) 10V N31VM N"d3"10 IV83033 3H1 630Nn 031S11 S33NVIsans SnOGHVZVH NIV1N30 ONV '109-8--9Z SIDOOONd W310813d .300 S3SV 8 '30GIN iV3 ..40 A110 ONV S80 83d 3Hd00 3Hi 01. 031NOd38 kl3lVJO3YQfl 38-11VHS :*H31VM 30V NnS 01 ONIOV3`1 83M3S V4801S 80 S31i"tf10 A86 0NV N3,Lvm ON 80 "831VM 30V321C1 "0l bairm ION 36V ln8 3anIONt 1101 '00V80100 .10 31V1S 3HI 30 S831VM 3931N3 AV" H01FM S lTdS IV124 iVY4 SnOGNVZVH 80 1VOW43H3 11V 'ZZ ; 'NOISIAIO ONI833NION3 30018 iv3w 30 WO 3H1 Ata 03AO8ddV SS3lNn AVM 30VNIV8O V 30 133.1 (001) 038ONnH 3NO NIHi1M 03OV"td 38 llVHS S3110001S ON 'NotionasNoo 3"WiOOLS 30 SAVO (i*I) N33L8OOJ NHUM 0343'lnN ONV 030335 38 'TlVHS SAVO (0£) AINRL NVHI 380N 803 03lldA30is 38 71M 1VHt SllOS 'iZ 'ON4M 0NV 1N3V4dit103 )480MHL8V3 now isno mrUNIIN 01 038=38 SV 03Z1"Itm ONV SNOLLV83dO X8 N18V3' ON8ii0 31.15 NO 318VTVAV 38 "nVHS 308nOS 831VM V 'OZ s '.iO3`O8d SIH1 .30 1 d SV 3NOO 3180M V4O8-4 ONL0ns38 '313 'S3i183dO8d ' 0 'U 'skvmN31VM IN33Vf t}V 01. 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A8'A331V103WO 038IVd38 38 l'lVHS NOISO83 NO ONIOV80 01 3no Noilonaswo 30 sitrin 3HL ONOA38 SNOUVInVinDOV llO5 NO 1N3V131113S ,CNV '6t ,ivnNVif L0ILi1S10 "I08IN0O 00013 ONV 30VNIV80 NVe8n 3H1 H1IM 30NVO8003V NI 38 llVHS 531101$0 ONV S31VMS ANV80dn3t ONINii '91 03MOT1V 38 TIVHS t:C NVFU N31V380 S3dOlS HINV3 IN3NVV4213d ON LL : 530NVHO 03SOdONd ANY 8O3 ONI833NION3 30018 1V3 30 AII3 ONV N3 NON3 NOtS30 3Hi V408A '1V,AO8ddV M8d NIV180 llVHS 80IV63dO 030 3H1 NOLLVIIV1SNI 80 NOts30 Nt STON3I013"13Ni SS380CV O.I 80 SNOLLIGNOD I03`O8d 80 3115 ONIONVH0 133A 01 iVAOSddV N313V SNOLLVH311V 80 S3`JNVHO 3NlnO38 AVV4 NVId 030 031d33OV 3H 9t 1 NVld 030 031d303V 3Hi NO WOHS NOLLVDOI 3H1 NI 03itd}I001s 0NV 03dd481S 38 llVHS TOSd01 K 'St ' ISVB AV0 01 AVG V No 3o 01:3 OdSiO AINUONd ONV 03AOM38 38 11VHS S188.30 Nouon&Swo 0NV IN3Y%G3S 03lvinVinoOV " 30018 IV3FM 30 AID 3H1 A8 03103810 SV 210 'SNOLIViOLA iI 13A31 803 A131VM3YW4l ONV 'SNOtiTTW IIP 13A31 80.4 SNnOH 9V NIHIVA 03131dIl03 38 -nVHS UWALLOV MVd3N ONV 30NVN3LNIVA AWSS303N 11V 'NVId 030 03id303V 3H1 HIM 30NVOHOODV NI sdng TIV c 103dSN1 llVHS HOIV83dO 330 3RL "VinNININ4 V IV 103rO8d SIHI 30 NOLLYNnO 3HI 210:3 8IVd38 0000 NI ld3>4 0NV 03 IVINWN 38 -nVHS sdv48 IOSINOO IN3YflO3S ONV NOIS083 03AO8ddV '*t � "S18830 N011DmSNOO 80/ONV 1N3AWS 30 33W 1d3A 38V S13381S V38V 3811SN3 01 S3N1sV3V4 IVNOL1100V 323111038 O.i 1NO18 3H1 S3A83 3N 300121 IV3FVA .30 AI10 '0 ' Ol1V ION St ONIHSVM 1.33815 103dSNI 030 30018 1V3 AID 3 -Id 30 NOLL380si0 3H1 IV 8O 0ND40VHI IV1N3000V 30 30LLON IS8t3 IV 301A30 8V"IINIS W N3d33MS 533HIS V HIM `03NV310 38 -nVHS ONV 1-0"lins i 3 oWl NV313 Id3A 38 01 38V 5133 IS ONIOnIONt SY38V 03AVd `SV38V 03AVd IN30VC'0V OINO 03}40V81 518830 NOLLonasNoo 80 IN3Vil03S dnNV3'10 803 3181SNOds38 S# HOIV83dO 030 3H1 `fit IS4A10 ONIN33NION3 30038 1V3 30' Alio 3H1 Vow NomvzwoRinv HIM 03O0V 38 AV" S30NVHIN3 N0LL0f18I N00 0323'148Vis IVNOLUGOV '3Lls 3HI NO S1NIOd SS300V 11V" 1V" 03816038 SI OVd 1081NOO ONDIOV81 3101H3h V 'INIOd SS330V 03AO8ddV-30018 1V3 .30 A1I0 3H1 HOnO8HI 3115 3H1 iK3/831N3 Ism OI33V8L N0I10IiaLSNOO T1V 'zt 'S3if11 11V IV 311S NO 38 'nVHS SNVld 030 031d300V :3Hi 30 AdOO V 'it 'S LLV83dO NOti0i1211SNOO 31V303nMl 803 038inO38 V38V 3HI 01 031mn 38 -nVHSLIVI303A 30'30NVBH(USIO 80 IVAOW38 A8 NOG083 01TOS3O 38nSOdX3 '318I5SOd HWIN3 03I03108d ONV 03NIV138 38 llVHS NOLLV13O3t1 iv?jn1VN 'Ot '0oa-t 9(£ti) 1V XV1 80 18 t--ZZ6-OOB-t 1V dnO Ai�"li1n -831NI 83AN30 3H1 IOVINOO NOLLVA8O3N1 Lt03 'S3LLnt n ONLLSIX3 3O NOLLV i 3H1 A.3183A -nVHS 3 1AN3d 3H1 " 113nH15NOO lVnl3V 01 8018d '6 `NOti:"1f121i.5 0 30 SV38V lVNOtLfaaV ANY Nt 0323MOMI 30 AVYi SIOUNOD IN3MG3s/NO1s083 €V LL100V `N441SLAIO ONI833NION3 3N0. 30 NOLL380SIG 3HL 1V *oNv NOIL3C181S 0 3O 511Vin 3Hi O1 S30NVH0 ANV 3A08ddV 1snyi NOISIMO ON1833NDN3 300IN IV3FVA 30 A IO 3Hi-'S3V41L 'T1V IV NOLLOnHI 0 .30 S1iVi11 03AO8ddV-30C11N ly3w 30 )1:10 3HI. cit 383HOV A`113I83S TTVHS SOIVN3dO 030 3R1. "8 "03A83S38d 38 01 SV38V 83HIO ONV S80048NO0 WVi381S 01 IN30V'OV simn tLon8isN00 ON anlOM ' Ott0t12ii,SN03 .4o simn 3HI ON NIJ30 30 SNV3Y4 03AO8ddV 83 IO 60 'S83i18VV4 '3ON33 N0tionas 0 30 -nVHS 3115 3H1 NO 031'IV15NI 38 01. dV48 ISNU 3HI 1 'NVId 330 031:d300V 3HI NO 03,LVOIOM SdAS 1O81NO0 IN3vams aNV '1029LNOO NOISO83 30VI -IVLIINI 3H1 iiV1SNI AV14 801OV81N00 3HI '0:3.i.d30OV N338 SVH NVId 030 3H1 3V '9 'NOISWO ON1833NION3 30038 IV 30 ),110 3H! 30 3ALLYIN3S38d38 318VIN"14300V NV 83 'IVAOSddV 38111038 111 NV"ld 030 031d300V - 300IN IV3 ,30 Alio 3FU Y408J sdV48 108IN00 iNW4103S ONV NOISOH3,40 NOLLVDOI 80 3dA1 *1V1831VA Nt NOLLVIHVA ANV 'S ivnNVV4 108i 0 0001.4 ONV 30VNIV80 NV823Ei 3Hi ONV NVId 030 031d300V - 30GI8 IV3 3O AID 3H1 HIM 30NV08000V NI 30 TIVHS NV48) 530LLOV8d IN3A3DVNVVi 1S3B "IO81 NOO IN34103S ONV NOIS083 d0 iN3Y43OVid 3HI " 'NVid 030 3RI 01 V4 3N00 ION 5300 IV+U dfHSNVA)4NCM CNV SlV183LVn H3f1S ANN 10 °3d 8O Id3O3V 01. 1HDW 3HI S3A83S38 30018 1V3 -40 Alio 'NOGWO ONI833NION3 30018 1V3 30 A113 3HI A8 NOU33dSNI 01 103'8115 38 llVHS d1HSNVA)48CM ONV SIV1831VV# T1V T '080338 30 833NION3 3H.t HIV) S3n NVId 030 SIHI 30 A,OVI'1030V 3H1 'Z "5IN3V4f10O0 3S3RL 30 A0V8i100V 80/CNV SS3N313ld O 3111. 803 (3AO8V 03iVIS SV NWU 83HIO) ;I: 1118t5NOdS38 ON S3v4nSsv IN3V4fi000 Sft 30 33NVId 03V FlOnONHI *833N1ONd3 3008 IV3FVA 30 1.113 3HI "lvnNVVi V°IN31183 1018ISIO IOHINOO OOO"L1 ONV 30VNIV80 NV881"1 3H1 80/ONV S LLVlnD38 NOtSWUSnS 301018 iV3W 3O AIIO 3H1 H19M 3ONVi1dVi00 IV63N30 M 11 aNnOJ ONV IN3V4ft300 3HL 0' 3V08 SVH `NOISVa4O ON1833N1ON3 °1N3V4i8Vd3O SA80M 0I18(id 30Ot8 1V3 A310 3HI s3:I.V0i0Nt 1N3Viii000 SIHi 80.4 !)NU18M Nt 03INY80 lVAONddV 3 -LL 1 ROLL WIDTH PERIM ANCIiOR 'w" Typ AHR TRENCH, TYP i A DENVER WATER r t 2 w i law ww 12th Ai+ * 3 STAKING (MATCH PERM R SPEC OR TYPE 2 ; ; � . c 3�'2 "per" � i'�#xta f;%30�(303)628-WWOR9i ,�__�. 1 + t s F. (3%3152@-61ZI ,TYPE Y BLANKET ,......,,_..__ r SI'ECIFiE[7 BLANKET TYPE) INDICATED IN PLAN MEW i i i ��--.. s r tJ2 4M i �...� n $ i THE BLANKET SHALT. ' '�" lF e # t # - .,."`"" y •ri,., ` ,. RE ENTENDE'A TO THE # � .�.e....,.._... t :. g a � ; <:.. t � - � :i.„. -... �i"'i:,T,";� '"-"�• .,.. TOP IF CHANNEL ... ,..,__... ° _ BOB proNo„ 10004.0 P2 PERFM AMR TRENCH !# C PAC CED JT AHR STRAW STRAW -COCONUT COCONUT OR EXCELSIOR T57 iNi1tA5 CT tt SUBGRADE TRENCH, TYP a1&ftQ_Y_AI1ERRa .t NOT TO SCALE SHALL BE IN ACCORDANCE )MTH MANUFACTURER"S SPECIFICATION, IF NO MANUFACTURER'S - SPECIFICATION IS AVAILABLE USE THE ACCEPTABLE STAKING PATTERN (AS SHOWN ABOVE). NOT TO SCALE " MIN. UNDISTURBED EROSION CONTROL TYP STAGGER FLET, PERIM AHR TYP OVERLAPS 5910 JT AHR TRENCH, TYP TRENCH, TYPj BLANKET to L BE - 100% E -Sia STRAW MIN. ,.. ASHLAND TOP OF , .^'y , �4 ;:`v ' r` • ,, x CHANNEL. . ........,..°c° ._�...a� (�1Li DI ERSF9N DITCH TYP � --O RLAPPING JT � v, } •'` x� r ,� �• e BANK COMPACTED RESERVOIR TOP OF SLOPE s i s SACKFiU, TYP STAKESINGLE E TANK REPLACEMENTS -TWOEs cat -LOOP Fa9e ROLLS DGE MIDDLE ROLL x T r LNERMEDIAM a NOT TO SCALE NOT TO SCALE r REFERENCE: NOT w FLOW NOT TO SCALE CAPITAL PR CTS C STRUC7i STANDARDS 2011 -PERIM� AMR THENC'kf �. ..,,,."` �.. TYPE OF BLANKET AS INDICA IN PLAN ar MIN waw,eS r tar. MEW, IN ALL DISTURBED AREAS OF STREAMS AND DRAINAGE, CHANNELS TO DEPTH DM ABOME PER MFR SPEC OR CHANNEL INVERT. BLANKET SHALL GENERALLY TYPE I STAKING BE ORIENTED PARALLEL TO FLOW DIRECTION, STAKING PATTERN SHALL MATCH BLANKET TYPE v, NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE 1. SEE FLAN VIEW FOR., MINIMUM THICKNESS 1/'2" LOCATION OF PERIMETER OF EROSION CONTROL BLANKET. - TYPE OF BLANKET (STRAW,: STRAW -COCONUT, COCONUT, OR EXCELSIOR). w AREA "A* IN SQUARE YARDS OF EACH TYPE OF BLANKET, mAvu nAw a aR as 2. ALL EROSION CONTROL BLANKETS ANIS NETTING SHALL BE MADE OF 100% NATURAL AND BIODEGRADABLE MATERIAL, Na Bate Description NO PLASTIC OR OTHER SYNTHETIC MATERIAL, -EVEN IF PHOTO DEGRADABLE, SHALL BE ALLOWED, TABLE 7.1 _ EROSION CONTROL BLANKET E COCONUT STRAW EXCELSIOR REASIONS 1 IN AREAS WHERE EROSION CONTROL. BLANKET IS SHOWN ON THE PLANS, THE PERMITTEE SHALL PLACE TOPSOIL AND TYPE CONTENT CONTENT CONTENT NETTING MIN. PERFORM FINAL GRADING, SURFACE PREPARATION, AND SEEDING BELOW THE BLANKET IN ACCORDANCE WITH THE VERIFY SCALES REQUIREMENTS OF SEEDING AND MULCHING DETAIL ON DRAWING Cµ-55. SUBGRADE SHALLBE SMOOTH AND MOIST PRIOR _ .� w., _mw BAA is as TO BLANKET INSTALLATION AND THE BLANKET 7 H CONTACT STRAYN i jfIATURAL AL DRA E LA E ALL B IN FULL CO AC WITH SUBGRADE, NO GAPS VOIDS ALL _„. _ _ ._.. __ __.._.m .._ w,. w __.._ .m _..L . EXIST UNDER THE BLANKET. STRAW -COCONUT 30MIW 7OX MAX [BOUSLE/NA URAL 0 wwwomm t” Ci]C UT 1 BLE/NATURAL IF NOT 0I h. PERIMETER ANCHORTRENCH SHALL B OUTSIDE AT PERIMETER OF ALL BLANKET AREAS, _. _.... _ .._. �_ EXCELSOR _ .� _._,_ -- a _ .� .. �__,__ . _ ;sKxiitE/N IURAL v s T Y 5. JOINT ANCHOR TRENCH SHALL BE USED TO JOIN ROLLS OF BLANKET'S TOGETHER (LONGITUDINALLY AND TRANSVERSELY) *FOR Oi3i§61 OF STREAMS AND DRAINAGE CHANNELS FST mm 15715 FOR ALL BLANKETS EXCEPT STRAW, WHICH MAY USE AN OVERLAPPING JOINT. CAD DWG HILL DRAWN ft ADI(10 8 6, INTERMEDIATE ANCHOR TRENCH SHALL BE USED AT SPACING OF ONE-HALF THE ROLL LENGTH FOR COCONUT AND CHM Bn A EM7TZ EXCELSIOR BLANKETS, 1. THE GESC OPERATORSHALL INSPECT EROSION CONTROL BLANKETS WEEKLY. DURING AND AFTER ANY STORM EVENT AND MAKE: sr; 7. THE OVERLAPPING JOINT DETAIL SHALL BE USED TO JOIN ROLLS OF BLANKETS TOGETHER FOR BLANKETS ON SLOPES, REPAIRS AS NECESSARY, DATE. 210W - 8, 0E,, MATERIAL SPECIFICATIONS OF EROSION CONTROL BLANKET SHALL CONFORM TO TABLE 7.1. _ 2. EROSION CONTROL BLANKET IS TO BE LEFT IN PLACE UNLESS REQUESTED TO BE REMOVED BY THE CITY OF WHEAT RIDGE. FW 800K , B, ALL EROSION CONTROL. BLANKETS SHALL BE INSTALLED AS PER MANUFACTURERS RECOMMENDATIONS, °T. ANY EROSION CONTROL BLANKET PULLED OUT,: TORN, OR OTHERWISE DAMAGED SHALL BE ISE -INSTALLED, ANY SUBGRADE AREAS AS MA.TRATE. BELOW THE BLANKET THAT HAVE ERODED TO CREATE A VOID UNDER THE BLANKET, OR THAT REMAIN DEVOID OF GRASS SHALL AS SMT BY, 10. ANY AREAS OF SEEDING AND MULCHING DISTURBED IN THE PROCESS OF INSTALLING EROSION CONTROL BLANKET BE REPAIRED, RESEEDED AND MULCHED AND THE EROSION CONTROL BLANKET REINSTALLED, AWN SHALT. BE RESEEDED AND MULCHED IN ACCORDANCE NTH SEEDING AND MULCHING DETAIL ON DRAWING C-55, GESC : DETAILS 11, SEE DRAINAGE DESIGN PLANS FOR MAJOR DRAINAGEWAY STABILIZATION MEASURES THAT MAY EXCEED THE DESIGN CONDITIONS ASSOCIATED NTH THE DETAILS ABOVE. EROSION CON7ROL BLANKET. 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WOODEN FENCE POSTS V-4" MAX SPACING SILT FENCE GEOTEXTILE ` THIS DWG COMPACTED 3" MIN BACKFILL i �., :��.�`.�- FLOW EXIST GGROUND SIGN *CONST ENTRANCE' 3--6' RIPRAP V -----VEHICLE 0 FENCED TIP„ TO DISCOURAGE #CLE ACCESS EXCEPT VTC ig MIN OF It" OF SILK FENCE GE6TEx,nLE SHALL BE BURIED 'LAM NOT TO SCALE POSTS SMALL OVERLAP 0 JTS SO NO GAPS EXIST IN SILT FENCE 10ZMAX ROTATE ._ SECOND FIRST NO MATT. INCLUDING WOOD, PIPES, GYt, OR NTS.: ASPHALT, SHALL, BE PLACED IN GUTTER TO FACILITATE MOUNTING CURB; HOK ER CCURB } THICKNESS CF' GEOTEXTILE 3 6" RIPRAP MAY BE GUT p TO A HEIGHT i 2" t.t .. HAS BEEN EXAGGERATED. HIGHER FOR EASTER AC ANI? R ki€RAFT kd SEitIE iBtN# ° AT OXCT COMPLETION. A CITY OF YMEAT RIDGE RIGHT—OF—WAY USE AND CONST PERMIT IS REOD FOR THIS WORK, POST SHALL BE JDiNED AS SHL?WN, THEN ROTATED 380' IN DIRECTION O AND DRIVEN INTO THE GROUND .J fr itkd/Ptl NOT TO SCALE THIS D t. SEE PLAN VIEW FOR LOCATION AND LENGTH OF FENCE. 2. ANCHOR TRENCH SHALT. BE EXCAVATED WITH TRENCHER, OR WITH SILT FENCE INSTALLATION 1. VEHICLE TRACKING CONTROL PADS SHALL BE INSTALLED AT EVERY ACCESS POINT TO MACHINE; NO ROAD GRADERS, BACKHOES, ETC, SHALL BE USED. TRENCH SHALL BE COMPACTED BY HAND, WITH "JUMPING .SACK", OR BY WHEEL ROLLING, COMPACTION SHALL BE SUCH THAT SILT 2, VEHICLE: TRACKING CONTROL PADS SHALL CONSIST OF HARD, DENSE, DURABLE STONE, FENCE RESISTS BEING PULLED OUT OF ANCHOR TRENCH BY HAND. ANGULAR IN SHAPE AND RESISTANT TO WEATHERING. ROUNDED STONE OR BOULDERS WILL. NOT BE ACCEPTABLE, THE STONES SHALT. BE 3" WITH A MAXIMUM SIZE OF EI" THE 3. SILT FENCE GEOTEXTILE SHALL MEET THE FOLLOWING REQUIREMENTS: STONE SHALT: HAVE A SPECIFIC GRAVITY OF AT LEAST 2.6, CONTROL OF GRADATION — 6 -TO 12 -GALLONS PER MINUTE PER SQUARE FOOT FLOW CAPACITY, WILL: BE BY VISUAL INSPECTIONS, -- SQ LEL TENSILE STRENGTH PER ASTM D 4622. 3. ANY CRACKED OR DAMAGED CURB AND GUTTER AND SIDEWALK SHALL BE REPLACED BY -w UV DESIGN AT 500 HRS FAIN. 70 STRENGTH RETAINED PER ASTM D 4355, PERMITTEE, A STOP SIGN INSTALLED IN ACCORDANCE WITH THE 4, SILT FENCE INDICATED ON INITIAL DEC PLAN SHALL BE INSTALLED PRIOR TO ANY LAND—DISTURBING ACTIVITIES. 4. , AS AMENDED, SHALL B. TN ALL�X8N FIC AT THE VTC. I J 9. THE GEC OPERATOR SHALL. INSPECT SILT FENCE DAILY, DURING AND AFTER ANY STORM I. GEC OPERATOR SHALL INSPECT VEHICLE TRACKING CONTROL DAILY. GRAVEL SURFACE EVENT AND MAKE REPAIRS OR CLEAN OUT UPSTREAM SEDIMENT AS NECESSARY. SHALL BE CLEAN AND LOOSE ENOUGH TO RUT SLIGHTLY UNDER WHEEL LOADS AND CAUSE LOOSE GRAVEL TO DISLODGE MUD FROM TIRES. MEN GRAVEL,BECOMES 2. SEDIMENT ACCUMULATED UPSTREAM OF SILT FENCE SHALL BE REMOVED MEN THE UPSTREAM COMPACTED OR FILLED WITH SEDIMENT Std THAT THE EFFECTIVENESS Or THE PACs IS SEDIMENT REACHES A DEPTH OF 6—INCHES. DIMINISHED, CONTRACTOR SHALL RIP, TURN OVER, OR OTHERWISE LOOSEN GRAVEL, PLACE ADDITIONAL NEW GRAVEL„ OR REPLACE NTH NEW GRAVEL AS NECESSARY TO 3. SILT FENCE SHALL BE REMOVED MEN THE UPSTREAM DISTURBED AREA IS STABILIZED AND RESTORE EFFECTIVENESS. , GRASS COVER IS APPROVED BY THE CITY. IF ANY DISTURBED AREA EXISTS AFTER REMOVAL, T TTI N OF CONSTRUCTICkN IT SHALL BE SEEDED AND MULCHED OR OTHERWISE STABILIZED IN A MANNER APPROVED BY THE CITY. 2. VEHICLE TRACKING CONTROL SHALL BE REMOVED A E END , THE GRAVEL MATERIAL REMOVED OR, IF APPROVED BY THE CITY OF WHEAT RIDGE„ USED ON SITE, AND THE AREA TOPSOiLE:D, DRILL SEEDED AND CRIMP MULCHED OR OTHERWISE STABILIZED; SIL "FENCE NIC A KlAf Q?N Q VTC NOT TO SCALEn NOT TO SCALE I TST INFRASTRUCTURE. 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K Wdsd + w 0i3t03dS dOI3A3Q `V3a3V fat 3ALL0V 3H1 } t f € s r i S .:L3 NOW t ON 1itiONOD 31VIOSi 01 Q3dEnD3L{' 388 Wdid 3SiOH 113M 01 SNOLLV0131003N ..xaa..z. azsaa xxa a_ 'NOLLV8n043N00 0NI159X3 SE NMOHS ONEdtd "'1Sam t t i , y g (..,,. .~i A '" � Sfi1n&cf5421kikt4i"G'kA FFo-��&3+}.M 41m ".kXA'�1 w oil 3+26.38 tQ211467 12351"16'31 6" 8 F41 GAN IIF k9 H 3 WRTLtt 483 5x39 Q7 6 STL r ,�«.�:� BUTTERFLY VALVE ASSEMBLY DIMENS16NS 3+2538 9021 C 17 123577 40 ACSMHl 4 GAS 286 84 STI. VALVE W Y v 9 3+3538 10290817 92358140 30" k 8" S"Ii TEE 5 WATER 7#i) 5435'84 6 57L Prn t IVa. 10004.0 P [3f'Vt tYPE YSii4 '-6' 2'-2" 9t°— 3° 7'-0' 1 6+34.72 1621188.17 1 0:72 30" ( 4> 8 STORM 1000 543270 24 OMP 8FVL TYPE L°504..t : 1 6+73.62 102108.17 123910:617 � CONN TO EXIST CONDUIT NO 17 7 : GAS 510. .543760 6F STL } 9.�6» 2'�-z" I tt'--a- �R�2- s'�-6' � �°,_�" .,__. ._v_.. _ .,....�w _...,.:�. �....«w.� _..._..., ._._._.. ,. ___....._ ___._«."....._._.., ClNQIEL 0+0&i.0t} .1019806# 123437,49 BEGIN SANITARY LINE _._."„�..8 «...,�« �.:_,�"«_NOYrtd 210, ... ...� 5440613_.....:.,,. _,_..�.w.,.....UNKPtO «.:,.^_.._.,...__... _� . .,_,. _,_._ ,. __w_. __,_.___.____._..____.« w_W,..... 9 WATER 3. 60 90 Ct _.._ ! C + 9G 5438 ZR DIMENSIONS SHO CORRELATE TO � D 75411 1019e06+ 123422 6” 45�_PtrC D _..."... ,,�.._,.._...__,._.__..., _ � .w...,_ . ._ .,_ ,.«; >,w..w�.�_.. _...,�_.__�. §• TST INFRAa LLC N 1019 64 123417-00 6 CLEANT DETAIL 1 D . C 103 i0 EXISTING SAO' � 5437,30' 3€7" STl .......«. .....,..«,�....«w.=.._,.. ..., ..,..,�.....,,...�..� ,�..__....««.,.�.,,« ,...,.. ,: _.__._,.�. _a___.: „ _._.�..__, ,. �•_..___.�._ ....._.. � CONDUIT 17 BLOWOFF VALVE G4 Gi+22 56 101985 64 123417 6 Pvc W G NEGTCON rca �x r ASSEMBLY DIMENSIONS G 1+4413 10210721 12341700 SANMHI PER VALVE ACONNECT SANITARY LINE TO EXISTING MANHOLE SEEc 280.4s 102107,21 123280,72 Br� pit s a._.�« DETAIL 1 pWG � 68. SI NA . 102093 99 12358t40 ; _ 6 90 Of SEND W/ CONC KR PER ry _ _... . NA 1D2G9s ss 123571 28 cV7( V125) DIMENSIONS SHO CORRELATE TO «_.,_ ¢ _ I _:. NA 10209,199i 52343770 8 afl• €u BEND W`/ CONC 9tE3 PIR NA 301854.81 ` t2342?.70 CONNECT TO NEW FIRE HYDRANT DW W ENGINE G STAN11-1DARD ' I p ° ;. t i a 1, x8 YF E CIC STA ;5 75 PLACE TEST,-' � C CONN TO EXIST RESERVOIR g � g/y �g S r ( 0,.11. 30"0 GONE NO RE OIR E IN LANDSCAPING S"OF 30TH 91� , �._,..�._ .» �.� _ ., �_. to SEE OWG ,.,. . ".,}.,.._.: {k,i`,4s .....�•' „'!2".x:a^..�.:. y "I,,,s3' V2(TYPE # $ .,' 020 64 46 411 PER C� 6425 V104 2 42,..", TANK REPLACEMENTS !f� 30TH AVE =c I As .,� �-"" � d E } As . _ ... .«.. w .. �w.. ,.4 40 2.. ,.,. .. ^»omvq+.uawe^.t'rt.. ,.. xiuw - +tt .. aamm�,v .w. ri.zavez,x...m.:r ^ixwYwY,mww,a ra.. u: V "" .dna....„.,-... , ..« ....a. ,. ,.. ...... ...,.. .... , .».wrr.... « �.... ."uw. . 6 d 9 �*^^ ..x...,._M.« REFERENCE: ! a 143,52 kF 10,12 LF Da 12.91 IF � x � , _ �„I� CAPITAL PROJECTS 2 6 CONSTRUCTION STANDARDS 2011 rt 1+00 6` DI A6 3304(7 6"o L q« ti ?97 tis 0 " E M C-"105 5 'st C t —3* REDUCED PRESS BACKFLOW .w , §§ A PREVENTER W/ HOT BOX ENCLOSURE kg REFER TO LANDSCAPING AWGS FOR DEF! iI � ....-------- . 4 _W« — �_,_..; � !� rIEFER TO LANCISCAPiNG i}WGS C...}{'}6 FOR CONTINUATIQN OF UNE.;:«._,_.__. UNDERt?RAiN PIPING .., .._..,. _. : .««....,�............. $3 INLET VALVE VAULTAi F° UND£RORA3dPCNG �� i -§ � "'--„t«�.,;^-' rt�.>a_a.a.s^;,w•:'.�.� P,.�, w IEE:. DWG C -81C4 +00 Al I } 'i ;;. .~_ .,._„__..,.. ✓'„ !««r <' DRAWING SHOWS FINAL. PIPE C.3: i WATER QUALITY 3 CONFIGURATION OF NEW G2 MONITORING BLDG 8 CONDUIT NO 37« FOR INTERIM «: .....:- ”. "„ � ... SEE FUTURE ARCH PIPE { ONFI ilRATION'ANl7 w +} * ti DWGS.y 1 l t A TEMPORARY CONNECTIONS, t t SEE DRAWING G-58. L9z/ ,., r{9armur 64'I 3 $ we 4 / 6'0PVC TANK N0 2 i ° 0 w T 6"0 PVC TANK NO e. .i Net Date Description WATER WAUTY I 1 WAFER QUALITY ° S" € SAMPLING CARRIER G> � SAMPLING CARRIER }-««...._ PIPE, SEES 3. f t"- ._ _. I PIPS. EE s x. FtVtSLC7tS VERIFY SCAMS TAW NO 2 WATER \""� � � � --239.111 C T' NO t WAGER }3 �. "s • � tI � I . A,{ Oi3AI CTY SAdAPLCNG § 3 "p D1 ! CMJA.i.CTY 'SAt;WATER « #. + . ` ui IS ONE 040H ON w` PGtNT. WATER s 0MONAL CMOMINO TI POINT, SEE WATER { QtlATY DET Ch EI l2. + t STRN LINE SEE 1 ,» «. � .� � � ,..� 1 '' C?tdALCTY BET ON ,� 0 wwwiwwWuwewwuwM l — ". » 1 �I— l2. D C-70 � � L... y THIS i [7 { €._. ' TANK N 1 i. ,... ..�. .».. .., .L, ..�« «.. TANK NO 1 K .A �� .._,_ .., _ ,.. StALM A Y iii '° � �. �` �` ,�' z ¢ � I � F { " tv,�.....,-.. .... CAD DW. RLE, ... m...«...... 13 Pi` NQ[ #,171, !{ i S s r D4 1 k Siitkt IT SEE DWG1 C-717AS StALT ft. j AS SMT DATE YARD PIPING { i + wr a z ^ PLAN NUR iF! SCALE: i"- �-60 CONTOUR INTERVAL: 1 FOOT COORDINATE SUMMARY TABLE PENT STATION NORTHING EASTING DESCRIPTION PIPING SCHEDULE Al1+21,50 102010.36 123449»04 INLET PIPE AT INLET VALVE VAULT UNE DESCRIPTION Rhk ATEL PROFILE DRAWING.._A 1+��47 t02a7631s 12:5448014-. 3G 45 sn 6EN� W/ G c Ke PERS A ,n_NEW CONDUIT NO 17 ST C__65 2+28.08 ..10210817 12347405 iii 45" STL SENT! / C C NIS PER( C 6 6 SANITARY LINE: PVC � 65 4 � 2+5&63 102106 17 123504 61 { 30 K 3 SIL 'P'E`E D $"0 WASHDOWN UNE DI N/A 24"9518 10210817 123541,17 2 AVMHI y 3+07 18 i 10240617 12355177 � 30{TYPE 8 ) oil 3+26.38 tQ211467 12351"16'31 6" 8 F41 GAN IIF k9 H 3 WRTLtt 483 5x39 Q7 6 STL r ,�«.�:� BUTTERFLY VALVE ASSEMBLY DIMENS16NS 3+2538 9021 C 17 123577 40 ACSMHl 4 GAS 286 84 STI. VALVE W Y v 9 3+3538 10290817 92358140 30" k 8" S"Ii TEE 5 WATER 7#i) 5435'84 6 57L Prn t IVa. 10004.0 P [3f'Vt tYPE YSii4 '-6' 2'-2" 9t°— 3° 7'-0' 1 6+34.72 1621188.17 1 0:72 30" ( 4> 8 STORM 1000 543270 24 OMP 8FVL TYPE L°504..t : 1 6+73.62 102108.17 123910:617 � CONN TO EXIST CONDUIT NO 17 7 : GAS 510. .543760 6F STL } 9.�6» 2'�-z" I tt'--a- �R�2- s'�-6' � �°,_�" .,__. ._v_.. _ .,....�w _...,.:�. �....«w.� _..._..., ._._._.. ,. ___....._ ___._«."....._._.., ClNQIEL 0+0&i.0t} .1019806# 123437,49 BEGIN SANITARY LINE _._."„�..8 «...,�« �.:_,�"«_NOYrtd 210, ... ...� 5440613_.....:.,,. _,_..�.w.,.....UNKPtO «.:,.^_.._.,...__... _� . .,_,. _,_._ ,. __w_. __,_.___.____._..____.« w_W,..... 9 WATER 3. 60 90 Ct _.._ ! C + 9G 5438 ZR DIMENSIONS SHO CORRELATE TO � D 75411 1019e06+ 123422 6” 45�_PtrC D _..."... ,,�.._,.._...__,._.__..., _ � .w...,_ . ._ .,_ ,.«; >,w..w�.�_.. _...,�_.__�. §• TST INFRAa LLC N 1019 64 123417-00 6 CLEANT DETAIL 1 D . C 103 i0 EXISTING SAO' � 5437,30' 3€7" STl .......«. .....,..«,�....«w.=.._,.. ..., ..,..,�.....,,...�..� ,�..__....««.,.�.,,« ,...,.. ,: _.__._,.�. _a___.: „ _._.�..__, ,. �•_..___.�._ ....._.. � CONDUIT 17 BLOWOFF VALVE G4 Gi+22 56 101985 64 123417 6 Pvc W G NEGTCON rca �x r ASSEMBLY DIMENSIONS G 1+4413 10210721 12341700 SANMHI PER VALVE ACONNECT SANITARY LINE TO EXISTING MANHOLE SEEc 280.4s 102107,21 123280,72 Br� pit s a._.�« DETAIL 1 pWG � 68. SI NA . 102093 99 12358t40 ; _ 6 90 Of SEND W/ CONC KR PER ry _ _... . NA 1D2G9s ss 123571 28 cV7( V125) DIMENSIONS SHO CORRELATE TO «_.,_ ¢ _ I _:. NA 10209,199i 52343770 8 afl• €u BEND W`/ CONC 9tE3 PIR NA 301854.81 ` t2342?.70 CONNECT TO NEW FIRE HYDRANT DW W ENGINE G STAN11-1DARD ' I p ° ;. t i a 1, x8 YF E CIC STA ;5 75 PLACE TEST,-' � C CONN TO EXIST RESERVOIR g � g/y �g S r ( 0,.11. 30"0 GONE NO RE OIR E IN LANDSCAPING S"OF 30TH 91� , �._,..�._ .» �.� _ ., �_. to SEE OWG ,.,. . ".,}.,.._.: {k,i`,4s .....�•' „'!2".x:a^..�.:. y "I,,,s3' V2(TYPE # $ .,' 020 64 46 411 PER C� 6425 V104 2 42,..", TANK REPLACEMENTS !f� 30TH AVE =c I As .,� �-"" � d E } As . _ ... .«.. w .. �w.. ,.4 40 2.. ,.,. .. ^»omvq+.uawe^.t'rt.. ,.. xiuw - +tt .. aamm�,v .w. ri.zavez,x...m.:r ^ixwYwY,mww,a ra.. u: V "" .dna....„.,-... , ..« ....a. ,. ,.. ...... ...,.. .... , .».wrr.... « �.... ."uw. . 6 d 9 �*^^ ..x...,._M.« REFERENCE: ! a 143,52 kF 10,12 LF Da 12.91 IF � x � , _ �„I� CAPITAL PROJECTS 2 6 CONSTRUCTION STANDARDS 2011 rt 1+00 6` DI A6 3304(7 6"o L q« ti ?97 tis 0 " E M C-"105 5 'st C t —3* REDUCED PRESS BACKFLOW .w , §§ A PREVENTER W/ HOT BOX ENCLOSURE kg REFER TO LANDSCAPING AWGS FOR DEF! iI � ....-------- . 4 _W« — �_,_..; � !� rIEFER TO LANCISCAPiNG i}WGS C...}{'}6 FOR CONTINUATIQN OF UNE.;:«._,_.__. UNDERt?RAiN PIPING .., .._..,. _. : .««....,�............. $3 INLET VALVE VAULTAi F° UND£RORA3dPCNG �� i -§ � "'--„t«�.,;^-' rt�.>a_a.a.s^;,w•:'.�.� P,.�, w IEE:. 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( ACTIVE ) 3.03 I 5446.22 8' St3. 33 CONDUIT 3 7 39 5411 S7 i C?tIENS!€iVS SHOWN CORRELATE TO(EM) TRAFFIC 2,04 I [ 2 PVC 344 FO bf { � TRAFFIC SIGNAL SENSOR, TYP " k EXIST 42°m 0 $ 4 LUOf T POLE, TYP v NO 3 29 , REMOVE EXIST 26 I' ^ w { 30.4 COND NO 4 EXIST COND NO 1 I + o- ' EXIST COND NO 23 4 tr r r EXIST 6URIED, t S .. .k. 1 'fi fi :t„ui, ”" RAILROAD TIES T"YP .. SEE DWG C-93 FOR o 1A ;, °r- Of' T'E CG1I'ff3 NO t REPLACE�.iENT 2T AVMH2 VENT h.. tt ra 33 (STA 0+00 O+00 STARTa AT TEE) 34 Y az' 32 rn �_.,�,..� .> : _;-� _ w •. •, 2$4 � f2F�1i71+F EXIST A E F G LSE a acs a COND NO T t 3 s t ! 'l 1 f 3 S y I ".. � C A, X .�Ii� INSULATED ECC RDCR " CONN TO EXIST CiXdD NO 1 e------ E I 33020 'iYP 33004 STA 9+00 (363-11 SAN— ...,_.... .......... .:�,a9,: �„., .. .... ;a.k2A _��.,.,,, w.., ".."..1axn �.."...,.......,.�.,. .. .....a,nk,...,,... ...., .. — 36" TEE [I��44 9 ii I AVE L ._ 42� R � t T Et < E4 E6 47 G „z 4 33 5 is RIPE f �. 4V 29TH AVE AC 66 4 f j 8?EMOVE EXIST 42 ” SEEDWG S —91 FOR PTE p "m -"•w 42" COND NO 3 NO I REPLACEMENT kj4 _. t4A ......,.., tJ.... .. SEE DWG C-91 Ft9t f3J•F9'!E ,, - . s a _ :" a„ ,• ""' "' ,?-„m t ” i AVMH4 VENT . COND NO 1 REHABILITATION i I "^ I t EXIST 36 VALVE AND 't VAUDURLT MG TO BE REEMTANK NO2OVED CY OUTLET INSTALLATION, a i APPROX VAULT S& `. k" ` 241, X 9°W X 12'H ^ s � F PHASING OF PIPING INSTALLATION AND C*NN TCT IEXtST CONNECTIONS, SEE 42'4 CtTNCT NO 3 r s CONSTRUCTION SEQUENCE PHASE Ei DRAMNG G --J. i l 1 "IPE REMOVAL AREA SCALE 1'=10' CONTOUR INTERVAL 1 FOOT PIPE LABEL TYPE I5 TANK NO 1 AND TANK STA 9+50 NO 2 OU MET LINES 64 3 37 C AT TANK NO 1 STA, 3+97 AND TANK _ �... .rr ,..,.. .m .-. ,",,, �.. 2 STA 4 8, ...._. - .. t NO 6+83: END---- TANK NO 1 OUTLET LINE a 26429 36o STL f ... E _...m.__� NEW CONISUIT Pio T � 36'0 STL � a F! Y 5417 10 I } y t t P , 42*0 C$ AVMH3 VENT g , _. ._w. _.,�., is ,A, T "........ .."m d;i } CI 88 d 2 PVC IN 4 PVC)µ") �.. 8 (ACACASTIVE} q SEE DYiG C-93 FOR 5416AO OFFSITE COND NO 3 i REHAUILITARON R � t T Et < E4 E6 47 G „z 4 33 5 is RIPE f �. 4V 29TH AVE AC 66 4 f j 8?EMOVE EXIST 42 ” SEEDWG S —91 FOR PTE p "m -"•w 42" COND NO 3 NO I REPLACEMENT kj4 _. t4A ......,.., tJ.... .. SEE DWG C-91 Ft9t f3J•F9'!E ,, - . s a _ :" a„ ,• ""' "' ,?-„m t ” i AVMH4 VENT . COND NO 1 REHABILITATION i I "^ I t EXIST 36 VALVE AND 't VAUDURLT MG TO BE REEMTANK NO2OVED CY OUTLET INSTALLATION, a i APPROX VAULT S& `. k" ` 241, X 9°W X 12'H ^ s � F PHASING OF PIPING INSTALLATION AND C*NN TCT IEXtST CONNECTIONS, SEE 42'4 CtTNCT NO 3 r s CONSTRUCTION SEQUENCE PHASE Ei DRAMNG G --J. i l 1 "IPE REMOVAL AREA SCALE 1'=10' CONTOUR INTERVAL 1 FOOT PIPE LABEL DESCRIPTION MATFRIAL PROFILE DWG A NEWTAWNO OLiTtET' I,iNL 36 4 STL C-66 D NEW TANK NO 1 OUTLET LINE 36o STL C 66 ... E _...m.__� NEW CONISUIT Pio T � 36'0 STL � C-91 5417 10 I _ EXIST CONDUIT NO 3 , 42*0 C$ C-93 ..�.,., _. ._w. _.,�., is _,..___.... �.�.,,,, ..�...,,..._..,_. Ek3ST CL>PitTUIT NO 3 "........ .."m d;i . ..__..... .,....__,. C-91 POTHOLE UTILtT`Y DEPTH TO LIBUTY TOP NOMINAL DIAMETER/ TOP(FT)ELEVATION ON LFTi! ITY A9ATa•felAL 24 FIT 200 549! 10 2 PVC � 2� FO 3.80 5417 10 I 2 Pk"C 26 FO 1,70 541730 q 2 PVC 2 FIT 22_ 541792 2 PVC IN 4 PVC)µ") �.. 8 (ACACASTIVE} q 3.15 %t 5416AO _.. 6 STL 29 GAS (ABANDON)2.32 C 547,30 2 HDPE 3i1 WATER 457 5415,54 30" CI 34 EXISTING 1050 5409,10 42 i1 32 CCiP#OURT'3 � GAS'.' ( ACTIVE ) 3.03 I 5446.22 8' St3. 33 CONDUIT 3 7 39 5411 S7 30" Ci TRAFFIC 2,04 5416,92 2 PVC 344 FO I'll 5417 87 2 PVC 35 FO 1,49 5497 40GAS 2 PVC i (ACTIVE) .....,;.,.,. 269 544C36 6 SIC 37 GAS ACTIVE 237 541C34 8 STL EXISTING CONDUIT 7.11 5411.06 1 42* C3 NO 3 d 09 TRAF_ 1 1.90 5416 20 2. 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TRAFFIC 395 5414_65 .. 2 PVC_ WATER_ 4.70 5413,90 10` PVC 4a CONDUIT____ EXISTING -m 7.20 _." 5410.95 42" CCNC NO 23 46 EXISTING CONDU9T 1 13.90 540434 � 3t; Cl 47 EXISTING CONDUJT 1 13.40 5404.28 30" CI C�rltbrlT S�Suctu £rr�6^tc SDG Prof t N*,' IOOD4.0 - TST WRASTRUC7URE, LLC bo— ASHLAND RESERVOIR TANK REPLACEMENTS +NDARDS 2011 No Date Description VERIFY SCALES I9AR Is Cw INCH ON OR NAL DRAWdc 0 1' IF NOT ONE MCK ON "S SET, ADJJST SCALE'S AOCOROM.Y PT RM 95715 cwa D DRAINN @Y: :47T ICP8 100-4 t '1VA8311M 8nOIN03 ,Ot .t Mvas ....__ A, 1-01n (3Nn mais w ism) 00•SOt9 "I3 (s.90 inO ANI pa :0 (D 3Nn S) OZ°sots 13 (N.zt) Ni ANI .__.. _. ¢ x .. d > tt913 Alh , (6,9) co HW Aus ; S HA YWL.S M3N ze,u+t vis O 3Nn nai.S �P 3101 VMS G]KOK38 39 01 { i (L Hn WOO) Hn k Oma 311406429-0 0ma Wi#1s 4021Z* ` t �r'' r 31 tid .33S 3Nn • `"...r4 ; 3 . w ,-NO 3dOH .9t M3N # Ct`50+9 13 (s.zt) inO ANI"% G (z•) 3Nt7 Wats) C9•90tr9 (3N.91) NI A a C9'90i9 13 (MN..K) Ni AM 00.91ts 13 WIAf' ti HA MIS A3N L8'CS+£ VIS 0 3MI Y4HLS 'wad33s I QC M3 3Nn nsis MNOaNV8V _ ._ f 3l V H16 M A" sn=3ild :3A OYfi3ki M .____ 111*1 >Xi0 5 Onid t3NV ` * * `'^ :. u":. 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REMOVE TEMPORARY OVERFLOW PIPE AS GMT 9Y: AND MANHOLE IMMEDIATELY PRIOR ANTICIPATED GRADE 0N TO FINAL TANK BACKFILL, 36*0 HDPE TEMP ELM5 112 CONST TEMPORARY TANK OVFL PIPE OVERFLOW OW TEMPORARY TANK NO 2 OMMOW PLAN PLAN SCALE: 1"=20' S C77O 4 CONTOUR INTERVALS 1 FOOT SCALE; 1/4'=T=_tT« THIS DWG MIS S.LN3rGOV'ld38 ANYI NIOANMN ONVIHSV -770-Z o'n *3tm*nmsvum isi G o sm 'NOLL0310W 010OHiY0 80-4 09-0 ONtMV80 01 63,438 *WHVID 80.4 NMOHS ION NOUOMOW DIOORLVD 'Z "WAG SOdD 31W011ddY HIM AldNO0 'SINW dVI 3'18f)00 38 MYHS SINIOP 3did 1331S 11Y I -T.XUR ---------- 77.1 171-7-07-1-87- 09=,t :31VOS ZiHOH 3NII NVS Maine V40M (INV LL ON iinGNOD - S3ltJO8d ,xvQ ivm;7 —i MON WHOM Muvo —1 7,-Aw/ a dN =48 0*40 V 'AS wym aw Ma ova la xyW S3T*M Isfrov '4.T*S SO4k 140 low 340 ION x ,i womm"m to movw NNOW w �Dm 3NO st H" S31VOS AAlM3A 'S3'IOHNVV4 SNOISIAM 40 M03 3aGNI 01 3003 30 SNI now mnsv3Y4 388 -11di—a 0100 ON S3dOlS GNV SMUDN31 3did aw maj 7vw .AZR >IN'VL M CD MIS S.LN3rGOV'ld38 ANYI NIOANMN ONVIHSV -770-Z o'n *3tm*nmsvum isi G o sm 'NOLL0310W 010OHiY0 80-4 09-0 ONtMV80 01 63,438 *WHVID 80.4 NMOHS ION NOUOMOW DIOORLVD 'Z "WAG SOdD 31W011ddY HIM AldNO0 'SINW dVI 3'18f)00 38 MYHS SINIOP 3did 1331S 11Y I -T.XUR ---------- 77.1 171-7-07-1-87- 09=,t :31VOS ZiHOH L! 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TTVDS-IiM .09=J w -1V s ZIWH - 77 mC�oy 1 a opo o !0 0 .A G+ 00 A 0 00 s 'a i S Y t i K ,. mom 4'"7p' x ISM t 12th A r .,Y I $0204 d Ph (303)G28 -400D EX3S7 48* MHHfax ( )628-Be.St ! 3 3 .ser« ate. x ,,� 3*0 A393 87 7HA RESTRAINT Ara EXIST 80 SAN UNE. t r N! tk# !NY ROD W/ A194 OR 2H NUTS, TYP OF 4SW In td CORE DRILL 12`4 INTO sav a EXIST MH ^ Ek35T' 30"0 42 « w sear 30" STL C 0 N17 9...C#Atit NO 1i w O A.LOK G3 BOOT ( To MtATt�f EXIST 9 ca NEW IE 5429.43 STQ GONG NL5 t tT GGi) t&t r4 Eat I , ,� ✓r',�,r✓ r,r,..SDO Projwt 1o„ 10004,0 -- P2 1 EAST 8"8 SAN GINE I. EXIST 8 NIZ,,8 NEW 6"8 SOS 35 PVC SAN LINE REMOVE EXIST SAN 1 TST WIFRASMOTURL LLC BENCH FOR NEW INV � ,.�y .,` GROUT CHANNEL FLUSH EXIST 24'°0 MH W/ BUT OF PIPE _. _..w RING AND COWER, ABO 24"0 MH RING AND COVER, ABOVE 36" k 30" Sit ECG RAGR (30-0 STL TO MATCH EXIST CI Pit) vv MIECH RESTRAINT 26428 -USE NON— S43RINK EPDXY GROUT TO p 26434 FORM GROUT FLOW CHANNEL 25431 INSULATED TO ACCOMMODATE NEW EXIST MH WALL, TYP 2. ', A � a r 'ev —EXIST MH BAS ELM ASHLAND r GRESERVOIR CONNEC77ON OF NEW CONDUIT NO I LINE TO EXIS77NG CONDUIT NO 1 r2l, SCALE: 1/2"=l'-0' C-91 TANK REPLACEMENTS A E"XIS77NG SANITARY MANHOLE CONNE'C 77ON DETAIL j NO SCALE. G-60 C-65 REFERENCE: CAPITAL PROJECTS CONSTRUCTIONSTANDARDS 2011 WNYW. tom. batlauv 36"0 STL TANK GILD T PIPING 36" X 42" STL ECG RDCR (42"0 ZN SIL OA TO MATCH TA 9+85.59- E)QST Cl GO) fl 42'0 STL TANK MCT 2 OUTLET PIPING (OA TO MATCH EXIST CI ) 42f4?/t2 ¥iPdAC 1 1/4-0 AIB: OR 87 THd? RESTRAINT ROD W/ A194 OR 2H NUTS, TYP OF 4 No Dote De tion 2642. 434 REMSIONS 26 26433 INSULA A VERIFY s m IS OK W04 ON aa,OtrAl. DRAYM 0 1" If NOT ONE WCH ON THIS T. ADAIST SCALES ACCOWARMY € PT t0 15915 CAD avis FEE: MSECH RESTRAINT ! DRAAN BY. A TMICPS zEXIST 42"8 0 a 8rc A 57" [ 4NO3 I SAM BY: a Al 20 fmb 0009 N AS BU&T OML7 A5 VJkl SP N CONNECTION DETAILS CONNE"C77ON OF TANK NO 2 OWLET LINE TO E"XIS77NG COAIDU T NO i SCALE: 1/2'=I'—O" C--62 `38nssl8d H3ViYYW( 3 VM ISd OL SR"id 38nss38d O NN8 Gd 4t 38 iivHs onvA 3A"IWA 13'INI 40 HIMS Wdid 80-4 WsUdd WS30 -g, 09-D 01=.t :3 VO KD NV7d 3Nn 137NI e GNV 1 ON `)INVI IVI :DNit VNO 311-408d IVW3104 N011dMOS30 3NII 3'ln 3HOS ONIdid 3 a 0 s r ( S } # .,.Pi # s I i I f i�WATER� +gyp 1 �a I"fill, ai" � 16W Wart 12th Awl" eeapx06040204 b€ P hm. (30"S620-6000 u * t 1 a M� STRM INLET Q �STRM INLET A PER a {. PERS dlAPRLEDTANNO TANK NO 1 SEE STRM T� + Strctx C-74 I •t 1tvGAL 1{MAL Fcgfirs " d fr j STRM LINEA I ;� SEE PROFILE � � 1 i DWG C -73S 1 t TST 1NPRAS7RUCTURE, LLC :. �� $ ;. �t � �,„ 1 �w caw• Q1 T I # s„ -5TR 5+5t3.St} 1' i STRIA EINE D FLARED � � r d 3 S s STRM MH A END SECT PER 1�RIPRAP DITCHr STRM INLET C l _» STRM INLET B r' ' ✓' f'`\ / d.•y y r PER t .✓� `� f I � I . � � .,! � ( i s t I i I I t' f•,� SFRM i3PdE C ST'RM LINE C TANK NO 9 ,! J, j g > § 1" STRM LINE B E R OUTLET VAULT ✓ � t a SEE PR D4 r j SEPCJtILE D C-739, STA 0+63.72 0 i k TANK NO 2 C-73 f'O 1 i _.1 CONN TO STRM A7M i i 0`' # OUTLET VAULT 7 B9 e r r MHC ' ! STA 2+50.84 C-80 B7 . , P @ 3 i +0 d` ° � � 42 646 �b TANK,r"„x i �,. „� '' ,,,• • 1 , LIN 36`4 STI. ` s `-:9D' LINE, BEND 1 i ` ' ASHLAND 5rRM RINE B STA 0+33,73 ( �.,. FiGiJE P I ! PIR �.. , w`�`".»..t;, .,.,„,.. .„„w.w..-,.��,..... ..•_ �� CONN TO SaRM I7 SEE DETOWG C-71 CIwi!Mi7x W/7[MMH ; F'1[.ltlTlp'.NC;9S. ; t6 A2 . �..,_` C.._3M• "JJ tLaf. �.t TANK REPLACEMENTS _ ,;. _:. � SEE DL`T CiYiG G• -7t '� / � i`� .,,-j "�, � �` � � `�,e.. 3;rzrxwr.,i�e:.r.�rc'�rywer�xw.yixews aactie ,r'.� :war. aww:r:wrarre xagcrincacw.•.:ww.We-.�ave:r'swwa�;xea:r STA ... " ._.,._.,...._».,.» .„. A . ,, :.w... ... 3t'2c •••. : ... STRM MH C °'�.`{j _.,..,... PER __..,_ .._.._..,.,,. STA 2+47.10 mow, a � � j Fr. S LINE A -, r, S INLET A7 .....,.. W.. -- _.... A SEE PiROFIIE w_».,.. t3 <.. PER TANK NO% i _.,OWL UNE _ _.» cC PROFILE DWG C-72- _ , REFERENCE. .....-_»._ El CAPITAL PaacTs CONSTRUCTSTANDARDS 2011 36" TANK NO 3 , OVFL LINE SEE i° m.� wm�.�ravmwular.� STA 7+09.00 „.__,� . __..._". .",.. `PRLtFl9.E titYG G 72 ...... t 4.1E uut�>2wn w„. » '„y.,„....t. .•.n...».i'. .._.,,...,._. �0........ »•:.•_._..."„_�..,.,...... ..M_.., .,_"._„_... ,. Si LINE E.».__ ,.�...,,.,-....-.„.»»,« .... 5 MH D ..„........... .......".�., 64 _, „_.„:��. _........_."......,.,... ,.�._.,___-.,.».,. pp vl .y e...,., __.. PER w, J 0" 1.. „.�: ..._____....._. �,. _,.-.. SEE PROFILE `• „. DWG C-74 STRM LINE E " 5425 8 %i t __.,w M STRM INLET E STA 1+15,04 ,., CONN TO STRMPFR PIPING SCHEDULE w STRM LINE F SEE , ' STA 7t4u,98 BASIN DETENTION ld LINE DESCRIPTION MATERIAL PROFILE DRAWNG PROFILE DWG c;a4 t �� CONN TO Ft�tY �y1Nia -7� �` BASIN OUTLET A:TANK NO1 04cRFLOW STL C-72 _ .•. y ;.,. "'-�•�„,,�"'"`° +�` i STRUCT B TANx NO 2 oVERFLO sTL c-7a� _;. 't s RM LINE G ,t 2 , SPILLWAY .;. � . m't r � wMp :C""76. ,,.:„ „� SEE PROFILE COORDINATE SUMMARY TABLE COORDINATE SUMMARY TABLE _.._ C y :".t _. :.«- ,. _ _ �.,r„. 5415 WwDWG C-74 SNG DESCRIPTION CESFPT1ON NORTHING FASTING NORTH PO 4N EAS , I, kre: J4,,..,m 3 - ✓ s i STRM LINE F FLARED T At ; 101755,20 i #23628.65 St T OF TANK NO I OVERFLOW STRM INLET A 107954,46 123145.72 S. INLE.7 t°: END SECT w ._._ry.,... PER �. A 10174657 t 12363008 24' STI. 9°27'05" BEND STRM INLET AT 301721.28 123152.91 -.'°• .. '' , , <,"..i .. I A3 70173x09 12 3fi3DC?6 yw,.:' .""""^-.�.-- 24 .� 6 :9CiRED1«I STRM INLET 9t1t757. 1 +� 3 G BEND L.E B 2,3392 32 ��.j. > ",, �„w.-"'w t.. .^,. f r+er STA tt•I^47.a9 ti„......j'. e 4 10173509 1 92363774 36 X 24 STRM INLET G 901757.18 123505.78 'T" " STA 2+42.78 STRM MH G i STRM MH G8w.."_._..,.. PER s 5 101735,09 123647 78 36 X 24 SINN INLET D 101958.05 123747.76 1 . » ._ .. _ PER 4....._._.._ _.. use h 9y 1 2 �^'t na ua 6 111 735 09 123654 04 36 90 H !2 O:. STRM INLET E 109606.97 t 23396,06 x `"^st... x x x x x x x � t `• 0175fi 61 � 123635.50 START OF TANK NO 9 OVERFLOW STRM INLET F 101504.97 123479.37 �„ �, A8 tOt'748.08 123637,74 1 EXIST CONS NO 1 _� n E 24 ST3 124650 BEND STRM MHA 0181938 32334572 f {ARD 16s AN ONED} r r 10175992 72564519 START OF TANK NO 3 OVERFLOW STRMMFd E3 101721,28 123392.32 '-."-v.: ,„„•� , „� .''� '.',�.` � , :"�., � <,.��* � T» `I 101750.77 123647,78 24' SII." 17"15"10" BEND STRM MHC tQt727.28 y 1235U5: T „ p 88 88 � 01755.20 123310 65 START OF TANK NO 2 OVERFLOW STRM MH b 708606,97 123513.70 _ ..._ _,.,_ _ ..._ . x W 2sTIi AVE w. B2 30374657 12331208 24' S1L 92105" BEN#? SRM MH G 301°50805 123725.89 _... yA 1117 1 3,_-.. 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AND SHALL BE IN ACCORDANCE WITH STANDARD CIVIL DETAILS QuAllmm ._wH C NCRE RIE SIE +CLI YDS Y LBS REQ D 7.6" 9,9 75 D 3`--0' 110 80 0 31-6" 1.2 96 0 I 4'-0" t.3 101 1 4"-"6 1.4 116 2 5'-0" t,5 122 2 137 2 6'-9' 1.8 142 3 6'--6" 1.9 158 3 7'-0" 2.0 163 3 7'-6" 2,2 179 4 8'-W 2.3 184 4 8"-6" 2.4 499 4 9'-0` Z5 205 5 9'-6- 23 220 5 ii O 3.0 235 8 INCREASE MUF U & FOR EACH 6 INCREASE OF H ABOVE 2 NO. 402 tr jT._,.._ .... ENTER.INE i HATE PARALLEL S4 x 7,74' x 3 ADD ONE BAR F EACH FOOT D CEN LINE HEARING H INCREASE CSE H ABOVE 2'-6* F ROADWAY llf 1%4� 31 4 FLAT FLAT x /`4 % ALL. H TO HE t j2• DIA CUT OR SEAL SEND AROUND PIPES AS REQUIRED. BOTH !DES 402 BARS )+ALJ. BE EQUALLY SPACED FROM EACH OTHER. rI6 3. 0/4' FLAT % 3m X 1l4" FLAT 316 T'rPE C IMET NOT TO SCALE TYPE 2 CEMENT GROUT MH RIC D CL? 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PRECAST MANHOLES MAY SSE USED FOR DEAD END MANHOLES AND 180" TWO WAY MANHOLES, B, MANHOLE INVERTS SHALL HE FORMED OR SHAPED AND SHALL HAVE A SMOOTH FINISH. RING AND COVER REQUIREMENTS - ALL RING AND COVERS SHALL BE CAST IRON, RING AND COVERS SHALL 0E 24 INCHES IN DIAMETER FOR 4 FOOT LD, MANHOLES, 30 INCH FOR 5 FOOT I.D. MANHOLES, 7)PICAL MANHOLE NOT TO SCALE DISTANCE VARIES e 1360.tl (MIN) LACE RLPRAF zjtiJ! TO MATCH GRADE No Dote Description '. 18 INCH PRECAST ars _ FLARED END SECT RE\,ASIONS w ... VERIFY SCALES { BAR M ONE WCH I ORIONAL DRAWSO ' 9numumman I' N' NOT ONE CSP IM SHEET, APJJST �w SCALES ACCORONGLY 18 %NCH P7 Nti t5P15 PRECAST FLARED IPRAP END SECT CAD OM FdY_ DRAW BY. A7U1CP8 TO MATCH CHM) GRADING AS REDD w $Y: RY%4 G AC{ � RIPRAP ivPel- E L. I T APPO Fit DAIL' 201 _ _... 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BE 1/4—INCH MINIMUM EXCEPT WHEN WELDING 15- APPROVED BY THE ENGINEER DURING SHOP § * TO 3/16-INCH STEEL PIPE SMELL WHERE THEY SHALL SEE iC DRAt6WNC REIAEW. NOTE B EICl€ BE 3/16-INCH,N GALL OR ETHER � � � C OBSTRUCTION � »___..�:� � _ _._�__ L G L ASHLAND R+i..T6..RVVIY l TANK REPLACEMENTS t PIPEL3NE d ` �. REFERENCE; E ._..TIE ROD LUG. TYP. -TIE SC7 ER, CD _..�- INSULATEta � F LIE RODS. TrP. TIE Res. TYP, SEE SCHECY. AND °'".,� � CAPITAL PRCiCT 6 POUND HIGH COUPLING-- SEF, SCHED. AND FOR NUMBER ANCA .`"J CONSTRUCTION STANDARDS 2611 F NUMBER AND DETAILS MAGNESIUM ANODE DETAILS _. w r y sazE SEE sCraED. SIZE SEE SCNE;D. „Lt +� hgtivxur�f RESTRAINED COUPUNG NOT TO SCALE ASPHALT BASE COURSE D GOING GRADE RINGS REINFORCING COLLAR ..' . " BRICK BULKHEAD GROUTED IN PLACE, 11— —1 - MH r2/17A BRACED AS REOD TO WTHSTAND r i SEALANT AND STEPS 12" OC PER 330915 PRESS FROM C9$E."5E. PLACEMENT, TYP 2" I GROUT NTS INSIDE W A- -REINFORCING C No Date Description �.- AND OUTSIDE ._ 0—�4, PRECAST G N+fG MH SECTIONS RViai S c ...,1_ A LOK, Z LOK CAST IN cRUBBER B T, IYR ,„ __ __I__ 0071ET' P E1r� 1l t SICam is ow ww ON INLET E°IPE SAL r,xrtlrrtai IF NOT ONE SMXt .%JOSAW CUT b.2" MIN. LIR ,'.""•" S v EXISTING C7UIT B INLETC BASAND OUTLET PRECAST W/ PT Nts:. 15715 ROILS. RUBBER BOOTS CAD DWS FRE'. i. LD OUTLET SHALL BE mAl ft AWC PLETED AS A FIELD'CONNECT en AT2V' G t 2EX GIP LD N T SIZING 2, PIPES SHALL E SHUT DO NON- tRINK GROUT PRECAST CONC MH I- t ., .. PRIOR TO ANY K ALL AROUND � � � 2, adrE M cta 2iFf7 1" ... GROUT VENT PIPE ) s 3, COORDINATE RK WITH OWNER MINFIELD sow uo� If FOR SHUTDOWN• < °I SHAPED GOING A$ I aAI� VENT PIPE 3E" f>i7..+,, 4, REINFORCING COLLAR DIMENSIONS � AS T 9`* E "L y„ 6 MIN. GRANULAR REDOING {W. W AND t) SHALL BE " SUBMITTED FOR APPROVAL °_�___-_.- E I'ING DETAILS a BRINK BULKHEAD ABANDONMENT PLUG LD ON NUTLET DETAIL AMAWOLE NOT TO SCALE - 102 NOT TO SCALE NOT TO SCALE t9- 31VDS 01 ON tE i 3 t7Nlcilc! �0-j-- Zfd 1V3s o . = z0 alvos ail ' O %IV1c ? 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"--EXIST CCNNO NO 3 THIS D K PER PLAN DWG C-60 SOG Prot N*.. 10004,0 -• P2 —WALL SPRT. TYP ., ..m,ME.W CQPiC-' SLtiTTA92 i PER �5_;WK3 "•w"' ,"" r `a^✓ IST INFRASTRUCTURE, LLC LINING. OMIT LINING JTS FOR JT SEAL: ..,:.. INTERNAL JT SEAL--- AS SHOWN, TYP a RETAINER BANDS, TYt' _H APPLIED GROUT FLUSH " ' VAULT WALL WNH INTERNAL PIPE " JT SEAL„ TYP INSTALL INTERNAL JOINT SEAL AFTER STI. FLG CEMENT -MORTAR LINING IS INSTALIEO a" STL PIPE - ANO CURED, PER PLAN DWG C-80 REMOVE EXIST CEMENT—MORTAR— ."TOP LINING TO EXPOSE EXIST PIPE'. EL 5492.Ctti ^-^ dTa. REMOVE SUFFICIENT LINING 3 Q .. p*�ggy TO PROVIDE A CLEA14 PIPE -"* ._...:r.•..,,._,. ...„....�.,.,”` :.. (STL PIPE OD} ASHLAND u.. 3 ,.._. _. FStRFRCE F SEAL INSTALLATION. °INSTL INTERNAL JT SEAL. ------- AGAINST _ AGA+NST PIPEWALLS. AFTER RESERVOIR p ppggp � INSTALLATION, PATC+i LINING + I ex15T COND NO 3 SEALS.•x n - TANK REPLACEMENTS ENT36"0 STL PIPE � FLR EL 540r. EXIST CONC-MORTAR INTERNAL JT SEALINING, TY32 MESH STL SCREEN BANDS. TACK WELDED TO PIPETFEiAdEP HAND APPLIED GROUT FLUSH INTERNAL JT WITH INTERNAL PIPE s A ? NO JT SEAL, REFERENCE: CAPITAL PRCE: CONSTRUCTIONSTANDARDS 2031 INTERNAL JOINT ALC1 d T 7E TA INSECT SCREEN E'EN DE T NOT TO SCALE C-91 SCALE. 1/2"==1'--O" C-83 SCALE. 3".1'-O" THIS DWG C-.92 C 8 _ C-93 C-85 C-"91 � _o ��z m ..,..,, 0. V-7., 36" BEV r 2" CORP -0,.. ; � EXIST 36"0 CIP STOP, CYP PER 33040 � � EXIST 36'0 CIP w_ r e S ` \ '1269(1 tA:Ad t`i#2 iM75 No Elate Description REINFORCING COLLAR '' REVISIONS 12" BRANCH ........... VERIFY SCALES 12" FLG (150f) m i�WEULO ON OUTLET TO E t MONAL DRAWNG BAR IS i I ON REINFORCING COLLAR 1j2 _ _ COMPLETED AS A RELD CONNECT 35" MJ SOLiQ 36" D+P ' * " 36° iSrP 0 1" _... 12 V 2. 51'0 PIPE SHALL BE SHUT DOWN SLEEVE, TYP 3J4" P I T ST IRIS T, RICH PRIOR TO ANY WORK STOP, TTP X. X 12' Di sA XY MJ X MJ X FLG REDUCING 12"� 61P FT Itfl:... 75715 W ..�_ '7�____, � 3. COORDINATE WORK WITH OWNER FOR .SHUTDOWN t ------- (W„ w AND t) SHALL BE SUBMITTED FOR APPROVAL i 5. PATCH PIPE LINING AFTER INSTALLATION 8. EXISTING CONDUIT NO 17 - PIPE MATERIAL ASTM A78-33 GRADE B STEEL. 1/2' PIPE WALL THICKNESS, 12" NTE'iR ONNECT L INE" TO CONDUIT NO 1 SCALE. 1/2 -=l' -O' C-98 C-99 CAD OWG Fnr- 1. ALL, JOINTS SHALL HE p AW SY t rdl CP IS MECHANICALLY RESTRAINED. er. ATwlwn; AM BY, 2, MJ SOLID SLEEVES MAYA,ca. Marr REQUIRE GRINDING TO FIT ODOF EXISTING CAST IRON PIPE, r CTIA FM BOOK +la AS ieJokli AS MXT:BYt DRAWING INTERCONNECT LINE TO CONDUIT NO 1 PIPING DETAILS SCALE: 3/8"=t'-0" c-98 C-104 ; 4— SlIV130 J6+iIdId Is OO � dans �.�� d330 . v 3tva # sv an t. 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CAST WITH FUR SLAB x 2'-0' SEE STRUCTO PRECAST INTERMEDIATE—,� CONC PLATFORM THIS DWC REF MECH TIM-5 FOR ACTUATOR DEI % (ROOF MOUNTED, NOT SHO (3 FCS Af?ITYj 30"0 STL PIPE t 1" THKr. R 80 16'0 8FV4.{TYPE V504)(TANK NO I OR) PS_, TYP �` rs :. _ 4 v2f17f4 . auAt i 16.0 BFVS(TYPE V504)(TANK NO 2 } � ti, �1 to ___ 3/4' STL THK gat E~ _ ... SHAPED TO MATCH No Dilate C e=lption PIPE OD. P1 OMDE 120' 16.0 ON OR CONTACTAPIPERTWN PL ND7/2 avic�Ns 3/4' THK STL PL SIDES AND ENDS, TYP VERIFY SCALES a at Y 6% TYP 1/2 BAR MAOW CH ON ORMNI. IN c 2', TYP 0 1" I j// 1' PION -SHRINK OUT""" j"" .-"-w---1' THK STL PL W NOT 04CH ON MASTIC, TYPMTYP E ' » » LEVELING NUT. TYP RS . A"ST a' , °�, t r oSCALES ACC, ax Ntx 15716 6- cAss Its r-I1Tn CONC PAD INTEGRALLY DRA%N tar. A7MI SSPE G, (PIPE NOT U Y ..,,..,___ .. .,. FLR CAST WITH S �- a0 F ctnRlTYj SEE STRUCT t1WGsv: A7At DRILL, 1-1/8 -0 HOLES IN #...,'. a .; PL 1'1 X 366' LONOG AHR r. DAX' 54 SEC77ON 91-9. 9 RODS CAST INTO CONC 140636 PAD, TYR (SEE SECTION)NOt 1~0 x 36° LONG ASTM F154 M10 BOOK HOOKED AHR RODS W/ AS BUILT t1ATE WASHERS AND NUTS, TYP AS SmT fir: MINtMUM EDGE DISTANCE FROM PLATE TO CENTER OF BOLT SHALL BE 2' IN ANY DIREcnoN. PIPING DETAILS DRAIN LINE MANHOLE SCALE: 1/2~—T -67 INLET VAULT PIPE E �iPPOR RUST E`ST;RAINT �*� SEC'ROt� C-6? L_A C-106 SCALE. 1/2'=t' --O" C-61 SCALE: 1/2"'t` -O" THIS DWG BUM oMta ;as 1-" sv AVG LIT sv GAAP Xwe emu omo SIHI a 'lUVH0 G3HSINU M83 .t 30 I °w N v� rinn{NM a 3 01 ONa X3 TIVHS ESN3iX3 3HL `1.nN SNLLY83dO A 3Hi 01 03HOV11V 38 'nVHS NOIS MX�3 Na N3Hi `1333 ! tree 'Aa rpt S NNW 83d330 SR inN ONU.V83dO 3Hl -40 H1d30 3M 31 J. o srsz :ON a Isrm l SNL NO ION 3i a!L D�W YW WNMWD Id its .*/v _ - +- NO sl N �? _ � r„ (xaic «s7M) ii a � �P Laa3 A 2y9 "LLS 01 £ (xtt »d.59'L) ( ` Nt?tSUti3 ! 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KF'G--12 ASHLAND RESERVOIR TANK REPLACEMENTS REFERENCE: , CAPITAL, PROJECTS C:ONSTRuvilo t STANDARDS 2011 www, #ew.arg goon. iiMSdtfcg+m w/ No Dote Description VERIFY SCALES SM IS ONE INCH ON OMMAL DRAWNG 0 t" w Nor ow 44CH ON Tris SHEEC AMST SCALES ACCORMGLY PT No: 15715 cAn a ewE:15P15_LaSC:N CAN DRAWN RY, f,APAN OWD By, LAPAN -r' All LANDSCAPE PAN NORTH C3 13 W 4 10" SLV ' - — r. — — w aw3+ AM TCHLINEL. wx w c h ww�+ua SCALE; 1" m 30' F' ANT hA R!A I DECDUOUS TREES SHRUBS Quantdty Syrnbot Scientific Nome Common Nome t"ade Name Plonting Size Quantity Syn rd Scientific Name Common Name Cade Hama Pianting Sash 72 Acer ginnola 'Flame" Flame Amur Maple FAN 8" lo'CLUMP 8AronBa malondadrpa etatd Black Gooseberry BOB 5 ALLCNd Crotoegus virdis "Winter King' senior King Hawthorn WH 2" -CALIPER 85. Coryopteris standonensis.'Mue-Mist' Blue Mist Spireo, BM - 5 GALLON 3 Kaedrout pan.uiafa Golder roan true GRT "-CALIPER 25 Ci Yya 7thO mean$ ndussoaus alb au6is TaF1 Blue Rabbitbrust 5 GAI1 9 Maine'Rodlonf' Radiant Cratrapple RC, 2^_CA.ePER 18 Eaonyrnus aititus "GomAaatus' Dwarf Burning Ful Di38 5 GALLON Y0 Magus 'Red 0arron" RedBarron Creztaaopie RRC 2"^CALIPER 24 Franc+ is atrip rci6adia Russian Sage RSS 5 GALLaNd 7 Moles '-Spring- Snow" g Snow Crabapple 2- CALIPER 16 Phaladelphus Iewis3i 'Che ne' Cheyenne Mack grange CMO 5 GALLON t7 Prunus cercalieara 'Newport., Newport Plum NP 2"_CAUPEE IR inus opulifollus 'Nanus" Dwarf Nine. DN 5 GALLON T Prunus polus 'Suimaner GIoW Purple Leaf Mayday,: T. PLM 2"�-CALIPER 26 Prunus h eyf Western dcherTy+ C GALLON 8 _ Pyres cataeryona "Bradford` Bradford Fear BRP 2" -CAU 9 Prunus cistenp Purpieteat Plum 5 GALLON EVERGREENS t2 Rhus ".beta lbree--loot Sumac TLS 5 GALLON C ontdty Syenbaf $CtentbFaC ta" y Nanr$iman: Nai1E Y`:dtle N e Plantelay Size Rl'E#€ffi t} }lt(A8a 'Lanctrmta': t, uthrat Stoghom Sumac JCS �J i�YA:i,.L ON 7 Picea pungens 'Fat Albert' Fat Aib rt S'P' uce FAS 8' - 101 B&B 21.. Ruses oureum Yeltow flowering Currolnt YF'G 5 GALLON 11 0 Picea pungens "sa8dbrunn" Wo dbrunn spruce S 5 GALLON 29 Rosa nxgwwa FFugtssd Rose RGR 5 GALL ON 5 Pinus mugo 'Slow ound' Slawmnound Mag. Ping GRIP 5 GALLON 47 Splraen jaapdnico 'Anthony Waterer' Antt+ony Woorrer Spired AW5 5 GALL ON 23 Pinus nigra Austrian Fine AP 12' - 14' B&B 2 Soirees, japonica 'Goidflame' d3Pame Spired 'Neon 5 GALLON NFS 5 GALLON GRASSES 66 Soirees japonica Flesh' Neon Flesh Spire* 32 Spiraod nEppon'rca `Sneawmoanai' Snaarmound Spared SMS 5 GALLON Quantity Symbol Scionttfic Name Ca moax Narno o Name. Piantiny Ssse 78 Syringo 'Miss Kim' Mies Kim Dwarf Lilac MKS. 5 GALL i84 CaJamdgrastie acutSl4ora 'Kar$ Faerster' Feather Reed Grass KFG 5 GALLCtN patula 5 Syringo vulgaris 'Sensation' Purpte French Lilac PFI. 5 GALL N PERENNIALS 2t Viburnum Erilabum ' padturn' American Compact Cranberryknaistr ACC 5 GALLi'k� Quantity Symbot Scientific Nome Common .Nome .. Cade Name Planting Size 21 _, Herneeroeallis 'Prairie Sue Eyes" Lavender Doytay ILDL 11 GALLON I §.3 Hemeracallis 'Stott, de Oro EworF.Odd DaylRy I BOG 1 GALLON 57 i�avandulo angusREgolta "Hidaate' D blue Lavender BL i GAGE.. ALL PLANT MATERIAL IS TO MEET NATIONAL NURSERY ASSOCIA11ON 5. INSTALL METAL LANDSCAPE EDGING ONE FOOT INSIDE OF FENCE ALONG1. SPECIFICATIONS. NORTH, EAST AND SOUTH PERIMETER i*4-iERE SHRUBS BORDER THE. FENCE, UTILIZE WOOD MULCH AND LANDSCAPE FABRIC IN ALL THESE AREAS, ON NATIVE SEED Mix Z" UTILIZE SPACING AS SHOWN ON THE DRAIMNGS, ANY DISCREPANCY IN WEST AND SOUTHWEST PERIMETER INSTALL. METAL LANDSCAPE EDGING ONE COMMON NAME VARIETY P S ACRE (LBS) LAYOUT OF PLANT MATERIAL SHALL BE RESOLVED WITH THE ENGINEER PRIOR FOOT INSIDE OF FENCE AND AT PROPERTY LINE OR TOP OF WALL ON STERN ViHEATGRASS ARRISA 1+ TO PLANTING, OUTSIDE OF FENCE, INSTALL LANDSCAPE FABRIC AND " CRUSHED GRANITE SMOATS DRAMA VAUGHN a IN THESE AREAS" —FESCUE 3. ANY SE OF TYPE OR SIZE OF PLANT MATERIAL MUST BE APPROVED SHEEP AR 6 BY THE ENGINEER. ENGINES Fa. ALL LANDSCAPED AREAS SHALL BE SERVED BY A FULLY AUTOMATIC, TONED L.1 BLLtESTE?,t NATIVE A IRRIGATION SYSTEM, L AMA NORTHERN NATIVE 8 4, WHERE HARDSCAPE SURFACES DO NO PROVIDE AND EDGE, U'71LIZE TOTAL, 40 LANDSCAPE EDGING TO SEPARATE AREAS OF DIFFERENT MATERIAL.. 7. PROPOSED NATIVE GRASS MIX AND APPLICATION SHALL BE APPROVED BY THE CITY OF MEAT RIDGE, ASHLAND RESERVOIR TANK REPLACEMENTS REFERENCE: , CAPITAL, PROJECTS C:ONSTRuvilo t STANDARDS 2011 www, #ew.arg goon. iiMSdtfcg+m w/ No Dote Description VERIFY SCALES SM IS ONE INCH ON OMMAL DRAWNG 0 t" w Nor ow 44CH ON Tris SHEEC AMST SCALES ACCORMGLY PT No: 15715 cAn a ewE:15P15_LaSC:N CAN DRAWN RY, f,APAN OWD By, LAPAN -r' All LANDSCAPE PAN NORTH Z-1 '3008 ,d 3 30 WD 3H1 A8 03A08ddV 38 llVHS NCIi1V31'BddV ONV XM SSV 3A1CVN G.3SC) Hd 'C 'W83:tV'Vd 1.N3831JQ O SV38V 31VWd3S 01 OND03 3dV:7?aCiNV B 3 131tn '3903 (INV 30A08 d ON 00 S33VAnS 3edV3S(38VH 383WA '#Hinos a 'Vd31SkS NOL V W81 Id 3dVOSONVI 03NOZ `D V lnV k"i"ln V Ail Ci3A83S iii llVHS SV38V 03rdV:)SCINV'1 11V 'S '833MON3 3H.i Ae a 03 ONdcdV 38 isnn "9"dI2 xvY4'ANVId 30 3ZfS 8o 3dAi jo -a ii usens kNV C V °SVUV -IS3HI NI N sv 31.1NYNO 03i•3sndo A 41NV 0188V3 3dVDSONVI 11VlSM "33N3A 30 3MSlnO 'ONL NVId 01 3 sv NO IIVM 30 cd01 1147 W1 Ad83dOUd IV ONV 3nN33 AO 301SNI 100J 8018d 833MON3 3H1 RUM 03AIOS38 3 'llVHS lVW31VVd LNV"id JO lnOkVI ON 3NO ON1003 3dV3SON`d`! 1VAY4 3IV1SNI 8313NI83d lS3MHlnOS CNV lS3M Ni AnNVdUOSIQ kNV `SDNVAV230 3KI N9;RMOHS SV DNI VdS Mli.LB1 t zlWatNoo NO 'SV 8V 3S3Hi TIV N1 318GV3 3dV3SC3NV`! 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Mn 41335 SSY80 3A3d:VN (dAl) 'SS3alrK7ed IVSN'3WVN230 318900 (73z 100 100w m §� HOPtP 9~-4 � m 1 `lira 0i Won i s zits 3 r z t !)>dx s --V 44ZI IV** WK — — .. — — wwwurwwxr ..— — — — — 1 "7 3N17H l V x IYM MANX) .. i I m PROTECT TREE CANOPY WHEN IN— TRANSIT, HEEL- IN AND MULCH TREES TO BE STORED IN STAGING AREA, INSTALL TWO 6' T—POSTS ON EAST/WEST-- ORIENTATION, AST ST--ORIENTATT PLUMS POS"T"S IN LOCATION TO AVOID CONTACT `MTH ANY BRANCHES, MULCH TO A DEPTH OF 3 INCHES WITH APPROVED MATT CREATE 4 INCH HIGH WATERING SAUCER AROUND EDGE OF TREE PLANTING ✓ EXCAVATION, BACKPILL MIX „ 1/2 COMPOST AND 1/2 EXDVA7ED MATL MIX ITIOROUGHLY, i # %, r # O PACT BACIOlLL MIX IN BOTTOM OF ' EXCAVATION BEFORE ROOT SALT, ii sI6 r% INSTALLATION.. COMPACT I LIFTS, WA k� COMPLETELY AFTER EACH INS'IALLATS ....� - )UQV.i Mm'' NO SCALE 'LANT SPACING MEASURED FROM CENTER OF SPREAD, PLANT EVERGREENS PERPENDICULAR TO DO NOT PRUNE OR DAMAGE MAIN LEADER. PRUNING OF OTHER BRANCHES IS ONLY ALLOWED WITH APPROVAL. USE FABRIC TREE STRAPS WITH 12 GAME WIRE, LOCATE JUST BELOW FIRST SET OF BRANCHES OR ERE WIRE WILL NOT RUB AGAINST BRANCHES. TREE WRAP FROM BOTTOM TO TOP AND SECURE TIGHTLY, APPLY FOR FIRST WINTER, PLANT WITH TOP OF ROOT BALL 2 INCHES ABOVE EXCAVATE HOLE 16 INCHES LARGER THAN ROOT BALL. EXCAVATION WIDTH SAME: AT TOP AND BOTTOM OF HOLE. REMOVE COMPLETELY ALI.. PLASTIC OR MARE BASKET-—� MATL REMOVE BURLAP FROM TOP 1/2 OF ROT BALI. ROLL DOWN REMAINDER INTO BOTTOM OF EXCAVATION HOLE, it EEl.Y NO SCALE MULCH WITH APPROVED MATL AVO SMOTHERING CROWNS OR RUNNER MULCH TO A DEPTH OF 3 INCHES WTH APPROVED MATL STAKE WITH 3— 24 INCH 2 x 2'S OR #38-18- UNI-«AHRS BACKFILL MIX — 1/2 COMPOST AND 1/2 EXCAVATED MAIL, MIX THOROUGHLY, COMPACT BACKFILL MSX AT BOTTOM OF EXCAVATION BEFORE ROOT BALL. INSTALLATION, COMPACT IN LIFTS, WATER COMPLETELY AFTER EACH INSTALLATION. sLOPE W TRIANGULAR PATTERN. TILL PLANTING AREA 2 INCHES— BELOW ROOT BALL. MAINTAIN,,'_ik3 1/2 COMP0ST TO 1/2 EXISTING PLANT 1 INCH ABOVE FG, LOO SURFACE OF ROOT 3 SOIL COMPACT AREA BELOW ROOT SALI. PUNT USING BACKnL1, MIX -• 112 COMPOST AND 1/2 EXCAVATED MAIL, ...... � s i `..,=TIP � l : � MIX THOROUGHLY, COMPACT BACKFILL MIX AT BOTTOM OF ..:'�j EXCAVATION BEFORE ROOT BALL INSTALLATMk COMPACT 1=1 lt { Iss IN LIFTS, WATER COMPLETELY AFTER EACH iNSTALLADOV, `Pr . '$kr� IWOO % . INCHES WITH APPROVED MATT.. 33 I € I I,G i ;3 EXCAVATE HOLE 12 INCHES WIDER THAN ROOT BALL, S{IIE'E`] I IEEI Eli, 5^ � k� l? t � ' I tEz EXCAVATION WIDTH SAME AT TOP AND BOTTOM iF(] FI UEl'I's w NO SCALE k III{E {$ , 1{Ill % k 11H, si I v I T { ii —_---ATTACH --ATTACH TO TREE AT 1/2 TO 2/,3 TREE HEIGHT WTH 1 s a L I I i , FABRIC OR RUBBER STRAP MATL „.• :' .:.. -------GUY TREE: TO PLUMS POSITION WITH 12 GAUGE WIRE.. POSITION WIRES NOT TO RUB AGAINST BRANCHES, it EEl.Y NO SCALE MULCH WITH APPROVED MATL AVO SMOTHERING CROWNS OR RUNNER MULCH TO A DEPTH OF 3 INCHES WTH APPROVED MATL STAKE WITH 3— 24 INCH 2 x 2'S OR #38-18- UNI-«AHRS BACKFILL MIX — 1/2 COMPOST AND 1/2 EXCAVATED MAIL, MIX THOROUGHLY, COMPACT BACKFILL MSX AT BOTTOM OF EXCAVATION BEFORE ROOT BALL. INSTALLATION, COMPACT IN LIFTS, WATER COMPLETELY AFTER EACH INSTALLATION. sLOPE W TRIANGULAR PATTERN. TILL PLANTING AREA 2 INCHES— BELOW ROOT BALL. MAINTAIN,,'_ik3 1/2 COMP0ST TO 1/2 EXISTING PLANT 1 INCH ABOVE FG, LOO SURFACE OF ROOT 3 SOIL COMPACT AREA BELOW ROOT SALI. PUNT USING SALL.. AND SCORE IF NECESSARY. � s i `..,=TIP � l : � ON CENTER MEASUREMENTS. WATER THOROUGHLY.`; 1=1 lt { Iss MULCH TO A DEPTH OF 3 `Pr . '$kr� IWOO INCHES WITH APPROVED MATT.. 33 I € I I,G i ;3 EXCAVATE HOLE 12 INCHES WIDER THAN ROOT BALL, S{IIE'E`] I IEEI Eli, 5^ � k� l? t � ' I tEz EXCAVATION WIDTH SAME AT TOP AND BOTTOM iF(] FI UEl'I's w NO SCALE k III{E {$ , 1{Ill % k 11H, si I v I T { ii 1 BACKFILL MIX — 1/2 COMPOST AND 1/2 EXCAVATED MIX THOROUGHLY, COMPACT SACKFILL MIA` AT 1 s a L I I i MAIL. BOTTOM OF EXCAVATION BEFORE ROOT BALL COMPACT IN LIFTS, WATER T_ TNSTALLATIOW COMPLETELY AFTER EACH INSTALLATION. REMOVE COMPLETELY ALL PLASTIC OR PARE BASKET MATL, -REMOVE BURLAP FROM TOP 1/2 OF ROOT BALL, ROLL DOWN REMAINDER INTO BOTTOM OF iE,-,�._ EXCAVATION HOLE, -DECIDUOUS AND EVERGREEN SHRUBS NO SCALE 10 ke 12th Aa e Cdrad* W204 t:16z8 11*0�"i38�St nem £44YSGaA�' ASHLAND RESERVOIR TANK REPLACEMENTS REFERENCE, CAPITAL PROJECTS CONSTRUCTION STANDARDS 2011 grsz p'La+s�, PLANTING DETAILS L- S1N3V41f1d 8 NY 8 C1NVI SV SNmi N00 s -stat. .s -etsica�} u�r "Zoe a s "fl y wazi t AM M IYOV4 OL ti It *ON ANVI WON of Z *ON ANVI e 6 4 dds-r`i3-�c761�a-tiN'-ii:-LN-°.4-s"i"li+M^fiXPt "a .^ � 'Q 6'► _ -"" 32im"ON3 G-MVXOVd MJQ NMI 18 ow zv 57 " a 4 _. ..,.... _s >r rw F A'IS ,. 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CAPITAL PROJECTS CONSTRUCTION STANDARDS 2WI A5 A6 ILI Z� 2' 144 SLv - 10* SLV - 3 4 A 'y' F" FOR W 3 4�= No Date Description $IV 2* SLV REIASIONS D4 �f C5 C6 VERIFY SCALES D3 11 A8 I� B B7 J V 34 BAR M OW INCH ON ORIGINAL DRAWNG j�j K145 I 0 "aws"wwo I' fF NOT ow VCH ON �n*S S4MT� A0JVST PLAN- SCALE$ AOCORMNMY SCALE: 1' 30' CAD M ME: 15715-OSON-LANDSCA) i, VERIFY THE LOCATION OF UNDERGROUND UnLFnES WITH THE ENGINEER PRIOR TO TRENCH MAVM SY, LAPAN EXCAVATIONS, THE CONTRACTOR WILL BE LIABLE FOR UNAUTHORIZED EXCAVATIONS THAT CHO BY., LAPAN RESULT IN THE DAMAGE OF STRUCTURES OR UTILITIES, D BY: 2� LEAVE ONE SPARE CONTROL WIRE AND GROUND WIRE IMTHIN EACH VALVE LOCATION, DATU (0—ch, 2011 CoNmc � 140638 3, SOME IRRIGATION EQUIPMENT IS SHOWN OUTSIDE OF THE INTENDED ALIGNMENT FOR FW DOM NO, GRAPHIC LEGIBILITY, CONTRACTOR I$ TO VERIFY ALIGNMENTS NTH THE ENGINEER PRIOR AS BUILT DAIL, TO TRENCH EXCAVATIONS. AS OMT SY: 4, FIELD MARK ALL HEAD LOCATIONS FOR APPROVAL OF THE ENGINEER PRIOR TO Q2&\MNG TiTfr- INSTALLATION, IRRIGATION PLAN 5� UTILIZE GRAPHICALLY CORRESPONDING NOZZLES AS SHOWN ON THE DRAWINGS. MATCH SOUTH NOZZLE SIZE TO HEAD SPACING TO MAXIMIZE HEAD COVERAGE 6� UTILIZE DRIPLINE VALVE CONFIGURATIONS ON ALL LOW FLOW DRIPLINE PIPE ZONES. L-5 AWdV7 as a NVW7 'As M%V� 1'r-Noso-91Z.V _Tu w at SdLSCisrm s W� xlm smi w mm 30 ION dm .1 wwwwwmm 0 1t0Z SONVONViS N0113d1aisNoo 110. Nd °lavlldV0 :3 N3 3438 SIN3Y43 d38 AN` I 9-Bn(S> r) o cl` t �Rzt Wom ocmt FYIi' 31VOS ON __3A 7VA - IL VD MOLL VTOYF 31VOS ON oma 3a D3ds 33s — mome isniU 3nHoNoo--_,,,_ 3 i S ON 03dS 3 - 34U 38 NO 1N 3 nNIVi1 OAd OOZ SSV Tila ;! � .. 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RP7 :` 1• �i }�' x t �. ir, §i . , s s't�aLl§ y>>a .3 f�iT =-` a 1' a r x,w ENCLOSURE f §{ ` ' STROH E3t7X INSULATES ATEC P9 sw r•; Cx MIL POLY LIBER (TYR) A i ��I� FESCti 88BACKFLOW a v k •a x. e s1 : PREVENIER CLASS : 7 PVC r' ,........__ .,� # 1 FOOT € ' CAi#SS 2 ' ai c' e �a �§' AIR RELIEF` VALVE •- TLAV2V.�-•.•^^-..„�. ! FACING .wNETAF'i4# TECHL1NF: CV ( 1 INSTL AT HIGHEST POINT OF DRIPPERUNE. INSTALL PVC SLEE1tNG, FILL VOID K9;H MASTIC DISTRIBUTION DRFPLtNC TOP OF LANDSCAPE FABRIC DI GASKETED°-'"'^••_--_..w:`:c c ,Ffj t. .,a}....:.... ,... AND COVER ibiY4w MULCH r S INCH THICK CONCRETE SLAB WITH f r R> 90 BEND l ti S n -aFP l € l 3 " §. .. IIVCklES CLEARANCE FROM ENCLOSURE AT E PERIMETER _, w.. ," € ..Ar C... t + ¢ .,"Ita + 4.. + 4 r"..,+-.^^.^ UiCBi�a'F'iRuC'Ht:. LE:',.5,, ,? } .a S i .I.. , L' s �1k f .. F <r1I=� Ft F3 Cn1 YALi lr ... , w P"i( E ,.�. ( INSERT TEE PITTING 71TEE § OUICK COUPLER „VTHRUST BLOCKS ( ) SEE SPEC FOR SIZING t COMBINATION TEE -- TLO75F TE M° lis 4I: E F �, }€ d! I ^ 3s INSERT x INSERT x F'Pr BEGIN CONED PVC Q�FY"F D1 GASKETED TEE3#}' iE ( ) ., MASTER VALVE AND f '' ._'.,„ +... k { t .'}I `FL.OW SENSING RUN �' �r .�la.x'h�'' INSTALL 9Pfi £,:Pt7E:ia 6f' HEACY£f? € � � i ` ;:w..1 S �.., ;:. a { € J § SNL STAPLE • TECHLINE' TLSf w +!,:t'k:. INSTAL. EVERY 4 FEET OF A' i t st a " s. ..". E T ( 1 TUBING AND 2 EACH ON .TEES . §1 EI..R - AND CROSSES ..rye }u 0 � i SCHED 80 NIPPLE, LENGTH AS REDD ":•x + CLASS 2OORI PVC- � � L3` IRRIGATION MAINLINE � 'A �� #ta FITTINGS 4iP5 iN57ALiki} t9Fi ALL :-�:}' a ` SPAFN VALVE j w,,ti •`•^.`a � �r .." ��'.✓f o"'`»„—INSER7 x FiPT Ei.BDI GAWETED 45, 22-1/2— ..,. ..;.. � .; tl POLYETHYLENE PIPE FROM CTRL VALVE ~�.�.:. THRUST BLOCKS t>. ASHLAND or 71-94 SEND SEE SPEC RESERVOIR � INSTALL aGEAR CLAMPS AT 7HsCN r 1€§ I{stl( S i DI PIPE AND FrnNGS FROM METER t gEz } F I -FI }� VAULT TANK REPLACEMENTS �LL BACKFLOW BELVENT.8-08YES7,70M.... NO SCALE NO SCALE NO SCALE REFERENCE: _ .---..,.-.SoIED 86 PVC UNION CAPITAL PROJECTS (FIPT x nPT) RAIN BIRD ESP SITE SATELLITE CONTROLLER CONSTRUCTION STANDARDS 2019 ENCLOSURE NETA IM PRESSURE (OPEN POSIRON) STRONG BOX STAINLESS STEEL, REGULATION VALVE 45 PS! ENCLOSURE SIZE AS SPECIFED IF §€I 3 -�TERMINAL BOARDS ED Z�l 3° MON t �,,, _`" 3 } I --CARS M SERIES -24 VAULT' AUt.7 p~, .. ,..._..,.�......_ ..,... s<°- 4 y PVC BALL VALVE 3 ._.,..,.,.. i { ! € s - - •r o- r ✓,✓" LENGTH TO PROVIDE' CLEAR ..,{ RAIN BIRD :3002 DIGITAL. FLOW r "�;„ + _,�._•........ ....._,.m_ (RPT x F1PT} L..,.,„ ,.,..., .�. # ¢ § ` (i f ACCESS W MASTER VALVE s MONITOR �' I ` if 3 INSULATE :ALL FLANGED CONN AND FLOW SENSOR .-- �,tt — GROUNDING LUG 70 FACILITY ' 4 11 F } €+ . ..-L.,_. Sx PIPE DiA44E"B'ER u GROUND OR SURFACE GRID + d sU::n r 9Ox PIPE DIAMETER SCFiES! 80 PVC UNION7 ' x v t FIPT) 3t SS 2DO "{FP8 x FtP' � _, PVC s --ETHERNET OR PHONE CABLE SERVICE Y7/'¢2 b71dAt Ff2R w No Date .._... iption L } t PVC SLV FOR FIELD CTRL WRES, MASTER BRICK a .. A, -. ! VALVE AND FLOW SENSOR Di PIPE--- 3 FDTN TYP � SCHED BO NIPPLE. .. ... � " _..,.�.w.a ,a a €` i ` --..MALE ADAPTER _., , ......_�sL�zE LENGTH �, NETAFI• TECHIULTER , ' , + „�.,... ... °.a{f .s § -_-- (MIPT x SLIP) � V BAR IS O � F c VALVE SIZE x 9.40 MESH SCREEN � � 4 ` # � Ni? MALLY CLOSED OFWWAL DRAWM 'tSERVICE TEE E S MASTER VALVE (FIPT) 0 I" RAIN BIRD PER IES • s sxssi (CASK OR END) C IF NOT ON CTRL VALVE %� SPCC PVC SLV FOR 120 VOLT VICE, � d �° p . MALE ADAPTET2 � RAIN BIRD F`S {ES nos , ADJUST o EIiiERNE't" CAGl,.E AND t;RiaisNDING } € ,g A Y E . E a c ""`ED - Stbet„, CONCRETE OR {MIRT x SLIP) (SLOP x P F*i.N 7 795 F rr _ •,.= ASPHALT SURFACE � t—-l--.l-.l„ SCA^FEiD RfF PVC iIik€ ®Rn BY, tE.AP NSGh tAN7SCAf 0 BY, LAPAN ala +..:::0¢L Ira• APRIBY: 5 f OPLL: a A 011 CMTRACT, 14063B «xa u . Nt?: NO .SCALE NO SCALE Nq SCAL.F. AS OWLT DAW, rJ A5 BMT BY, IRRIGATION TAIL_ .N, a L-7 c SlIVAG NOLLVD1881 3 ti ',)t4tMVbQ .UVO lim Sv i2N 1M 114 x -DN v STS I . S NO KM 3NDION 4 ,.1 * -' 0 NO 5k Sys uo0jd7Jos8{j 0100 ON j k 40z SONVONvis N'fU.Oft&SN03 S13 °ONd lylWvo :30N383-438 SIN3A3DVld38 ANVI 81 :z :: � i �31VDS U J -. 0 a SiRl p� q �_ rye+ g xg g r �/ g IVOS ON alt �t�,G pj/ # $ y }31VjS ON eta SEP �)�g g �g -1VOS/ ON N T7O Y fYt !" O 80L M C! t,� k 837 o "i.L a.J'KTrC7Odd � T .t Sena .z x.z-- a *wa stat 3Ev ON N1YV38 C`f. Qin 31 VO oma SIHI 31VOS ON I # NIA HUaw and Xs wmm (d),i) omens AnNIVOTIV "80lt vld ISOs ONI H 0 `➢PC "1.A b%3 •noun :.. v x.. os .S/t X#L j 38YI3 QVnD xvv�.cu a JIV FL4L P > d �)�p;g^g jj �j}y�,j(��j�r �rrT.[''�ji�{�.�"��e':'� �+ g� �g "°�g� �j{�pa-g SIS PWVS .J ar" 83A37.6tNVO SIS3 Y 30 1J 1C74f'&7ti: N M m3/ N -. t7 I # NIA HUaw and Xs wmm (d),i) omens AnNIVOTIV "80lt vld ISOs ONI H 0 `➢PC "1.A b%3 •noun :.. v x.. os .S/t X#L j 38YI3 QVnD xvv�.cu a REQUIRED REINFORCING BAR 7ENSION GENERAL S7RUC7URAL N07ES 1XNVER WATER LAP SPLICE LENG7HS IN CO1VCRE7E 60) **A ash Awmii, 1. GENERAL., d. Other concrete cost in forms but exposed to ground or weather (UNO): oo�w. 04wo" snot (INCHES) 003)125-6000 A» The construction sequence is critical. Refer to the Specifications and Drawings Bars larger than #5 ..... ................_2'. "W18=1 1XNVER �WATFR WITH for proper sequencing, Bars #5 or smaller.... ... FOR MORE THAN 12 *L ALL OTHER B. IBC 2006 with City of Wheat Ridge Amendments, CONCRETE CONCRETE CAST BELOW REINFORCEMENT 2. LIVE LOADS USED IN DESIGN: e. Post -tensioned roof stab (UNO) ... 1-1,j2". 24 2-N-1, STRENGTHS SPLICE R Provide only fully plastic chairs and slab bolster's for oil concrete surfaces OF 4000 P A. Water Tanks I and 2. exposed to weather, view or fluids except or, noted below and in S! CONCRETE COVER CONCRETE COVM SA.,ft TO 4500 PSI a. Roof Live Load - Snow Load ... ....... 30 psf Specifications. 010-4 o' I 7_1 _/2' —2- —1- —i-1/-2- 2- Live Load (Controls) psf G. Took welding or welding of rapers shall not be permitted unless otherwise = - 21 2-1 2-1 —16 —16 1-6 called for or accepted by the ENGINEER. C—Uru" Skutboal Engirows b. Tank internal fluid pressure,.,, ....<....... 6Z4 Pat to 28 IT, above top of -x 21 21 ---. - thickened slob at perimeter wall. 7, POSTTENSIONINO� WO Pm*t No" 10004.0 - P2 c. Seismic Design Category C - tBC 2006 A. All post -tensioning materials and construction procedures shall conform to #5 T9_ —2i-- 2-6 —30 - —20 --20— B. In Valve Vault and Outlet Vaults: ACI 318 Building Code� #6 56 3i— _31 _43 --ii- 2-4 a. Roof Live Load - Snow Load 30 psf B. Post- tensioning strands shalt be 0.5' diameter and 0,6' diameter (as noted #7 72 37 Live Load (Controls) ... ...... �200 psf on the drawings), 7 -wire, low-relaxotion strand, ASTM A 416, Grade 270, — C. Conduits Nos I and 17 Interconnect Vault � Bonded tendons shall be used in the base slob, wait and roof slob of the #6 - 82 f6l - 63 47 rL Roof Live Load - Snow Load ....... ..... 30 par tanks. Seismic cables between wall and footing shall be galvanized. ?R #9 104 78 Superimposed Soil Cover ....... 250 psf (2 ft) C. Tendons shall be placed and held in their designated positions throughout go AASHTO LRFO ___ ...... __ ......, design truck and 3 30 98 � 0 98 101 76 design tondern, both with design lone load. (Controls) constructionlocation of Tolerances for locatioof prestressing steel in the wall or stab NOTES LAP SPLICE LENGTHS SHOWN ABOVE ARE, FOR UN -COATED 1 SOIL DATA USED IN DESIGN, thickness shall not be more than plus or minus 1/8 inch, except as noted or RENFORCING BAR. IF REINFORCING BARS ARE EPDXY-COATED, reviewed by the Cr ER's Consuftont. Tolerances in circomferentiol or plan INCREASE ALL LENGTHS BY 3OX A. Net Allowable Soil Bearing Pressure.,... 3.000 psf (not including water & soil dimensions per Specifications. overburden) D. Tensioning shall not commence unfit concrete field cylinder tests show that B: Lateral backfill pressure on walls (equivalent fluid pressure) the concrete in place has attained the specified strength, and has been -------- At -Rest Pressure with COOT Class I Structure Sockfill: excepted by the OWNER's Consultant. Tensioning shall be performed by jacking REQUIRED REINFORCING BAR LAP SPLICE Water Tanks, Inlet and Outlet Voults .... ___57 set under the immediate control of a person experienced in this type of work, At -Rest Pressure with on-site backlTI: Jacking stress shall be 0.8 Fpu. Records of the strand elongations, equip. LENGINS IN MASONRY (INCHES) Interconnect Vault (saturated soil) ...... 100 pcf calibrations & other tensioning records shall be kept by the CONTRACTOR (of C, Soil BackfiR Weight .......... 125 list a third party, as determined in odvance by the OWNER and ENGINEER) and I'M BARS LOCATED AT MINIMUM BARS LOCATED AT D. Coefficient of Sliding Friction (Ultimate) O�55 submitted to the OWNER's Consultant for review. The observed elongations of 150D ;S$ DISTANCE TO FACE OF UNIT CENTER (SIX NOTE BROW) OF W CMU WALL E, Coefficient of Sliding Friction (Allowable Resistance) ....... 0.30 the tendons shall be within -5% and +7% of those predicted by calculations. F. Passive (equivalent fluid pressure) Sliding Resistance 200 Pat E. Strand ends shall not be out book after tensioning until the OWNER's ASHLAND #.3 16 G, Vertical modulus of sub rade reaction - slob/ftgs ...... ......,,...200 pci Consultant has reviewed the field elongation records and the ENGINEER hasf4 30 RESERVOIR _____,__,___,__, 2 , 2 H. Foundation design based on Geotechnical Engineering Study Report doted given permission to do so. 46 26 November 2, 2012 and revised November 9, 2012 by Kumar and Associates. F, Fully plastic choirs and stab bolsters shall be used for the support of all -1-1-111-1-111-1- 4 1 4 -1-1-1 Inc., Project No, 11-1-210, conventional reinforcement and tendons. See Specifications for additional TANK REPLACEMENTS orm NOM, PROVIDE MINIMUM CLEARANCE TO FACE OF CMU AS FOLLOWS. A. All footings and base slobs shall bear on properly compacted structural fill Q 4� EXCAVATION AND BACKFILL: infanion. Bonded tendons shall be enclosed in plastic ducts and shalt Utilize a total )r FOR FINE GROUT consisting of a to of COOT Class 6 aggregate base course underlain by encapsulated system with minimum 60 mil duct wall thickness, FOR COARSE GROUT COOT Class I structural fill and a drainage foyer over the undisturbed bedrock H. Post -tensioning system supplier shalt take into account curvature friction subgrode. Where bedrock is encountered at bearing elevation for vault coefficient p• wobble coefficient k, anchor set, and long term loss-votues foundations, the foundations shall bear on -a 6 -inch thick concrete mud slob shown on the Drawings in designing and detailing the post -tensioning system. =dPLANDLIEWLEEMMIQLM over the bedrock subgrode. Refer to Specifications, Civil Drawings, and The OWNER's Consultant shall be notified before fabrication or ordering of SECTION OR DETAIL RffERENCE Griotechmooll Report for additional information. Any structural fill shall be material of any and all discrepancies between the values given on the REFERENCE LETTER OR NUMBER placed under the review and approval of the geotechnicof engineer. Drawings and the applicable values for the suppliers particular system, CAPITAL PROJECTS B. The geotechnical engineer shall inspect the open excavation to verify the L All tendon anchorages shall be recessed as shown on the drawings. Stressing CONSIRUC71ON STANDARDS 2011 �X( SHEET NUMBER ON WHICH A bearing material, approve overexcovotion and compaction, and perform S REFERORCED SECTION OR compaction tests. blackouts shall have epoxy bonding agent applied and be filled with specified DETAIL IS SHOWN OR A C.Sockfili adjacent to structure walls shall be compacted in accordance with the grout/mortar materials after prestressing. See Specification& SHOWN SECTION OR DETAIL Geotechmcol Report and Specifications. 8, CONCRETE FINISHING: ISREFERENCED O. Backfill adjacent to tank walls only after the tank is complete and has passed A, Tank floor slobs - power floated, then single -pass or two -pass (only) power the watertightness test trowel & then light broom finish. • Differential backfill elevations around structures are not to exceed two (2) R Stair/ladder landings - hand floated, steel trowel & then medium broom feet at any time. See Specificotions and Geotectimcoll Report for additional finish. backfilling restrictions. C. Top of thickened stab foundations at tank wails - steel trowel for 1'-6" F. The water table shalt be kept below and away from the level of construction width only centered on well and then remainder with hand-flooted finish, at off times. Groove surfaces to be in contact with curb placements to a height of 1/4 G. The foundation bearing surfaces ore to be kept dry and stable until the inch„ Apply light broom finish to areas on either side of wall and curbs. ZN structure is complete and ready for backfilling. D, Tank walls, interior surfaces and bottoms of roof Webs - smooth form finish H. Contractor shall review the Geotechnical Report which is available for review in plus trim off projecting wires and staples (only stainless steel wires and the office of the ENGINEER. staples allowed at surface of concrete). 5, CONCRETE. E. Tank wells, exterior surfaces above grade (including vertical edge of roof slob) A, Construction shall be in accordance with Aa Building Codes and Standards: - grout-rubtred finish after trimming oil projecting wires and staples. 318, 301. 350 and 350.3. F. Top of tank wolfs - hand floated, and then steel trowel finish. ftnwi-FiNe FOR 80 R All concrete shall be stone aggregate and shalt develop 4,500 per (fc) G. Tank roof slobs - power floated, then singki-poss or two-poss (only) power compressive strength within 28 days unless otherwise noted in specifications. trowel finish, & then light broom finish. Trim oil projecting wires and staples No Date Description Use air entrainment per the Specifications. Cement shall be Type 1, it or 11 on bottom surface of stath. modified, H. Vault and Water Quality Monitoring Building floor slobs - troweled finish. REMSIONS C, Concrete strength at time of stressing of post -tensioning tendons: fci 1Vault walls and bottoms of roof slobs, interior surfaces --smooth form finish , 4,000 psi for tank walls and shall be as noted on the Drawings and in the plus trim ojec tall profiting wires and staples.VERIFY SC Specifications for the two-stage stressing of the tank floor and roof stabs. J, Vault walls, exterior surfaces - smooth form finish. aw is ow 44W ON D. near concrete shall be placed in one continuous operation without cold joints K. Vault roof slabs -;light broom fintsh. ORK001 MAY" or construction joints. See Specifications for special curing requirements, L. Beam and column surfaces shall be finished to match adjacent wolfs and a waxwomm 1* E, Roof concrete shall be placed in one continuous operation without cold jointsW NOT are " ON bottoms of roof slab finishes. THS SKETADAST or construction joints. See Specifications for special curing requirements, M. See Specifications for additional finish information. ScAMS ACOORD94CLY R All exposed edges of slabs, footings, walls and columns shall have 3/4' 5E STRUCTURAL STEELPT 15715 chamfer, except where specifically detailed otherwise. A. Design, fabrication and construction shall be in accordance with the latest CAO OW FLE' G, See CiA, Mechanical and Electiricol Drawings for sizes and locations of holes. AISC Specifications. sleeves, bolts, notches, anchors, inserts, etc. B. Except where stainless steel is specified to be provided, all structural fL In tank wails, all construction joints shall be vertical with water stops at channels, angles and plates shall conform to AS A 36; OR wide flange and CHKO OV. 11's / TW locations shown on the Drawings. No horizontal joints will be allowed. S-shopes shall conform to ATSM A 572, grade 50 or ASTM A 992; oil - ---- -- 6. REINFORCEMENT. square and rectangular structural steel tubing shall conform to AS TIM A 500 A. Detailing, fabrication and placement shall be in accordance with ACI Codes Grade B; and all round steel pipe shalt conform to ATSM A 53, Type S, and Manuals (ACI 318, ACI 315). Grade B. New and unspliced material shall be used throughout. B. Steel reinforcement shall be new, deformed billet steel, meeting ASTM C. All welding or gas cutting shall be in accordance with the current standards arls BOOK N�.' Standard A 615, Grade 60, of the American Welding Society. Alt welding shall be performed by certified "T DAIE C. Lop all splices according to ACI 318 Class 8 tension top splice (see Table this welders qualified by the American Welding Society Standard Qualification AS BUILT St sheet), except as noted otherwise on Drawings, Procedure. D. Provide o minimum of 2-#5 bars, each face, around 4 sides of openings, D, All bolted connections to hove bolts conforming to AISI Type 316 Stainless extend 2'-6' beyond the opening, unless detailed otherwise on Drawings. Steel, unless noted otherwise. TANKS 1 AND 2 E, Provide concrete protection for reinforcement as follows- EProvide form Hall holes as required in oil steel embedded in concrete. GENERAL a, Concrete cost against earth {non--post--tensioned) .,, 3 F, All steel, except stainless steel, shall be shop -prime-pointed and finish STRUCTURAL NOTES b, Concrete cost against earth (post - tensiorred)._.. 2- pointed in accordance with the Specifications. All tank interior painting c. Concrete columns (tie reinforcing),.. ........ ....... 2" applications shall use coating systems suitable for submerged application and with ANSf/NSF 61 certification for contact with potable water. S-1 11 sIIV _ GNV NVId BM■ mm # r� f f =" .r • ONVIHSV u — p• t •R1�1,�1iln�!! ii ,,+ r► # �t ar war rarg� XII w�. •R ies ♦• #t9a iA• X6a r#••M s -♦ "'"; m -.... _ •• MXM rFll` 4gif iI M9 °XI• ,. . w.w i1# r*a ,i7t w^. Ifi1M 'a. au yk • i �� w : M `"Mir' ♦St »8r w, } n w w w a # t w y `�P # • s # ♦#.» /f�{,r't yy�! yi � ,��y„��y XT J�F ` # y(+'y■r yy..�; # � Xk rq�;�y Mp j�¢'+,�� M w #� MR w # # It M. r° # t w • to-. ,a e • r Xr ■ w r � w w »# w w # # w w •1 w w m ww. a x !I IF X r , w # # #w #w w w # f # w } Lilly W.Iff I MAS FI I 7� A it !NE a # at ae * �� . t if •� tr or ASHLAND YX v + IT I RESERVOIR #.R + w , TANK REPLACEMEN • FOR POCIRAMN AND MM,�S 2011r 6 EQUAL SPACES » *#• ' � �I „ III+« i i1 # � !� et ` ; r � @ # # # # • * #* # # � # # e " ♦ i. r r is {. t 14, 07755MMIXIM ry. 2. R DONS TO 50% STRESS BOTH DIRECTIONS (FROM OPPOSITE ENDS r # 11i � i * � � �' �. •x ,��u� # IA .III 0% STRESS (FROM FIRST END) 4.*cum TIAL # * ,• 1L"5EVERY OTHER TENDON TO 100% STRESS BOTHDIRECTIONS (FROM ONE IL REMAINtNG TENDONS TO 100% STRESS (FROM OPPOSITE END AS N(L 5 ABOVE) « + e• S TO 100% STRESS (FROM OPPOSITE END AS 0, 5 ABOVE TENDONS 10 e « 00% STRESS (FROM SAME END AS NO.NS ABOVE,..e r t r ITAL TENDONS TO 100% (FROM FIRST END) ,.. # ar * #, , # SECOND r„ x * Y REINF BARS (GRADE 60) POST—TENSIONING BONDED TENDON (PT) CONSISTING OF 2-0.5-0 STRANDS IN NOMINAL 1-.2- CORRUGATED PLASTIC DUCT. za=�, STRESSING END ANCHORAGE POST—TENSIONING CONSISTING# # BPt•■ 4 . i • r' ♦ 0 ' i% 1 gut` ' +'COLUMN SCHEDULE'# 9-S T-S V-S 1z S 'MO SM 'Z--5 lime .0- SIM30 .'Mld I V 3SVO -nVM cW NOLL VcYVd3Yd 3SVS 77VM eNno GNV ONLL004 dki '3NOZ 431svita mmum swo 'W31 ZWH dM 30MO3 MWOM 'dMS�Mvm NO 1891 ON W&B 01 'au mIs"d *,$-.I xu 11vm / SVIS 3SV8 WKW8 Y! 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TYF .,..w.._. .........._.. „..„r„.„,.„.„_, I IM A 8 f ♦P W 4F Vden Ri e% VEIGFY DAIENSM ID C �( PROVIDE UN 3” TO BE BY PT._. ... F v *^+ ER FOR PT STRESSINGDIMENSIONS REINFORCEMENT COVER OVER PiR5iFC SND CAP}."�,. • eay: TSN GROUP CORRE " AT EQUIP ACCESS fJ p /COLUMN EAT �? THIS FTG �x . A M . E� 7H4 DWG REMARKS 7 C AM ANCdO6-12 (92 STRANDS) BEARING, PLATES AND FAPPLY G I ii TSC END CAP AGENT � CAST ANCHORAGE F : MDE :T S AT 9° 3” t°- tB8" OC E SECTIONS (BEaOW) FOR NOR—SHRINKGROUT TO TENDON (TYP). ORIENTATION TO EC TO DUCT THIS COG S"-19 AFTER GROUTING Of IBE DETEMNEDBY PT SUPPUER, �SDO Pmj0d No- 10004.0 - P2 DOWELS REQUIRED DUCTS. 46 SEE SECTIONS & FOR ------- 0 . _M 0 -4" 18, + ` OC D THISD S-� RE DOWELS �._... { . 4' x µ C [ (BELOW) e� C FOR THIS D -119 DOWELS REOURED 0T FOR SEE SECTIONS (DELP 'OR w x 6 or OC a - #8 THIS DWG S-19 �o REQUIRED THESEE F NDA S S, S-2 TING SHALL BE COMBINED NTH THE WALL F S• 3 OOTING BY SECT XTOOM THE SEES PERPENDICULAR TO WWII F TRANS r N E-HAL.F OF CIRCUMFERENTIAL TENDONS ANCHOR AT EACH FOOTING �._.__ __15 SPIRAL, GRADE 60,12* OD x 16' LONG THIS DwG TRANS ONE NCHORAT CA TO RROMON G GROUPS PILASTER.A EACH INDIVIDUAL DO ANCHORS AT EVERY OTHER FOOTING Dt f NIGH (9 S) IX IUWS STAR AT TANCMT T 22 FT 2.. SEE FTR,TER VERIFY FOR ADDL REINF RECD Y EXTENDING 120' OFSLAB K F"ERPLAST'ERS. SIZE. "6N..METER. AT EA PT MANNUFAC TYP) ATANCRORACES, . _....._,. SET OF 2— #4 TIES / I3 FROM R TENDON x S-4 ' AUGMVENT BARS ALONGEA24S7D HOOKS. ALTERNATE LOCAPON DUCT ANCB G AT THIS ICAL 7ENDON 7RANS777ON P:77NG 'I �OF HOOKS ON CONSECUnVE 4 , SCALE: f2"=1»-O" S—Z S-3 3 AC RESERVOIR 2 _ #5 x B ;,.mw t _,_e_... _.�_._. 2 x 4 EACH SIDE (SEE SCHEDULE) EACH SM TYP. { 04M N TALLOW 3>_O" � S - x (2 EA. FOR STFESSM RAM. Ftp. APPLY BONDING AGENT BOE OF EACH ANCHORAGE) TANK RF"F'E.AEM#dT5 AND CAST COVER AT ANCHWRAGES. u May((* DOWEL 0 £A VERT CM .'____..:: ............ .. ..,....,., .........w.,_ ..w....�a. , _n.._,::_ _.�,._.__, ....� _w. ,,.: BAR (EPDXY ODA D). MATCH .. �+ SZE OF BARS,TAi PROJECTS 4 «- x 6._0. OONSTRUCTION STANDARDS 2011 T SET OF 24 TIES 12^ ( ) , cL ADD177O AL TNG PILASTER INFOR NSECTION R F, S-4 F FIRST I°_e_r anT. rrP. SCALE: 1J"=i`_tM THIS erc. s-4 ROUGHEN SLAB �r" p,.._...._... PT S �d 0.B FOU RD FTWGA LOTERCA S PLANS LOCATION#S 0 W EA WAY iAIN "� --- PROVIDEctv"Maz G 7 ria __ SEMI—CIRCULAR R N rarN ` _. _.. _. BARS AROUND ENNTIRE G t`\ az` ( SCHEDULE) T PERIMETER, TCR'' AND BOT. 'PfP a SLOPE t 0 f d 0 ! �', '* r, , ; �e'.. � ":.'. � . ' ^+► . , , ' , � � • _._ F taATTtTFt�"BABE � AB i.. �' _ T PLANS ON D 2&S 3 No Date Dosodiption ��f� kA�� RE)AS .. , ,r . « "« .� .' «". �► �► .r . LAYOUT AT FOO77NG PILA5� VERIFY SCALES E. -Tj2^ T'_O" THIS O ANK T SCALE: 35 ON VOWOK& CRAVING SECT e*� S-TO T 6" 4'--0' ,r . NOT �,_ )> ONE 040" ON SCALES ACCOROMMY .,.,_. T _ y2-5 x t S" p 12" DOWELS t (PPti}tY-%iA7ki!), LAP 7tlP tiQRSZ u x PT N* }5Tl3 BELOW TOP I4AT I FOOTll CAD Two Fm ..., is COOT y SEND jjj TP FIC %T AT. TO r, f a*r; SEE j2N FOR FOOTING DETMIS.LaAY6 �^b ` — t„.'” THIS OTS _.__.._ S STRIP ADHESIVE WAS , SIKA - t I SLOPE ._ w # OR EQUIVALENT ACCEPTABLE TO ENGINEER, IN 2`-S' DIA nEw BOOK No ^-� PAAS EXALT DAIL, TrM #5 x 42 LAYER OF T 6 AGGREGATE B 7 9r BELOW EA CONNER OF COLUMN (4 EA _ ___ OVER CDOT CLAS I STRUCTURAL FILL SE � 8 FTG) EPDXY GOAT TIE TAILS TOGETHER TO PLACEMENT & COMPACTION SHAD STAWN_ PLACE H=Z LEGS AT SOT BE PER CM DRANN+GS, SPECS d S-10 - TYPICAL SLAB AND THICKENED FOOTING TANKS 1 NO OVER LOWEST LAYER OF SLAB REINF AS GEOTECHNICAL REPORT, I SHOWNROME NDT -FOUNDATION / Ba SE SI-C T COLUMN & PILASTER `" D AB PLAN- Tara FOOTING ''ICAL �"t 07ING AND COLUMN SE 77ON I� SCALE, NTS THIS D , S-Z COMBINED l` TING .QO S G S Sm3 S-9n 5-T4 SCALE 1f2"=T'-O" THIS DWG, S-2, S-3 9—s stove im W Iry n OLL a J. �#1 ( ib+ Sea RiossMm9 ov 19 Ei I -S T -s z- S T -S 'S 139 woe ve w k1 w 198 NV l MNVI z s ' a sero .0-j= .*/C : a �f p{p �gg�p �# p� 100V SMUG -Ms a#s s U o ' LIUMa.Y ED8 .300 Ilm SY. 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PROVIDE '5 X R CORNER BARS AT ALL PIPE EU30W8 t} TEES ETC TO LAP LONGITUDINALSCALE. 1'1' p" 5 2 S_3 5-6 xCA4 E: 1-=V-0- -0" s $ 8 S-3. S-6 BARS. 2" 2" ,,"_,_.(4) 1/4" x +3" L. r CAST -M - PLACE its ON R PIPS" ENCASEMENT DETAIL � � , -- ' " ; SST BOLTS. IN I � SCALE: NTS ims D . MAX----- AX","� PA FOR GRATING I {(� ATTACHMENT TO CONC tTH S-2 S F "x3"x3&" TYPE 316 58F I S- 6" PLATE WASHERS. PIPE 00 30- AT OUTL AND 36" AT VICTAUL3C CONNEGTION. AT INLET ONLY, SCE MEC H DINGS & SPECS .FOR PIPING V-4 ,.., r ,,,• re 1 " r t T _ 1" D MOLDED GRA NTH 1"x4`SQUARE GRATING, REF FOR INFO t 2- SLEEVE MESH, J S-6 ,. __.. � r w PRIME GONG � - - ET SECOND-STAGECLOSURE RING, caSr TN W SURFACES E GO SURFACES WTH ' AGGREGATE TFN I i 6 a GONG MIX (MX WITH 3/8SKAGARD 62 & 62 Y SWAFLEX ADDED) MIN 60 DAYS FL £LAS HAS BEEN APPLY SKAFLEX 2CNS &LDF zcaS SEALANT OVER S AN & APPLY DING AGENT ( SEGS) TO *�Irl, 771711 SEALANT B PIPING AILS. r TAPE,BOND BREAKER ALL 1 & EXISTING SURFA PR TO " E62 TAPE. 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S-3, THIS D ASHLAND RESERVOIR TANK REPLACEMENTS Rmac. TAL PR GTS _. CONSTRUCTION _L STANDARDS 2011 Urmkn, r= N PENETRA11ON AND DRAIN PIPS` CLOSURE RING CtallRE DETAILS SCALE: 1"=t'...0" S-2, -1 S-8 LAP LENGTH \ .., 11/2" \ HOOK iD i " 1PLACE�AS SHOWN � �y2, CA.R P I AT RIGHT -„ W #4 X m IC TS 0 f --O» SETS W V-0" OC ,.... 4 X " . g AT FACE OF LAP LENGTH -18" I MIN. FABRICATE AT I 9 7 1/2" FACS OFF SPE, " H ! BLOCKOUT ND 24" PLACEMENT 1 4* SL €moi X 4.. n PIPE. FY CIMS, ft TOLERANCE). STA 4 x ..._. 4.. g FY DIMS. 2" 11 1> 1. S" _.:..._._.." t6" -T. THIS RETAIL SHO FOR SAB DIMENSIONS, E DIMENSIONS, CLOSURE RING REINF & ADDITIONAL ITEMS " #4• � #4 x #4 x lot, --1 REQUIRED AT DRAIN PIPE ONLY, SEE DETAILS & � THIS D 6" 5" __j FOR CLOSURE RING AND WATERSTOP INFORMATION R PIPING DUAILS. INLET & OWLET CLOSURE RINGS 4 SCALE: 1"-5'-0^ S-2. S-3, THIS D ASHLAND RESERVOIR TANK REPLACEMENTS Rmac. TAL PR GTS _. 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OF THIO ED THIS D 9 S-5,.� #R D PIPE PENETRATION. , «a SEE S£ CTI OW I ESIABLE l+NY kVA PLACEMENT AND` ,_w.,_ ._ IWD WOA 1 2th AwK* •C4kwodo 102"Fmw AT PIPE SLEEVC a ( CLtN N30US STRIP WATEIMTOP, x ".. 5iKA SMS'!.£. IN 2-0DIA PATTERN. (SET i S f2 Ci OW PIPE) �....?.. 4 Of " ALT __ _ 4 yy x w (2 EA ),vy 3'w4"I CONCRETE PIPE l b l " ENCASEMENT AROUND VERT PORTION OF PIPE BELOW V-6 x --- . PLACE 1 r ( 1 ! P t T K B SLAB ".�ARS. ALLY, IAATtt$ LOCATION 1 h � � 1 i' .. .. ._,...�....,. ... ..._ ------ .: ._._._�. 1.,�44 „.,�, .. _.... _._ __ _. ._..,_... : 6 $ L" ._,........ ..,:.; ...�".. ..:' -.____ „ B TATE H 7 .LEG INTO SAME LAYER AS TYP SLAB REINF NG, PROVIDE CHARS y t, A7 ALL BARS. 10DO4.0 __ _ 6 '#4 CIRCULAR TIES (3 THUS)"^ ,. r r +H 1 IF gyp{} i0 ALLCMP ) PLACE UNDER AS TYP KEINE' SLAB TV ROW �g {y�,+ 24" LAP (16" PSN ON SCiE) 7 - x PLACE AS SHOWN _. ,.,. _ $" REF PLANS ON ASSHOWN,IAP ENDS $8" IPI _., SHEENS S-2 AND TYP. ADdA4 TIE IN SLAB VERIFY �`� Ls 04H ata S-3 i 3 EX ALONG S -B ORKMBAR ALS L a"104 „..._,�'' PVC PIPE. RADIAL: BAFM TIE WE 0 6" CIC TO CIRCULAR #4 P ME0 DWGS HOOPS, TOP AND BOTTOM EDGE 3` PIPE PENETRA 77ON DETAIL ,(q SCALE: , t _ ASHLAND _.._.," y #754 OR EQUA_ THE WS 5€AldBE POSITIONED THAT THE I RESERVOIR ESIABLE l+NY kVA PLACEMENT AND` ,_w.,_ � CONTINUOUS SIMP WATERSTOP, SIVA SWELL IN 2`-0" DIA PA IWD WOA 1 2th AwK* •C4kwodo 102"Fmw AT PIPE SLEEVC a ( CLtN N30US STRIP WATEIMTOP, x ".. 5iKA SMS'!.£. IN 2-0DIA PATTERN. (SET i S f2 Ci OW PIPE) �....?.. 4 Of " ALT __ _ 4 yy x w (2 EA ),vy l b .� Y, PLACE INSIDE OF T..a A3�7 HAIRPINS f fYXi !A7 x�a' AT T" -t7" G 4 VARIES iii Date (AT SLEEVE) RADIALLY AROUND NG, PROVIDE CHARS y t, A7 ALL BARS. 10DO4.0 __ _ 6 ,. r r +H 1 IF gyp{} i0 ALLCMP ) SLAB TV ROW �g {y�,+ 24" LAP (16" PSN ON SCiE) 7 - x PLACE AS SHOWN _. ,.,. _ $" REF PLANS ON w___ 5i"{3N€ FiGLER, REF _., SHEENS S-2 AND TYP. 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IF gyp{} i0 ALLCMP ) �../ �g {y�,+ 24" LAP (16" PSN ON SCiE) 7 - x PLACE AS SHOWN _. ,.,. _ ..., ! w___ 5i"{3N€ FiGLER, REF PROADE 1%4" FILET OF ADF:XA P201 SEALANT AROUND BASE OF DOWELS F#JST PRIOR 70 CASTING SADDLE, TYP. ADdA4 TIE IN SLAB VERIFY �`� Ls 04H ata i 3 EX ALONG S -B ORKMBAR ALS L a"104 ' OF PIPE ENCASEMENT TO 1" BEYOND THE VARIES EDGE 3` r � ,(q IF NOT IMS «. ... _.._.," y #754 OR EQUA_ THE WS 5€AldBE POSITIONED THAT THE I SCALES Y x pg t MIDDLE BULB S IN ,.._„.__.._._,.. � AT 00 15715T BARS AT 12"OC AR"D PIPE I T 'NT „ r' "^,,,„, THICKNESS, WELD ENDS TOGETHER TO F G"LE TIE TO REBAR TYP TO MAINTAIN }�" CAD Dwc Flt.G: 1 , POSITION. 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S-12 3/4" M JT ALONG SLAG -TO -WALL WTERFACE, TYP m 14 ---4-4 LL - Z>4U, 11 T 24* NOMINAL DIA PIPE SEE CIVIL DWG C-70 FOR 5-12 PIPE DETAILS AND A C l' SUBMERGED ��S & AN D PAMT PIPE ANO SUPPORT 4 41 BRACKET PER SPECInCATIONS SEE OV& DWG C-70 AND[ ON DING C-98 FOR PIPF L3x3x7A HORIZ'*gcr PIENETRATION SEAL REQUIREMENTS BRACE, TYP -PROVIDE SST SHIMS 1.3r xX VERT OR GROUT If BRACE, TYP NECESSARY FOR v N TIGHT FIT, TYR SEC77ON A -!�C-AACF P2 =-1--O—LTHIS DWG. S-12 S-10 j-------- t 24'o Det ow --- Pte, S14AU BE ORIENTATED RADAMY, TV. L BILMAT OVERFLOW PIPE PENEZRA V SCK 5-111 S-161 S-17 11:tit'TV I'-S)r S- IV 1'-w s - C, 4==+i x 2 - #79'-6' OF AND 2 - #6 x 9'-6* F VERT REW AT EACH SIDE OF EACH PIPE PENETRATION, TYP SPACE BARS AT 7V DO AND MAINTAIN 2' CLR TO PlPE SLEM AND 3' CLR TO TYP VERT ROW PLACE IN SAME LAYERS AS TYP VERT WALL NONE i -To* Z -O' LAP -------------- 14 t ---i AND #4 x C) EACH FACE OF WALL AT PIPE PE"ARONS, TYP. PLACE INSIDE TYP REINF HATS. TYP WALL ROW STEEL NOT SHM FOR CLARITY. SEE DWG S-11 MAN TYP WALL ROW PATTERN THRU PIPE PENETRA71ON AREA AND TRIM 2' CUR AT PIPE SLEEMES, 4 - #6 x 4'-6- (2 EACH FACE OF WALL) HORIZ NEW A1E AND BELOW EACH PIPE PEREMATOoL TYP. mAWTA#4 2' CUT TO PIPE MEEVE AND TV HOW REW AND MAINTAIN r CLR ID HOME AT IENDON DUCT, PLACE W SAME LAYERS AS TYP HORtZ WALL ROW, TANKS I AND 2 OVE�OW PLAN. ELEVATION AND SEC11ON S-11 rrltt TOP WALL low w"t A� O -W, Im Mww 03)M-MX0 (3 F- ( -WI OUTS", FACE dw =7OWji�t No- 100044 - P2 J ASHLAND RESERVOIR TANK REPLACEMENTS REFERENCE - CAPITAL PRO, CTS CONSTRUCTION STANDARDS 2D11 T T ------ TANKS I AND 2 OVE�OW PLAN. ELEVATION AND SEC11ON S-11 lbs t SANVI s :LYd@ l '04 Awo emu .a str " rUVO 0*0 :kv twvw .t w WN 3w 9 ow S AJlV3A T 4i 0100 ON W /x ti S 0-xt %t `3d0S 4XI 'S3dW JO 301S 17 3 30 1R-.1 M „9- GYM Y3 9-1 tioz Sl U -S . 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NY z H _ t _------ _ B )r C R AT BL TS FOR KEYWAYS i 1/x AB BLOCKOUT, GROUT W/ T HORIZ ALIONEED BARS SPACED SLAS SII GROUT BEFORE Rte 9` FRtA4f BtAT £' .._....rAS SFfi6Wri, RE1NF SHALL FOLLOW DUCT OF 7 1/2 � MAINTAIN t�' .� _.,-.SEARNG PLATE: '.a#.AB �S CAST. d r HORIZ PT S (TYP). ALIGN ADJACENT BALL ._-_...,... TO SPIRAL � 7 A CONT HORIZ TOP OF z ADDL #5 CONT BARS TO—IND * OVERLAP W/ All NOM WALL HCRIZ W T4 WALL ADOL » LORD #5 BAR (PLACEABOVE MAIN ADDITIONAL REINF MATS AT INSIDE & OUTSIDE FACES OF OUTSIDE FACE ' WALL. NOT SHOWN FOR CLARITY. #5 CENT HORW� EF, CENTERED VEIRICALLY T TYR HILL 7 1/2 T OF W EXCEPT a T .- 7 1/2 ' }06- W N AT TOP BDT OF WADS.. ' r 1 AS 85 r t t #5 COOT l3i1RkZ At EACH #iC7Pti2 _.., --324 VERT TENDER ONES EQUALLY DUCT (Tft SEE "TYP WALL STEL. ;r SPAS 0 2'--5)4"(+), EACH W/ 4 F REW AT RIGHT, r 2 SETS OF 2 ADOL #5 (1 EA FACES A„&" DIA BONDED 7 -WIRE CURT NORM 'ELEVATION* AT PJG SEE, TYPICAL, 1 _ SECTION ON DWO S-15 FOR 54 ADDL __ ...___...,.... _C AS PILASTERS ( EACH SATOWNS T ION -ANCHORED TENDONS m .W._ 3 1/2"0 NOMINAL PLASTIC DUCT _ �... ...._m... AND (9 EACH MASTER) FOR CION (TYP) FOR HORIZ TENDONS, SEE -TYR � r 7 VERT 0 7h'(~) (+ VERT ��,_a- wmw..� �� G. WALL TEEN RFS" AT T TENDON) FiAli HT p Of, EXC'i AT 3 #5 HORIZ EA FAt WALL I-ADOL #5 CONT SUPPORT BAR AT SEISMIC CABLES E $5 FULL HOGHT VERT SUPPORT BARS iQUALLY " } SPACED} } CENIM BETWEDt VERT PT IENDONSL U -BAR SPACERS W/ 11 3/tr HORIZ DIM (SEE } } « HORIZ �y } } 4 X } } LOCATIONS Wli� INTERSECTIONS OF } } INNER AND OUTER UAr&) VERT r WALL ! } BOTTOM ANCHORAGE SPIRALS NOT 10 O » FOR CLARITY SEE COMBINED *0 OM1 WALL R8W & ANCHORAGE DETAIL AT LEFT. OS` TENDONS,STRAND } O INSIDE FACE,m ELEVATION,OF WALL VERT TENRON DUCTS AT CROSSOIGS AND TO BETWEEN VERT TEND% WALL }'SEE TYP 0 O $ . T x FLU HEIGHT PT SUPPORT BAR NEAR CENTER IN WALL, ALTERNATE W/ VERT TE S, SHE WALL JT DET, DWG S-15 FOR ORAN SIZE, d ROT TYR OR } ..} }- Ni VERTICAL ACCEPTABLE TO 84GWML 1�r , TERM DUCT GROUT } e UCT GROUTOROUT AND SETS UP BREM TUBEt REMOVEOFF WITH I' WN RECM FOAM AROUND TUBE, OLEAN HOLE� 1M1 • a APPLY BONDW AGENT AND PATCH HOLE WITH REPAIR MORTAR. 1 . SEE SCHFDULE ON DRAWING S-14 FOR STRESSING SEQUENCE OF WALL TENDONS. 2HORIZONTAL WALL TENDONS SHALL BE STRESSED FROM BOTH END& 3. BROKEN HORIZONTAL STRANDS SHALLREPLACED,:EMEW BROKEN VERTICAL v ENGINEER PRIOR TO REPLACEMENT, p 4STRESSING NOT TAKE PLACE BEFORECONCRFTE STRENGTH.: REACHED x .00 d 14 OR T CP 1 J4* AND LONG TERM 4 a} } X}x z } o . LOSSES OF W{0 POST-TENSION6. 7, POST -TENSION SUPPLIER SHALL SUBMIT A POST -TENSIONING "� � BY ENGINEER ELONGATIONS « 8*. � DRAWINGS. AND & MINIMUM CLEARANCE AT OPENINGS FOR DESIGN BASED ON re 4500 PSI, fei = 40DO PSI, fp - 270,000 PSI ASTM A416 LOW X } POST -TENSION SUPPLIER SHALL PROMOE ALL REBAR,11. 12- WALL SECTIONS SHALL BE TEMPORARILY BRACED BY CONTRACTOR AS NECESSARY. YAW Nt w 0 ry - TOFI OF THICKENED SLAB FDOYI TG AT ASHLAND RESERVOIR RVOIR TANK REPLACEMENTS [E— t C TAI CTS ONSTEMIM STANDARDS 2411 Be, aNviHsv O -A = .91V '3WOS'lVatt r GN � ...W Z=S" , NOttVAHQJNI • 1 .:'. 3Nn lnolkvl IVNOtLtwv v Vis .a No ♦* i 3 3S 3 9 ®Mu 3 me 1 �2J i UA 0 ds) mnnN 3 OW c i me X >t1tV1S ONSS (MONS IRM) W StY31 SV7/d ( 1 ) p 9 ®Mu 3 me 1 �2J i UA 0 ds) mnnN CHAIRS 8- EA SIDE OF CONSjf=B0N JT (TYP,) WITH ABOT, #5 VERT SUPPORT BAR, SEE NOTE BELOW FOR VERT 'A S,. 7 1/4- CHARS (WM-Y) 0 4'-0* OC MAX VERTICAILY (Na.UDE - ONE EACH AT fr FROM TOP * 80T OF WALL) AT EA 15 VERT PT %ff'ORT BAR (TYP), DO NOT PLACE 01AIRS AT SLAB BMSTER LOCATIONS, ANY ATTA04MENTS TO FORMS SHALL BE STAINLESS STEEL AND ANY PROXCRONS, AFTER FOfOA RDtDVAL SHALL BE CUT OFF FLUSH WITH rAcr OF WALL #5 VERT PT RJPPORT BAR. TYP NS40E FACE OF WAU- BUTT JOINT TO HE FIELD FABRICATED BY HFAT-KIDING PER MANUF INSTRUCTIONS LOCATIONS WITH INTERSECT04S Of HORRIZON APPLY BEAD OF SKA SWELL MATMAL TO BOTH SIDES OF IN INNER AND OUTER MATS) WATERSTOP JUST PRIOR TO CAST940 SECOND WALL SECTION AT FIRST WALL SEC fNJECT0 TUBE WATERSTOP SYSTak ALL WALL JOINTS, TYPICAL FLU HEIGHL TYP AT WAU. JOINTS, SEE, 3 NOTES- S-26 TEE MN HORIZ OHM WA TOP BETWEEN B#Cl(ENM FLOOR & WALL ASHLAND RESERVOIR TANK REPLACEMENTS REFERENCE - CAPITAL PROXCTS CONSTRUCTION STANDARDS 2011 — d--t— lZE-72 "t Mwi I.Mxmm dowiUm TANKSiN YI 1 AND 2 WALL �ONT DETAILS AND PILASTER SEc,nON S-15 91- v, 71 SlN3n30Vld3N ANV ONVIHS '' .cr—,ctft ��t�as s Mo W (s C) o r�lr*:�io�d r J_s 3 tz_s t a i 4 Wm �. , .. a ` C t . 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ROOF SAO (EXCEPT(�)P'Aslm) TAW WALL _,1a. D AL A. ROWi s Z tAND PT #5 SYLWT=ALp f Um d ABOUT J, OF TANXC d 1 i er LAVER WATER i ISM 12th A o ;(a S-21 Mw S-22 E xaa FOR ACCESS STEP DETAIL) m .aae i $ °WO Projed Na. 10004,0 - SEE PROVIDE x1T'-0* (To TOP AND TQ 6' x 1n*- as" ruse tea} marts "m.a" OC MAX PARALLEL 1�. 9 TO BANDED T NDONS AT EDGE OF SLAB, ATCH WITH 7'-0* x 14'-wO LEt ACCO HATCH ENCLORW_t TYP 14 ZONES WEEN BANDED �5-21 FORt.ARC7E'D 1 "`' ` „� '' TENDONS (7 AT P#ORIH AND 7 AT SOUTH AN ANo ADDS. � N �,. QUADRANT OF TAW).. See TER t�___ _... 6 C �. p w7m @1 r i 8-#6x 15`-W w 1'--9* CTC AT BBT } r P X (4 EA WAY), T"YP AT ALL COLUMNS, w is ELECTRdCAL 0ONWTS EMBEDDED IN ROOF SLAB« SEE ELEC'RFCAt, ONG E -T. SUPPORT ik DMWDENTLY (DO NOT a d USE SLAB T) TO MAINTAIN POSITION IN 'B ., -'� ,..,--..... mom OF THE SLAB [STH. US'E-PLASVC CHAINS NO .�" C....§ .._ -.tai? ROW BAR �"M PROVIDE4* MINIMIN CLEARANCE TOp 2 PARAL%EL PT DUOS. DO NOT PENETRATE TOP OR BDT OF RESERVOIR be++a .A-..._,..m"p SAOUTSIDE OF HATCH WALLSMAX 3J4*0 CONDUITS ## IN A. SPACE: 4* OC: E TANK REPLACEMENTS * Ai771pEKKd kEOWHFORCS STA1 PLAN AND ADDL CREW—.,r,_,__ TAW FREFERENce EQUIP HAl6L SEE S-^24 {# FOR ENLARGED PLAN AND ADDL ROW IN SLAB 3 3 f (r �.. d .,� .. w , _ _.. ..... .... .. .. „ ,. _fit <. , _ ..,.... , _._ _ ;. _j_.,.... 1. d_J_ __.—�# . I— t -._, HOIST A'AT B EQUIP HA d EE S' -4i* x 9'-O* t i - '6 _. 2 -Cr d a FOR AND «'r d E HATCH S 2SIM 4 �.,...,� T.w;S» SO Go s ... S-19 TYP Y 1 j REINF IN STAB 1 ( g C W—tr SQCOL CAPITAL *,�,..,... _ .�..,..K..� M*,4 •.,., ` tJ'J w,,.y._ 5 *r d d : AD#eCONT TOP SOT TY4QADRT) � � AT 2' HATCH ( NS AS TRNECESSARY 7O LOCATE TAILS OTWN ADDL 46 NONE AROUNEI l ; HATCH OPNG, SPIKE BUT BARS WX BARS CHOSE GRIDS (EXCEPT, TOPBARS HALFWAY BTwN CARE INTETOWTED OL S (EXCEPHATCH T HATCHES) j L4-1 #%ATCC:ti, "-- 29-+ x IV -O' B" OC AT (13 V EA WAY): STA 2'--O". TY€' S-24 ALL COL& ADJM POSITION OF BARS « . ,TYF., FOR t CONFLICTWHERE WITH PT IAND ADDL REMIF 01 'r . ROOF SLAB. s If y 1 4'-0' _ .......... ... .. i,,,.,_,.,.. i z 1 5! HATCH i C ENt F71ASTEMR t ARGED PLAN AND ADlDD ROW IN ROOF SLAB, s� wsIt TAW � _... C} 3 -TT FOR PIPE' PIPES (3 THUS) PROTECTION SLAB OVER OVERFLOW PrES -TANK 2 &QQE SLAB PLAN SCALE: 1/16'-1'-0" A mI m lif IMI 1I # CC Im i I 0AN PT SYMME TNtCL AB T _. .., ..... _..........:. ..........w.5. .;;.,�-__ _...__...„_..._. F R 0 DIST 8'- r $ �"'3 �i '�Yl� ;� ISNE errs TIrI I.Y � TY) �„ rc�r T PT x'_D" nc GRIDNTH 3 CHARS EACH rs BANDEDPT I ._..._. s _ �RACIALLY 8" MAX , ,aA . AOWAREAS OF BANDED OR MULTRE DISTRIBUTED _ CH ANCHORAGE NCHOR ANCHORAGES (PLACE ONE EACH WE OF PERIMETER ROOF SQ. ..Atas c' r ..m_.. ¢ } ANT r LEG Ad r AR SLAB DG AS AMW 04 A-. j _4 x 8°-F S- 16 S-17. PLACE AT ) & A r 2 W 16" MAX IN S _ � as ars / _. _. ..w .. € NE „ Y TO T A ( N LEGS HATCHES ._ SUPPORT EQUAL COMPRESSION AT TOP doS � Nv aW BDIrc c �� r LEO AB TO THAT TteSft Ica a sap ,aw.. 6» 6. % g ._ T LEGS 4X T Wt 6" sX ==c x 0 J I� TO O EACH PT k BOTH S O tIrg wc� u;n LARGE Eno— r DIST, PT w g@ G PL 1 F A G 9 .0 - xa a. S.. TYP. i ,,r` „'., CE SUPPORT BARS, 0 1* -4* OCl @ 4 M6N ,.S-20 -20 OF 6 SEE ROOF SLAB PLANS ON #I (( REESS FOR NF AT 5 CENIM Top D S-16 S-17 FOR 20 BARSc( p SET OUTER HAPM AT fAND 2 CENTER PT TENDONS & MILD LA „ . 94EABARS PARS r�NG (NOT 1 GREG .,. .,.... . _ry.„....# :- , , , } TO CISPRIOR TOPT w _..THIS DAG ”" .* 1 PLACEMENT i a v� SM C TYP, UANMV PT nits D41 I _ ._ ...:„�...._�. PILL RUOCKOUT W,+ GROUT AFTER FINAL l _.. STRESSING, SUPPORT �FOR RANGED PT s 1 r , .,_,.._ _ ._r_... ,,.,",,, r ' ___..._ . POCKEVST.AFB+ ORMER ANCHORAGEkATN PLASTIC 19 M Z -O` SIC TN 9MAX BELOW PT SUPPORT BAR4 CHARS EACH j $ 7 IW CHARS AT VO,.�..�,„,.. _ . 2” OONT SLAB BOLSTER I ( AT DISK FACE Of WALT w....., ASHLAND y w .,_.. (OUTERMOST 1#4 AT WUiN R'c 2 0 PAD/ CROSSEDYY _..wAT EA BAR 6LG ASHLAND . ,,, .._._,__�.... __....___- ST WALE. T WA CEEWrx BARS (EXCEPT COA )PLUS fU p"s T (7 yqy RESERVOIR AT BARS) & E 1 PT BACKUP & 2 Pi i.. _ __..__ . _ A7 ri WALL IRT PAR SUPPORT W/ AL. � � ...._._.. 1 1/2+ TSLAB W/ T TCI' AT -�.,..,__.,.. .. _.r..,_.. ,,' TO DISIIGH NTIN.8E ALL B. � T SI3P r '� ROW TIM FRASTER ZONE 1. THIS DETAIL. SHO GENERAL PATTERNS OF CTI rte _...,... WALLPT TENDONS & NONE POST-TEN9 NO & MILD HEINF Y. ACTUAL G &, H FOR 1 3 .... AR t BARS LA AS S--2 S--20 NOT FOR CLARITY ` n_ NUMBERS POST- TNG TEN s REBAR � �._�.., ' _- PtA NS ON D TLP' MAT. TYC F IN PILASTERS, ARE NOT FULLY O E R SLAB NS _.,s 5-17 ' DRAWINGS S-16, S-17 & S-18. SECTIONROW C ROOF SLAB EDGE ANON AGE THIS Dv0G SCALE;. 1” = 1'--0- s -i6. S--17, 2, INDICATES REQUIRED PLACEMENT S OUFN( S..20 FOR TOP RFJNF & SUPPORT STEEL RE x 8 _.6' SUPPORT RE EN PARALLEL Ida ,r�� BAR WAIN 4 CHARS EACH \!'s° COLUMNS. BANDED PT CAPITAL PRO CTS CONSTRUCTION STANDARDS 2011 —TWICAL COLUMN TOP REINF P CURT 1' THICK AST.�9 SCALE, NTS s-16, S -til M OT , GRADE 2A3< FULL .- WALL WIDTH, LNCLUDING AT TOP, *� OF PLASTEMEXCEPT CUT OUT 1 i AT :_„.„.„:... .,.8 �r 5 4 & PARALLEL, FOR NE P T ..�.._ .W..,__ ... s R GRIL} AR S6 IN TIP LA AT r+R t B 3 5 r TO rs W R nq 2 - SUPPORT BARS ..�.._.. Ai3 PLANS OWDS /'�� CENTER. 5£i TYP TOP REiWF USNO 3M 4799 ADKEStVEFOR S -Lo. S --1T & B�-iB 6 PLAN. RCS SLAB PLANS FtI2 � 6^,_{t' S�-20 � -�„ ` CHAM R, `�'' TR1> ALL WITH BANDED Pr 2 -0` t - g. _ x. At N C6 TENDONS, ikit5 & PitG�3L:k.S 5'�Q w +� W7H 4 CHARS EAS2i� 2- RFs SST BARS FOR .�, � & � OF TCP BARS 1 __�,.�.. , ..�. _ _.�,., '"„..... 5..__._.. „9 (XST PT M 2'-0" 141TfI 3 ctrArR EACH t4 EA. WAY) i�S aC i f i sAkt£ LAYERS TAE E C r7 c Fs Y _ , ,_w SEE . AS TOP MAT. WHERE NEEDED TO SEAL _.. S-10 CAST 4"(+) DEEP X &” . _._. a 71 N x I'—I' t KEYWAWITH SIAB 0 21 OC. ALIGN WIN V, OF WALL Y ° 1/ L, LAff It VER o _ _ DUEND TV. T B & CHARST TSO FRCS PT 0 2”-2' MAX. INSIDE EDGE NCRT TENDON ANCHOR�. No tiatet SkS7RiBUTEO PT & 1 ( BLOCKOUT (FOOT S titlN a0 WALL FOR CLARITY), PARAt.l,EY.. REEiAR EL S REVISION '3 S R1 SECOND , % , ' 12 - jS x (6 EA.. WAY) w.. .. :.... ........,_...,�,.„.„,.. ` , - „..r...p_,_..,..__- _ .....,..,:_...„.,.„ . „., _ ..._.. LAYER? RIM Tib' MN �. CENTERLINE. SEE TYP CO TOP y E 5 -7” 2 71W � �) _.. .w :' � VERIFY "M SG c PLAN Bf1N#S DWG FOR LAYOUT.. � ''' i „�;,* «r „jjj S-10 � OW 6 t s tae ROOF BAB PLANS� 0 5-16, S-17 & T E"..�. F , .. _ 4 ^� € 111_n „ t a S-18 OF S S (... 4 )- 1 AND PROFILES, � � , � .„...„.2 SETS - #4 x ° � TIES _ a 0 N ONE PKH D&” CONT STRIP T /<” 7th y REMOVE AB BOTTOM FORM THIS %fEr. AD ST NECPRENk '(*&Yp am TO 4 () *C OUTSIDE WALL. PRIOR TOSOALES NOTE: COL CONST .ANT SHALL NOT PROJECT ""°rw 1< WSW EAC„ OF TAW WALT TENDONSG ROOF Sd.AB PT P1 N& 15715 MORE THAN 1/4' ABOVE BOTTOM CAPITAL OR SEt�Y USING 3M 2141 � EDGES C6 CCI ilUl BE SAW CUT SQUARE D ADHE'SW_ PLACE PRIOR TO ( E. SEALING STRIP WATERPROOF CAD M ME, a T ) 1 1/2 INE CTR PORTION i COL t 3 R ANTE, SEE SPECS C;a Wa Br. DNS �,Y CHIPPED OFF FLUSir Tlr T 1/2' WITH � / �. SEC 15 13.04, FLUSH AFTER FORM REMOVAL , j .,__. CENTERT1 1 2 GAP. txaw s1 EmS w�e,� 1w_ 4` x L' 1 NE (ONLSEE Y) ....... LMOATIRANE iiCEDGES 1/2' BEYGNO #. _,_,a_._ ( i '” G PADS SPA 2 0 [ \ A ANE TO MAINTAIN9ASE A# 2011 a._ APPO SOL Ruw cTIN SDs FOR ._ _. d T _„ ro s MATC2r rra { Y Ta WALL AT COATED) PROJECT TO TER ' OF WALL 2141 „,,...• STRAIGHT tXMN1!?. 1 , �.d4`FW BOOK NOt 1. THIS DETAIL SHOWS GENERAL PATTERNS OF TAWWALT 5 1/2" 3/4" RECESS AT TOP __. WALL, 1/2` MOE x 1/4` -HIGH POST—TENSIONING & MILD REINF ONLY. ACTUAL _. _ . A5 951 aA1E 5 1f2 4 NUMBERS OF POST -TENSIONING TENDONS & REBARerrs 2, -„--µ.w.°- OUTSIDE FACE, TYP AS r rsV ARE NOT FULLY SHOWN. SEE ROOF' SLAB PLANS ON "s=-.�zT s 1 � �="---, TANK `. AND DRAWINGS S_16, 5-17 & S-18.��...._..__._.� . w_��.µ � � p _ �:>..M .„ u.. __ _..__. � . ..,...w u_,w� . t COLUMN 2. (r` INDICATES REQUIRED PLACEMENT SEQUENCE �{ FOR TOP KEINE & SUPPORT STEEL I? F ,SLA,6 ED BEARINGE REINFORCING do ROOF COLUMNS. TYPICAL COLUMN TOP 'INF .SE' 7 0M SCALE: 3" 1,_0" DWG, S-16, SLAB EDGE DETAILS SCALE: NTS THIS DWG, S-5 S-17, S-20 oz—s 61-S 'DMG S1141. .0—j = t -nvos oma Simi SlIV130 Alo" wl mom ION �MSY7/d I V -30VYOHONV SIGIS"d M -OM 'MY 10-1 W 33S DNlWtSNaL—lS0d GNV -*M V ShXKWULd TWM 3Oa3 SV7S'SKUS"W 0 V3W a0MX3 bO.4 TWA JD dOl IV d0iSMiVM INW'TWA dMS 3�>m 4-z sn-w sm iwddm id BTS 3008 IVLLHVd t V dn)0V9 Id I Sn'ld 91 AD SLS 'WV awn?) isoddm 108 3MONd 3NOZ s3isviw mw save Z ONV I SANYI at--s SIN �glvos Iwo /M �Wsm Wr-IN03 Z/t I JO SMON Z Jum ONAV80 st-S SIN :31V,)S TW YMNW 'SWW 14DW WrKMIM /A 3ND 'SWR ISOdJeS Id Z V -37&W- —7VD3c—lS 31VVbYM WYAW" QI AWSSM3N W-40 19 ;kslwsv W—m—lavu 30 V 7VOIdAl sqvd M&O SSM SM = 3MW dn)0V9 Id I 'EMMSM L)'.t St-ol SAWAM ONINOISNIL --tSOd SOVd ONW36 IV WVJ0 WMKOR */I I TIVAJO 33VI 3atsm IV du *N *W am dAl '93TU MWONS AS MWOS" WG .& ld MOTA XYM N %MSM IV SGVd ON WVM 6 JD WS . . ........... .. 0-X IV SMVM .0 L BOOUVralloo W13a iiw S3WA IUW- W3$ OW BYrS JO "S'M gyn 108 (a INOO Z/t 9 aror Arlt'IM)OO-0 TIVA -40 dM WA K0 33S S�Msys am INCO Z/t t.AO rtJ TWAJO 30VJ S3?0 z I YxeVbYd"S08 SVIS IMM �Z &NO ;ka NwVw H31WW 01 Mld3=V IN31VAM3 W H3"WA 30 twv k it) 13) ITOW OMSYld HIM 39VWH�W +WISA 7rA DAG avo W1133IN -40 iMOd - ,Wgi ...mow Id '4kL %4V3 GN3 X t! t Ismay '133is sbu RD iom AD ION -4*/t NVRL 2—e-1 ww-o 003 MONS .I wwwwwwwo 0 {3w w. 3W" 37W3AOtON WMA WIN IAM0 ItA Imams Tu otaym TfNew Is3mo-0 00 �SH30W�i i3)00dfir'ION) ONDWAM TIME OWNIS .06 GKIM of "VOJ (swiow st 0) xvn t V S1,MM id a0J No WK avo 9 we '"i ZWH ol OM W Sa3MW-4 (smow m 0) - 1---l" NVId WS AWH 33S S31 s IJO 'SHMSY"M IV AWS -Km WJ "AJUM A:)t0DNYl INIDd 13X)Dd MIDW 3Sn omo SIRI M-S omo Sim MPM--, --4-, 1 OfIMNVd 30"Hd-- K�T7 -43S 'RDMV3LWM WV SNOtSVaH \� �G n3S 33S HDA KZE:7 33S c 3W'RMNM alvid ow 1w , / <I OWHIS 803 NYld IM wmva sys do-,)ove 'SDKM JD S3W KOS *SDJ,0NV Id WY3 -40 .9 .9 ON Id V M1383QBd AD .9 MMPA MlMd 3W SWS JD SD31IM -sve= dAl iWd 38M 3}(YR OL MM OVIS " 031 IMA AK vm �o "WOO w �Od 7mlf q SM C= 3MOSd (ASYSSM3N IV NOW3WMO wno3 30AOW 01 SKM IV -SNOUO3MG 31GOddO N1 SNMONY SVT.0 01 S3MlVM 0 S031 ZM44 MU) SSDH3W 3 3DYId 781-S OMO 'NVId a3sinois sv nnnNin sNoaNx iavj-4 SUSY M XV" .9t 0 Z -40 V V (~ / 11 QYIS JWS WUWd 33S V t# MORS SV MM SYIS = iMh HLW 'SNOWI Id 013?483d W GNV W�ONY 40 INMU M MYW*CW �DYI zo 33S MV3 3NO 30YId) SMVS0H3W Room mInsausla 3WIM 80 MOWS JO SV3W Id 3 oRn m XV" wo 0 AIWWH (W" 'V7 .9 4 3WUMN33 v v Ott-Sr «/t7 -31VOS QJN 'wp v V7d- -4008 7VLLYVd 0308V7AG \7 omO swu33S 'A118M LIGZ SOWONVIS NOaonmSNDD w T7-1 -I,- - SLOW08cl lYik3rv'0 803 GaUMO 3SV SlDna ONINOGNal-ISOd OW SHVS 3WS nN383-4N 6t-S 6t-S oma Sim .0-j t Myos r 77VM -40 dOL It/ A YMAXI 80-4 1=0078 -4008 7WLYYd--- S.LN3VMYld38 ANVI NIOA83S38 GNVIHSV TtVM 3NOO 61-S 33S 'AV#,k3X 3dVHS w1flow1o3s Jo YOU08 NrVlMVW 11VA IV STM 3DNods gno A/5 30KONd X amu3o ds 1 dAl 'S3NW3 IV dn)t3Ve Id I *dDl s# -Z SV 33Y'W 'SNOM81 WAONS 'wum3sa*vxw jo U 0'*0001 -ON 4W-4 OM a3cmN 33VA WSSULS HDY3 IV 9- t x W-L i IX Y/ AI f W3S 0,1 3S30 A13W03S Cbor 3dV:: 3A t# .9 j *Nr.n ),13HW3S dU 'S3WJD3 inoxole IV 106 v doi J0 S3DVMfr. 6t-S IV a3XV388 UNDS/dRUS sTnU 3DNDdS D�MY38 (A-M) XW-LL J Wt P" 009t 3hMW3N X011 MOM I" ow �Msvlld JO 30M IV eyls "N AVAkIN 3NnMIW0 SM = dki ISVIS - dU V IV dn>r)Vg Id 831vm 83AN30 (Los I 'am9f -Z __J7� x it TAW CONCRETE ACCESS SAT TANK 1, S 22 P9tCiMDE, AT OPPOSITE SIDE OF TANK 3,_O"CENTERLINE AT TAW 2 DUIECT TANK ROOF PT TENDONS TO B" CLR Or HATCH OPENING, TYP IF INSIDEFACE OF BATCH ..�` r g r _:...' AND FACE OF TAW WALL& C BE10 _ I 11 6 AD BARS (3 TOP €, . -. _,..,. AND 3 SOT) IN ROOF` 9 I SLAB fAT 4 Sri OF €_. rK BEYOND EDGE OF IS DING € i 4 - #5 x S"—O" (2 TCP AND 2 FTOT) DIAGONALS AT EACH CONNER OF OPENING. PLARET BErfM THIS LPW THIS D .....\\ S 3 s''�' .., ! I OTHER S LAAMM (TIE: TO FACE OF BARS FOR WALL ROW CLOSEST TO CENTER OF' CONCRETE STAIR (� ^� EL.w€ Sett? TO FORM CRICKET L I t•.... �`{' `2-�^ E � E 4 4 i E € tr ! 1 ➢ S € E 4 ii ice'" FIBERGLASS STAIR BELOW A 9 S b 1ROOF SLAB, SEE S-23 FOR INFORMATION AND REOMTS. IF P9= :STAIR AQ= HAM PLAN f n_ T SCALE: 1/2'=I'-0" THIS DWG, S--16, S -17 S-22 tCONTEACH SIDE ... _ •_- r�.. ..3... _. _. 1O°. -e r�4.Co TYPE ICD HATCH - DOUBLE LEAF ALUM R/ TYPE 3316 SET -...7"-0' x 14'-0- BILLS HARDWARE (450 PST' TOPDOUBLE LEAF HATCH TYPE LOAD CAPACITY), SEE SPECS \`\. D -5D ALUM Wd,/ TYPE 0 x 14'-0' BETNMN WALLS, Std` PLAN / 316 Syr HA INNSCULA TED Wf &X AL UM LINER (40 PSF HILP HAS (316 _...._.....,. ` �„�,,.,__ TF TANK f W LOAD CAPACITY}. IH HST HY 150 ADHESW ANCHOR SYS7EM, IOCAT04SPER MANUFACR)RER, TYP, STT HATCH ON NEOPRENE AND1 CAULK PERNETER PER SPECS 3/4" CHAKWER / TOP OF WALL 2DIOW INSTALL PER MFR'S RECOMMENDATIONS^_ 10 .E THE, _. / ck e5 0 CENTER OF WALL SEE x * 0 12" Or, IW 4 WALLS, TRM TOP AS REO). 77 ADDL 6 BARS NE,4R EDGE OF SLAS IN.... ... , r it .. PILASTER AfWA,' RSA* S"LAS PLAN. � YP RAF DEFLECT ENDS TO LOCATE BETWEEN HATCH j� \\\ AND PT NOT TRIM BARS. TYP. ,,;+` FOR awTy ' .._ cum SEE ADM #6 BARS ARWND HA" 00PE' G. a.-.-�" THIS DYeGG *,z"EE THIS 3/4"' CHAIN',L"R *EDGES OF OPENING, rM. ACCESS" HATCH SEC 'TCN SCALE 1/2" -l' -O' THIS OWG 910 7 t}. .. 10:" .. a^di .... ........�,..-,r-.,.... > 11 0 HORIZ REINF, TYip TANK K THIS t jai C RAILING - x 0 HORIZ REINF,TVP 4' 4 CORNEIM To* #5 0 HORLZ RENE, TYP 4#5 0 Er 4 VERT REINF, SEE I:E THIS Owc S-22 I R A,Q S -S HATH WALL E LV THIS DWG, S-16, S-17, S._.27 oRt3us - F" (30)626-m1 .A- ASHLAND RESERVOIR TANK REPLACEMENTS REFERENM CAPITAL PROJECTS CO ODNSTRUC STANDARDS 2011 ._.._ PROVIDE 1-#5 k RAILING POST AEdD A SASE PLATE CONNER BAR WITHIN BEYOND. SEE P S 22 VERT HOOKS AT 4 CH \ c ATTACHMENT CORNERS OF CURB TPP OF TO CURB .,�,�... OF ...,_. . ::. ......�.,_ E, 2.06,,..., * , PT NOT SHOWN FOR CLARITY. _.m .. _ ... CLR CAST CURB MONOLITHIC NTH SLAB 4F POSSIBLE _m I'sx ay 0 12" OC SDT HORIZ LEG ABOW PLACE BOT HORIZ LEG ABOW #6 TRW BARS #6 TRW BARS CUR'S? SEC SCALE. KITS THIS D O, S-22 K THIS t jai C RAILING - x 0 HORIZ REINF,TVP 4' 4 CORNEIM To* #5 0 HORLZ RENE, TYP 4#5 0 Er 4 VERT REINF, SEE I:E THIS Owc S-22 I R A,Q S -S HATH WALL E LV THIS DWG, S-16, S-17, S._.27 oRt3us - F" (30)626-m1 .A- ASHLAND RESERVOIR TANK REPLACEMENTS REFERENM CAPITAL PROJECTS CO ODNSTRUC STANDARDS 2011 8OA8S8 aNVIHsd ilk DENVM WAS low Wool tft A Donw, RAILINGCOWI"ATM AND OESKW SHALL MEET A4° REGULATIONS FOR FIXED INIXISTRIAL STARS P SzG Fop t 11OWCO -- P2 NOTESFRP STAW4 SEE PLW FRP WIDE FLANOF sm7m _. ,..,,_..4.,�..._.,.._..._,m_...�...,__ ...,_, ...�_ _._._,.........w "`, ...�._..��.. ATL (4 ,.mow I" PER LARDWO) { (t FI L��7ex ASHLAND PROVIDE a" MIN THU CONC PADS UNDER ST SVCS SUPPORT (2 THUS). RE NE PADS VAIN #6 Q s- OC EW, TANK REPLACEMENTS TH CEN PAD 'M � IIT. PADS TO CONC SLAB � �a Aft 0 i" OC DIRECTORS. PROVIDE Of CLR SECnON SEC770M ON HOOK SCALE. 1/4"=1'-0" S u SGALE: 1/4"T e q- D ROTYP TGONAL s TO t ,rCANTAL PROECTS CONSTRUCTION STANDARDS 2011 THI _. _.A LEVEL STAFF S: ti f GAGE MOUNTED TO SIDE OF COLUUN WITH 17 0 w 13'-5 11 N- », 1/2"0 HILTI HAS -N TYPE 316 SST THREADED RODS r,...J 4'-11 11r 4'-O' 4',-0' ANCH RED 1 711 IfILII HIT_{{E t m 0.. ea". SEE SPECS FOR STAFF GAGE " ..., ...,__. 1" ON. DEEP W CRATING AT LANDWO PLAN N07E& 1. THE GENERAL STAIR CONFIGURATION SHOWN ON THIS DRAWING, )MTN 3 FLIGHTS Cid' STAIRS AND 2 INTERMEDIATE LANDINGS SHALL BE PROVIDED.2^1/ ..._ .... AS ; 2 STAIR GEOMETRY AND ISI MEET REQUIREMENTS OSHATHIS D TR AT 2 r REGULATION 29 1910.24 *nXED INDUSTRIAL STAIRS". No Dato Demdption _ _._ _:. 3. STARS SHALL BE DE EO S TOC Y THE LOAD EQUAL TO FIVE TINES THE LIVE LOAD? ANTICIPATED, BUT NEVER LESS THAN A REMSIONS CCOC T PAD SELOW, moMNG CONCENTRATED LOAD OF 1000 LBS APPLIED AT ANY POINT, AND NO a Trt> AT LESS TH A UNIFORM 10D P LIVE LOAD. VERIFY .. - I CROSS BRACING SETWM 4. STAIRS SHALL BE DESIGNED FOR LATERAL LOADS DUE TO THE STAIR WIGHT am Is Ow STAR STRH:.._?G AND WATER MOTION INDUCED BY A SEISMIC NT. 311E LATERAL PRESSURE Skl FROM WATER MOTION FOR DESIGN SHALL VARY LINEARLY BETWEEN 44 PSF 1. ° AT TOP OFT K W AND 148 AT THE BOTTOMOF T W THESEr S O+ ' LOADS SHALL BE APPLIED TO ALL S IN ANY D3REC"BON. SCA= A00ORDWQY 5RAIUNG TTP 5. ST FRAMING MEM S, DS, GRA G, AND BRACING SH BE w FRP, UNLESS NOTED OTHERWISE. CAO am ME: 6, HARDWARE SHALL BE TYPE 316 SST. _ 7. STAR COMPONENTS SMALL BE MANUFACTURED FROM MATERIALS WITH _._.._. __ _ ..w . ,_ _ "„ " •' ANSI/NSF 61 CERTIFICATION FOR USE IN POTABLE WATER. -SEE SPECS FOR CHO o / T 57 _.. _._ ADDITIONAL REQUIREMENTS FOR ASSEMBLY FABRICATION. APTO at 8.POST-INSTALLED OR EM ENT INTO BASE SLAB CANNOT EX T' OAru 9. AL TRACTOR STAIR MANUFACTURER ARE Y RESPONSIBLE a6 pif II" m FOR DESIGN OF ST S< ST COMPONENTS RAILINGS. THE CSE MUST . BE COMPLETED BY A STATE OF COLORADO PROFESSIONAL ENGINEEk AND THE SHOP DRAWINGS AND CALCULATIONS SHALL BE SEALED ACCORDINGLY, As T a ------- _..._ „_. M .. AS NALT all, TANKS 1 AND 4' r,• 4--0' STAIR PLAN AND .� IN PLAN S DETAILS STAIR a°fi is ' aSCALE: 1/4* P -O" S-16' S-17. S-21m- Its :31ms lI d : LVHf N day' 308 1V stat .OM,t- 3a a Sim .. t a t 3tv ca o 83d 1Y 1C�#1, `,9'd�i a watt � ...�.s.al� at3,a �avxs �rxv 'i imw �aYraav� ., FlL1# 1 14fcEf3 s sxvata aaa xY °traaZ-avt 1 1N'.3 tri gats... -t3A3-t d ama s€txt a salt .: via a.Y x z -a�V,V 1 .. ., .-,.� 1sNt +razu t SANVI 3DGn Jo u33S NtV d 3Ao w r `ti .cr_,s DwAvag3Nv ssma . a sv HOV3 1V SlV V* (108 Z ra 33ar -ter amu £V3S ti3riCaRICK i taa a0 SONS __,_, SIIVk IV 3 33V3 Qa ✓4 n = cxr.�xs's' dVtt SV 3NfxV89 t } r %INa # def. .zt at ._,�� # ------------- 0"v r.. _....,,.,. ..-.___-..._..- ` _,. ... �AdJ../' S�i%3 `vtV #Yxae� EV�t43 �a ta�tvrNa ca ns IHS 33S •3SV9 4 . 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"^"'J 'e x 4' SST SST RODENT SCREEN .... _ _ / '' HAS { PROIAOE EOUAc /' ..,, TYP OF 8) zc PIECES srEtratc°^ ABOUT VENT TO ,�' _. _._...., STIFF'ENE`R PLATES.. ._... .. m:. .. .. , ...Soa e FACILITATE REMOVAL (3 THUS) EVENLY w. SPACEtt_,..,..,.. .._._ S X44 . . I.2x2x�" VEN T FRAME as °cu .. 1° ......� CA57 iWA4.i. „.,,_W,,,.�....::......_..._a.� e- 0 "-P2 SEE fs F _r va THIS DWC ......., _,I.. Tip!)S_i I`A E A EL). . „.._..,......_..__.__..._. FAGK WELD #_2x2xX x V-10' SST' TYP 3 ,......_,.INSECTT SC EN, SCALE; NTS NIS DWG { ti.._._._..._Wo7o HOLE WITH Y.' SST COUNTERSUNK S .�._1 BOLTS. TREK WELD TO RACK SIDE TIi&S [3WG T # x to'� SPACES TO _.,4, 2'� 10.__ . _.., ; . L?x2xY T PLATE, VENT FRAME ni L/vsw. SCALP 1 1/2" -l' -O" THIS DWG ------------ THIS (TWO p „ ._..�..._._ C_2x2xA AROUND HOOD { - j ., � ,._.:_. _..___.,,_ ........ �to ssAcsS °.........,..._,., 4 NG (4 SCES). ,.. ..__BCTT T OR TAS z" e « THIS DWG 1f4 _ \ CONNECTION To PLATE: ,�,�, 1 1/4 557 _._. COU TERSUNK I :.,_. HOUES FOR .. »-.-�.TTFP RATNGPt DET I WITH NUTFLAT 1 A/, EQUAL EPI 8 .....�.:.-« ,.,.:.,�..:. _. ._,:..:_,a...., �.. :..::,.,._..�.... ., ..� ASHLAND ` SYMMETRIC ABOUT VENT tFRAME TO FACILITATEREMOVAL TYPICAL tltJY ARESERVOIREVOg R SCALE: NTS THIS DAG THISFACE AME Ti' x —s' SST 4NSECT s TANK REPLACEMENTS TOWARDSc'2£EN (3zx3a MEt) x�. .. t T€Irs D TIAs ti G O10 tN DIA +ARE � � � NOTES. SST INSECT SCREEN� _m._..,........»., ...»._ _.. _ � I �,.. .... . ...... ....:.. t. STEEL VENT BOX ASSEMBLY SHALL HE C4 3(e' x 1' SST BAR ( ) HOT --DIPPED GALVANIZED AFTER FABRICATION: )'re"e HOLES FOR 2. SCREWS, VENT FRAME ANIS INSECT SCREEN �3 ATTACHING TOTAL) TO FRAME MOUNTING FRAME S3iAi BE STAINLESS STEEL e _.... }I0--32 SST HEX NUT 9 � S ACS T9 4 2 ` _�.._� . 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NIS THIS DAC SCALE: T 1/2' -l' --O' THIS DWG 0 wwwwmmm 1' T ONE W04 ON SCALES NTS THIS I3 T S .x s T 15715 cm 00114 Am, MAMI BW. DHO cmw or. 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X309 i dol Z) `R 3SVS ONtLNnon # o to „.9 a3DVld „ (108 Z V dOi Z) 3dOlS u Hod WOHS cr ION JNT3N 'SM J008 -40 dalSlInVA IV 3NM 41 sano r 11 OMO SIHT smo stmt '3SVS O:NUN6lm S34NV1 LV 3Ni32i IsVA IMYO tii TTVM H31VH--"�':`� �L? I TH"EN SLAB IN AREASF,* PULTRUDED ERR SHOWN TO FORM CRICKET GRATING CAPABLE OF WIRSTANDING " DEEP 50 PSF UNIFORM UVE LOAD, V47H PT TE14IMS IN SLAS Z, 31-81 2' DEFLECTION UNITED TO 1/360 OF SPAIC LIMIT CLEAR OPENING BETWEEN HILD HAS (316 SST) THREADED RODS LOAD BARS TO I*, ORIENTATE LOAD NTH HIT HY 150 ADHESIVE ANCHOR BARS IN SHORT SPAR DIRECOON AS SYSTEM LOCAOONS PER MFR, M S-8- SHOVN, SLAB OPENING i 6! SEE 12� FOR VERT BARS Ii PIPE AND 6 ADDL P BARS (3 MR AND S--21 CORNERTYP, HATCH 3 SOT) IN ROOF SLAS AT 4 AT S, SIDES OF HATCK EXTEND 4�--O` BEYOND EDGE OF OPNG. 1,5% SLOPE CONCRETE, WALL AR OM HATCH THIS ORD TYP 3/1- CHAMFEFE-- ENWG� SEE Typ A&#5 x a r OC,'PYP AT CORNERS, TOP AND 2 BUT) THIS (AND OLE S-24 DIAGONALS AT �15 is xl---2:�-j 0 S- Oc. TYP EA04 CORNER, AT C� PLACE SETWEIN CLR TYP ..... ....... TOP & SOT RElNF MATS 06] 4-7 _- PT TENDONS IN - - SLAEL MAINTAIN S' WIN CLR TMOi #5 IC OC, OPEN04G GRATING, Z -W TYP 0 CORNERS, SEE THIS DWG ENLARGED OVERFLOW PLAN LO—N L2D 1 2 =1 -0 THIS DWG SEC77ON N 9CXLE-11- EE 71 GALE. t -1-0 THIS ON3 POSTION ENDS OF THE ADOL TOP 4:77 BARS JUST BEILOW TOP LAYERS OF - PERMETM ROME, AND PC ADDL DOT BARS IN THE SAME LAYER AS BOT LEG OF = BARS AT EDGE OF SLAS, TYR ATT WALL AREIL ADJUST 2 907 PERIMETER BARS UPWARD IN THIS AREA ONLY FOR PLA T. OF ADDL BARS. SUPPORT SOT SAPS NTH CONT SLAB BOLSTERS OWN WALT. TER AREA & 44 SLAS ENLARGED OVERFLOW HATCH PLAN BEYOND SCALE: 1/2" = T° O' S-16, S-17 r-4"-Crx4'-O' BILCO SINGLE LEAF HATCH - TYPE F-50 ALUMINUM W/ TYPE 316 SST HARDWARF- INSULATED W/ FULLY ENCLOSED CURBS & ALUMINUM LINER (40 PSF SNOW LOAD CAPACITY) SET HATCH ON NEOPRENE PAD AND CAULK PERIMETER PER SPECS smtiti THIS DWG w 15 x &-r 0 12' OC, I YP AT 4 WALLS. TRIM TDP AS REOD, CONT WS AMA MC-201010� A r CTR OF wAu- INSTALL PER MFR -o) RECOMMENDATIONS ev-4 SEE (—o3os 06 BARS NEAR EDGE OF SLAB AT QUADRANTS, SEE ROOF SLAB PLAN. DEFLECT DOS 70 LOCATE BETWEEN HATCH HIM RARS, TYP, AREA #6 BARS AROUND HATCH OPNG. SEE HATCH PLAIL THIS DWG, 7-7 Sm mp"Hw. uJoucu - rz ASHLAND RESERVOIR TANK REPLACEMENTS CAPITAL PROJECTS coNsmCTT 0N` STANDARDS 2011 UNKS 1 AND 2 OVERFLOW HA PLAN, SECTnIONS DETAILS 5�27 S I N V s� arvas OUO3 ' XVA .9 'NM m� e " . tf�l Im SDaV433Vld3 i XNVI 81OA83S38 GNHSV AbAmt mu U40m . cm ANGH TWM V0J 33S -_-. a f Liji r 1 �,- 1 Ali-,- w" lie f f a f f f ff If, ;t MS cw .... v__. .,. rr sm I sP,z 11 .9 ifON I a __J m_ m � sm I sP,z 11 .9 ifON I k 41 I io r k 41 I io .� .., s s 1/ ., 4 4 sf2 1 6 ,» _m _ _....__. _ _.. ,,w.._ PARBAR ALLEL TO SLAB RIDGE TO SUPPORT ENDS OF TERMINATING AS SHOM, TYP. ... #6 x W-0" LONG 0 10' j06 0 10" OC EACH SAY AT k , m CC AT TOP, PRO 2.* y TSS MATCH SLOPE OF Tom" CLR TO TOP OF SAB TOP p FRiOVIDE #5 x X-0` LONG 12* 0C AT TOP OF SLAS PERPENDICULAR TO RIDGE UK AT SLOPE TRANS'RON AS SHO C BELOW O 4 SH0ft OF SLAB NOW, I TIP, y h tOF SLA 16 T t z r I k RNSWIWARWAWMW as HOIST DAVIT BASE, SEE,. SEE Q FORADDL SLAB W ,. H) ESA SE PROVIDE fS AWL BARS AT 80110M ALONG 3 SIDES ,. OPNG AS SHOW.x 2'-0* MIN PAST EDGES Of OPNQ TERMINATE NTH SM HOW WiERE NECESSARY TO CONCRETE OF SLAS AND MAINTAIN } O ✓�+CLEARANCE TO SLAB TOP #6 0 TO- OC EACH WAY AT OUTSIDE OF WIN BLDG � SURFACE. TERMINATE 2" CLR } SOT TERMINATE 2' CLR AT VARIES). CENTER ON TO EWIS OF d� S� ,1 OF OF SLAB AND EDGES B J - . TERMINATE DHO BAROF WNGS AND SLAS IRANSI AS TYP J t( PATTERN INTO E.X ilk f NFTH 5't �t AT SLAB jj AT SLOPING TOP SURFACE } VAULT ROOF. O. (R LOCATIONS THUS), d ' OF SLAB ROP Of r ,d Tib OF FIN FLR TTS OF SLAB } Tcp" 2" CLR TO TCP C OF i SLAB 57 OUTSIDE OF BLDG VARIES). (TOP OF SLAS 8" PROVIDE 2— (ONE DOT) x i CENTER ON WEAN rk k � 1 PROS 2- (ONE. TOP AND ONE NOT) x 5' -Cr LONG AT CORNERS OF SLAB OPNCS TERMINATE VATH IW NOW WHERE NECESSARY TO CONTAIN RE'BAR w iNIN CONCRETE, PLACE STO TYP TOP AND SOT NEW IN SLAE4 TIP 5 9 D 4 0 17 4 ,,... .......,.... __..., __:._..r.L,...... ..._.,.....m. ..„.....�....„..,w_... _..._,,.,.,...» a.,.„.,..„___..._... ...,.._ _.tet.-�,a.. ...,. ..._._m .............._ „,,,.._.,....w..A........ a yl? 1 s 2 t/ °' 6 s” SCALE. 3/8"=t'_O» _Q BUILQLW ELM ELM - 1. VAULT ROOF SLAB.AREAS OUTSIDE OF WATER QUALITY MONITORING BUILDING SHALL BE COATED V47H COLD FLUID APPLIED WATERPROOFING PER SPECIFICATION SECTION 07 14 16. EXTEND WATERPROOFING UP VERTICAL SURFACES OF CONCRETE CURBS AT , HATCHES AND DOWN EDGE OF SLAB SURFACES TO 4 INCHES BELOW SLAB TO WALL JOINT. 2. WATER QUALITY MONITORING BUILDING FLOOR SLAB SHALL HAVE CLEAR FLOOR SEALER/HARDENER APPLIED, SEE SPECIFICATION SECTION 43 30 00. 3. COORDINATE WITH ARCHITECT FOR FUTURE MASONRY WALLS FOR WATER ' QUALITY MONITORING BUILDING. 4. COORDINATE SLEEVE LOCATIONS FOR ELECTRICAL CONDUIT PENETRATIONS IN ADVANCE WITH STRUCTURAL ENGINEER. MAXIMUM SLEEVE 'PENETRA71 S SHALL INTERRUPT LESS THAN ONE THIRD OF LENGTH ALONG ANY 12" OF SLAB. CORING THROUGH SLABS ALL NOT BE AL.LO D. low w4et 12% A „-. Cotwvdo 80204 (W3)520�-oIm Fax (303)625 -Ml ASHLAND RESERVOIR TANK REPLACEMENTS REFERENCE: CAPITAL PROJECTS CONSTRUCOON STANDARDS 2111 * 3 RY x x *� R x x a TOP OF SAOE YO f IiRB f tE., I. BTT MACE BT SII" B. e r IIS 0 10" 00 EACH PR01W s' WAY AT 2-06 (3-#6 NORTH -SOUTH) 8 AT BOT ALONG A SOB OF OPNG A5 SHOWN, EX 2`._.6a MIN PAST EDQS OF DENG, EXCEPT WEND NORTH—SOUTH BARS OWN k � 1 PROS 2- (ONE. TOP AND ONE NOT) x 5' -Cr LONG AT CORNERS OF SLAB OPNCS TERMINATE VATH IW NOW WHERE NECESSARY TO CONTAIN RE'BAR w iNIN CONCRETE, PLACE STO TYP TOP AND SOT NEW IN SLAE4 TIP 5 9 D 4 0 17 4 ,,... .......,.... __..., __:._..r.L,...... ..._.,.....m. ..„.....�....„..,w_... _..._,,.,.,...» a.,.„.,..„___..._... ...,.._ _.tet.-�,a.. ...,. ..._._m .............._ „,,,.._.,....w..A........ a yl? 1 s 2 t/ °' 6 s” SCALE. 3/8"=t'_O» _Q BUILQLW ELM ELM - 1. VAULT ROOF SLAB.AREAS OUTSIDE OF WATER QUALITY MONITORING BUILDING SHALL BE COATED V47H COLD FLUID APPLIED WATERPROOFING PER SPECIFICATION SECTION 07 14 16. EXTEND WATERPROOFING UP VERTICAL SURFACES OF CONCRETE CURBS AT , HATCHES AND DOWN EDGE OF SLAB SURFACES TO 4 INCHES BELOW SLAB TO WALL JOINT. 2. WATER QUALITY MONITORING BUILDING FLOOR SLAB SHALL HAVE CLEAR FLOOR SEALER/HARDENER APPLIED, SEE SPECIFICATION SECTION 43 30 00. 3. COORDINATE WITH ARCHITECT FOR FUTURE MASONRY WALLS FOR WATER ' QUALITY MONITORING BUILDING. 4. COORDINATE SLEEVE LOCATIONS FOR ELECTRICAL CONDUIT PENETRATIONS IN ADVANCE WITH STRUCTURAL ENGINEER. MAXIMUM SLEEVE 'PENETRA71 S SHALL INTERRUPT LESS THAN ONE THIRD OF LENGTH ALONG ANY 12" OF SLAB. CORING THROUGH SLABS ALL NOT BE AL.LO D. low w4et 12% A „-. 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I. ,...,ARENAWATERSTOP ,,.CURT PERPROOFING SP€CS SECTION 07 11 13 AND MBRADRRI y i £ € MC20i AT AU- WAIT AIN PANEL, EXTEND DRAIN PANES. FULLJOINTS 3 I REF 03030 , Typ NNW HEIGHT TO WITHIN 2 FT € At OF iAtAOE ✓ .T ROUGHEN SURFACE AT 001 9' 0C, TYP. ' I } NT TO 1/4' AMPLITUDE. I 4. £ ✓' PROVIDE 2' IMDE SMOOTH AT ALL FOR WAT PLACEMENT, CENTER B . C,g, OPTIONAL. A3 WALL ZoomERP TRANSITION, TYP x } d' € 1 :»� £�. .,_,:...:...:.',.:.. ,,.,...«....'.'.� � �,'�...»s:,.. ':...:: .... ........:........... .�.q(i,,., per: x- 16'0GIi i � ➢8 ! I FRP LADDER ---- , -, i£ S-31v�iH SEE 06001AN NOTES BELOW I £ I £ p g € } € tri t € ?Ii ti€ !! ;I Dr , 1 B' 2'-0' i B" SS O 99 0 C77ON SCALE; 3 H =t -6 S-34 14 CONT, EACH SIDE:-_ , i .q* PROVIDE BARS THUS IN ' ; Y PLAdi.__ t � EES 1 FOR REIPs6LAAE't LENGTHS REDD, i CLR t- eft 1 x t 0 12' OC 092'tDO ..-_.. GRADE. SEE a..,....,, CIVPL SINGS x. \ PERIMETER _a I o CONSISTING OF 4'0 F4 3 I 1P R PERFORATED PIPE WITH THE INVERT AT A L PROVIDE Ate.- BOF OF i WALL } d' € 1 :»� £�. .,_,:...:...:.',.:.. ,,.,...«....'.'.� � �,'�...»s:,.. ':...:: .... ........:........... .�.q(i,,., per: x- 16'0GIi i � ➢8 ! I FRP LADDER ---- , -, i£ S-31v�iH SEE 06001AN NOTES BELOW I £ I £ p g € } € tri t € ?Ii ti€ !! ;I Dr , 1 B' 2'-0' i B" SS O 99 0 C77ON SCALE; 3 H =t -6 S-34 14 CONT, EACH SIDE:-_ , i .q* PROVIDE BARS THUS IN ' ; Y PLAdi.__ t � EES 1 FOR REIPs6LAAE't LENGTHS REDD, i CLR t- eft 1 x t 0 12' OC 092'tDO ..-_.. GRADE. SEE a..,....,, CIVPL SINGS x. \ PERIMETER _a � � o CONSISTING OF 4'0 F4 R PERFORATED PIPE WITH THE INVERT AT A L BAR BERDS AND AT CORNER BAR # AT LEAST 6' BELOW THE im 4 Yx HOT OF THE VAULT BASE J3 " W 0 EE—is %As PIPE SHALL BE 4 -1 B SURROUNDED BY AT wm !EAST V (4" AT BOT) OF 2 NO 67 COARSE TW g AGGREGATE MATERIAL SURROUNDED BY FILTER D ASHLAND FABRIC, SEE CIVIL DIGS, SPECS AND GOTS CAL T FOR ADOL RESERVOIR INFORMATION, VARIES, SEE SECT 12)1 TANK REPLACEMENTS } d' € 1 :»� £�. .,_,:...:...:.',.:.. ,,.,...«....'.'.� � �,'�...»s:,.. ':...:: .... ........:........... .�.q(i,,., per: x- 16'0GIi i � ➢8 ! I FRP LADDER ---- , -, i£ S-31v�iH SEE 06001AN NOTES BELOW I £ I £ p g € } € tri t € ?Ii ti€ !! ;I Dr , 1 B' 2'-0' i B" SS O 99 0 C77ON SCALE; 3 H =t -6 S-34 14 CONT, EACH SIDE:-_ , i .q* PROVIDE BARS THUS IN ' ; Y PLAdi.__ t � EES 1 FOR REIPs6LAAE't LENGTHS REDD, i CLR t- eft 1 x t 0 12' OC 092'tDO ..-_.. GRADE. SEE a..,....,, CIVPL SINGS 15 0 9" iX° e #509'DO 9- 0C - 4Or _...,. i'` + . 14-+4— r., . y d t 414 L I i t TOP OF SLAB $AND CONNECTION SETWEE-N SET-NWALL DRAIN AND E AROUND STRUCTURE L I 9aa 0 x 3'-O' 0 6' OC 2—D ...-:6' LEAN CONCRETE (ENCASOAENT CONCRETE) STABILIZATION MAT LAYER REF` 12FOR S--30 ATTACHMENT TO GONG RAILING RAILING POST._...r FRP 'd aT BEAR .... III Ts 1!k -Mi-M.,11 �SECRQN-PLAN Y L PRO'ADE LADDERS AND INTERMEDIATE LANDING PLATFORM, CONFORMING TO THE GENERAL LAYOUT SHOWN ON 'THE DRAWING. 2. LADDER GEOMETRY AND DESIGN SHALL MEET THE REQUIREMENTS OF •"FIXED INDUSTRIAL LADDERS'. 3. THEMINIMUM DESIGN UVE LOAD FOR THE LADDERS SHALL BE A SINGLE CONCENTRATED LOAD OF !i LBS APPUED AT ANY POINT ON ANY RUNG, PLUS ADDITIONAL CONCENTRATED LIVE LOADS OF 200 UBS PER EACH ADDITIONAL 6 FT LENGTH OF LADDER. 4LANDING TFORM AND ITS SUPPORT SHALL BE DESIGNED FOR A UNIFORM ►} PSF LIVE LOAD, DEFLECTION SUPPORT FRAMING UNDER DESIGN LOAD SHALL BE. LIMITED TO 1;�* OF DESIGN SPAN. PROMDE GRATING WITH Ir MIN DEEP LOAD BARS. 5, LADDER AND LANDING PLATFORM FRAMING MEMBERS, RUNGS, GAGES, GRATING AND ITS SUPPORT, RAILING AND BRACING SHALL BE FRP, UNLESS NOTED OTHERWISE 6, HARDWARE SHALL BE TYPE 316 SST, 7GENERAL CONTRACTOR AND LADDER AND LANDING CONNECTIONSMANUFACTURER ARE SOLELY RESPONSIBLE FOR DESIGN OF LADDERS AND LANDING PLATFORM, THEIR COMPONENTS, SUPPORTS, A STATE OF COLORADO PROFESSIONAL ENGINEER, AND THE SHOP DRAWINGS AND CALCULATIONS SHALL BE SEALED ACCORDINGLY, lm� LANDING r ._..05 0 16' OC PLATFORM PROIADE VERY BARS AT CORNER BAR BERDS AND AT CORNER BAR _.. is- 0C _...— , ...-.-_.._a_ _._ 609'0C J3 " W 0 EE—is rt 4 #5 x 016 GO 2 S--36 CONC WAIL D ASHLAND 15 0 9" iX° e #509'DO 9- 0C - 4Or _...,. i'` + . 14-+4— r., . y d t 414 L I i t TOP OF SLAB $AND CONNECTION SETWEE-N SET-NWALL DRAIN AND E AROUND STRUCTURE L I 9aa 0 x 3'-O' 0 6' OC 2—D ...-:6' LEAN CONCRETE (ENCASOAENT CONCRETE) STABILIZATION MAT LAYER REF` 12FOR S--30 ATTACHMENT TO GONG RAILING RAILING POST._...r FRP 'd aT BEAR .... III Ts 1!k -Mi-M.,11 �SECRQN-PLAN Y L PRO'ADE LADDERS AND INTERMEDIATE LANDING PLATFORM, CONFORMING TO THE GENERAL LAYOUT SHOWN ON 'THE DRAWING. 2. LADDER GEOMETRY AND DESIGN SHALL MEET THE REQUIREMENTS OF •"FIXED INDUSTRIAL LADDERS'. 3. THEMINIMUM DESIGN UVE LOAD FOR THE LADDERS SHALL BE A SINGLE CONCENTRATED LOAD OF !i LBS APPUED AT ANY POINT ON ANY RUNG, PLUS ADDITIONAL CONCENTRATED LIVE LOADS OF 200 UBS PER EACH ADDITIONAL 6 FT LENGTH OF LADDER. 4LANDING TFORM AND ITS SUPPORT SHALL BE DESIGNED FOR A UNIFORM ►} PSF LIVE LOAD, DEFLECTION SUPPORT FRAMING UNDER DESIGN LOAD SHALL BE. LIMITED TO 1;�* OF DESIGN SPAN. PROMDE GRATING WITH Ir MIN DEEP LOAD BARS. 5, LADDER AND LANDING PLATFORM FRAMING MEMBERS, RUNGS, GAGES, GRATING AND ITS SUPPORT, RAILING AND BRACING SHALL BE FRP, UNLESS NOTED OTHERWISE 6, HARDWARE SHALL BE TYPE 316 SST, 7GENERAL CONTRACTOR AND LADDER AND LANDING CONNECTIONSMANUFACTURER ARE SOLELY RESPONSIBLE FOR DESIGN OF LADDERS AND LANDING PLATFORM, THEIR COMPONENTS, SUPPORTS, A STATE OF COLORADO PROFESSIONAL ENGINEER, AND THE SHOP DRAWINGS AND CALCULATIONS SHALL BE SEALED ACCORDINGLY, lm� t ml,416 I T'4t it.f L,. OUTLET VAULTS R S 1 N S-35 VARIES PROIADE VERY BARS AT CORNER BAR BERDS AND AT CORNER BAR p INTERSECTIONS, AS SHOW4, TYP. f1 CONC WAIL D ASHLAND RESERVOIR VARIES, SEE SECT 12)1 TANK REPLACEMENTS THIS0 v 9' 0C, TYP. TERWINATE WALL HORIZ AND VERT RUNE" 2." CLR FROM FRCP OF PIPE.. PROADE ADDL NONE REFERENCE: AROUND WALL GONGS AT PPE PENETRATIONS CAPITAL PROXCIS F PER RETAIL � 2 LOCATIONS THUS. CONSTRUCTION STANDARDS 2091 S--33 war'x. am^„zarg '. 9, OC, TYP mm OC, TV -1 #6 � VA 0 9* OC, TYR w TYR T yy o Date Description RE"ASIONS VERIFY SCALES NSR t5 ONE OCR ON CRR:NQAL ARAW#4 lawammumm IF NOT (IN THIS SHEET, ADAMT ScAus A Y.. PT W 1,571 CMT Ow Fu— ORAW4 6Y: DH& RY EMS /D A11,7 t ml,416 I T'4t it.f L,. OUTLET VAULTS R S 1 N S-35 S,LN3V43OVlcr-MYI 81OA83S 8 GNVIH V 1i, NNC? 71VUON H r '3s JgWALYl dIIJ ONIONY1 day _v. 31VId 301 x aGNV SINS day i S£_S oma 33S 'raaa3LId OMONYI day Rim DENVER WArER 16W West 121h A e i5 s4 4 (30)528—SOW m__w.. ....._.. .._.._... w._. w A«v , . 8 2 L# 8 " ? PROVIDE2-j6 (f TOP AM) _ m .. ._..� en ONEDOT) x 5-0" LONG AT � rte. x c•.rsam FI! E 1 ! 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TANK REPLACEMENTS s A REINFORCEMENT 42 `_ a __a. „T BOT ROW IN SAS, TVP TOP OF w " REFERENCE—S-38 * "€ CAPITAL PR CTS ° ' .!x as CONSTRUCTION STANDARDS 2011 . w , ....., SEERAILING 0 3 DES,38 ,wrw.r aiwirw�at,«e.+ang GATE SEE SNT S _. € P 4 ADOL BARS ...,,-. ,.r �,___. HANDRAIL, a� I (2 TOP &2BOT) x • REE 8'-O' LONG, MATCH Q SZE OF "EYP SAAB v EXCEPT FOR SAW PLATE OnTiTro REW AND ALT AT F111111Ettk'f'A 1/2 SPACING 6"..:,._ tC3 ". 9 T ., ...:...,._ _... THIS DWG z 3 I' 2 CONDUITS NOS 1 AND 17 ROOF PLANa NOEL SCALE. s/ '°=T,_O. SCALE: 1/2"=l'—O* No Dote Desm0tion FLOOR SLAB SHALL HAVE CLEAR FLOOR SEALER/HARDENER APPLIED. SEE ROOF SLAB SHALL BE COVERED WTH MEMBRANE PER SPECIFICATIONS. EXTEND REMSIONS SPE:CIFICA'110N SECTION 03 30 ISO. DOWN FACE„ OF SCALL HEIGHT SPECIFIED. VERIFY SCALES a 1/2 _.. ON OR9* G 21/2",.. 0 wasmomwam 1. R' NOT OW WCH ON M IN= AOXST EDGE OF CORD ES Y R c _ _ ... T AIT 15715 s SHT -36 BY )r THICK S71. 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(303828-&e6I WASH DOWN SUPPUY Si'ANDPIPE LOS OB ---4' SCHED SO PAC SPOT CHANNEL �(TYP)— WASH D6M PIPING allRPLYr0LQPIPE — — SUPPORT CHANNE SPAr," _DETAILZ.4 Qi ASHLAND RESERVOIR E,_ 4'x 4% 1 1,12' TEE llii) 1 1/2" 'PS) PIPE NiPPLE —HANDLE SHALL BE BRONZE OR' PLASM TANK REPLACEMENTS '1 1/2- -V302 W/1 1,12- THD BRASS NPPLE NPT (MALE). NET FIRE HOSE DiD (MALE) XNOZZLE CAP (FEMALE) , PST (I IRE ROSE' THD) REFERENCE: CAPITAL PROJECTS CONSTRUC'nON STANDARDS 2011 DETAIL 5 DETAIL6 TIT7, A Z\ 'Al I "f No Date Description ESE AWNS VERIFY SCALES BAR IS ONE INOK 1% ORIGNAL DRAWK wwmmwwwm W Nol ONE WCH "N ,'A clV, ADPJSI SCAITS ACCORDNGLV TT 0, CAO Dwr FkL DRAW BY. mis LIM 111 DATEhd rch, 201C '.�ONTRAC4o �JJ3 ;S SIM10 DAM, AS BUILT BY; CAAWRO TrfLE WASHDOWN & MIXING SYSTEM SECTIONS M-8 r4'0 EWPANSSON JOINT §3/ "ST SPUT RUMPMG RINGS AND HARDWARE WALL-- AS SPEC T 40EINT 0 SFIRT CHANNEL SCHED 80 PVC PPE SPIV 0 SPHT CHANNEL (Pe?) /---INSTALL. 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NET FIRE HOSE DiD (MALE) XNOZZLE CAP (FEMALE) , PST (I IRE ROSE' THD) REFERENCE: CAPITAL PROJECTS CONSTRUC'nON STANDARDS 2011 DETAIL 5 DETAIL6 TIT7, A Z\ 'Al I "f No Date Description ESE AWNS VERIFY SCALES BAR IS ONE INOK 1% ORIGNAL DRAWK wwmmwwwm W Nol ONE WCH "N ,'A clV, ADPJSI SCAITS ACCORDNGLV TT 0, CAO Dwr FkL DRAW BY. mis LIM 111 DATEhd rch, 201C '.�ONTRAC4o �JJ3 ;S SIM10 DAM, AS BUILT BY; CAAWRO TrfLE WASHDOWN & MIXING SYSTEM SECTIONS M-8 DENVER �WWR IMIR::i ,6�) %k,.t 120, Aac,sarc .w . _ _� _ .,."w.. _ _ scf�,o 8020 229% i kSULIANT SCHEC 40"�., w mo,w. edws4i , :22 TJ$i 1 PAX 90' PAS. SCi9£`J 40^„w >19 3/ PAC cCHED 401—,"^+.. /7/4 2'4 CPI G =77 pFILTER20x2O Se,.HED 40 PVC,__. � M, „.. � CAMNL FARR `r PVC SCHED -4101, LG ._.. 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BOX TO iEZAN :EhFE:T GRPiA31€T OF E)X_diU— 1, EXHAUST AN DIMENSIONS AREAPPROXIMATE, SEF 3 SEE SECTION 23 31 00 OF` "'t0I ICA` 9�MANU A�TR URELTRF INING S. L cT\ TYPICAL INTAKE SEAL PIPE CONNECTIONS MATH PVC PIPE SOCKETv��Elnrs � ... �`� � Alts SEALAN1, AND/OR GASKET AT 'EEA,c.E: NO ,,GA;.t F! L T -P C1X_.,. _.._ ".. NO SCALEVARIES m _.._, MOTORIZED "w A,'UATOR AS SEES D d {" PIPE Z\ .aSi CLAMP � A-- w ul No Date Description BOLT e+T ATiON tie MIGE2E1tISiE tS k RACISTS H-/ L1�4_LES. WALL MOUNT, ,_,,.»., .... 1. VEFtIFY SCALES ' WA » � BAR 3S ONE NQI ON ' sfs�." POP RIVETS �rrP FOR 4) fii2lui33AL Gn'.dea�tNC: �.... __. _�__..__........�,.,._.,_ DAMPER 4sr'tAeCTC�RlTCC� ------ G a�� x" __"_ ONE INCH ON L?1Mt: i9 T#C3PI 6N eNCedE S ! / ACTUATORL�..� T IS T CICET, 3C ADJUST RAC !C TYE t� 4 T a F+ .t _ su nQcsTz+ r._ „_{ _.r/ w �'` \ „,.._ _'- ' T'i'F+£ sS ttt:. t 10 Lt 9 1,- I ,.t .%. 4 #. ti„C � '..".;""' MR --,«w RUBBER RBELLOW--`^^"" P wS}tS i5 FU:EF _.. 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AS T 3v: ASSOCIATED WT ..>mm.....�...�,.,._____-____....__... iduA�"SI. ..... .. _, ALL TEMPORARY Sc RM«ES AND _q,iEPitC_TtFPERMANENTsN,IA A BICN JTt3lk E€IrAENT SEQUENCE PHASE SCALE: � 7ax -1 31nG3HOS 8oionGN03 v iinGN03 1:11 :, N W, V?, i a �wfY 9th 5w NO "041 Ito A ON 41 Wawa=== 0 ONNYW IVNXIAW N" K)m 3NO sl sve S3WOS MINIM SNOISIA38 uoqdposao 9100 ON V I= S0,14VONVIS N,(Nl,,)n&SN00 SOX0,46 TVJ3dV3 :33N383AL�„ SIN3M30VId38 ANVi 810A63STJ CINVIHSV --Lqvi -In"No n—v '"ZI 4--m DOM 831VM 83AN30 'i:6 "a ;3 z 0 m -4 St �2 4R a -1 a �-6' X -t3 2-' 4d 42 4A S� n .a 4:� m p CD 'n > m > it I z 7 a 0 a 0 a 0 0 0 0 (N 'N '1 91 li 111 9 9 9 9 Ill 0' '1 9 9 9 I'z 11 9 9 1h 1a tt91 1A 1d 9 li 11 li 91 9 0 P-1 9 ll? m s 22x. an :4 :cl m 'P _0 Y -0 < < < < < < < <Cy n€ trs < < m 0 < < < < < o�vs 'A sa o< (i Z a 0 0 9 " ,, ,, �b Jb, rm) �Go) &M) OM 0 Q -'Q om 0 0 0 2 0 0 0 0 c --i 0 (n to (o W -4 W 0 0 0 0 0 0 to to rp W 6 > -,o -,3 ;4 -p lz -i-, -g 'P. -04 v Q 0 0 0 > 0 > > > > > z > z > > > > ;4 i�� Ki > > > > > > > > > > > > > > > > > > > D. > > > > > > > > > > > > > > > > > z 0 v v S v v > > 'N > > > > > > > > > > > > 3c c c5 A A - - - - - - > X mix X X X X X 7 :T X X X > > > > > > > > > > > > > > X > > > > > > > > > > > > > > zg �3 ti .'TY. > C-) -0 C-) > xxxX m X X X X M X X X 0 X X X X X X X X X X > > > > > > > > > > > > > X X X X X X X X X X X X X X X X X X X X X X X X X XX X X X X Xt%t to > X X x x :r, -,r� :z X X :c T x :r, :r x T :r 1 3: 1 m -4 0 m -0 4 0 ID m w w > M rp m m o m m m m m rn m 0 w T n CD w to w 3� co W�w w 0 (A S, M--1 M-1 Z < Z Z Z 'C mn ca I 1 0 v 0 o on X 0 1 1 X X 'U rn ear en M < 0 In -0 X X w w 10, 0, 7 1 4 0 , 0 m T X m T Mcn V w r -t� ;� E 0 m 4. 4� t�- p I- 4 35 > m 0 0 0 ra0 m m 0 0 FA U� -n M m m M V , Z z Z 'D M, M, < < U) w rl m m m < < 1� M m m m X ;u o o m T p 0 w 0 , T 0 0 w x < C, C C M m Z M M M a m m c a <13 I M M 15 ;: C: trr- co z -4 0 V) m > m a >b "D 02 > > m m z 0h u 0 Ln cn 0 'o T > 0 (o 0 z 0 rn z Z 0 P. < 'a CA < < 1<1 < < < mcam rsz CD 0 0 A Ca (A 121; 0 9 0 0 C F C7 C«0 7i 0 0 Z ni 0 0 w T z z r I Z G3 0 ate. w z i2 0 3d us to a u� ua 0 u a 4000 West S"s'xh A- 104 -v W. d. E°�a«Ca _,.. ._ ...., .,...- _.�., ...... .. ..a.. a .. �_ .. ..._._ .... W.. ..�_ ,... .. .�.._ ^7 Ph— (303)628-6000 ...„...... �. �._ wrr,dwanwm«rx8mt otg 33 $$¢{444 C.QN�iSUL i Ate§T "'rode fQ w t a ci sa tom �w�UA 0 z f% 4. & < � N C4 C4 C4 ASHLAND RESERVOIR < t-^'} �j `,ti{ REPLACEMENTS.¢ gr 0 E^�. ��'yS �„y ply �y e^ 5, 5d1} °"" N w iSh y SV ro••• N 4^M1 4C) atS S.tY U"A tfT yep pvp w• dy N N W 49i"„. Eµ C: S\C l S ui LU CAPITAL }PN'vsCCTS 5 CONSTRUCTION STANDARDS 2011 a, CG. i"u%au>.ta'.*:eaastnvs/kng6esm>n,t",vvz.,r,fct"c'3 [ x x a: x s x x 0 x: :x x x � � r r»• r», r, us cu cu t1 x_ _, ,.�.... ti s scar csa ctno cn atrr to vz s c. ca v iu> v U cs acaaa u3 srt 't. : 3u u'sn _ ._ ca >aCaca: r r c°i cis a `E 0 0 cr a a) ie Q. a. is as u u a. E x a a a a a a a w ur >a ni M aw m _ ASry r, c�a ry h x x x x x s ! _..._. CD uj Lu m as d x x x. " `r C'3 t7 t € ,, t..,hr/ta rt>vnc. et7+z SAE x x a a a. a a ( c4 * a a a c s c to a c a 5 v R. a a. 0, v� I g a s �¢ �a z s cn c+r cn rn cn va rn A) as � at: ux an aaa ua w ca} ua cn cn rra to v, }�} },�} Ta v; yr c+s rn � �> � car crx t� crs ca is No Date Description tPi i-- 4- a^ 4^ h N F- !• F- ,-, @- }- !- P- x } ^ h !• h h- tM f tT: h F- dam• M h •., cw }^^ }- CP7 ev ry � as *st raa eys <a ux uy m . ^ cca w rex w � as xc" as ur � � Q -M ax r` at xr ai _ ° 0� • Ci az is ca cr v a g 6 � 8 a r- !BASIONS u x m m m VRI SCALES d 4d C d # BAR IS ONE NCH ON ^. '" yy yy, c, nc rr av ORIONAL DRAWaNG 0 ytixps ass a s^ az ui u`> au c,+s; cv At NOT OW', INCH ON TTWS SHEET, ACA.k:IST SC.ALE$ ACC G0 r in vs aa... ua an cn ur s crr +n u> crs tix cr> u3 r+r sn w . cry . ut vs . . . . an . 0 err c.z Nrcac sat€ t,i-15„L7S'GN L'x''..CC`i tC'A. C? C7 U' Ct f,7 Ci' G7 C'7 G'tC`,'> ,-•B sC sx c °.e ce et se r c t ec €em sa cr rz ox cz Ea: r>~ a: ce ¢z a° a<. cs. P', � � 'asaAwN BY, diJS _ c� ci a cc ea ci u cr tr ci 5 t5 v c5 0, es 5 i> 5 ci a c> e cr c5 c5 ca ca s cS c5 c5 S a E” > > ? > `.k > ? ✓ > > > > > > > > ? > ? > ? > > > > * �, :+ > ' L"HKk1 i:Y: C'f.s4h*;kwCd� tly.�..��._..._ A:. &i 4. ii a,... ta. Cl. 0.. C6. A,. Ll 4 fA. 0. R CL .......,.«. .,,.n... PD r taA'E', AIN `rtx...Ci7Pt 6 isrto i«r �, » 4,, yr B, 4 D, i. r Nsr in to 6 ;a 6 6 GONI?ACT 14653B .... ..._w_.._�. t`~ h. P. Sw. h• t. p.. S. F- h �„ n h Sw t•k as PM h• P rv. t F- __ _ %±? + G` CJ G L2 C} 6 '.6 0 4' " µ Cs 6 Cs 0 Ct 0 o "" 6 0 0 e*F 0 C? s1 cs c7 S.'r "' "" €3 [? 0 � Ci CY CJ NEED BOOK NO, _._....�...�..W._.............,..,.„.�..,.,,... AS 8UkT DATE: ipu �yy AS E' LM4 T et". t'f m t*'S rHi9 6! C"L Cvt ems i�.i as c ca c> +a cs ca c> Css C'x "'a to `ds°' o ca a cs c� c"Tx , ,i fit' ` C1€2xsiNC TiTLE CONDUIT & CONDUCTOR SCHEDULE CONT m sal � .,$ a as r z Gk i? 5 U 4000 West S"s'xh A- 104 -v W. d. E°�a«Ca _,.. ._ ...., .,...- _.�., ...... .. ..a.. a .. �_ .. ..._._ .... W.. ..�_ ,... .. .�.._ ^7 Ph— (303)628-6000 ...„...... �. �._ wrr,dwanwm«rx8mt otg 33 $$¢{444 C.QN�iSUL i Ate§T "'rode fQ w t a ci sa tom �w�UA 0 z f% 4. & < � N C4 C4 C4 ASHLAND RESERVOIR < t-^'} �j `,ti{ REPLACEMENTS.¢ gr 0 E^�. ��'yS �„y ply �y e^ 5, 5d1} °"" N w iSh y SV ro••• N 4^M1 4C) atS S.tY U"A tfT yep pvp w• dy N N W 49i"„. Eµ C: S\C l S ui LU CAPITAL }PN'vsCCTS 5 CONSTRUCTION STANDARDS 2011 a, CG. i"u%au>.ta'.*:eaastnvs/kng6esm>n,t",vvz.,r,fct"c'3 [ x x a: x s x x 0 x: :x x x � � r r»• r», r, us cu cu t1 x_ _, ,.�.... ti s scar csa ctno cn atrr to vz s c. ca v iu> v U cs acaaa u3 srt 't. : 3u u'sn _ ._ ca >aCaca: r r c°i cis a `E 0 0 cr a a) ie Q. a. is as u u a. E x a a a a a a a w ur >a ni M aw m _ ASry r, c�a ry h x x x x x s ! _..._. CD uj Lu m as d x x x. 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PEL CO PP SEREE4 YA'CRf'D EOLl t20"'Ac. 3JCLLARM #F` READY SERiES t3W75Cl2N f GA . iypV.C...4 NO SCALE �J qk �F,^.1} `� paa fp�Y^�8gpry#p+�tp�fS✓ gLpdgyd ti _.my C�,,?} qi �G ,.„.,.,y,� NO SCALE -BOLT ClRCLE !G�T PER MFR'S TEMPLAIL }jf ,rvf1ANG ,L4t� cnETts EEGrratT A Ota GAUGE 2 PAIR 0W_RAi{ SHIELD F.#ff 54E`C+ B=18 GALdt,E 2 CONDtlCTOR CF�E'RA.L. SHIELD M, 1tAf. ROD CU, CLAD STL LED LhK`ffLEo_LE4_._2 SCALE: C-22 GAUGE A CONDUCTOR OVERALL. SHIELDprt€tSCH #A2 D #'AER Lir FIBER OPIiC CABLE S ;s".€� 2 ECA"v''.E'c NETWORK CABLE .. 4'%KKR 7C E PifiE tNE T �” �.tTIVVERTER a9,.""CRVAC ChtST..Ei' RAMB SCRAMBLE KEY PAD KEY PADPROX 2x�A°�eAl. POWER URI fi 1 � � C�_ NO SCALE A.2B A.2S tiCDIAR 5G'R,kAR a... eax ;E_ -BE X 'TU b Tr MTH r.b�:IEERI�AL MELM3 mrLm3 E L. rata tiiRSCri M2 C C 2E3 A 2C>UWE.R C C 'UPPLY SOP- E;'t?1ERNEi` DOOR CONTACT DOOR CKNIACT c€AkNBLrE RANABPROX E �< c-� 2UVAC F'CtN"E:R KEY RAS:? it.E"C"3iAkC..,#it3dC..f. 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V wa@n CIO 0 SET ALL 'Or22— 02 ✓ SA"3--4 NOT USED __ i C30 0 SW 24 - REFERENCE e s t RS232 Sw �M FOUGN`NC: O{Oh;FXTTjNG CA€Abc�Nrs+l�Ts3An;wf srrProRAfweO� fAEewrUr S� �IS CONSTRUCTK)N STANDARDS �r.2wM MODEM eATt; GitON WATO4OG C#RCUT ENABLED ww 562 1ENABLE b4s.-OFr ?CG CeRf(dT EC4 21 50 06 9 FOP, E F4A, TO SOFT SS�TCFE G*kS DETAILS SW2-2 ,Ctw .d t„t'c5. 'a ✓"i S 3 �4 s � *SOFT SWTCHES AND FLASH F1.. ES ,.: 10 02 0rF - SOFT SWITCHES, CONRGURAPONS --28 RS232 AND FLASH rLES ARE LOOKED € RASLOCAL R �i O".FAUCY 9 G PF4iA AN. . ,�...,.,. ...w.. .�.,.. �.....� x ..._._,rc PORT S -3 USE / WOORE ON SOFT ;FT S"2TCFSES " � �„„;.°. 4 1 J C2 !3600 SAUE t �SOFT S`da4iiES (OuUF;iA,dREi3 IN FLAB) ! `" w2E#"� $ i ,[ 0 F- NOIORE SOAT SVT"CONFICURA`1ON FOR CABLE Mt OUT OEl ki-,S ,. �... ...� .. AND USE, FACTORY DEFAULTS t�! _ $� Caw .; 7i_..,, CORE E #.kms tsRkALED cv:OTC?32-- 32 (SFE Ss.36) t Y, INSP LdY c # RS486 (USE RU RE3AOTE.LOCAL SNEIC St,2 COMMUNicAnONS ONLY --1 ON F T,A d VALUES IN VRADURING RESTARTS � SET taiS.. Otu ; �12/17 a FWA[ t'CA'38V ------------- 4. + atiA2 5 T t a _ .x t SC,'4S 0 O T FOACE t SYSTT2 O REINITSAt.YSE SRAM ..__es .,......_.__..__. .. ,. �.....M.«...._........._,_.._,......�... .m.w.. ..`x,i m SiA2-6dNOa Uax'."s�� No DateDescriptionLe.aVT Oto ,_ �—= { SW2--7 NOT USED LEAVE ON' REMS€ONS 36 COMIM PORTEl C t E`FAUfT IP ADDRESS 2 fTdAO E S NORMAL fiAf ib� � 10,0.1A 5-� � ,3.,- VERIFY 1�"Il�.l��s 9 �--- ..yy ..°.. 4'4atvil#, Cu i (010 NOT $ai$. 33A' MCC,3kA,£a` 'Eta RUN a�.,.` T) SAH IS ONE 01404 ON7" 3iB - INSA,91E 8007 PROOT' DRAWING rya. ,`»c.•tYNA WlYIDIAG TO RUN D. -ST .. SEE SHEET 9 $ �...,�---~w•-a 'A y w V NOT ONE WOA CA .r'{ F°O1, ADA$SI .^a PL79Fc:R. tA#RiAi '1 °- SG.A 1,r AINS 91f`CCn'?it€NWAY w3 _.,..... a' .1... _.....,. ...�.._. �FUNCTIONc �g Fi oSUO � CAO trtrtE 753,5.LiS%N PYG7 01 4 i SW3-1 : TX+ TO RX LDOP £#ACA § AN ONLY FOR MkGNOSTICS � 41...,#rv'tnwra er .T •_'. E3C? RY RACti{iiF' „.^„A” d.• :A' {" S1S�3•-^2 TX— TO RX— LOOP BACK UNI ONLY FOR �.5'sAGWOSiSti � � �......».�....,_ 4s'',„• fCl 0Y; s .ANA cT'{. A .. .,.,....,......,. .' ` ✓"� `Xd.T .3 #'" t7°4lat F{k+ T"'TTtdi94AiS ;ki4 w,#§T EAan fii +EOE: OirL'2" 'twat~' ' BY: „T.,. w, ( _ 4---- J, Waw,., DATE, h C 11 u x ' ", .. .✓' p '.. , P 4 t S%Y"+—A ?Ow S}si4i Sk t"'E'k3kwt°A•.rt'fl'iO,'4w �i t'T34 EhFE iUt SE,S isFwC.Y ,.�,._.� (g w. .�._ ._._•._....,.Y..._.a ,✓' ...,......,W,.,...,,�,...w..�.�,m»» .,tea..,... _....._.....,,_..,..,...._.�,� ....,.._ 111411iti 6 CdA"dtRAG 1401i,7f?_....,e \ _�m_ a. SA T d5 t Liz 63« 6 1 N /A sd /a �_• Et P �r aEt,AB "SF" «s5aaaF 3—$%RX EStiAa LENR $ 'E'kcT E.PS h%tbC,E tN 3 ., 1 .wG nft .�..,.., .,..�.,. k AS SUM 0Y: -- 6 e r -4 7 JUMPER MUST BE 4'7--DLC-ASH SETTINGS PLACED ACROSS .SPS CHASSIS 4,8 FUS? BATTERY BACKUP, 48-- -TLI :,x P[,C-,-Atari BACKPAN L AND INTERNAL NAL EQUIPMENT TO BE PROVIDED BY A°Tp �� s E3VVNk:R � 04 08 44 4 rr 4_7 i 4. 9 50 [CEFo1 4+OF20 FTOOR ,...�...,.�.�..._.,.. Y - [CCTe t. s F�Fi�)TE "m _� ____.. __----__�� t ----------«-- •-------------___ FV 0--03 OPEN1 CLOSED ,.----__—___...—___ _ -— —____ _—____.._.__ __--.__..________ ri [COI 3 ----------------------------------- REMOTE' FV at.}. F i^ 2f07,EN . a CLOSE .. d REMOTE r . ,,.4_ R i`V 20-02-µ01 OPEN _—_ —,..__ - - — — — — _—_- --- — CLOSED [COW] INTRUWNA ms - (€ . LAD :: _..� acs �3 ENTzL.EsE�r.E ALARMS _ � w _ _ _..; E 0C" OWAVE �€ CRO y EXTERNAL RACX SLOT tt 0i I,XGt7 7 E ik)L1 k v c +z s tE P3 4 ;. I} -n CV—d. 80204 CRS07 Baas} zs-- 0 ort t3FR2e CRs ff "9#�aa } 0.11C " iZLMT�+ 4,. ,: 6meYvcrvx�ter.+xra (t j POWERisCrR --� ^d3R5i.ii TAN'! Ct"S4S 33 UPS POWER «mmw is Gy atsE c 3 s E W O POWER SUPPNs 1& ? 0f'« ARE CW, 3 S 5 L 08 Di.104 4 WATER ON FLOOR ALARM D1305 N _,. ( « 7— C3 6 f iNLET' VALVE iN REMOTE C 14— INLET 4--& 3L ET VAtkrL OPEN rNWa AsiR 3 E y WLET Vis ,. OIN=ATORASHLAND t _ E,'kI TANK 3 FfUJN TANK REPLACEMENTS L AALrt W REMOTE 2 2 TANX I FILLING vlq,VE OPEN 22- 3 6 TANK a F`KJNG iAXC�{VE CLOSE CAMTAL PROJECTS... CAR 5 -- CONSTRUCTION STANDARDS 2011 � vwwr a#en+err�#ar,oeg .N,.......«.,_,...._.....,.,.�.........,.m..,,.�.n..._ .,.,«.�.., .« iS38 a' � ``.ANK 2 P LONG r6......f7%e'�°9 wv`thusJk.�ln�eri�g.'avcr�sarfctxC? w. ! 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IndM W100 9 10-S ADY8 IV"31X3 0"" WI(MV&NOD =Dave MLSIUS m aso-w'dols 19 3AIVA 13W V N3dQ/_g w"Vls IkIVA I�TtW Z z Mo "Us numn z xwl KMD/IUVIS 13-ar3`, r "ima 01 "00 e. ___ ___ 6 000 bZ+ 3_'olo/mls JT�Lno t xwvi f, JUMEJ L qll�' �D"f� 3NIVA W11A z NNY1. :0SC J a 3AIVA DNMU �l 9 z ML4YI iso -l"'),"4 )k5 'MIVA �MMU nC09013 3NIVA WIlU EjJE2;K11:G_J t XNVI ri 31,=. IndM W100 9 10-S ADY8 IV"31X3 0"" WI(MV&NOD =Dave MLSIUS m aso-w'dols 19 3AIVA 13W V N3dQ/_g w"Vls IkIVA I�TtW Z 1 23 fm 6 2 4 29 r 0 r .. 4 d .. U. c3', f ara a 0 € ;* Cr fy U) CK UJ T__ X Of Hs 13 a, 0 c1a 1/0 OR T8 NEMA --4 ENCLOSURE 4"H x 2CT`W x 10"D SCALE: 2'-1'--0' SEQUENCE OF OPERAMN DE=E FUNCTION TEMPERATURE, TRANSMITTERS T1 AND OSAT WILL PROVIDE FE'EDPACK OF THE VAULT AND OUTSIDE: AIR TEMPERATURE, RESPECTIVELY. HUMIDITY TRANSMITTERS OHSI AND OHS< -..;s.. b'•rrt„t.. PROL'Ti7E: VAt,dLT AiNET C?i.ET'SfETE I'D DcL . .E2k:'aEE:.U7IYE:LY. E'ANE'1. ktC€..tNF E7#-1— iiESE'L...AY tNE'T'Ea 6""l f2CL..AY zA,,WTINT CAECLiS WRA, PETOADE: VISUAL FEEDBACK AND SETPOINT CONTROLS. HATCH LIMIT SWITCH (I -Sl) WILL PROVIDE A HATCH OPEN SIGNAL. ' TING, EXHAUST FAN {aF1 } Wt_L PROVIDE ECONOMY HEATING, VENTILATION, AND 7wFSAIT i"SCI LAN. NaI�4a ELECTRIC UNIT HEATER (EUH) WILL PROVIDE ELECTRIC HEA "TC VAULT TEMPERATURE CONTROL SEQUENCE. 1. ENCLOSURE. IS A NEMA TYPE A WITH MINIMUM ACCEPTABLE: SIZE I WHEN THE INSIDE. TEMPERATURE. IS BELOW 507, AND OUTSIDE TEMPERATURE IS BELOW 65T OR OUTSIDE HUMIDITY IS ABOVE 40%, ELECTRIC HEATING WILL BE ACTIVATED, SHOWN. ELECTRIC H£ATfNC WILL BE DEACTIVATED WHEN THE VAULT TtEMPERA'rURE REACHES 55`F WHEN INSIDE TE.MPERTIRE IS BELOW 50-F, OUTSIDE TEMPERATURE IS ABOVE. 70"F, AND OUTSIDE HUMMIIY IS BELOW 407, THEN ECONOMY HEATING WILL RE ACTIVATE -0, 2, FSH IS ANSI 61 GRAY. z ECONOMY HEATING WILL BE DEACTIVATED bt+I-dEN THE VAULT TEMPERATURE REACHES 55'E'. HEAT START PUSHBUTTON WILL PRCAADE. MANUALLY -ACTIVATED, TIMED ELECTRIC HEATING VIA AN ELECTRONIC TIMER RELAY (INTERNALLY ADJUSTABLE), ECP COOLING FAN FILTER KIT SHALL BE REQUIRED FOR Fic:A'r 44 VAULT VENTBE_ATIONs'ETi3M01TY CONTROL SEQUENCE DISSIPATION WHEN NECESSARY AND APPROVED BY THE E=NGINEER. fT 2, WHEN HE ACCESS MATCH IS OPENED, LSI WILL ACTIVATE VENTILATION MA AN ELECTRONIC TIMER RELAY (INTERNALLY ADJUSTABLE), UPON CLOSING CE 1'14E ACCESS 4 -HATCH, Tlr. THE ELECTRONIC TIMER RELAY OFF DELAY FUNCTION WILL MAINTAIN VENTILATION IN T"IE ON STATE FOR THE PRESET TIME PERIOD AND THEN DEACTIVATE VENTILATION, VENT START PUSHBUTTON WILL PROMDE MANUALLY -ACTIVATED, TIMED VENTILATION VSA AN ELECTRONIC TIMER RELAY (I;NTFRNALLY ADJUSTABLE), 47 WIEN THE VAULT HUMIDITY IS ,ABOVE 437, OUT>8DE AIR TEMPERATURE IS ABOVE 35T, AND OUTSIDE AIR HUMIDITY 1S BELOW 40%, DEHUMIDIFICATION WILL, BE ACTIVATED. DEHUMIDIFICATION WILL BE DEACTIVATED WHEN THE VAULT HUMIDITY REACHES 37.b, AML MATERIAL; GRAVLIPOLY-II, WHITE FIELD x/BLAC;K 3/16" LE ITERS 6 27- 33-- 34--t7`- 3 i _.....w...., 34 1t75,A2Iwo FSW Hary No Cate ry^ 9P Description VERIFY SCALES 7 :680 ftat :20, A, ue 02—D--, Cr,2mado $0204 s„ .. rum Platte (St±.il2.e00 Pax C503)626-6851 03— ww.d-r+sewvsiae _9 CONSULTANT 04 -- 05- 5 -Lia CAll Of 11LE 15,715„ 9$C.h±._PPIY .. 06- _..._..... _.. 07 ORAW BY. Ai.CS 08-1- 8_..LT1,_121w,3._.1...E, ,0- t9AiC: �1741;Wjl 11-- 12- �,......... 1-3- F2k,t,ti ,. NO 14-- 16- 46 171-, 47 - ECP -VLH LAYOUT & ASHLAND 18 RESERVOIR T9 -- ITS- TANK REPLACEMENTS �21_.. >0 _ 22.... 3- 24._ REFERENCE: CAPITAL, PROJECTS r. CONSTRUCTION SIANGAROS 2025. 6 27- 33-- 34--t7`- 3 i _.....w...., 34 1t75,A2Iwo FSW Hary No Cate ry^ 9P Description VERIFY SCALES 7 BAR M LNE A`# l ON s„ .. rum O bQNAL DRAW40 Q 1" * NUT ow WN i"A SCADS ACCNsDWG r CAll Of 11LE 15,715„ 9$C.h±._PPIY .. + .. _..._..... _.. ORAW BY. Ai.CS 4 n, .. 43 t9AiC: �1741;Wjl 44 -CONTRACT: �,......... F2k,t,ti ,. NO 45— AS SMI DAM ..... «.«......................__. ..« A5 BUtc.T eY: 46 DRAWING 'iR"P.E 47 - ECP -VLH LAYOUT & SETTINGS ITS- >0 _ 05 07 101 12 7 V-18 2.' 3 4 �7 VERI" SCALES 38 — — — i --Rao- pan------------ — — - — — — — — --- — — — — — - — — — — — — — - it It I1tIt t.4 i1 ii It II$ f6 Rid fit it it O3_ it it 9 if if if 11 0 it I Ifo RAS It it it it It It If it SCALES ACCOMNMY I#If It it It 9 It 11 to 9 6 It it It Ia It It If it 0 it H If if It It it 4 if it if 0 IL If " If If if it If II It It it If 9 If EiIf if If it it If It It It it tt it ff It it RESERVOIR If I 9 It 0 If Il li It it 20- 1 2— 22-1 If 0 9 it it 0 9 11 it If 0 it if It 0 0 it if It it it F 4 Ia it it 0 0 It 9 11 it it If 11 0 0 If fl If 11 it I3 If It it If 4 0 If 11 a It H 11 11 it it 11 it # It I it 0 h 0 it It it If ti Nit if it H It R 1t N it if 1i if if 11 it 0 It 0 if a It 0 It it I If 11 If ff 0 It it It It It H if 11 11 it S Ii ti If It If 9 It it ILD tj 119 �7 VERI" SCALES 38 I w-k 12n' A-" 39 C t.4 ORIONAL DRAWNr 4I O3_ 42 CONSUL TANI 43 'MIS OHM, AMST 44 SCALES ACCOMNMY 4,+ NO 15716 I UPS Wllfli kiOUNTWC SRACKET 0' I. .. .... ..... .. P. ... .... ... K j A, IR" I , :.TV MEN W 4" 1 .......... Sc Ca CM C ENT A" TZI�l E WRYUNK T E.RM81, �E!,Tn)R,UNK M'XEW FRONT LAYOUT BOTTOM LAYOUT PL C PA NEL. L A YOU T' SCALE: 3 l'-()" PANE�L,.LAY0LJ1_ L WMS-1, 1, ALL. CONDL,ll PENETRATIONS MUST BE MADE THROUGH THE BOTTOM OR LOWER DflRD OF THE E.NCLOSURE AND MUST BE A MftMUM OF 6" FROM THE BACK OF THE ENCLOSURE TO ALLOW SPACE FOR THE PANEL AND COMPONENTS, 2, HAMMOND EN4'rD364212GY, THE EP4236 BACKPANEL WILL BE FIROVIDED BY OWNER, CAPITAL PROJECTS CONSTRUCDON STANDARDS 2011 ME 3,35 - 4 - No Date Description VERI" SCALES 37- I w-k 12n' A-" a�16''k ' )2 -- _' w—d. 8020A C Ph— (303)628-40M ORIONAL DRAWNr O3_ CONSUL TANI 04- 'MIS OHM, AMST SCALES ACCOMNMY 06 -. NO 15716 7 - cat; std t"tLE 0 08 - 09- DRAT!_BY J!, Ck*D BYr. 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Ncea tYk3 t3MM14AL DRAWMA gg // �p }p W wommmanow I" NOT ow w0i ON .w.�. 39 THIS %4FM at9MS', GALES .Aa.COz WILY 42-, afKD ayY ».... .. 91itk" P ..G .. As+c o 9Y / 3+J, ". DATE:.. e: ...,. ,...�.,......„......,��.».m..,_ FtFLD BOOK N6: at 5-- A$ BUILT DATE ..�,....... «,,......�.._,.,.,m._._. ............... . its Rur l' oY...._,.,.W 47-- SUMP PUMP 48 CONTROLLER 49.__. I-33 04 ()5 06 4W CW EXPRESS EXPRESS PROCESS 1/0 01U/SYSTEM BOARD 09 CONTROL _1 POWER 197`„ L„a ._, 2 POWER TEE -... —13 RS -232 c�}MI i J. }d°. 3ili i l„} U iq -14 q FOR CABLEDEIMLS T9.3 Bc � RS --232 TBA CONS 3 19 RS -•232 0f3C.)0 "33 }EY81F.9'NET '. PURI 2 Il YE f Ti3EjT -25 RR ....232 R5--4ET5 7'f34 CE-? COM3 iffi -27 PULSE TNF;LI1 FRs}111-ril „ E4 �a cF, RTD((C , INPUT TB6pIf }it T J t 3141 2-- 34 ¢..: BATTERY BACKUP BOARD "I2E ...7 W3 Nx a 2 3 Tat m, —39 -LIMPER MUST 9E. T' =°0z, '` PLACED ACROSS P#rts 1&2_ - mM BA'rr,E BACK CPU MODULE is#PSWITC.'H SETTINGS Sw I SW # FUNCTION SETTING SWI -1/2 RECCIV;,tzY,✓LQCAL 80iFv ON OR e)rr fttCOk'£TtY Mt,)f; MODE SAN OFF ?r SWB ON LOCAL AC. MODE SWI -3 FORCED RECOVER ON --= FORCED RECOVERY MODE .._...�. MODE. .,.._._...»,. OFFFORCED RECOVERY DBASL.E.O....... „_._...... SM -4 LED SlATUS ON ENABLE ALL LEDs OFF DISABLE. .ALL LED EXCEPT WATCHDOG (VD) SW 2 ON # FJNCIII'IN sE TTING SW2-” t WATCH DOG ON - WATC€9DIG CIRCUIT ENABLED ENABLE OFF WATCHDOG ORCUIT MSABLED SW2_.2 LOOK / UNLOCK ON - WRIn,_ TO SOFT, SWITCHES p SOF?' SWITCHES AND FLASH F#LE.S OFF SOFT SWITCHED GONFI URAT)ONS AND RASPY FtLFG ARE LOCKED t3SPe. iPPC.E3i2E:. SWI{ .. USED } ON -` USEDSUFT SW;YCft£.S SOFT SUTCHE:S (CONFIGURED IN FLASH) OFF - IGNORES. SOFT "SWITCH CONFIGURATION u_» AND USE FACTORY DEFAULTS W':2.w4 CORE µrvL PDUMP ON -;; CORE U€ -DUMP DMAS..E,'C' (SEE SEO-R dN 3.6) OFF "-- CURE: UPDUMP ENABLED � (USE RUNp"REM01e€,?CAC SWTi,.h) `W2- 5 "�+ SHAM___ .._ ON -- RE`FAPN VALUES IN SOAR DURING RESTARTS CONTROL OCF - FORCE SYSTEM TO REN 1AUZE SRAM fiW,A 4 NGT USED LEAVE, AVE. ON a a. SW3 7 NOT USED LEAVE ON .�MT4.�. SW2-8ENABLE.......,.. ' ....__. ON -,�,»NORMAL .»OPERATION WINMAG (DO NOT ALLOW WINDIAC TO RUN TEST) OF, - DISABLE € OOT PROJECT {ALLC}W W'tNE73AG TCT R8}N 'T'E5T}.. SW 3 SWFUN Ti � C i71V 4ETT€NSC W3 b FXT 10 RXi L.00S' BACK ON ONLY FiX2 DRACAEOSfitCS_._____ W,3 --a TX 10 RX.�._.. LOOP KNACK ON ONLY FOR DIAGNOSTICS SW 3 3 IDi7 OriM hX+ TERMINATION ON END Nt7GFS i?Nt w 5W"S.: 4 100 OHM R:4TERMINATION O N END NODES ONLY SW3 5 N/A NTA., SW:3.6 NIA N/A SW3 7 RX t� &AS (ENCS NODE) »_ , ON ._END NODES ONLY .........». ... Vi3E4s SW3--E? RX- {FNCt Nl:;I } ON' - END NODES ONLY StiVf.".,._ SET ALL 'OFF" SAO I ALL "ON' wx 1 ON 456 SW3 SET ALI, "OFF' 001 DENVER WATER 01 '.. R600 W-' t2}n A aum 0 2 D—Co—do 60204 Butt (30,012,8-6851 .i„.,.., ,rw a3�el: ti¢wulmr.rugE CGNSirLT'AEiE 04 .: 0 wa...., y,'._.. E 2 E 0 -- S 08 WITH M L t 8 i C PTT§VEE R SOURCES, BE SURE ALL AREJ 0— IN CC>NNECTCD BEFORE t a ` 2 s,_ p � a 14- � =a .ATh3ERPRi'Jt}i EXHAUST #,.... 5 L cr+r 1 6' „ HAND I. ._..,.. ,.... .., } 2 A 3 GO TIER r,.., NET FEt1/I f I s .$ urt REPLACEMENTS 20 .. t r5 PWO P $ 2 A „3 OssTTE..!'2 F �_. c2 NR2E39 23 � a.4--. REFERENCE, m 2 X 3 CUFFED CAF"CTA! PROJECTS ;. w�, CORE L, Tft`CTbCaF! S€F,Nit4g2D5 207 I ; 8^'� tl&rtN1YPNAi@f. kaCQ 26 ..,. r2kaint, vx#�eesww,ihSYx/Fr«�inmar3. w,: JCPi:S 27 2 X 3 ,SUTTER 28 r , mm -y- I s^ COOLNC FAN 911i F A 31,--- ..,»..» 32-- 0 I _ S A.._. � wa w r� r�A acaR en [ 2t No Date Description ,t.'_.. REVISIONS NEMA --3 ENUOSURE 39.75"H x 24"W x 16"D PANEL -LAYOUT 37-- VERIFY SCALES FRONT LAYOUT BAR IF W,' NCH ON QR50NAL DRAVAN4 �,fB^Sr(y �♦ p�'g 1 0 wommomm T. 04 IN FYiF”' CJR }� fi JYR '.. ii A iY t tF rrerr IXT. TADS LK`MES ACC'C�':UiNi+LY SCALL 2"V(1'..q" �Vt;JT cn#� axe; rsrT taor5__cSse'^r, t>,+n �_ AT-._ 1. ENCLOSURE IS A NEMA TYPE 3R EEC.ONIStIEE CGf, Baa 3x rat __ - COOLING FR`FILTER SHALL BE REQUIRED FOR HEFT DISSIPATION, 4CONTRt9._.._..._ A4 .. �Wt BOOK NO, As r T AAaE, 46"..' DRAWLS yy�tt{#�1.f/,E'. 47- 8, LAYOUT & SETTINGS 49— EI -35