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Home My WebLink AboutSite Certifications - 11/24/2020P LATTE R IVER P OWER A UTHORITY HQ S ITE C ERTIFICATION N ARRATIVE F ORT C OLLINS ,CO 19 OLD TOWN SQUARE #238 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com November 23, 2020 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Platte River Power Authority HQ Building Addition Fort Collins, CO Project Number: U16014 Dear Staff: United Civil has completed the Overall Site and Drainage Certification for the Platte River Power Authority (PRPA) HQ Building Addition project and is providing this narrative in support of the certification form for items that have been altered during construction and/or are not in strict conformance with the approved Utility Plans or Drainage Report for the project. For the certification process, United Civil has reviewed the as-built topographic survey provided by FCI Constructors, as-built plans provided by FCI and their sub-contractors and performed multiple independent site visits to review as-constructed conditions. During this process, certain items have been modified in the field during construction and the following documents those as-constructed conditions. Detention and Water Quality Ponds The following table provides a summary of both as-constructed detention ponds provided for the project: Pond Designation WQCV Required (ac-ft) WQCV Provided (ac-ft) Water Quality WSEL Provided Detention Volume Required (ac-ft) Detention Volume Provided (ac-ft) 100-year WSEL Provided* Existing Top of Pond Elevation Pond A1 0.19 0.33 4949.64 2.43 2.42 4952.05 4953.00 Pond C1 0.01 0.02 4955.02 0.30 0.31 4955.42 4956.50 * As calculated using the as-constructed detention pond and considering the required design volume. As constructed, Pond A1 is provided with a volume 0.01 ac-ft below the required volume; however, considering that the WQCV provided is larger than required, the as-constructed detention volume will not negatively impact the function of drainage system. Additionally, the top of pond elevation for Pond A1 provides 0.95-feet of freeboard from the 100-year WSEL and emergency overflow spillway elevation. The as-constructed top of pond elevation does not negatively impact the function of the emergency overflow weir, impact the freeboard provided from adjacent structures, and therefore, does not negatively impact the overall function of the drainage system. The emergency overflow structure for Pond C1 was altered during construction to provide the overflow at the pond outlet rather than in the main concrete pond lining as designed. This alteration was made during construction and documented with RFI-264 and is attached to this narrative. The revision does not alter the function of the drainage system. Storm Sewers The Overall Site Certification form notes that all storm sewers shall be provided with minimum slopes of 0.4%. The approved utility plans provided for several storm sewers below this minimum slope noted. Additionally, although the storm sewer for the development has been constructed in substantial compliance with the approved utility plans, there are certain sections of the storm sewer system that have been constructed below the design slopes provided in the approved plans. For this reason, the storm sewer systems with sections constructed with slopes less than the design slopes provided have been modeled using the as-constructed invert elevations. This modeling is attached to this narrative. Although the as-constructed P LATTE R IVER P OWER A UTHORITY HQ S ITE C ERTIFICATION N ARRATIVE F ORT C OLLINS ,CO 19 OLD TOWN SQUARE #238 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com slopes may provide for less capacity and velocities during low flow conditions, the impact to the 100-year flows in each system are negligible and are not anticipated to negatively impact they system. Site Grading The site grading for the development has been constructed in substantial compliance with the approved utility plans for the project. There are, however, areas that have been graded with a difference to the design elevations of greater than 0.2-feet. These elevations are noted in the provided record drawings and none of the as-constructed as-built elevations are anticipated to have negative impacts to function of drainage infrastructure for the development. Bioswale The bioswale provided with the development appears to have been constructed in substantial compliance with the approved utility plans. Specifically, curb cuts have been provided as designed, trench drains with appropriate cleanouts have been installed and connected to the downstream inlets, the appropriate bioretention media was delivered to the site and finished grades are in substantial compliance with the approved plans. Underground Detention The underground detention system for the development appears to have been constructed in substantial compliance with the approved utility plans. Specifically, the size and number of chambers, the size and number of drainage basins and inspection ports, and the size and number of underdrains with appropriate cleanouts have all been installed on the site. Additionally, as the entire system provides water quality, all have been wrapped per manufacturer recommendations and backfilled. It should be noted that during TV inspection, the southern underdrain was found to be crushed but was removed and replaced during the certification process. Finally, the diversion weirs in storm manholes 2-3 and 3-2 have both been installed. As noted in the record drawings, both weirs have been installed higher than design elevations which will provide the appropriate water quality volumes and from review of the hydraulics of the system is not anticipated to negatively impact the 100-year storm event. Based upon the review of the as-built conditions and information made available to United Civil by the contractor, including the topographic survey and as-built plans, United Civil does not believe that any of the revisions noted in this narrative will negatively impact the drainage system for the development, the safety of the development or public, or downstream private or public infrastructure. If you should have any questions or comments as you review this certification, please feel free to contact us at your convenience. Sincerely, United Civil Design Group, LLC Kevin Brazelton, PE Principal Attachments: Pond Stage-Storage Calculations RFI 264 – Pond C1 Overflow Structure Storm Sewer Hydraulic Calculations 11/23/20 Detention Pond As-Built Storage Calculations Platte River Power Authority Campus, Fort Collins, CO POND ID:Pond A AS-BUILT Stage Storage Calculations Elevation Area (sf)Depth (ft)Volume (cf)(cf)(ac-ft) 4,948.00 1.66 0.00 0 0 0.00 4,948.20 72.76 0.20 6 6 0.00 4,948.40 940.13 0.20 85 91 0.00 4,948.60 3,504.62 0.20 417 508 0.01 4,948.80 6,896.15 0.20 1,021 1,529 0.04 4,949.00 10,467.69 0.20 1,724 3,253 0.07 4,949.20 13,611.71 0.20 2,401 5,654 0.13 4,949.40 19,472.26 0.20 3,291 8,945 0.21 4,949.60 25,147.13 0.20 4,450 13,395 0.31 4,949.64 26,189.13 0.24 5,459 14,405 0.33 WQCV Provided 4,949.80 30,357.12 0.20 5,542 18,937 0.43 4,950.00 34,451.76 0.20 6,477 25,414 0.58 4,950.20 38,081.28 0.20 7,250 32,664 0.75 4,950.40 41,205.08 0.20 7,927 40,591 0.93 4,950.60 43,461.84 0.20 8,466 49,056 1.13 4,950.80 45,080.52 0.20 8,854 57,910 1.33 4,951.00 46,544.51 0.20 9,162 67,072 1.54 4,951.20 47,909.95 0.20 9,445 76,517 1.76 4,951.40 49,303.32 0.20 9,721 86,238 1.98 4,951.60 50,733.24 0.20 10,003 96,242 2.21 4,951.80 52,243.11 0.20 10,297 106,539 2.45 4,952.00 53,844.50 0.40 20,912 117,154 2.69 4,952.05 54,403.89 0.25 13,330 119,869 2.75 Total Pond Volume Provided Date: 10/1/2020 C:\United Civil Dropbox\Projects\U16014 - PRPA Campus\Reports\Drainage\Calculations\U16014-Drain Calcs (AS-BUILTS).xlsm !"#$%&"'()*+,-)./012"')34)*+,)5163"/ *"71"-#)80/),980/6$#%09));<= !"#$$%&'()%*&!+,%*&-.$/+*($0&1%#23.#*$%*4&5#67.4 859&5+;4$*.<$+*4=&9;<>&?&8*%2%*(<@!*+A%<$&B&&CD?EF?DDG >0/?)@/'"/)ABCBCB)D)E$-?)AFFD))GHI.G)J"/K%L"-() ;CCC)M$-#)N0/-"#00#O)*0$'()+0/#)G0&&%9-()G@))BCP;P E"&Q)))))))+$RQ)) '89&BH&&IJK L#$%&5*%#$%2H&&EMIIMIDEN -.$/+*&5+67#;0 -.$/+*%2&O0-;4,%*&5+67#;0 -;4,%*%2&O0 S"&80/')I)>$#?%9-)./012 !09)>$#?%9- +G,)G09-#/1L#0/-(),9LT)D)+/"'"/%L? 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J#"K")>$&?"/ F Y&$##")*%K"/)Y0X"/)U1#O0/%#4 ["88)H"9$/' F Y&$##")*%K"/)Y0X"/)U1#O0/%#4 5$9L4)[$6"- F S"&80/')I)>$#?%9-)./012 Y$##%)>$#?%9- F T.%4$(+;L#$%&'%3.(*%2H&&EMINMIDEN Y&"$-")/"8"/"9L")-O""#)GPTCFT Y"/)90#"-)&%-#"')09)GPTCF#)O"/")%-)#0)3")$)FC\DC])&09^)"6"/^"9L4)0K"/8&0X)-2%&&X$4)#0)#O")50/#O)08)Y09')@1#&"#)J#/1L#1/") GF)09)#O")M$-#)-%'")08)#O")209'T EO%-)-2%&&X$4)X$-)90#)%9-#$&&"')$-)L$&&"')80/)%9)#O")-O0#L/"#")/%6)08)#O")209'T).%K"9)#O%-)2&"$-")$'K%-")%8)%#)%-)$LL"2#$3&")#0) &0X"/)#O")M$-#)L1/3)3"O%9')Y09')@1#&"#)J#/1L#1/")GF)#0)$&&0X)80/)"6"/^"9L4)0K"/8&0XT R.SS%4$(+; -;4,%*L#$%&-;4,%*%2H&& !"#$#%&'()(%*"Y/%9#"')09Q))FI;;I;CF_ +G,`,9#"^/$#%09 Y$^")F WEFI< Nqecvkpi vjg gogtigpe{ qxgthnqy urknnyc{ cv vjg dcem qh Rqpf Qwvngv Uvtwevwtg E2 ku ceegrvcdng cpf jcu dggp eqphktogf ykvj vjg Ekv{ qh Hqtv Eqnnkpu/ C eqpuvtwevkqp umgvej fgvcknkpi vjg urqv gngxcvkqpu cv vjg ewtd cpf cflcegpv uycng jcu dggp rtqxkfgf/ 49. 7 7 4.1 : 1 55. 1 6 55. 2 8 54. 4 7 54. 5 9 56. 9 4 57. 1 2 57. 0 0 56. 5 0 56. 5 0 56. 5 4 57.34 4.9 % 56. 5 0 54. 6 3 54.85 54.94 55.24 56.00 55 . 5 0 55 . 5 0 55 . 5 0 55 . 5 0 56.00 56. 6 0 REPLACE EXISTING CURB AROUND INLET TO ELEVATIONS SHOWN PROPOSED POND PERMANENT WATER SURFACE = 4955.00 TOP OF BANK = 4956.50 TOP OF CONCRETE EDGE = 4956.00 BOTTOM OF POND = 4943.00 REVISED SWALE LOCATION GR A D E B R E A K GRADE BR E A K 56.82 LIMITS OF PHASE 2 GRADING PA T H : 0'10'20' SCALE: 1" = 10' 5' P: \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ C 5 . 2 1 _ D E T A I L E D G R A D I N G P L A N S - P H A S E 2 . D W G C5 . 2 1 _ D E T A I L E D G R A D I N G P L A N S - P H A S E 2 DR A W I N G N A M E : SH E E T S I Z E : 1 1 x 1 7 PLATTE RIVER POWER AUTHORITY HQ RFI 264 - CONSTRUCTION SKETCH REVISED POND EMERGENCY OVERFLOW DATE:January 24, 2019 PREPARED FOR:PRPA JOB NUMBER:U16014 NOTE:THIS EXHIBIT WAS PREPARED FOR INFORMATION ONLY AND THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR UNAUTHORIZED USE OF THEM. 1501 ACADEMY COURT, SUITE 203 FORT COLLINS, CO 80524 (970) 530-4044 WWW.UNITEDCIVIL.COM SHEET OF1 1 UNITED CIVIL Design Group LLC NO R T H Rcig!3 F1 [exiv#Uyepmx}#erh#Uyerxmx}#Hixirxmsr#Fewmr#Kvehmrk> #Exxeglih#mw#ew0fympx#zivmjmgexmsr#xlex#xlivi#mw# e#qmrmqyq#5(#tswmxmzi#jepp#mrxs#xli#gsrgvixi#xvmgopi#terw#sv#jps{0pmri+w,#jvsq#epp#eview#mr#xli#fsxxsq#sj# xli#hixirxmsr#tsrh1#Mj#xlivi#mw#e#wsjx#ter#mr#xli#jps{0pmri/#epp#eview#wxmpp#qywx#qiix#xli#qmrmqyq#5(# kvehi#viuymviqirx1# 41 Ps{#Jps{>#Glsswi#sri#sj#xli#jspps{mrk#hixirxmsr#fewmr#ps{#jps{#stxmsrw#ew#ettpmgefpi> e1 Xyvj#w{epi#jsv#ps{#jps{#texl#mr#hixirxmsr#fewmr1 Xlivi#mw#e#qmrmqyq#5(#kvehi#mr#xli#jps{0pmri+w,#sj#xli#hixirxmsr#fewmr1#Xli#jpexxiwx#ew0fympx#kvehi mw#################1 f1 Gsrgvixi#ter#jsv#ps{#jps{#mr#hixirxmsr#fewmr1 Xlivi#mw#e#gsrgvixi#ter#mrwxeppih#xlex#qiixw#xli#kvehiw#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr tperw1#+Wls{#ew0fympx#wtsx#ipizexmsrw1, g1 Wsjx#ter#jsv#ps{#jps{#mr#hixirxmsr#fewmr1 "Zivmj}#erh#hsgyqirx#xli#wsjx#ter#qexivmep#kvehexmsr/#xvirgl#{mhxl#erh#hitxl#0#xs#fi#zivmjmih hyvmrk#gsrwxvygxmsr#f}#irkmriiv1#Tmgxyvi#hsgyqirxexmsr#mw#tvijivvih#sv#irkmriivw#wxexiqirx#sj zmwyep#mrwtigxmsr#erh#gsqtpmergi1#+Glsswi#sri#fips{1, q Xlivi#mw#e#wsjx#ter#{mxl#er#yrhivhvemr#mrwxeppih#xlex#qiixw#xli#hiwmkr#sr#xli#ettvszih gsrwxvygxmsr#tperw1#+Wls{#xli#yrhivhvemr#kvehiw/#fihhmrk#qexivmep/#kisxi|xmpi/#wtsx#ipizexmsrw/ firhw/#gpiersyxw/#ixg1, q Xlivi#mw#wsjx#ter#mrwxeppih#{mxlsyx#er#yrhivhvemr#fyx#xlivi#mw#e#x}ti#E#sv#F#wsmp1#Xli#wsmp x}ti#qywx#fi#hsgyqirxih#f}#wyttp}mrk#zivmjmgexmsr#jvsq#e#vikmwxivih#tvsjiwwmsrep#kisxiglrmgep irkmriiv1 RSXI>#Wtsx#ipizexmsrw#evi#xs#fi#{mxlmr#315#jx1#.201# 51!Wmhi#Wpstiw>##############Xli#ew0fympx#wmhi#wpstiw#sj#xli#hixirxmsr#fewmr#lezi#fiir#gepgypexih#erh#evi#wls{r1## Mrhmgexi#xli#wmhi#wpsti#{mxl#er#evvs{#erh#e#ryqivmgep#zepyi#+i1k1/#9158>4,1#Xli#qe|mqyq#wpsti#epps{ih# mw#7>41#Wqepp#eview#sj#6>4#qe}#fi#eggitxefpi/#fyx#wpstiw#wxiitiv#xler#6>4#qywx#fi#wxefmpm~ih#sv#vi0 kvehih1#Tvszmhi#hsgyqirxexmsr#mj#e#zevmergi#{ew#kverxih#jsv#wxiitiv#wpstiw#hyvmrk#xli#hiwmkr#tvsgiww1# 61 Wtmpp{e}>#Xli#jspps{mrk#mxiqw#qywx#fi#jmiph#zivmjmih> e1 Xli#psgexmsr#sj#xli#wtmpp{e}#mw#mrhmgexih#sr#xli#ew0fympx#tper1 f1 Xli#{mhxl#sj#xli#wtmpp{e}#mw#mrhmgexih#sr#xli#ew0fympx#tper1 g1 Xli#ipizexmsr+w,#sj#xli#wtmpp{e}#mw#wls{r#sr#xli#ew0fympx#tper1 h1 E#gsrgvixi#vmffsr#hijmriw#xli#psgexmsr#erh#kvehi#sj#xli#wtmpp{e}1 i1 Xlivi#mw#hs{rwxvieq#wgsyv#tvsxigxmsr#mr#xli#wtmpp{e}#ew#tiv#xli#gsrwxvygxmsr#tperw1#Mrhmgexi x}ti>###########+vmtvet#wm~i#H83#kvehexmsr#erh#fihhmrk#x}ti/#kisxi|xmpi/#fyvmih# vmtvet#{mxl##mrgliw#sj#fyv}/#ixg1,1# j1 Xlivi#evi#rs#sfwxvygxmsrw#mr#xli#wtmpp{e}/#wygl#ew#xviiw/#fywliw/#wmhi{epow/#perhwgeti jiexyviw/#vsgow/#ixg1 2"02;! (Spillway was designed without ribbon curb.) Yes N/A Yes N/A Yes Yes Yes Yes No Yes Grass vegetation Yes Rcig!4 71 Syxpix#Wxvygxyvi> e1 Xli#svmjmgi#tpexi#jsv#xli#ettvszih#vipiewi#vexi#mw#mrwxeppih#{mxl#xli#gsvvigx#wm~i#erh#psgexmsr#sj xli#svmjmgi1 f1 Xli#svmjmgi#tpexi#jsv#xli#{exiv#uyepmx}#syxpix#mw#mrwxeppih#{mxl#xli#gsvvigx#lspi#wm~i/#ryqfiv#sj vs{w#erh#gspyqrw#sj#lspiw1 g1 Xli#fsxxsq#lspi#sr#fsxl#xli#{exiv#uyepmx}#erh#uyerxmx}#syxpixw#evi#ex#xli#fsxxsq#sj#xli#tpexi ws#rs#{exiv#tsrhw#mr#jvsrx#sj#xli#tpexi1 h1 Xli#{ipp#wgviir#mw#xli#gsvvigx#qexivmep#erh#mw#mrwxeppih#ew#wls{r#sr#xli#gsrwxvygxmsr#tperw1 i1 4330}iev#szivjps{#kvexi#ipizexmsr#mw ###1#+Ipiz1#E#sr#hixemp#H079,# j1 Xli#xst#ipizexmsr#sj#xli#{exiv#uyepmx}#getxyvi#zspyqi#mw ####1#+Ipiz1#F#sr#hixemp# H079, k1 Szivjps{#kvexi#mw#qehi#sj#xli#gsvvigx#qexivmep/#lew#xli#gsvvigx#fev#wtegmrk/#mw#lmrkih#ex#xli xst#erh#fspxih#ex#xli#fsxxsq1 l1 Xli#fsxxsq#sj#xli#syxpix#fs|#lew#rs#sfwxvygxmsrw#sv#qmwepmkrqirxw#xlex#{mpp#geywi#mx#xs#vixemr vyrsjj#{exiv#erh#mw#wpstih#ex#5(#xs{evhw#syxpix1 MM1 Glerripw2W{epiw#0#JGWGQ#Gl1#</#Wig1#513#erh#Gl1#=/#Wig1#813 E1!Getegmx}>#Xli#ew0fympx#getegmx}#sj#epp#xli#qensv#glerripw#erh#w{epiw#lew#fiir#zivmjmih1#Xli}#qiix# sv#i|giih#getegmx}#viuymviqirxw#wls{r#mr#xli#ettvszih#hvemreki#wxyh}#jsv#xlmw#tvsnigx1# 41 Epp#w{epiw#evi#psgexih#{mxlmr#xli#hvemreki#iewiqirxw#ew#wls{r#sr#xli#gsrwxvygxmsr#tperw1 51 Psrkmxyhmrep#wpstiw#erh#wmhi0wpstiw#+gvsww0wigxmsrw,#lezi#fiir#zivmjmih1#Hiwmkr#gvmxivme#viuymviw psrkmxyhmrep#wpstiw#sj#5(#qmr1#+sr#zikixexih#w{epiw,#erh#wmhi0wpstiw#rs#wxiitiv#xler#7>41#Mj#xliwi gvmxivme#evi#rsx#qix/#xli#givxmjmgexmsr#irkmriiv#{mpp#{vmxi#e#nywxmjmgexmsr#erh#tvstswi#qmxmkexmsr#jsv#iegl mrwxergi#sv#lezi#xli#mwwyiw#gsvvigxih1#Mj#zevmergiw#xs#xliwi#gvmxivme#lezi#tvizmsywp}#fiir#ettvszih#erh evi#wls{r#sr#xli#gsrwxvygxmsr#tperw/#rs#nywxmjmgexmsr#mw#riihih1 61 Ew0fympx#wtsx#ipizexmsrw#sr#glerripw2w{epiw#evi#wls{r#xlex#gsvviwtsrh#xs#wtsx#ipizexmsrw wls{r#sr#xli#ettvszih#gsrwxvygxmsr#tperw1 71 Epp#tivqerirx#ivswmsr#gsrxvsp#qiewyviw#evi#mrwxeppih#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr tperw#+i1k1/#hvst#wxvygxyviw/#vmtvet/#XVQw/#ixg1,1#+Mrgpyhi#tmgxyviw#erh#zivmjmgexmsr#sj#xli#qexivmepw#ywih ew#tevx#sj#xlmw#zivmjmgexmsr1, 81 Epp#terw/#gyvfw/#wxsvq#tmtiw#sv#sxliv#ettyvxirergiw#ettvstvmexip}#xmi#mrxs#iegl#sxliv#mr#xli w}wxiq1#+Tmgxyviw#ex#xmi0mr#tsmrxw#wykkiwxih1, 91 Xli#qmrmqyq#jviifsevh#mw#tvszmhih#jsv#epp#glerripw#erh#w{epiw#ew#wls{r#sr#xli#ettvszih gsrwxvygxmsr#tperw#sv#ew#mhirxmjmih#mr#xli#ettvszih#hvemreki#wxyh}1#+Wls{#xli#jviifsevh#tvszmhih#sr xli#gvsww0wigxmsrw#ew#sr#xli#gsrwxvygxmsr#tper#wix#sv#exxeglih#ew#witevexi#hsgyqirxexmsr1, ;1 Xli#ps{#jps{#tsvxmsr#sj#epp#glerripw#sv#w{epiw#mw#gpiev#sj#sfwxvygxmsrw1#+Rs#perhwgetmrk/#xviiw/ wlvyfw/#wsh/#ixg1#mrjvmrki#sr#xli#ps{#jps{#tsvxmsr#sj#glerripw#sv#w{epiw1, 2"02;! No major channels/swales were provided for the development. Minor swales have been noted in the following. Yes Yes Yes Yes Yes 4950.81 Yes 4949.64 Yes Yes N/A N/A Yes Yes Yes N/A N/A Yes Rcig!5 MMM1 Wxsvq#Tmtiw#+eoe#wxsvq#hvemrw,#0#JGWGQ#Gl1#=/#Wig1#713 E1!Wxsvq#Hvemr#Tmti#Getegmx}>##############Xli#ew0fympx#getegmx}#sj#epp#tmtiw#mrwxeppih#sr#xlmw#tvsnigx#lew#fiir zivmjmih#erh#qiixw#sv#i|giihw#xli#getegmx}#viuymviqirxw#wls{r#mr#xli#ettvszih#hvemreki#wxyh}#jsv#xlmw tvsnigx1 41 Epp#wxsvq#hvemr#tmti#wm~iw#erh#qexivmepw#lezi#fiir#zivmjmih#erh#evi#mr#gsrjsvqergi#{mxl#xli ettvszih#gsrwxvygxmsr#tperw1#+Mrhmgexi#sr#xli#tper#erh#tvsjmpi#wliixw#xlex#xli}#lezi#fiir#zivmjmih1, Qexivmep#erh#wm~i#wyfwxmxyxmsrw#qywx#fi#ettvszih#tvmsv#xs#mrwxeppexmsr1#Mj#e#tmti#wm~i#sv#qexivmep#{ew glerkih#hyvmrk#gsrwxvygxmsr/#xli#givxmjmgexmsr#irkmriiv#qywx#exxegl#xli#ettvszep#hsgyqirxw#sv#wyttp} xliq#{mxl#xlmw#givxmjmgexmsr1#Ettvszep#hsgyqirxw#qywx#mrgpyhi#e#gepgypexmsr#hsgyqirxmrk#xli#getegmx} iuymzepirg}#+iuyep#sv#kviexiv,#sj#xli#wyfwxmxyxih#wm~i1 51 Xli#psrkmxyhmrep#wpsti#sj#xli#tmti#mw#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr#tperw1#Xli eggitxefpi#qmrmqyq#wpsti#mw#317(1#Epp#wpstiw#jpexxiv#xler#xli#hiwmkrih#wpsti#sr#xli#gsrwxvygxmsr#tperw qywx#fi#nywxmjmih#{mxl#getegmx}#gepgypexmsrw#sr#er#exxeglih#wliix1 61 Xli#ew0fympx#mrzivx#ipizexmsrw#lezi#fiir#zivmjmih#erh#evi#wls{r#sr#xli#tper#erh#tvsjmpi#wliixw#sj xli#ettvszih#gsrwxvygxmsr#tperw1 F1 Wxsvq#Hvemr#Tmti#Mrwxeppexmsr#Viuymviqirxw> #Epp#tmtiw#evi#mrwxeppih#mr#eggsvhergi#{mxl#xli# ettvszih#gsrwxvygxmsr#tperw#erh#gsrwxvygxmsr#wtigmjmgexmsrw1# 41 Xli#qmrmqyq#gsziv#viuymviqirxw#jsv#epp#tmtiw#lezi#fiir#qix#ew#wls{r#sr#xli#ettvszih gsrwxvygxmsr#tperw1#Xliwi#{mpp#fi#geppih#syx#mr#gvmxmgep#psgexmsrw1 51 Epp#irgewiqirxw#erh#gpievergiw#ew#wtigmjmih#sr#xli#ettvszih#gsrwxvygxmsr#tperw#lezi#fiir#qix1 61 Er}#wtigmjmg#nsmrx#x}tiw#sv#gsrwxvygxmsr#qixlshw#wtigmjmih#sr#xli#ettvszih#gsrwxvygxmsr#tperw lezi#fiir#qix1#+Pmwx#sr#e#witevexi#wliix#erh#exxegl#xs#xlmw#givxmjmgexmsr1, MZ1 Gsrgvixi#Terw#0#JGWGQ#Gl1#</#Wig1#513 E1!Gsrwxvygxmsr2Mrwxeppexmsr> #Epp#gsrgvixi#terw#lezi#fiir#gsrwxvygxih#mr#eggsvhergi#{mxl#xli# ettvszih#gsrwxvygxmsr#tperw1 41 Xli#gsrgvixi#terw#evi#xli#gsvvigx#wm~i2{mhxl#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr#tperw1 51 Xli#psrkmxyhmrep#wpstiw#sj#xli#terw#evi#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr#tperw1#Xli givxmjmgexmsr#irkmriiv#qywx#nywxmj}#sv#qmxmkexi#psrkmxyhmrep#wpstiw#piww#xler#xli#qmrmqyq#sj#317(#yrpiww e#jpexxiv#wpsti#{ew#ettvszih#erh#mw#wls{r#sr#xli#ettvszih#gsrwxvygxmsr#tperw1#Tvszmhi#qmxmkexmsr#sv nywxmjmgexmsr#f}#witevexi#hsgyqirx1 61 Xli#gvsww0wigxmsr#sj#xli#ter#mw#ew#wls{r#sr#xli#gsrwxvygxmsr#tperw1#+Wtigmjmgepp}/#xli#ter#gvsww0 wigxmsr#mw#Z#wletih#erh#qiixw#xli#wmhi#wpsti#wls{r#sr#xli#hixemp1, 71 Xli#gsrgvixi#terw#evi#e#qmrmqyq#sj#9#mrgliw#xlmgo#{mxlsyx#vimrjsvgiqirx#erh#e#qmrmqyq#sj#7 mrgliw#xlmgo#{mxl#e#qmrmqyq#sj#9\90[47|[47#vimrjsvgiqirx#tiv#hixemp#H53F#erh#H53G1#+Tvszmhi hsgyqirxexmsr#sj#xli#vimrjsvgiqirx#ywih#mj#hmjjivirx#xler#wls{r#sr#xli#hixempw#sv#sr#xli#ettvszih gsrwxvygxmsr#tperw1, 81 Xli#wtsx#ipizexmsrw#wls{r#sr#xli#gsrgvixi#ter+w,#lezi#fiir#zivmjmih#erh#evi#wls{r#sr#xli#ew0 fympx#hve{mrkw1 2"02;! (Approved designs included pipe slopes of less than 0.4%, see the attached narrative. Hydraulic calculations are provided for all storm sewers that have been installed flatter than designed.) Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Rcig!6 Z1Wxsvq#Hvemr#Mrpixw#0#JGWGQ#Gl1#=/#Wig1#613 E1!Gsrwxvygxmsr2Mrwxeppexmsr> #Epp#wxsvq#hvemr#mrpixw#lezi#fiir#gsrwxvygxih#mr#eggsvhergi#{mxl#xli# ettvszih#gsrwxvygxmsr#tperw#erh#gsrwxvygxmsr#wtigmjmgexmsrw1# 41 Xli#wm~i#erh#x}ti#sj#mrpixw#evi#gsrwmwxirx#{mxl#xli#mrpixw#wls{r#sr#xli#ettvszih#gsrwxvygxmsr tper1#Mrhmgexi#f}#{vmxmrk#Zivmjmih#sr#iegl#mrpix#sr#xli#tper#wliix#sv#pmwx#sr#e#witevexi#hsgyqirx#xli mrpix#ryqfiv+w,/#x}ti#erh#wm~i#+pirkxl,1#Mj#xli#mrpix#mrwxeppih#mw#sxliv#xler#xli#sri#sr#xli#ettvszih gsrwxvygxmsr#tper#hixemp#wliix/#tvszmhi#xli#reqi#erh#wsyvgi#sj#xli#hixemp#{mxl#nywxmjmgexmsr#jsv#iuyep#sv fixxiv#getegmx}1 51 Xli#wm~i#sj#xli#mrpix#stirmrk#mw#gsrwmwxirx#{mxl#xli#ettvszih#hixemp1#+Gligo#limklx#erh#{mhxl1, 61 Xli#ipizexmsr#sj#xli#kvexi#+mj#ettpmgefpi,#mw#ex#xli#ipizexmsr#wls{r#sr#xli#wxviix#tvsjmpi#sv#ew mrhmgexih#f}#e#wtsx#ipizexmsr#sr#xli#gsrwxvygxmsr#tperw1 71 Xli#ew0fympx#mrzivx#ipizexmsrw#sj#epp#tmtiw#irxivmrk#erh#piezmrk#xli#mrpix#evi#wls{r#sr#xli#tper erh#tvsjmpi#wliixw#{mxlmr#gsrwxvygxmsr#xspivergi#sj#315#jiix1#Mj#wyfwxerxmepp}#hmjjivirx/#tvszmhi nywxmjmgexmsr#erh#getegmx}#gepgypexmsrw#xs#wls{#xli#getegmx}#mw#rsx#ejjigxih#sv#tvstswi#qmxmkexmsr1 81 Xli#ew0fympx#wm~i#sj#xli#mrpix#fs|#mw#ew#wls{r#sr#xli#gsrwxvygxmsr#tperw#sv#er#i|tperexmsr#sv nywxmjmgexmsr#mw#exxeglih1 91 Epp#X}ti#G/#V/#46#erh#49#mrpix#gszivw#evi#wxirgmpih#sv#wxeqtih#{mxl#xli#jspps{mrk#hiwmkrexmsr#+sv er#iuymzepirx,>#RS#HYQTMRK##HVEMRW#XS#TSYHVI#VMZIV1 ZM1 Gypzivxw#0#JGWGQ#Gl1#=/#Wig1#713 E1!Gsrwxvygxmsr2Mrwxeppexmsr> #Epp#gypzivxw#lezi#fiir#gsrwxvygxih#erh2sv#mrwxeppih#mr#eggsvhergi#{mxl# xli#ettvszih#gsrwxvygxmsr#tperw#erh#gsrwxvygxmsr#wtigmjmgexmsrw1# 41 Epp#gypzivx#wm~iw#lezi#fiir#zivmjmih#ew#mrhmgexih#sr#xli#ew0fympx#gsrwxvygxmsr#tperw#ew#gsvvigx1 51 Xli#gypzivx#qexivmep#x}ti#jsv#epp#gypzivxw#mrwxeppih#mw#ew#sr#xli#ettvszih#gsrwxvygxmsr#tperw#erh#mw mrhmgexih#sr#xli#ew0fympx#tperw1 61 Xli#ew0fympx#mrzivx#mr#erh#syx#ipizexmsrw#lezi#fiir#zivmjmih#erh#evi#mrhmgexih#sr#xli#ew0fympx gsrwxvygxmsr#tperw1 71 Xli#gypzivx#lieh{eppw#sv#{mrk#{eppw#lezi#fiir#mrwxeppih#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr tperw1#Lieh{eppw#sv#{mrk#{eppw#qe}#fi#riihih#mr#xli#ew0fympx#gsrhmxmsrw#srwmxi#mj#xli#wpstiw#ehnegirx#xs xli#gypzivx#evi#kviexiv#xler#7>41#Tpiewi#rsxi#eview#riihmrk#wxefmpm~exmsr#mr#xli#givxmjmgexmsr#revvexmzi1 Er#epxivrexmzi#xs#gsrwmhiv#mw#e#xyvj#vimrjsvgiqirx#qex#+XVQ,1 ZMM1 Wyf0Hvemrw E1!Gsrwxvygxmsr2Mrwxeppexmsr>##############Epp#wyf0hvemrw#wls{r#sr#xli#gsrwxvygxmsr#tperw#lezi#fiir#mrwxeppih#mr eggsvhergi#{mxl#xlswi#tperw#erh#xli#gsrwxvygxmsr#wtigmjmgexmsrw1#Wyf0hvemrw#mrwxeppih#{mxl#xli#wermxev} wi{iv#evi#xs#fi#zivmjmih#sr#xli#wermxev}#wi{iv#tper#erh#tvsjmpi#wliixw#sj#xli#gsrwxvygxmsr#tperw1#+RSXI> Mrhmgexi#er}#wyf0hvemrw#mrwxeppih#ejxiv#xli#tperw#{ivi#ettvszih#sr#xli#ew0fympx#tperw1, 41 Xli#wm~i#sj#xli#wyf0hvemrw#evi#ew#ettvszih#sr#xli#gsrwxvygxmsr#tperw#erh#evi#mrhmgexih#sr#xli#ew0 fympx#tperw1 51 Xli#x}ti#sj#wyf0hvemr/#mr#tevxmgypev#xli#tivjsvexih#erh#rsr0tivjsvexih#wigxmsrw#sj#xli#hvemr/#evi ew#mrhmgexih#sr#xli#ettvszih#gsrwxvygxmsr#tperw1 2"02;! Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes N/A Yes Yes Yes Rcig!7 61 Xli#gsziv#viuymviqirxw#tiv#xli#gsrwxvygxmsr#tperw#evi#tvszmhih1 71 Xli#gpiersyxw#lezi#fiir#mrwxeppih#ex#xli#psgexmsrw#wls{r#sr#xli#gsrwxvygxmsr#tperw#erh#evi eggiwwmfpi#jsv#gpiermrk1#+Gpiersyxw#ger#fi#fyvmih#e#qe|mqyq#sj#9#mrgliw#hiit#{mxl#xlimv#psgexmsrw qevoih1, 81 Xli#fegojmpp#qexivmepw#jsv#wyf0hvemrw#evi#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr#tperw1#+Xlmw mrgpyhiw#xli#x}ti/#hitxl#erh#{mhxl1, 91 Xli#kis0xi|xmpi#pmriv#gsqtpixip}#{vetw#xli#wyf0hvemr#erh#xli#tivqiefpi#fegojmpp#qexivmep#yrpiww wls{r#sxliv{mwi#sr#xli#ettvszih#gsrwxvygxmsr#tperw1#+Wyf0hvemr#tmti#{vettih#mr#e#wsgo#jmpxiv#qexivmep mw#eggitxih#srp}#mj#ettvszih#tvmsv#xs#mrwxeppexmsr1, ZMMM1 Gyvf#Gyxw E1!Gsrwxvygxmsr> #Epp#gyvf#gyx#stirmrkw#evi#gsrwxvygxih#mr#eggsvhergi#{mxl#xli#ettvszih#gsrwxvygxmsr# tperw#erh#gsrwxvygxmsr#wtigmjmgexmsrw1# 41 Xli#wm~i#+{mhxl,#sj#xli#gyvf#gyx#stirmrk#mw#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr#tperw1 51 Xli#gyvf#gyx#stirmrkw#xmi#mrxs#e#hs{rwxvieq#w{epi/#tmti/#sv#sxliv#ettyvxirergiw#{mxl#e#wqssxl xverwmxmsr#erh#xlivi#rs#sfwxvygxmsrw#wygl#ew#vmtvet#sv#wsh#mqtihmrk#xli#jps{#hs{rwxvieq#sj#xli#gyvf gyx1 M\1 Wmhi{epo#Gypzivxw#)#Glewiw E1!Gsrwxvygxmsr2Mrwxeppexmsr> #Epp#wmhi{epo#gypzivxw#lezi#fiir#mrwxeppih#ex#xli#psgexmsrw#wls{r#sr#xli# ettvszih#gsrwxvygxmsr#tperw1 41 Xli#wm~i#+{mhxl#erh#pirkxl,#sj#xli#gypzivxw#evi#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr#tperw1 51 Xli#gsziv#tpexi#mw#e#qmrmqyq#82<0mrgl#kepzerm~ih#tpexi#fspxih#xs#e#kepzerm~ih#erkpi#mvsr#tiv#xli hixemp#wls{r#sr#xli#ettvszih#gsrwxvygxmsr#tperw#sv#tiv#xli#Gmx}w#hixemp1 61 Xli#wmhi{epo#gypzivx#mrzivx#mr#erh#syx#ipizexmsrw#lezi#fiir#zivmjmih#erh#evi#mrhmgexih#sr#xli ew0fympx#tperw1 71 Xli#wmhi{epo#gypzivx#stirmrk#mw#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr#tperw#sv#tiv#xli#Gmx}w hixemp1# 81 Xlivi#mw#e#wqssxl#xverwmxmsr#fsxl#sr#xli#mrpix#erh#syxpix#irhw#sj#xli#wmhi{epo#gypzivx#{mxl#rs sfwxvygxmsrw#wygl#ew#vmtvet#sv#wsh#mqtihmrk#xli#jps{#mrxs#sv#syx#sj#xli#wmhi{epo#gypzivx1 \1Wmxi#Kvehmrk#0#JGWGQ#Gl1#< E1!Gsrwxvygxmsr> #Epp#gsqqsr#stir#wtegiw#lezi#fiir#kvehih#mr#eggsvhergi#{mxl#xli#ettvszih# gsrwxvygxmsr#tperw1 41 Xli#kvehmrk#sr#epp#gsqqsr#stir#wtegiw#fsvhivmrk#tvmzexi#psxw#lew#fiir#zivmjmih#ew#gsvvigx#erh xli#ew0fympx#viev#psx#gsvriv#ipizexmsrw#lezi#fiir#wls{r#sr#xli#ew0fympx#tperw1 2"02;! (Refer to the attached narrative for additional information.) Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes N/A Rcig!8 51 Xli#ew0fympx#gsrxsyvw#jsv#szivpsx#kvehmrk#evi#wls{r#sr#xli#ew0fympx#gsrwxvygxmsr#tperw#jsv#epp gsqqsr#stir#wtegiw/#xvegxw/#syxpsxw/#ixg1#Mj#rsx#mr#gsqtpmergi/#tpiewi#exxegl#e#revvexmzi#hiwgvmfmrk#xli wmxyexmsr#jsv#rsrgsqtpmergi#erh#{lir#mx#qe}#fi#gsvvigxih1#Er#iwgvs{#jsv#szivpsx#kvehmrk#qe}#fi viuymvih1#+RSXI>#Viwmhirxmep#Psx#Kvehmrk#Givxmjmgexmsr#mw#e#witevexi#tvsgiww#jvsq#xlmw#Szivepp#Wmxi Givxmjmgexmsr1#Mx#mw#yrhivwxssh#xlex#viwmhirxmep#psxw#{mpp#fi#fvsyklx#xs#jmrep#kvehi#srgi#xli#jsyrhexmsr#mw fegojmppih#ws#xli}#qe}#fi#ps{iv#xler#xli#tper#wls{w#ex#xlmw#Szivepp#Wmxi#Givxmjmgexmsr#wxeki1, 61 Epp#xyvj#vimrjsvgiqirx#qexw#+XVQw,#lezi#fiir#mrwxeppih#ew#wls{r#sr#xli#ettvszih#gsrwxvygxmsr tperw#erh#xli#wpstiw#evi#wxefmpm~ih1 \M1 Tivqerirx#Ivswmsr#Gsrxvsp#FQTw#0#JGWGQ#Gl1#=/#Wig1#;13 E1!Gsrwxvygxmsr>#Epp#tivqerirx#ivswmsr#gsrxvsp#FQTw#lezi#fiir#mrwxeppih#tiv#xli#ettvszih# gsrwxvygxmsr#tperw1 41 Epp#vmtvet#lew#fiir#mrwxeppih#mr#xli#psgexmsrw#erh#wm~iw#mrhmgexih#sr#xli#ettvszih#gsrwxvygxmsr tperw1# 51 Epp#jefvmg#lew#fiir#mrwxeppih#mr#xli#psgexmsrw#erh#wm~iw#mrhmgexih#sr#xli#ettvszih#gsrwxvygxmsr tperw1# e1 Epp#jefvmg#{ew#mrwxeppih#tiv#xli#hixempw#sr#xli#ettvszih#gsrwxvygxmsr#tperw1 \MM1 Tswx0Gsrwxvygxmsr#Wmxi#Gpieryt#0#JGWGQ#Gl1#6/#Wig1#513 E1!Gsrwxvygxmsr> #Epp#gsrwxvygxmsr#hifvmw#erh#sfwxvygxmsrw#sj#er}#omrh#lezi#fiir#viqszih#jvsq# hvemreki#texlw1 41 Epp#gsrwxvygxmsr#hifvmw#lew#fiir#viqszih#i|gitx#mr#wxekmrk#evie+w,1 51 Epp#vyxw#lezi#fiir#wqssxlih#syx#mr#epp#gsrwxvygxmsr#eview1 61 Epp#eview#riihmrk#viwiihmrk#lezi#fiir#mhirxmjmih#erh#jyxyvi#wxefmpm~exmsr#ksepw#lezi#fiir gssvhmrexih#{mxl#xli#Ivswmsr#Gsrxvsp#Mrwtigxsv#erh#mr#eggsvhergi#{mxl#JGWGQ#Zsp15#Gletxiv#451#Rsxi xli#evie#riihmrk#wxefmpm~exmsr#mr#xli#revvexmzi1 \MMM1 Givxmjmgexmsr#sj#PMH#erh#[exiv#Uyepmx}#Jegmpmxmiw#0#JGWGQ#Gl1#; E1 Exxeglih#evi#xli#Hyvmrk#Gsrwxvygxmsr#Mrwtigxmsr#Gligopmwx#jsv#Ps{#Mqtegx#Hizipstqirx#+PMH,#erh sxliv#mxiqw#xs#fi#zivmjmih#hyvmrk#gsrwxvygxmsr/#epsrk#{mxl#tmgxyviw#erh#sxliv#viuymvih#hsgyqirxexmsr1 F1 Exxeglih#mw#zivmjmgexmsr#sj#xli#vemr#kevhir#erh2sv#werh#jmpxiv#jpex#wyvjegi#evie+w,#erh#tsrhmrk zspyqi+w,1#Xlmw#zivmjmgexmsr#mrgpyhiw#wyvzi}#sj#gvmxmgep#ipizexmsrw1 G1 Exxeglih#mw#zivmjmgexmsr#sj#xli#yrhivkvsyrh#mrjmpxvexmsr#viuymvih#zspyqi+w,/#{imv#ipizexmsrw/ svmjmgiw/#mrwtigxmsr#tsvxw#erh#jmpxivmrk#jefvmg1#Xlmw#zivmjmgexmsr#mrgpyhiw#wyvzi}#sj#gvmxmgep#ipizexmsrw1 H1 Epp#zmwmfpi#PMH#hiwmkr#jiexyviw#{ivi#zivmjmih#ew#tevx#sj#xli#irkmriiv*w#wmxi#zmwmx1 2"02;! N/A N/A Yes Yes N/A N/A Yes Yes Yes Yes Yes N/A Yes Yes 1/19 Page 1 of 2 DURING CONSTRUCTION INSPECTION CHECKLIST To be completed by Construction Superintendent This checklist is to be completed during construction and included with the Overall Site and Drainage Certification. · Use “Yes” for items completed as described. · Use “N/A” for items that are not applicable to the site being certified. · If any blanks are “No,” attach an explanation referencing the item number below. Project Name: Platte River Power Authority Headquarters Campus Date: 10/30/2020 Building Permit Numbers: B1803235 I. Compaction A. Yes All berms and embankments meet the compaction requirements as specified in the project geotechnical report or comply with the City’s standard, which is “soils should be compacted within a moisture content range of 2% below to 2% above optimum moisture content and compacted to 95% of the Maximum Standard Proctor Density (ASTM D698).” Compaction requires verification during construction. Provide testing log from contractor/engineer. II. Storm Drain Pipe Installation Requirements A. Yes The pipe trenches have been compacted in accordance with Section 02225-3.07.A.1. of the Fort Collins Development Construction Standards for Water, Wastewater, Stormwater (e.g., the trenches in the roadways are to be 95% of maximum density and all other areas are to be at 90%, both in accordance with ASTM D698). III. Energy Dissipation and Erosion Protection - FCSCM Chapter 9, Section 7.0 A. Riprap 1. N/A The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans. 2. N/A A filter fabric was installed instead of granular bedding and is the material shown on the approved construction plans or was an approved equal. Provide documentation for an approved equal. 3. N/A The riprap is the gradation shown on the approved construction plans with a D50 of . 4. N/A The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown. 5. N/A The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.) B. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 1. N/A All fabric was installed per manufacturer’s specifications. 1/19 Page 2 of 2 IV. Other Permanent BMPs A. N/A All cut-off walls have been installed in accordance with the approved construction plans. (Cut-off walls are required for irrigation ditch crossings of storm drain pipes.) V. Extended Detention Basins A. Yes Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the water quality control box(es). Provide date of inspection and name of inspector: Chandler Arellano – 7/30/2020 Included certification sheet(s): Please check the appropriate box(es) for the Low Impact Development (LID) facilities found on this site and complete the corresponding certification sheets. ☐ Permeable Interlocking Concrete Pavers ☒ Bioretention Cells (Rain Gardens) ☐ Sand Filters ☐ Vegetated Buffers ☒ Underground Infiltration ☐ Other LID – For certification of Dry Wells, Tree Filters, Constructed Wetland Channels & Ponds, etc., contact City Staff to determine requirements to exhibit the LID facility has been constructed and functions as intended per the approved drainage report. *Please provide photographic documentation of the installation of all stages of all LID facilities. **Please contact the City Stormwater Inspector at stormwaterinspection@fcgov.com to discuss inspection requirements for each LID facility and request inspections. ***All facilities being certified must be “clean” – free of sediment & construction debris – prior to certification or acceptance of the facility. Completed by: Name: Stephen Walker Title: Project Manager Email: Swalker@fciol.com Phone: 970-535-4725 Company: FCI Constructors, Inc. Address: 4015 Coriolis Way Frederick CO 80504 1/19 Page 1 of 3 Bioretention Cells (Rain Gardens) Item/Activity Yes No N/A Submittal Requirements Submitted?/Response Stormwater Inspection Pre-construction meeting was held with City-Stormwater Inspector to discuss installation, inspection, checklist, and protection from sedimentation ☒ ☐ ☐ Record date, inspector name, meeting location (i.e. DCP, initial erosion control inspection, etc.) Chandler Arellano – 6/12/2019 Underdrain and basecourse inspection(s): Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the outlet, underdrain, geomembrane layer, and base course (per design in Final Plan Documents) ☒ ☐ ☐ Record date(s) of inspection and inspector’s name Chandler Arellano – 6/17/2019 Pea gravel and BSM inspection(s): Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the pea gravel and bioretention sand media ☒ ☐ ☐ Record date(s) of inspection and inspector’s name Chandler Arellano – 6/19/2019 Excavation Heavy equipment did not encroach into the excavated area (prevents over-compaction) ☒ ☐ ☐ Bottom of cell was “ripped” after excavation ☒ ☐ ☐ Provide photographs before and after “ripping” Bottom surface of cell is flat and level ☒ ☐ ☐ Provide photograph Excavated area is protected/surrounded by sediment/runoff control measures during construction ☒ ☐ ☐ Provide photograph Intake Upstream catchment drains to inlet/bioretention cell per plan and flows are fully captured ☒ ☐ ☐ Forebay Forebay is installed according to design specifications ☐ ☐ ☒ Provide photograph There is a minimum 3” drop at the forebay entrance ☐ ☐ ☒ Provide photograph Forebay will drain fully and not hold standing water ☐ ☐ ☒ Outlet Structure/Overflow Emergency overflow elevation is confirmed ☐ ☐ ☒ Measure and record distance from overflow to top of media filter; provide photograph Overflow inlet elevation is set above bioretention media per plan ☒ ☐ ☐ Provide photograph 1/19 Page 2 of 3 Overflow inlet invert elevation is at least 3 inches below containment wall/berm (to direct overflow into inlet) ☐ ☐ ☒ Measure and record distance between inlet and top of containment wall/berm; provide photograph Overflow path and check dams, if used, are armored to protect from erosion and maintain elevations ☐ ☐ ☒ Provide photograph Impermeable Liner Impermeable liner meets design specifications ☐ ☐ ☒ Provide specifications of delivered material Impermeable liner is appropriately anchored ☐ ☐ ☒ Provide photograph Impermeable liner is buried with no exposure ☐ ☐ ☒ Any penetrations of the impermeable liner have been sealed and checked for water-tightness ☐ ☐ ☒ Provide photograph (if necessary) Underdrain System Underdrain pipe meets design specifications ☒ ☐ ☐ Provide photograph At least one cleanout is provided per underdrain lateral ☒ ☐ ☐ Provide photograph Cleanout pipe is solid (not perforated/slotted) ☒ ☐ ☐ Provide photograph Cleanout covers are installed and watertight ☒ ☐ ☐ Provide photograph Verify the underdrain is NOT wrapped in geotextile fabric ☒ ☐ ☐ Provide photograph Verify there is no orifice plate on the underdrain outfall ☒ ☐ ☐ Provide photograph Underdrain integrity tested after backfilling using TV and/or water test ☒ ☐ ☐ Provide documentation of test results Filter Media and Aggregate Reservoir aggregate layer (ASTM #57 or #67): - meets design specifications - is installed to the required design depth ☒ ☐ ☐ Provide load ticket, photographs, and record depth installed 10” Diaphragm aggregate layer (“Pea Gravel” with gradation ASTM #8, #89, or #9): - meets design specifications - is installed to the required design depth ☒ ☐ ☐ Provide load ticket, photographs, and record depth installed 6” Bioretention Sand Media (BSM) composition: - meets design specifications - is installed to the required design depth ☒ ☐ ☐ Provide load ticket, photographs, and record depth installed 12” BSM was “machine mixed” by supplier prior to delivery ☒ ☐ ☐ Provide load ticket BSM is installed flat and level ☒ ☐ ☐ Provide photograph Other Structural Components Containment wall/berm is continuous and level ☐ ☐ ☐ Landscaping 1/19 Page 3 of 3 Verify final landscaping is free of sod ☒ ☐ ☐ If sod is used, it must be shown to be “sand-grown” Final landscaping (non-floatable mulch) is flat and level ☒ ☐ ☐ Provide photograph Vegetation is planted according to landscape design specifications and final landscaping plan ☒ ☐ ☐ Provide photograph Verify that weed barrier is NOT installed ☒ ☐ ☐ Temporary irrigation installed ☐ ☐ ☒ If N/A, then verify that permanent irrigation is installed to establish/maintain vegetation Permanent Irrigation Close Out Upstream catchment stabilized prior to diverting runoff into bioretention cell ☒ ☐ ☐ 1/19 Page 1 of 2 Underground Infiltration Item/Activity Yes No N/A Submittal Requirements Submitted?/Response Stormwater Inspection Manufacturer’s representative pre-construction meeting: A pre-construction meeting was completed with the manufacturer’s representative and installers ☒ ☐ ☐ Record date and who was present at the meeting 9/25/2018 – David Kelly FCI, Riley Lindemann R&D Pipeline, Kevin Brazelton United Civil, Mark Kaelberer ADS, Chandler Arellano City Of Fort Collins Pre-construction meeting was held with City-Stormwater Inspector to discuss installation, inspection, checklist, and protection from sedimentation ☒ ☐ ☐ Record date, inspector name, meeting location (i.e. DCP, initial erosion control inspection, etc.) 9/25/2018 – Chandler Arellano Inspection(s): Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point at which the chambers had been laid/prior to backfilling. Correct fabric placement was confirmed. ☐ ☐ ☐ Record date(s) of inspection and inspector’s name 9/30/2018 – 10/14/2018 – Chandler Arellano Excavation Heavy equipment did not travel across underground cell area during excavation (prevents over-compaction) ☒ ☐ ☐ Bottom of cell was “ripped” after excavation ☐ ☒ ☐ Provide photographs before and after “ripping” Ripping was not recommended by ADS during the Preconstrution meeting and confirmed was not required by Heather McDowell on 9/25/2018 by email Bottom of cell is flat and level, or graded per approved grading plans ☒ ☐ ☐ Provide photograph Non-woven fabric is installed per manufacturer’s specifications and was not damaged during construction (around system) ☒ ☐ ☐ Provide photograph Woven fabric is installed per manufacturer’s specifications and was not damaged during construction (beneath chambers) ☒ ☐ ☐ Provide photograph Excavated area is protected/surrounded by sediment/runoff control BMPs during construction ☒ ☐ ☐ Provide photograph Impermeable Liner 1/19 Page 2 of 2 Impermeable liner meets design specifications ☐ ☐ ☒ Provide specifications of delivered material Impermeable liner is not exposed ☐ ☐ ☒ Any penetrations of the impermeable liner have been sealed and checked for water-tightness. ☐ ☐ ☒ Provide photograph (if necessary) Aggregate Foundation and embedment materials are installed and compacted according to design and manufacturer’s specifications ☒ ☐ ☐ Provide load ticket and photograph(s) Underdrain System Underdrain pipe meets design specifications ☒ ☐ ☐ Provide photograph At least one cleanout is provided per underdrain lateral ☒ ☐ ☐ Provide photograph Cleanout pipe is solid (not perforated/slotted) ☒ ☐ ☐ Provide photograph Cleanout covers are installed and watertight ☒ ☐ ☐ Provide photograph Verify the underdrain is NOT wrapped in geotextile fabric ☒ ☐ ☐ Provide photograph Verify there is no orifice plate on the underdrain outfall ☒ ☐ ☐ Provide photograph Underdrain integrity tested after backfilling using TV and/or water test ☒ ☐ ☐ Provide documentation of test results Manifold system Overflow weir elevation is set at/above water quality storm elevation ☒ ☐ ☐ Record weir elevation on survey Maintenance access is provided for each Isolator Row ☒ ☐ ☐ At least one inspection port has been provided for each Isolator Row (located in middle third of each row) ☒ ☐ ☐ Upstream catchment drains to inlet/intake properly ☒ ☐ ☐ Underground Detention Chambers All chambers were installed per approved Utility Plans and manufacturer’s specifications ☒ ☐ ☐ Photograph Close Out Upstream catchment is stabilized prior to diverting runoff into Underground Detention system ☒ ☐ ☐ All Isolator Rows, chambers, and pipes are cleaned and sediment/debris has been removed ☒ ☐ ☐ PRPA New Headquarters Campus 2000 East Horsetooth Road Fort Collins, CO Platte River Power Authority Attn: Jeff Menard 2000 East Horsetooth Road Fort Collins, CO 80525-5721 20171111 Client Project Project Number: Field Test Data Report No.: 20171111.0002 Date: 04/18/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Landscape Fill 1 North of Communication building, southwest of park -2'20171111.0004 8 123.4 17.7 16.7 105.7 96 Report No.: 20171111.0005 Date: 04/20/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Fiber Vault Backfill 2 South West Corner of Park, 20' East of Western Fence 0 20171111.0004 8"127.8 19.5 18.0 108.3 98 Report No.: 20171111.0008 Date: 05/08/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Trench Backfill South of Commuinication Building 3 8' east of CBS Vault -6'20171111.0003 8 134.7 17.6 15.0 *117.1 91 * Report No.: 20171111.0009 Date: 05/09/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Trench Backfill South of Communication Building 7 Retest of No. 3 - 8' east of CBS Vault -6'20171111.0003 8 135.6 14.0 11.5 121.6 95 8 16' east of CBS Vault -3'20171111.0004 8 126.1 16.6 15.2 109.5 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 1 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0011 Date: 05/10/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Electrical Trench Backfill 4 8' east of CBS Vault 0'20171111.0004 8 123.1 16.6 15.6 106.5 96 5 20' south of Communications Building -1'20171111.0003 8 135.4 13.4 11.0 122.0 95 Communications Building Footing Subgrade 6 12' south of northeast corner 0'20171111.0004 8 127.2 16.5 14.9 110.7 100 Report No.: 20171111.0022 Date: 05/22/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Building C - Garage Subgrade 11 Center of Garage 0'20171111.0004 8 124.0 19.4 18.5 104.6 95 Report No.: 20171111.0023 Date: 05/23/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Concrete Floori Subgrade 9 5' south and 6' west of northeast corner of Communication Room 0'20171111.0021 8 137.2 14.5 11.8 122.7 100 10 6' south and 5' east of northwest corner of Communication Room 0'20171111.0021 8 136.9 14.8 12.1 122.1 100 Report No.: 20171111.0033 Date: 06/27/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Utility Backfill 12 80' South Of North End Of Parking Lot -3'20171111.0004 8 124.3 19.0 18.0 105.3 95 13 25' North Of South Curb and Gutter -3'20171111.0004 8 124.2 19.4 18.5 104.8 95 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 2 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0034 Date: 06/28/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Sanitation line backfill 14 See attachments -2'20171111.0028 8 117.1 18.1 18.3 99.0 95 15 See attachments -1'20171111.0028 8 122.9 18.9 18.2 104.0 99 16 See attachments 0'20171111.0028 8 121.1 18.2 17.7 102.9 98 17 See attachments -2'20171111.0028 8 118.9 18.2 18.1 100.7 96 18 See attachments -2'20171111.0028 8 123.1 19.4 18.7 103.7 99 Report No.: 20171111.0035 Date: 06/29/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) South Driveway 1 Center of driveway 0'20171111.0021 4 134.5 12.7 10.4 121.8 100 Report No.: 20171111.0036 Date: 06/29/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Utility Trench Backfill 1 5' from south end -0.5'20171111.0028 6 121.5 18.3 17.7 103.2 99 2 15' from south end -0.5'20171111.0028 6 121.3 18.6 18.1 102.7 98 3 25' from south end -0.5'20171111.0028 6 123.6 18.8 17.9 104.8 100 Report No.: 20171111.0042 Date: 07/03/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Northern Parking Lot, Utility Line Backfill 19 35' North of South Curb And Gutter 0'20171111.0045 4"130.6 3.9 3.1 *126.7 92 * 20 Re-test of No. 19 - Approx. 35' North of South Curb And Gutter 0'20171111.0045 4"143.0 8.7 6.5 134.3 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 3 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0046 Date: 07/06/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Santiation Line Backfill 21 See Attachments -2'20171111.0028 8 117.0 17.6 17.7 99.4 95 22 See Attachments -1'20171111.0028 8 119.7 18.7 18.5 101.0 96 23 See Attachments 0'20171111.0028 8 119.8 18.3 18.0 101.5 97 Report No.: 20171111.0049 Date: 07/11/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Sand and Grease Intercepter Backfill 24 3' west of Intersepter 0'20171111.0028 8 118.3 18.9 19.0 99.4 95 25 4' east of Intersepter 0'20171111.0028 8 118.3 18.5 18.5 99.8 95 Report No.: 20171111.0056 Date: 07/19/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Pond Embankment Fill - South Side 26 N9629.2 E8468.4 -7'20171111.0004 8 127.2 16.8 15.2 110.4 100 27 N9634.2 E8410.3 -5'20171111.0004 8 126.2 16.0 14.5 110.2 100 28 N9629.6 E8444.5 -3'20171111.0004 8 124.7 18.9 17.9 105.8 96 Report No.: 20171111.0057 Date: 07/21/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Storm Line 4 Trench backfill 29 Area between Retention and Detention Ponds 0'20171111.0004 8 128.3 17.9 16.2 110.4 100 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 4 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0061 Date: 07/25/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarter Building/Pond Backfill 30 N 1439752.3, E 3128370.9 -15 20171111.0004 8 126.1 16.0 14.5 110.1 100 31 N 1439775.7, E 3128471 -15 20171111.0004 8 124.3 15.7 14.5 108.6 98 32 N 1439733.9, E 3128463.8 -15 20171111.0004 8 126.2 19.5 18.3 106.7 97 33 N 1439714.9, E 3128417.5 -14 20171111.0004 8 125.7 16.6 15.2 109.1 99 Report No.: 20171111.0062 Date: 07/25/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarter Building/Pond Backfill 34 N 1439766.5, E 3128363.7 -14 20171111.0004 8 128.0 19.6 18.1 108.4 98 35 N 1439757.2, E 3128409.3 -13 20171111.0004 8 128.1 19.1 17.5 109.0 99 36 N 1439737.5, E 3128444.3 -13 20171111.0004 8 130.5 20.3 18.4 110.2 100 Report No.: 20171111.0064 Date: 07/26/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Building Pad In Pond 40 N. 1439751.5 E. 3128469.4 -11'20171111.0004 8"128.4 19.6 18.0 108.8 98 41 N. 1439746.9 E. 3128387.1 -12'20171111.0004 8"128.7 18.8 17.1 109.9 99 Report No.: 20171111.0069 Date: 07/28/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Storm Water Pipeline/Inlets Backfill 37 Inlet 5-2, 40' West, CL of Pipe -2'20171111.0004 8"126.6 17.8 16.4 108.8 98 38 Inlet 5-2, 10' West, CL of Pipe -1'20171111.0004 8"126.7 17.6 16.1 109.1 99 39 Inlet 5-2, 25' North toward Inlet 5-1, CL of Pipe 0'20171111.0004 8"127.4 17.0 15.4 110.4 100 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 5 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0070 Date: 07/30/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Utility Sewer Line # 5 42 Approx. 40' East Of Manhole 5-3 -2'20171111.0004 8 124.5 17.1 15.9 107.4 97 Report No.: 20171111.0077 Date: 07/31/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Building Pad in Old Pond Area 43 See Diagram 1 20171111.0079 8 125.9 15.5 14.0 110.4 100 44 See Diagram 1 20171111.0079 8 124.8 15.3 14.0 109.5 99 45 See Diagram 1 20171111.0079 8 122.7 14.3 13.2 108.4 98 46 See Diagram 1 20171111.0079 8 127.0 16.6 15.0 110.4 100 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 6 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0078 Date: 08/01/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Building Pad In Pond 47 See Diagram 2 20171111.0079 8"123.2 15.0 13.9 108.2 98 48 See Diagram 2 20171111.0079 8"124.7 15.3 14.0 109.4 99 49 See Diagram 2 20171111.0079 8"121.9 14.5 13.5 107.4 97 50 See Diagram 2 20171111.0079 8"127.5 17.6 16.0 109.9 100 51 See Diagram 2 20171111.0079 8"125.3 15.0 13.6 110.3 100 52 See Diagram 3 20171111.0079 8"121.0 14.5 13.6 106.5 97 53 See Diagram 3 20171111.0079 8"125.0 17.3 16.1 107.7 98 54 See Diagram 3 20171111.0079 8"125.2 14.6 13.2 110.6 100 55 See Diagram 3 20171111.0079 8"125.2 15.8 14.4 109.4 99 56 See Diagram 4 20171111.0079 8"125.8 16.0 14.6 109.8 100 57 See Diagram 4 20171111.0079 8"124.9 16.5 15.2 108.4 98 58 See Diagram 4 20171111.0079 8"122.4 16.9 16.0 105.5 96 59 See Diagram 4 20171111.0079 8"126.0 15.5 14.0 110.5 100 Report No.: 20171111.0082 Date: 08/02/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Pond Backfill 76 See Attachments 4950 20171111.0004 8 122.4 16.0 15.0 106.4 96 77 See Attachments 4950 20171111.0004 8 124.5 17.4 16.2 107.1 97 78 See Attachments 4950 20171111.0004 8 122.0 16.7 15.9 105.3 95 79 See Attachments 4950 20171111.0004 8 126.3 17.2 15.8 109.1 99 80 See Attachments 4951 20171111.0004 8 125.1 18.1 16.9 107.0 97 81 See Attachments 4951 20171111.0004 8 122.8 17.4 16.5 105.4 95 82 See Attachments 4951 20171111.0004 8 125.1 17.2 15.9 107.9 98 83 See Attachments 4951 20171111.0004 8 126.9 17.4 15.9 109.5 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 7 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0085 Date: 08/03/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) North Field, Western Footings 60 Grid Points (SD, S3)-5'20171111.0073 8 117.5 20.4 21.0 97.1 97 61 Grid Points (SG, S2)-5'20171111.0073 8 120.9 22.6 23.0 98.3 98 62 Grid Points (SL, S3)-5'20171111.0073 8 120.2 20.0 20.0 100.2 100 63 Grid Points (SL, S2)-5'20171111.0073 8 117.5 18.3 18.4 99.2 99 64 Grid Points (SL, S3)-4'20171111.0073 8 117.1 18.0 18.2 99.1 99 65 Grid Points (SL, S2)-4'20171111.0073 8 115.5 17.0 17.3 98.5 98 66 Grid Points (SG, S3)-4'20171111.0073 8 116.4 16.9 17.0 99.5 99 67 Grid Points (SC, S2)-4'20171111.0073 8 117.6 17.1 17.0 100.5 100 Report No.: 20171111.0086 Date: 08/06/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Footings for Garage A 68 Grid Point (SC, S2)-2'20171111.0073 8"118.7 18.6 18.6 100.1 100 69 Grid Point (SG, S3)-2'20171111.0073 8"117.2 17.0 17.0 100.2 100 70 Grid Point (SL, S2)-2'20171111.0073 8"116.3 17.3 17.5 99.0 99 71 Grid Point (SL, S3)-2'20171111.0073 8"114.2 16.7 17.1 97.5 97 Roadway between Fleet Garage A and Garage B 72 See Diagram -2'20171111.0073 8"114.1 17.4 18.0 96.7 96 73 See Diagram -2'20171111.0073 8"120.4 20.1 20.0 100.3 100 74 See Diagram -2'20171111.0073 8"119.8 20.0 20.0 99.8 99 75 See Diagram -2'20171111.0073 8"116.4 16.9 17.0 99.5 99 Footings For Garage B & Maintenance Building 76 Grid Point (MC, M2)-4'20171111.0073 8"117.6 18.8 19.0 98.8 98 77 Grid Point (ME, M2)-4'20171111.0073 8"118.1 20.1 20.5 98.0 98 78 Grid Point (MI , M1)-4'20171111.0073 8"118.5 20.6 21.0 97.9 98 79 Grid Point (MK, M5)-4'20171111.0073 8"119.4 19.9 20.0 99.5 99 80 Grid Point (MI, M5)-4'20171111.0073 8"116.2 17.3 17.5 98.9 99 81 Grid Point (MD, M4)-4'20171111.0073 8"119.1 18.3 18.2 100.8 100 82 Grid Point (MC, M4)-4'20171111.0073 8"117.7 19.6 20.0 98.1 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 8 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0086 Date: 08/06/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) 83 Grid Point (MC, M2)-3'20171111.0073 8"121.3 20.2 20.0 101.1 101 84 Grid Point (ME, M2)-3'20171111.0073 8"122.0 21.2 21.0 100.8 100 85 Grid Point (MI, M2)-3'20171111.0073 8"116.8 19.4 19.9 97.4 97 86 Grid Point (MK, M1)-3'20171111.0073 8"115.0 17.6 18.1 97.4 97 87 Grid Point (MK, M5)-3'20171111.0073 8"118.7 19.8 20.0 98.9 99 88 Grid Point (MH, M5)-3'20171111.0073 8"119.4 20.7 21.0 98.7 98 89 Grid Point (ME, M4)-3'20171111.0073 8"117.0 17.3 17.4 99.7 99 90 Grid Point (MC, M2)-2'20171111.0073 8"115.1 16.7 17.0 98.4 98 91 Grid Point (ME, M2)-2'20171111.0073 8"117.6 18.1 18.2 99.5 99 92 Grid Point (MI, M1)-2'20171111.0073 8"117.2 17.3 17.3 99.9 100 93 Grid Point (MK,M1)-2'20171111.0073 8"115.5 16.8 17.0 98.7 98 94 Grid Point (MC,M4)-2'20171111.0073 8"112.9 17.2 18.0 95.7 95 95 Grid Point (ME, M4)-2'20171111.0073 8"118.2 18.4 18.4 99.8 99 96 Grid Point (MH,M5)-2'20171111.0073 8"117.8 18.5 18.6 99.3 99 97 Grid Point (MK, M5)-2'20171111.0073 8"118.9 17.9 17.7 101.0 101 Footers For Substation 98 Grid Point (GB, G1.5)-4'20171111.0073 8"117.0 17.0 17.0 100.0 100 99 Grid Point (GI, G1.5)-4'20171111.0073 8"116.9 17.2 17.3 99.7 99 100 Grid Point (GM, G1.5)-4'20171111.0073 8"116.5 16.9 17.0 99.6 99 101 Grid Point (GM, G1.5)-3'20171111.0073 8"115.6 17.2 17.5 98.4 98 102 Grid Point (GI, G1.5)-3'20171111.0073 8"117.1 17.0 17.0 100.1 100 103 Grid Point (GB, G1.5)-3'20171111.0073 8"116.3 17.2 17.4 99.1 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 9 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0088 Date: 08/07/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Northren Footers Garage B 104 Grid Point(MA, M4)-4'20171111.0073 8 119.2 17.9 17.7 101.3 101 105 Grid Point(MA, M2)-4'20171111.0073 8 116.8 17.0 17.0 99.8 99 106 Grid Point(MB, M2)-4'20171111.0073 8 118.2 17.4 17.3 100.8 100 107 Grid Point(MB, M4)-4'20171111.0073 8 119.1 17.8 17.6 101.3 101 Western Footers Substation 108 Grid Point (GM,G1)-2'20171111.0073 8 119.5 17.7 17.4 101.8 101 109 Grid Point (GH,G1)-2'20171111.0073 8 118.3 18.0 17.9 100.3 100 110 Grid Point (GB, G1)-2'20171111.0073 8 118.5 17.2 17.0 101.3 101 Eastern Footers Substation 111 Grid Point(GA, G2)-4'20171111.0073 8 121.5 21.1 21.0 100.4 100 112 Grid Point(GE, G2)-4'20171111.0073 8 117.8 18.0 18.0 99.8 99 113 Grid Point(GL, G2)-4'20171111.0073 8 116.2 17.3 17.5 98.9 99 114 Grid Point(GC, G2)-3'20171111.0073 8"117.8 17.1 17.0 100.7 100 115 Grid Point(GI, G2)-3'20171111.0073 8"120.3 19.6 19.5 100.7 100 116 Grid Point(GN,G2)-3'20171111.0073 8"118.0 18.9 19.1 99.1 99 Southern Footers Warehouse 117 Grid Point(WE, W2)-4'20171111.0073 8"117.0 18.9 19.3 98.1 98 118 Grid Point(WE, W6)-4'20171111.0073 8"118.8 20.3 20.6 98.5 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 10 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0089 Date: 08/08/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Eastern Footers Substation 119 Grid Point (GN, G2)-3'20171111.0073 8 118.8 18.6 18.6 100.2 100 120 Grid Point (GI, G2)-3'20171111.0073 8 116.2 17.1 17.3 99.1 99 121 Grid Point (GB, G2)-3'20171111.0073 8 119.0 18.9 18.9 100.1 100 Southern Footers Warehouse 122 Grid Point (WE, W2)-3'20171111.0073 8 119.4 20.6 20.8 98.8 98 123 Grid Point (WE, W5)-3'20171111.0073 8 120.6 20.2 20.1 100.4 100 124 Grid Point (WE, W1)-2'20171111.0073 8 120.7 19.9 19.7 100.8 100 125 Grid Point (WE, W4)-2'20171111.0073 8 118.0 19.4 19.7 98.6 98 Northern Footers Warehouse 126 Grid Point (WA, W2)-4'20171111.0073 8 117.7 19.6 20.0 98.1 98 127 Grid Point (WA, W5)-4'20171111.0073 8 118.4 19.8 20.1 98.6 98 Eastern Footers Substation 128 Grid Point (GM, G2)-2'20171111.0073 8 121.0 20.7 20.6 100.3 100 129 Grid Point (GJ, G2)-2'20171111.0073 8 121.3 20.5 20.3 100.8 100 130 Grid Point (GB, G2)-2'20171111.0073 8 121.2 20.2 20.0 101.0 101 Report No.: 20171111.0090 Date: 08/08/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) 131 20171111.0073 0.0 0.0 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 11 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0091 Date: 08/09/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Northern Warehouse Footing 132 Grid Point (WA, W8)-4'20171111.0073 8"113.8 16.5 17.0 97.3 97 133 Grid Point (WA, W4)-2'20171111.0073 8"115.2 18.1 18.6 97.1 97 134 Grid Point (WA, W1)-2'20171111.0073 8"120.3 19.5 19.3 100.8 100 Eastern Roadway Between Substation and Garage B/Maintinace 135 See Diagram -2'20171111.0073 8"116.7 17.3 17.4 99.4 99 136 See Diagram -2'20171111.0073 8"120.2 20.1 20.1 100.1 100 137 See Diagram -2'20171111.0073 8"120.7 18.9 18.6 101.8 101 Report No.: 20171111.0092 Date: 08/09/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Western Roadway Between Garage A and Garage B 138 See Diagram -2'20171111.0076 8 120.5 15.8 15.1 104.7 99 139 See Diagram -2'20171111.0076 8 124.8 19.9 19.0 104.9 99 140 See Diagram -2'20171111.0076 8 123.6 17.5 16.5 106.1 100 Garage A 141 See Diagram -2'20171111.0076 8 122.3 16.9 16.0 105.4 100 142 See Diagram -2'20171111.0076 8 122.9 18.5 17.7 104.4 99 Utility Water Line 143 See Diagram 0'20171111.0004 8 128.0 17.9 16.3 110.1 100 144 See Diagram 0'20171111.0004 8 126.6 17.5 16.0 109.1 99 Report No.: 20171111.0093 Date: 08/10/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Garage B/ Maintenance Building 145 See Diagram -2'20171111.0076 8 121.9 17.7 17.0 104.2 99 146 See Diagram -2'20171111.0076 8 123.6 17.5 16.5 106.1 100 147 See Diagram -2'20171111.0076 8 122.4 17.7 16.9 104.7 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 12 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0094 Date: 08/10/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Building Subgrade 152 See Diagram -5'20171111.0004 8 126.7 16.5 15.0 110.2 100 153 See Diagram -5'20171111.0004 8 124.5 16.3 15.1 108.2 98 Report No.: 20171111.0095 Date: 08/11/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Building Pad Subgrade 148 N0352.6 E8122.6 -1.5'20171111.0076 8 124.8 19.0 18.0 105.8 100 149 N0228.0 E8141.5 -1'20171111.0076 8 120.7 16.0 15.3 104.7 99 Report No.: 20171111.0096 Date: 08/11/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Building Pad Subgrade 150 N0369.1 E8041.1 -0.5'20171111.0076 8 122.6 16.6 15.7 106.0 100 151 N0248.8 E7984.2 -1'20171111.0076 8 120.1 17.3 16.8 102.8 97 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 13 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0099 Date: 08/13/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Existing Pond subgrade 157 See Attachments -6'20171111.0021 8 136.6 17.9 15.1 118.7 97 158 See Attachments -6'20171111.0021 8 137.1 17.9 15.0 119.2 98 159 See Attachments -6'20171111.0021 8 136.6 17.7 14.9 118.9 97 North Field subgrade 160 See Attachments 0'20171111.0079 8 123.0 15.7 14.6 107.3 97 161 See Attachments 0'20171111.0079 8 120.0 14.8 14.1 105.2 95 162 See Attachments 0'20171111.0079 8 120.7 14.5 13.7 106.2 96 163 See Attachments 0'20171111.0079 8 116.6 12.2 11.7 *104.4 95 164 See Attachments 0'20171111.0079 8 114.6 10.1 9.7 *104.5 95 165 See Attachments 0'20171111.0079 8 121.0 14.5 13.6 106.5 97 166 See Attachments 0'20171111.0079 8 123.7 16.4 15.3 107.3 97 167 See Attachments 0'20171111.0079 8 125.3 18.2 17.0 107.1 97 168 See Attachments 0'20171111.0079 8 127.3 17.6 16.0 109.7 99 re-test of #163 169 See Attachments 0'20171111.0079 8 120.9 15.0 14.2 105.9 96 re-test of #164 170 See Attachments 0'20171111.0079 8 120.3 15.2 14.5 105.1 95 Report No.: 20171111.0102 Date: 08/14/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Building Pad Backfill 154 N 1439715.57 E 3128342.79 4953.2 20171111.0079 8 124.9 17.3 16.1 107.6 98 155 N 1439775.33 E 3128387.84 4953.1 20171111.0079 8 129.3 18.8 17.0 110.5 100 156 N 1439805.30 E 3128452.25 4952.9 7 20171111.0079 8 119.7 14.4 13.7 105.3 95 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 14 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0101 Date: 08/14/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Timberline Waterline 171 Approx. 100' South East of Microwave Tower 0'20171111.0004 8 123.8 16.4 15.3 107.4 97 172 Approx. 20' South of Microwave Tower 0'20171111.0004 8 128.2 18.1 16.4 110.1 100 North Field Roadway Between Garage A and Garage B 173 See Diagram 0'20171111.0076 8 119.4 16.5 16.0 102.9 97 174 See Diagram 0' 20171111.0076 8 118.4 16.6 16.3 101.8 96 Report No.: 20171111.0103 Date: 08/15/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Timberline Water Line 175 75' South East of Microwave Tower 0'20171111.0004 8 129.3 17.2 15.3 112.1 101 176 15' South of Microwave Tower 0'20171111.0004 8 126.9 18.0 16.5 108.9 99 North Field Roadway 177 Northeast Road Way 0'20171111.0076 8 117.9 15.7 15.4 102.2 97 178 Southeast Road Way 0'20171111.0076 8 120.3 16.0 15.3 104.3 99 Report No.: 20171111.0104 Date: 08/15/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Building Pad Subgrade 179 Center of pad -2.5'20171111.0004 8"124.2 16.3 15.1 107.9 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 15 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0109 Date: 08/17/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Exisiting pond subgrade 191 See attachments -3'20171111.0004 8 121.0 15.8 15.0 105.2 95 192 See attachments -3'20171111.0004 8 123.2 16.8 15.8 106.4 96 193 See attachments -2'20171111.0004 8 129.4 19.1 17.3 110.3 100 Caissons 194 See attachments 0'20171111.0004 8 127.2 18.2 16.7 109.0 99 Report No.: 20171111.0110 Date: 08/17/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Existing pond subgrade 195 See attachments -2'20171111.0004 8 127.3 19.4 18.0 107.9 98 196 See attachments -2'20171111.0004 8 126.5 18.3 16.9 108.2 98 197 See attachments -1'20171111.0004 8 130.0 20.0 18.2 110.0 100 Report No.: 20171111.0113 Date: 08/21/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Storm Drain 3 180 Eastern Side of Microwave Tower 0'20171111.0079 8 123.0 15.3 14.2 107.7 98 181 South Side of Microwave Tower 0'20171111.0079 8 124.3 16.5 15.3 107.8 98 182 Western Side of Microwave Tower 0'20171111.0079 8 125.0 15.1 13.7 109.9 100 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 16 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0114 Date: 08/21/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Building Pad 183 10' South of South End of Pad -1'20171111.0076 8 121.8 17.7 17.0 104.1 99 184 25' North West of South East Settelment Plate 0'20171111.0076 8 121.5 16.7 15.9 104.8 99 185 50' West of Eastern Settalment Plate 0'20171111.0076 8 123.3 18.2 17.3 105.1 100 Report No.: 20171111.0115 Date: 08/21/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Building Pad 186 30' North of North West Settelment Plate 0'20171111.0076 8 122.8 17.7 16.8 105.1 100 187 100' West of North western Settelment Plate 0'20171111.0076 8 122.8 18.3 17.5 104.5 99 188 5' North of South Settelment Plate 0'20171111.0076 8 120.7 16.1 15.4 104.6 99 Report No.: 20171111.0116 Date: 08/22/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Building Pad 189 Center of Building Pad 0'20171111.0076 8 121.0 16.8 16.1 104.2 99 190 10' East Of Eastern Settelment Plate 0'20171111.0076 8 123.3 18.2 17.3 105.1 100 Report No.: 20171111.0117 Date: 08/22/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Existing Pond Subgrade 198 See attachments 0'20171111.0004 8 119.8 15.3 14.6 104.5 95 199 See attachments 0'20171111.0004 8 123.8 16.3 15.2 107.5 97 200 See attachments 0'20171111.0004 8 124.9 16.4 15.1 108.5 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 17 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0119 Date: 08/27/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Utility line 201 10' East Of Manhole 2.2 0'20171111.0004 8 124.1 15.8 14.6 108.3 98 202 12' West Of Manhole 2.3 0'20171111.0004 8 125.8 16.1 14.7 109.7 99 203 2' South Of Inlet 2.1 0'20171111.0004 8 126.1 16.2 14.7 109.9 99 204 1' North Of Inlet 2.1 0'20171111.0004 8 126.8 16.5 15.0 110.3 100 Report No.: 20171111.0124 Date: 08/29/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Horsetooth Water Main Trench Backfill 205 Station 17+50 -1'20171111.0028 8 121.2 17.4 16.8 103.8 99 Manhole 3-1 Backfill 206 3' north and 3' west of MH 3-1 0'20171111.0004 8 125.4 15.7 14.3 109.7 99 Retaining Wall at Pond 207 Center of footing subgrade 0'20171111.0004 8 125.1 14.9 13.5 110.2 100 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 18 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0128 Date: 08/31/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Waterline backfill 226 See attachments 0'20171111.0004 8 121.9 16.9 16.1 105.0 95 227 See attachments 0'20171111.0004 8 123.4 16.3 15.2 107.1 97 Fire water line (sub garage) 228 See attachments 0'20171111.0004 8 123.7 16.0 14.9 107.7 97 Fire water line (warehouse) 229 See attachments 0'20171111.0004 8 120.3 15.7 15.0 104.6 95 Fire water line (maintenance hhop) 230 See attachments 0'20171111.0004 8 122.1 16.6 15.7 105.5 95 Maintenance shop footings 231 See attachments 0'20171111.0004 8 122.8 17.3 16.4 105.5 95 232 See attachments 0'20171111.0004 8 124.6 16.5 15.3 108.1 98 233 See attachments 0'20171111.0004 8 126.0 16.5 15.1 109.5 99 234 See attachments 0'20171111.0004 8 127.5 17.3 15.7 110.2 100 235 See attachments 0'20171111.0004 8 130.8 20.2 18.3 110.6 100 236 See attachments 0'20171111.0004 8 121.2 15.9 15.1 105.3 95 237 See attachments 0'20171111.0004 8 125.6 19.4 18.3 106.2 96 238 See attachments 0'20171111.0045 8 143.2 11.7 8.9 131.5 96 239 See attachments 0'20171111.0045 8 142.7 12.0 9.2 130.7 95 Report No.: 20171111.0130 Date: 09/01/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Utility line backfill 215 5' North of sump pump -4 20171111.0004 8 127.5 17.8 16.2 109.7 99 216 50' SE of sump pump -4 20171111.0004 8 130.1 19.9 18.1 110.2 100 217 5' North of sump pump -2 20171111.0004 8 125.9 17.2 15.8 108.7 98 218 20' South of sump pump -2 20171111.0004 8 128.0 18.4 16.8 109.6 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 19 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0134 Date: 09/04/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Irrigation Pipe From Pond Trench Backfill 208 55' south and 20' east of Lift Station manhole -5'20171111.0004 8 127.1 19.5 18.1 107.6 97 209 58' south and 80' east of Lift Station manhole -11'20171111.0004 8 129.4 19.3 17.5 110.1 100 Report No.: 20171111.0135 Date: 09/04/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Irrigation Pipe From Pond Trench Backfill 210 60' south and 90' east of Lift Station manhole -4'20171111.0030 8 124.7 19.4 18.4 105.3 98 211 58' south and 45' east of Lift Station manhole -2'20171111.0030 8 123.5 18.7 17.8 104.8 98 Report No.: 20171111.0137 Date: 09/05/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Irrigation Pipe From Pond Trench Backfill 212 80' west of Retaining Wall at Pond -6'20171111.0030 8 117.0 15.6 15.4 101.4 95 213 62' south and 200' east of Lift Station Manhole 0'20171111.0004 8 123.4 15.6 14.5 107.8 98 214 60' south and 100' east of Lift Station Manhole 0'20171111.0004 8 129.2 19.0 17.2 110.2 100 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 20 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0139 Date: 09/06/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Irrigation Water Line Backfill 240 200 ft south west of irrogation pumphouse 0 20171111.0004 8 128.4 17.6 15.9 110.8 100 241 250 ft south west of irrogation pump house -4 20171111.0004 8 123.3 15.2 14.1 108.1 98 242 300 ft south west of irrogation pump house -8 20171111.0004 8 126.2 16.3 14.8 109.9 99 Report No.: 20171111.0141 Date: 09/10/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Substation Garage Footing Overexcated Backfill 219 Grid coordinate G2/GM 0'20171111.0079 8 124.6 15.3 14.0 109.3 99 220 Grid coordiante G2/GJ 0'20171111.0079 8 122.3 14.9 13.9 107.4 97 221 Grid coordinate G2/GD 0'20171111.0079 8 124.2 15.4 14.2 108.8 99 222 Grid coordinate G1/GB 0'20171111.0079 8 122.7 14.4 13.3 108.3 98 223 Grid coordinate G1/GH 0'20171111.0079 8 124.1 14.9 13.6 109.2 99 South Pond Soil Liner Finish Grade 224 80' west of east end 0'20171111.0076 8 122.0 17.0 16.2 105.0 99 225 80' east of west end 0'20171111.0076 8 122.9 17.4 16.5 105.5 100 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 21 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0149 Date: 09/12/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Fire hydrant line subgrade 249 at STA 14+80 0'20171111.0003 8 140.3 12.2 9.5 128.1 100 250 at STA 17+83 0'20171111.0003 8 131.9 10.8 8.9 121.1 95 251 at STA 14+73 0'20171111.0003 8 135.5 13.3 10.9 122.2 95 Footings on Substation garage 252 Southwest corner 0'20171111.0004 8 121.8 16.6 15.8 105.2 95 253 Southeast corner 0'20171111.0004 8 122.3 17.0 16.1 105.3 95 Storm sewer 3 backfill 254 STA 15+25 0'20171111.0004 8 126.1 18.4 17.1 107.7 97 255 inlet 3-6 0'20171111.0004 8 123.8 18.5 17.6 105.3 95 256 inlet 3-7 0'20171111.0004 8 128.3 19.9 18.4 108.4 98 257 inlet 3-8 0'20171111.0004 8 126.2 19.3 18.1 106.9 97 Report No.: 20171111.0160 Date: 09/18/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Area Generator Trench 243 4' north of south end 0'20171111.0073 4 116.5 17.8 18.0 98.7 98 Sub Station Grade Beams 244 12' sourtheast from northwest corner -1'20171111.0076 6 120.0 15.9 15.3 104.1 99 Report No.: 20171111.0166 Date: 09/19/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Substation Garage Foundation Backfill 245 Center of pad H/1 0'20171111.0076 8 106.9 17.9 20.1 *89.0 84 * 246 Center of pad D/1 0'20171111.0076 8 108.4 18.2 20.2 *90.2 85 * The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 22 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0168 Date: 09/19/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Substation Garage Foundation Backfill 247 Center of Pad E/1 0'20171111.0076 8 110.8 17.6 18.9 93.2 88 * 248 Center of Pad C/1 0'20171111.0076 8 112.0 15.7 16.3 96.3 91 * Report No.: 20171111.0169 Date: 09/20/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Substation garage footing pads 258 See attachments 0'20171111.0004 8 130.2 20.2 18.4 110.0 100 259 See attachments 0'20171111.0004 8 125.8 16.5 15.1 109.3 99 260 See attachments 0'20171111.0004 8 121.5 16.8 16.0 104.7 95 261 See attachments 0'20171111.0004 8 129.2 19.5 17.8 109.7 99 262 See attachments 0'20171111.0004 8 127.2 19.9 18.5 107.3 97 263 See attachments 0'20171111.0004 8 123.3 18.0 17.1 105.3 95 264 See attachments 0'20171111.0004 8 124.8 16.9 15.7 107.9 98 265 See attachments 0'20171111.0004 8 125.1 15.8 14.5 109.3 99 266 See attachments 0'20171111.0004 8 123.6 18.6 17.7 105.0 95 267 See attachments 0'20171111.0004 8 123.9 18.6 17.7 105.3 95 268 See attachments 0'20171111.0004 8 122.5 16.0 15.0 106.5 96 Report No.: 20171111.0174 Date: 09/26/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) 6" Fire Service Main Trench Backfill 269 43' southeast of Station 14+87 N9849.4 E8210.8 -2'20171111.0079 8 124.0 18.0 17.0 106.0 96 270 N9849.4 E8290.8 -3'20171111.0079 8 122.2 17.1 16.3 105.1 95 271 N9849.4 E8350.8 -1'20171111.0073 8 114.5 18.9 19.8 95.6 95 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 23 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0176 Date: 09/27/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Maintenace Building 272 Approx. 6' North Of South Eastern Corner, Exterior -1'20171111.0076 8 121.7 16.6 15.8 105.1 100 273 Approx. 60' North Of South Eastern Corner, Exterior -1'20171111.0076 8 120.4 16.1 15.4 104.3 99 274 Approx. 70' North Of South Eastern Corner, Exterior 0'20171111.0076 8 119.8 16.6 16.1 103.2 98 275 Approx. 6' North Of South Eastern Corner, Interior 0'20171111.0076 8 121.8 17.2 16.4 104.6 99 276 Approx. 60' North Of South Eastern Corner, Interior 0'20171111.0030 8 125.8 18.7 17.5 107.1 100 Retaining Wall 277 Approx. 20' East Of West End Of Retaining Wall -3'20171111.0030 8 125.2 18.3 17.1 106.9 100 Headquarter Building 278 South Eastern Corner, Geo-Thermal Sleve -3'20171111.0030 8 125.2 19.1 18.0 106.1 99 279 South Eastern Corner, Geo-Thermal Sleve -2'20171111.0030 8 123.2 18.3 17.4 104.9 98 Report No.: 20171111.0178 Date: 09/28/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Maintenance Building 280 Exterior, Approx. 25' West Of South Eastern Corner 0'20171111.0076 8"120.9 17.6 17.0 103.3 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 24 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0179 Date: 09/28/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Maintenance Building - Exterior Backfill 281 15' North Of South Eastern Corner -1'20171111.0076 8 121.1 16.1 15.3 105.0 99 282 80' North Of South Eastern Corner -1'20171111.0076 8 118.0 15.6 15.2 102.4 97 283 15' West Of North Eastern Corner -1 20171111.0076 8 119.9 16.4 15.8 103.5 98 284 15' North Of South Eastern Corner 0'20171111.0076 8 121.7 17.6 16.9 104.1 99 285 75' North Of South Eastern Corner 0'20171111.0076 8 122.0 17.5 16.7 104.5 99 286 20' West Of North Eastern Corner 0'20171111.0076 8 119.9 16.7 16.2 103.2 98 Maintenance Building - Interior Backfill 287 15' West Of South Eastern Corner -1'20171111.0076 8 119.2 16.3 15.8 102.9 97 288 30' North Of South Eastern Corner -1'20171111.0076 8 119.0 16.0 15.5 103.0 98 289 80' North Of South Eastern Corner -1'20171111.0076 8 118.3 16.0 15.6 102.3 97 290 15' West Of North Eastern Corner -1'20171111.0076 8 119.8 15.7 15.1 104.1 99 291 5' South Of North Western Corner -1'20171111.0076 8 120.1 16.3 15.7 103.8 98 292 15' West Of South Eastern Corner 0'20171111.0076 8 118.9 16.6 16.2 102.3 97 293 30' North Of South Eastern Corner 0'20171111.0076 8 120.3 17.0 16.5 103.3 98 294 80' North Of South Eastern Corner 0'20171111.0076 8 120.9 17.0 16.4 103.9 98 295 15' West Of North Eastern Corner 0'20171111.0076 8 119.5 16.7 16.2 102.8 97 296 5' West Of North Western Corner 0'20171111.0076 8 119.4 17.2 16.8 102.2 97 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 25 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0188 Date: 10/04/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Maintenance Building Column Backfill 297 Grid coordinate MB/M5 0'20171111.0076 8 116.9 16.5 16.4 100.4 95 298 Grid coordinate MC/M5 0'20171111.0076 8 118.3 15.6 15.2 102.7 97 299 Grid coordinate MD/M5 0'20171111.0076 8 117.2 16.1 15.9 101.1 96 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 26 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0193 Date: 10/09/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Substation Garage 302 At grid coordinate GA/G1 0 20171111.0079 8 125.5 15.1 13.7 110.4 100 303 At grid coordinate GC.3/G1.5 0 20171111.0079 8 124.9 15.4 14.1 109.5 99 304 At grid coordinate GK/G1.7 0 20171111.0079 8 126.5 18.6 17.2 107.9 98 305 At grid coordinate GE/G2.4 0 20171111.0079 8 124.3 17.4 16.3 106.9 97 306 At grid coordinate GM/G2.2 0 20171111.0079 8 125.1 16.6 15.3 108.5 98 307 At grid coordinate GN/G1.3 0 20171111.0079 8 125.5 17.4 16.1 108.1 98 Headquarters Underground Detention Area 308 Northeast corner of dention area 0 20171111.0076 8 123.0 18.2 17.4 104.8 99 309 Southwest corner of dention area 0 20171111.0076 8 123.0 18.4 17.6 104.6 99 310 Southeast corner of dention area 0 20171111.0076 8 124.5 19.3 18.3 105.2 100 312 Southwest corner of dention area 0 20171111.0076 8 121.8 18.2 17.6 103.6 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 27 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0200 Date: 10/10/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Substation Tie Beam subgrade 300 Center of second beam from far south end of second beam from far South end 0'20171111.0030 4 120.7 16.3 15.6 104.4 97 301 Center of second beam from far north end 0'20171111.0030 4 125.4 18.3 17.1 107.1 100 Report No.: 20171111.0207 Date: 10/11/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Warehouse, Footing Subgrade 313 Grid Line W-A, 50' east from corner. 0'20171111.0003 8 134.1 11.3 9.2 122.8 96 314 Grid Line W-A, 50' west from corner. 0'20171111.0003 8 134.2 12.6 10.4 121.6 95 Geo-Thermal Line Backfill 315 40' west and 15' south from southeast corner of building. -3'20171111.0004 8 122.4 15.8 14.8 106.6 96 Report No.: 20171111.0216 Date: 10/17/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Fleet Parking A Pad Footing Subgrade 316 Grid coordinate SD/S3 0'20171111.0076 8 121.8 19.4 18.9 102.4 97 317 Grid coordinate SF/S3 0'20171111.0076 8 120.7 18.7 18.3 102.0 97 318 Grid coordinate SH/S3 0'20171111.0076 8 121.0 16.3 15.6 104.7 99 319 Grdi coordinate SK/S3 0'20171111.0076 8 120.4 16.2 15.5 104.2 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 28 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0231 Date: 10/22/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) PRPA headquarters campus foundation - interior fill 322 At grid coordiante D-8 0 20171111.0079 8 126.4 17.7 16.3 108.7 99 323 At grid coordinate D-6 -2'20171111.0079 8 129.4 18.9 17.1 110.5 100 PRPA headquarters campus - geothemrial line 324 At grid coordinate A-2 -3'20171111.0079 8 129.1 18.8 17.0 110.3 100 325 At grid coordinate A-2 0 20171111.0079 8 126.5 18.1 16.7 108.4 98 Report No.: 20171111.0238 Date: 10/23/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Fleet Parking A Footing Backfill 326 6' east and 1' south of grid coordinate SA/S2 0'20171111.0079 8 125.6 17.4 16.1 108.2 98 Report No.: 20171111.0239 Date: 10/24/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Elevator Pit Subgrade. 320 5' east and 10' south from northwest corner. 0'20171111.0021 8 136.2 14.3 11.7 121.9 100 321 10' west and 5' north from southeast corner. 0'20171111.0021 8 137.2 14.8 12.1 122.4 100 Report No.: 20171111.0233 Date: 10/24/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Fleet Parking A Footing Backfill 327 Grid coordinate SL/S2.5 0'20171111.0079 8 125.7 18.3 17.0 107.4 97 328 Grid coordinate SL/S1.5 0'20171111.0079 8 125.9 18.1 16.8 107.8 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 29 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0243 Date: 10/25/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Retaining Wall 329 See Diagram 0'20171111.0079 8 125.4 15.1 13.7 110.3 100 330 See Diagram 0'20171111.0079 8 124.2 14.7 13.4 109.5 99 Report No.: 20171111.0260 Date: 10/31/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters South Roof Drain Trench Backfill 331 8' south of grid coordinate M/16.1 0'20171111.0079 8 125.4 15.4 14.0 110.0 100 332 11' south of grid coordinate M/13 0'20171111.0079 8 124.5 15.1 13.8 109.4 99 333 5' south of grid coordinate J.1/7 0'20171111.0079 8 125.5 15.6 14.2 109.9 100 Report No.: 20171111.0263 Date: 11/01/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Fleet Parking A Foundation Backfill 334 Grid coordinate SB/S3 -2'20171111.0076 8 124.5 19.2 18.2 105.3 100 335 Grid coordinate SD/S3 -1'20171111.0076 8 121.3 16.5 15.7 104.8 99 336 Grid coordinate SG/S3 -1'20171111.0076 8 120.1 17.6 17.2 102.5 97 337 Grid coordinate SD/S2 -1'20171111.0076 8 122.5 17.9 17.1 104.6 99 338 Grid coordinate SK/S3 -1'20171111.0076 8 121.4 16.4 15.6 105.0 99 339 4' north and 2' east of Grid coordinate SM/S1 -1'20171111.0076 8 119.0 16.0 15.5 103.0 98 340 3' north and 4' west of Grid coordinate SM/S3 -1'20171111.0076 8 121.2 16.8 16.1 104.4 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 30 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0301 Date: 11/16/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Warehouse Exterior Foundation Backfill 341 20' west and 2' north of northeast corner of building 0'20171111.0079 8 123.1 17.0 16.0 106.1 96 342 15' south and 2' east of northeast corner of building 0'20171111.0079 8 127.4 17.4 15.8 110.0 100 343 4' north and 2' east of southeast corner of building 0'20171111.0079 8 128.4 17.9 16.2 110.5 100 344 50' west and 2' south of southeast corner of building 0'20171111.0079 8 120.2 14.3 13.5 105.9 96 345 40' east and 2' north of northwest corner of building 0'20171111.0079 8 123.3 18.0 17.1 105.3 95 Report No.: 20171111.0303 Date: 11/16/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Warehouse - Interior Foundation Backfill 346 Center of north side, 2' south of wall -1'20171111.0004 8 125.7 17.0 15.6 108.7 98 347 Center of east side, 2' west of wall -1'20171111.0004 8 124.6 17.1 15.9 107.5 97 348 Center of south side, 2' north of wall -1'20171111.0004 8 124.5 16.7 15.5 107.8 98 Warehouse - Exterior Foundation Backfill 349 Center of north side, 2' north of wall 0'20171111.0004 8 122.9 16.6 15.6 106.3 96 Report No.: 20171111.0304 Date: 11/19/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Warehouse Building - South of Maintance Building 350 40' West and 20' South Of Northeast Corner 0'20171111.0021 8 134.9 12.8 10.5 122.1 100 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 31 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0306 Date: 11/20/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Warehouse Backfill 351 Grid Point (W5,WC)-1'20171111.0021 8 129.8 13.1 11.2 116.7 96 352 Grid Point (W2,WC)-1'20171111.0021 8 133.8 15.4 13.0 118.4 97 Garage A Backfill 353 Area 1-2, Grid Point (SA- SB,S2.5) 0'20171111.0021 8 135.6 15.2 12.6 120.4 99 354 Area 5-6, Grid Point (SE- SF, S2.5) 0'20171111.0021 8 133.1 13.5 11.3 119.6 98 Report No.: 20171111.0309 Date: 11/20/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Buildiing 355 Grid Points ( C, 3 )0'20171111.0079 8 125.1 15.3 13.9 109.8 100 356 Grid Ponits ( B, 1 )0'20171111.0079 8 127.1 16.0 14.4 111.1 101 357 Grid Points ( A, 3.5 )0'20171111.0079 8 125.3 15.4 14.0 109.9 100 Report No.: 20171111.0313 Date: 11/21/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Electrical Conduit Backfil - North of Headquarters Building 358 5' E of underground detention area 0 20171111.0079 8 124.1 14.7 13.4 109.4 99 359 5' E of underground detention area 0 20171111.0079 8 123.4 14.7 13.5 108.7 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 32 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0321 Date: 11/27/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Garage "A" Backfill 360 Center of Parking Bay 3 and 4 0'20171111.0021 8 139.9 17.7 14.5 122.2 100 Headquarter Building - Interior Backfill 361 West Wing Grid Point (A.5,2) 0'20171111.0021 8 141.0 18.4 15.0 122.6 100 362 West Wing Grid Point (B,5) 0'20171111.0021 8 137.8 16.7 13.8 121.1 99 Report No.: 20171111.0325 Date: 11/28/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Garage "A" Backfill 363 Center of Parking Bay 7 and 8 0'20171111.0021 8 139.5 17.7 14.5 121.8 100 Report No.: 20171111.0327 Date: 11/29/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Exterior Foundation Backfill 364 At grid coordinate J.1/7, 1' north of wall 0'20171111.0079 8 120.5 14.2 13.4 106.3 96 365 At grid coordinate H.8/6, 1' east of wall 0'20171111.0079 8 122.4 15.0 14.0 107.4 97 Report No.: 20171111.0331 Date: 11/30/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters - Interior Foundation Backfill 1 At gridcoordinates D.0 /11.7 0 20171111.0003 8 132.8 8.3 6.7 124.5 97 2 At gridcoordinates D.7 /11.5 0 20171111.0003 8 132.9 7.8 6.2 125.1 98 3 At gridcoordinates E.5 /11.7 0 20171111.0003 8 134.1 8.7 6.9 125.4 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 33 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0344 Date: 12/07/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Trash Enclosure - Exterior Backfill. 366 5' east and 1' south from southwest corner. 0'20171111.0004 8 122.9 16.2 15.2 106.7 97 367 25' east and 1' south from southwest corner. 0'20171111.0004 8 124.3 16.1 14.9 108.2 98 Report No.: 20171111.0351 Date: 12/13/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Garage "A" Roadway 368 Approx. 40' South and 20' East Of North East Corner Of Garage "A" 0'20171111.0003 8 135.3 11.3 9.1 124.0 97 369 Approx. 100' North and 20' East Of South East Corner Of Garage "A" 0'20171111.0003 8 136.2 11.8 9.5 124.4 97 Eletrical Lines at Headquaters Building 370 Approx. 10' North Of Grid Point (A) and (6) 0'20171111.0004 8 127.4 16.4 14.8 111.0 100 371 Approx. 15' North Of Grid Point (A) and (8) 0'20171111.0004 8 127.6 16.7 15.1 110.9 100 Report No.: 20171111.0360 Date: 12/17/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Maitenance Building Paving Subgrade 372 Center of Paving Subgrade -0'20171111.0004 8 118.6 13.7 13.1 104.9 95 373 10' South of Center of Paving Subgrade -0'20171111.0004 8 118.9 13.5 12.8 105.4 95 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 34 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0362 Date: 12/18/18 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Road Subgrade - East of Fleet Parking Garage A 374 See attachments 0'20171111.0079 120.7 15.0 14.2 105.7 96 375 See attachments 0'20171111.0079 120.6 15.8 15.1 104.8 95 Report No.: 20171111.0387 Date: 01/08/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Transformer Pad 376 Approx 3' West and 2 ' North Of South East Corner 0'20171111.0073 8 115.4 17.3 17.6 98.1 98 Electrical Lines 377 Approx 4' West of Transfromer Pad 0'20171111.0073 8 117.2 18.0 18.1 99.2 99 Report No.: 20171111.0399 Date: 01/16/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Parking garage slab subgrade 378 15 E from SE corner of garage A 0 20171111.0079 8 125.1 16.4 15.1 108.7 99 379 20' E from NE corner of garage A 0 20171111.0079 8 125.4 16.1 14.7 109.3 99 Report No.: 20171111.0422 Date: 02/06/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Paving North of Fleet B 380 15' West from center of Pad 20171111.0021 8 134.6 16.0 13.5 118.6 97 381 15' East from center of Pad 20171111.0021 8 132.4 14.3 12.1 118.1 97 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 35 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0429 Date: 02/12/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Roadway Subgrade South Of Maintance Building 382 Approx. 20' South and 20' West Of South West Corner Of Maintinace Building 0'20171111.0079 8 123.3 15.6 14.5 107.7 98 383 Approx. 20' South and 20' East Of South East Corner Of Maintinace Building 0'20171111.0079 8 124.2 16.0 14.8 108.2 98 Report No.: 20171111.0434 Date: 02/14/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Roadway Subgrade Between Warehouse and Maintanace Building 384 Approx. 20' South and 40' West of South East Corner Of Maintanace Building 0'20171111.0079 8 126.5 16.6 15.1 109.9 100 385 Approx. 20' South and 20' East of South East Corner Of Maintanace Building 0'20171111.0079 8 126.7 17.0 15.5 109.7 99 Report No.: 20171111.0450 Date: 02/27/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Substation Drive Lane, Subgrade. 386 20' west and 5' south from northeast corner of entrance. 0'20171111.0045 8 141.5 10.2 7.8 131.3 96 387 75' west and 15' south of northeast corner. 0'20171111.0045 8 139.3 8.5 6.5 130.8 95 388 90' west and 45' south from northeast corner. 0'20171111.0045 8 143.0 9.6 7.2 133.4 97 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 36 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0474 Date: 03/14/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) North East Roadway 389 Approx. 20' West and 40' North Of North West Corner Of Substation Building 0'20171111.0079 8 127.2 18.5 17.0 108.7 99 390 Approx. 10' West and 60' North Of North West Corner Of Substation Building 0'20171111.0079 8 124.3 17.7 16.6 106.6 97 Report No.: 20171111.0484 Date: 03/20/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Roadway Subgrade 391 Approx. 20' West and 5' North Of South West Corner Of Substaion Building 0'20171111.0079 8"127.6 18.2 16.6 109.4 99 392 Approx 40' South and 10' West Of South West Corner fo Substation Building 0'20171111.0079 8"127.4 18.5 17.0 108.9 99 Report No.: 20171111.0509 Date: 04/18/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Road/C&G for road along North side of Trash Compactor 393 NE corner of trash compactor 5' E, C&G 0'20171111.0079 8"125.0 16.3 15.0 108.7 99 394 10' N of trash compactor NE corner 0'20171111.0079 8"126.6 17.2 15.7 109.4 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 37 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0511 Date: 04/19/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Monument sign subgrade, along Drake. 395 SW side of sign subgrade 0 20171111.0076 8 119.9 17.1 16.6 102.8 97 396 C of sign subgrade 0 20171111.0076 8 119.7 15.8 15.2 103.9 98 397 NE side of sign subgrade 0 20171111.0076 8 120.0 16.6 16.1 103.4 98 Report No.: 20171111.0522 Date: 04/26/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Filter flash line backfill 398 SE corner of builidng, 5' S -6'20171111.0028 8 118.9 18.4 18.3 100.5 96 399 -5'20171111.0028 8 117.3 17.6 17.7 99.7 95 Report No.: 20171111.0523 Date: 04/29/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Pipe Line Back Fill 400 Approx. 20' South East of South East Pool Garage Building -5'20171111.0004 8 124.9 16.1 14.8 108.8 98 401 Approx. 25' South East of South East Pool Garage Building -4'20171111.0004 8 124.6 16.7 15.5 107.9 98 Report No.: 20171111.0524 Date: 04/29/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Pipe Line Back Fill 402 Approx. 25' South East of South East Corner of Pool Garage Building -3'20171111.0004 8 126.0 17.2 15.8 108.8 98 403 Approx. 30' South East of South East Corner of Pool Garage Building -2'20171111.0004 8 125.9 16.7 15.3 109.2 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 38 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0526 Date: 04/29/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Pipe Line Back Fill 404 Approx. 30' South East of South East Corner of Pool Garage Building -1'20171111.0004 8 125.7 17.3 16.0 108.4 98 405 Approx. 25' South East of South East Corner of Pool Garage Building 0'20171111.0004 8 127.3 17.9 16.4 109.4 99 Report No.: 20171111.0530 Date: 04/30/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Water Building 406 S.E. Corner -4'20171111.0079 8 128.1 16.4 14.7 111.7 101 Flow Meter Concrete Rings 407 S. Ring 2" From Concrete -4'20171111.0073 8 111.0 14.5 15.0 96.5 96 Flow Meter Concrete Rings 408 N. Ring N.Side 3" From Edge -4'20171111.0073 8 121.1 19.5 19.2 101.6 101 Flow Meter Concrete Rings 409 S. Ring S. Side 3" From Edge -3'20171111.0073 8 119.3 17.3 17.0 102.0 102 Flow Meter Concrere Ring 410 N. Ring W. Side 1" From Edge -3'20171111.0073 8 118.9 16.7 16.3 102.2 102 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 39 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0538 Date: 05/14/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) North Paking Lot At Headquarters Building 411 See Diagram 0'20171111.0079 8 124.4 16.4 15.2 108.0 98 412 See Diagram 0'20171111.0079 8 126.5 17.3 15.8 109.2 99 413 See Diagram 0'20171111.0079 8 123.2 15.4 14.3 107.8 98 414 See Diagram 0'20171111.0079 8 123.8 16.0 14.8 107.8 98 415 See Diagram 0'20171111.0079 8 124.9 17.5 16.3 107.4 97 416 See Diagram 0'20171111.0079 8 124.5 17.2 16.0 107.3 97 417 See Diagram 0'20171111.0079 8 123.7 16.8 15.7 106.9 97 418 See Diagram 0'20171111.0079 8 123.2 16.4 15.4 106.8 97 419 See Diagram 0'20171111.0079 8 125.1 16.4 15.1 108.7 99 Report No.: 20171111.0542 Date: 05/15/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Western Parking Lot North Of Headquarters Building 420 See Diagram 0'20171111.0079 8 125.3 16.4 15.1 108.9 99 421 See Diagram 0'20171111.0079 8 126.4 17.3 15.9 109.1 99 Report No.: 20171111.0550 Date: 05/31/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Headquarters Bulding Parking lot 422 Retest Due To Rain, See Diagram 0'20171111.0004 8 128.4 18.5 16.8 109.9 99 423 Retest Due To Rain, See Diagram 0'20171111.0004 8 126.0 18.3 17.0 107.7 97 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 40 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0555 Date: 06/04/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Horsetooth Road, Curb & Gutter/Sidewalk Subgrade. 424 C&G, Approximately 300' west of timberline on westbound lane. 0'20171111.0003 8 132.4 9.6 7.8 122.8 96 425 C&G, Approximately 320' west of timberline on westbound lane. 0'20171111.0003 8 134.3 12.4 10.2 121.9 95 426 Sidewalk north of Horsetooth, approximately 300' west of Timberline. 0'20171111.0003 8 137.0 12.2 9.8 124.8 98 427 Sidewalk north of Horsetooth, approximately 320' west of Timberline. 0'20171111.0003 8 133.8 10.6 8.6 123.2 96 Report No.: 20171111.0561 Date: 06/05/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Horsetooth turn off drivepan subgrade 428 East end 0'20171111.0004 8 128.5 25.1 24.3 *103.4 94 * 429 West end 0'20171111.0021 8 132.2 18.0 15.8 *114.2 94 * 430 East end 0'20171111.0004 8 126.0 19.3 18.1 106.7 97 431 West end 0'20171111.0021 8 132.9 15.8 13.5 117.1 96 Report No.: 20171111.0563 Date: 06/06/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Retest of Failing Proofroll Area, Parking Lot 432 Strom Drain Inlets on East side of 0'20171111.0004 8 126.6 16.5 15.0 110.1 100 433 Strom Drain Inlets on East side of 0'20171111.0004 8 124.9 15.8 14.5 109.1 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 41 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0565 Date: 06/06/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Curb and Gutter 434 See Diagram 0'20171111.0004 8 123.9 15.8 14.6 108.1 98 435 See Diagram 0'20171111.0004 8 123.9 16.9 15.8 107.0 97 436 See Diagram 0'20171111.0004 8 122.3 15.4 14.4 106.9 97 437 See Diagram 0'20171111.0004 8 123.7 17.1 16.0 106.6 96 438 See Diagram 0'20171111.0004 8 126.4 17.0 15.5 109.4 99 439 See Diagram 0'20171111.0004 8 126.3 16.3 14.8 110.0 100 440 See Diagram 0'20171111.0004 8 127.3 18.5 17.0 108.8 98 441 See Diagram 0'20171111.0004 8 124.7 16.7 15.5 108.0 98 442 See Diagram 0'20171111.0004 8 126.7 17.2 15.7 109.5 99 443 See Diagram 0'20171111.0004 8 124.8 17.2 16.0 107.6 97 444 See Diagram 0'20171111.0004 8 125.1 16.0 14.7 109.1 99 445 See Diagram 0'20171111.0004 8 124.8 16.1 14.8 108.7 98 Parking Lot Subgrade 446 See Diagram 0'20171111.0568 8 124.7 15.0 13.7 109.7 101 447 See Diagram 0'20171111.0568 8 123.1 15.2 14.1 107.9 99 448 See Diagram 0'20171111.0568 8 123.7 15.6 14.4 108.1 99 449 See Diagram 0'20171111.0568 8 120.3 14.7 13.9 105.6 97 450 See Diagram 0'20171111.0568 8 121.8 15.9 15.0 105.9 97 451 See Diagram 0'20171111.0568 8 122.5 15.2 14.2 107.3 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 42 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0584 Date: 06/27/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) HQ center patio 452 West end 0'20171111.0021 8 136.8 15.7 13.0 121.1 99 453 East end 0'20171111.0021 8 138.1 16.1 13.2 122.0 100 Car pool garage south parking lot 454 SE corner of lot 0'20171111.0004 8 142.0 23.6 19.9 *118.4 107 455 Center of lot East end 0'20171111.0004 8 141.4 22.3 18.7 *119.1 108 456 NW corner of lot 0'20171111.0004 8 138.3 19.8 16.7 118.5 107 457 Center of lot West end 0'20171111.0004 8 140.0 17.7 14.5 122.3 111 Report No.: 20171111.0586 Date: 06/28/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Pavement subgrade - South of Pool Car Garage 1 see attached 0 20171111.0079 8 130.6 16.7 14.7 113.9 103 2 see attached 0 20171111.0079 8 127.8 15.6 13.9 112.2 102 3 see attached 0 20171111.0079 8 127.9 15.4 13.7 112.5 102 4 see attached 0 20171111.0079 8 129.7 15.8 13.9 113.9 103 Report No.: 20171111.0596 Date: 07/10/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) South car pool parking lot 458 SE corner of lot 0'20171111.0568 4 120.8 15.4 14.6 105.4 97 459 Center of lot 0'20171111.0568 4 124.2 16.3 15.1 107.9 99 460 SW corner of lot 0'20171111.0568 4 123.6 15.1 13.9 108.5 100 461 West roadway at center 0'20171111.0568 4 121.8 15.6 14.7 106.2 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 43 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0606 Date: 07/25/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Curb and Gutter Subgrade (West Half) 462 See attached 0'20171111.0567 8 127.2 14.5 12.9 112.7 95 463 See attached 0'20171111.0567 8 128.9 15.3 13.5 113.6 96 464 See attached 0'20171111.0567 8 133.1 14.6 12.3 118.5 100 465 See attached 0'20171111.0004 8 120.2 15.3 14.6 104.9 95 466 See attached 0'20171111.0004 8 126.5 16.0 14.5 110.5 100 467 See attached 0'20171111.0004 8 124.4 17.7 16.6 106.7 97 468 See attached 0'20171111.0567 8 128.3 12.9 11.2 115.4 97 469 See attached 0'20171111.0004 8 124.9 16.2 14.9 108.7 98 470 See attached 0'20171111.0004 8 128.4 16.4 14.6 112.0 101 471 See attached 0'20171111.0004 8 125.0 16.0 14.7 109.0 99 Report No.: 20171111.0607 Date: 07/25/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Curb and Gutter Subrade (West Half) 472 See attached 0 20171111.0567 8 131.5 14.1 12.0 117.4 99 473 See attached 0 20171111.0079 8 124.2 14.5 13.2 109.7 99 474 See attached 0 20171111.0567 8 131.0 12.9 10.9 118.1 99 475 See attached 0 20171111.0079 8 120.7 14.4 13.5 106.3 96 476 See attached 0 20171111.0567 8 126.7 11.6 10.1 115.1 97 Report No.: 20171111.0608 Date: 07/27/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Waterline Backfill, Parking Lot North of HQ Building. 477 50' north of northeast corner of building. 0'20171111.0004 8 121.9 17.0 16.2 104.9 95 478 60' north and 15' east of northeast corner of building. 0'20171111.0004 8 123.1 16.9 15.9 106.2 96 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 44 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0609 Date: 07/29/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Curb and Gutter North entrance exterior site 479 See attachments 0 20171111.0045 8 143.5 9.4 7.0 134.1 98 Report No.: 20171111.0615 Date: 08/01/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Employee Parking Site Conduit Trench Backfill 480 See attached.0'20171111.0003 8 132.8 11.4 9.4 121.4 95 481 See attached.0'20171111.0003 8 132.0 9.4 7.7 122.6 96 482 See attached.0'20171111.0079 8 121.4 14.7 13.8 106.7 97 483 See attached.0'20171111.0079 8 122.9 14.6 13.5 108.3 98 Report No.: 20171111.0614 Date: 08/01/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Conduit backfill at Danby court gate 484 Test #1(see attachment)-0'20171111.0004 8"126.5 16.2 14.7 110.3 100 485 Test #2 -0'20171111.0003 8"137.7 11.0 8.7 126.7 99 486 Test #3 -0'20171111.0003 8"136.6 10.5 8.3 126.1 99 Report No.: 20171111.0617 Date: 08/07/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Irrigaion Line Crossing South Entrance 487 North Drive Lane 0'20171111.0076 8 123.2 17.7 16.8 105.5 100 488 South Drive Lane 0'20171111.0076 8 123.2 18.3 17.4 104.9 99 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 45 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0623 Date: 08/14/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Parking Area North Of Pool Car Garage 489 See Diagram -0'20171111.0045 8 149.3 13.2 9.7 136.1 99 490 See Diagram -0'20171111.0045 8 144.8 11.3 8.5 133.5 97 491 See Diagram -0'20171111.0045 8 147.3 11.9 8.8 135.4 99 492 See Diagram -0'20171111.0045 8 148.7 12.5 9.2 136.2 99 South Drive Lane 493 See Diagram -0'20171111.0045 8 146.0 10.3 7.6 135.7 99 494 See Diagram -0'20171111.0045 8 144.7 10.7 8.0 134.0 98 Report No.: 20171111.0625 Date: 08/14/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Curb and Gutter 495 See Diagram 0'20171111.0045 8 146.4 11.8 8.8 134.6 98 496 See Diagram 0'20171111.0045 8 145.7 12.5 9.4 133.2 97 Report No.: 20171111.0629 Date: 08/17/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Asphalt sub-grade 497 Test #1 -0'20171111.0568 8"121.1 13.0 12.0 108.1 99 498 Test #2 -0'20171111.0568 8"120.5 12.6 11.7 107.9 99 499 Test #3 -0'20171111.0568 8"121.3 12.6 11.6 108.7 100 500 Test #4 -0'20171111.0568 8"121.1 12.6 11.6 108.5 100 501 Test #5 -0'20171111.0568 8"120.3 12.0 11.1 108.3 100 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 46 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0644 Date: 09/04/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Danfield Court curb and gutter sub-grade 502 Test #1 -0'20171111.0028 8"116.8 17.6 17.7 99.2 95 503 Test #2 -0'20171111.0028 8'121.5 21.7 21.7 99.8 95 504 Test #3 -0'20171111.0028 8"117.1 17.8 17.9 99.3 95 Report No.: 20171111.0647 Date: 09/05/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Trash Compactor Power Cord Pipe Backfill 505 15' South of pipe entryway 0'20171111.0021 8 132.3 15.7 13.5 116.6 95 12" Light Pole Bases (LPBs) 506 East Conduit Line Backfill 0'20171111.0021 8 126.0 16.7 15.3 *109.3 90 * 507 West Conduit Line Backfill 0'20171111.0021 8 122.5 14.2 13.1 108.3 89 * 24' Light Pole Bases (LPBs) 508 Center of Conduit Line Backfill 0'20171111.0021 8 123.4 13.3 12.1 110.1 90 * Report No.: 20171111.0651 Date: 09/06/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Curb And Gutter At Danfieldd Ct. Entrance 509 E Side Of Road 0 20171111.0004 8 122.6 8.8 7.7 113.8 103 Breezeway Foundation Backfill 510 S. Side 0 20171111.0004 8 125.2 14.0 12.6 111.2 101 511 N.Side 0 20171111.0004 8 131.4 15.8 13.7 115.6 105 Trench Backfill Between Lightpoles 512 East West Run - Retest from 9/5 0 20171111.0004 8 117.2 11.7 11.1 105.5 95 513 North South Run - Retest from 9/5 0 20171111.0004 8 121.8 11.1 10.0 110.7 100 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 47 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0654 Date: 09/09/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Sidewalk subgrad West side of Danfield Ct 514 15' South of Stop sign 0 20171111.0079 8 116.1 10.9 10.4 *105.2 95 Sidewalk subgradw on South side of HQ building 515 10' South of SW corner of HQ builidng 0 20171111.0079 8 122.1 11.9 10.8 *110.2 100 Report No.: 20171111.0655 Date: 09/10/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Sidewalk sub-grade 520 Re-test #514 -0'20171111.0079 8"128.3 18.0 16.3 110.3 100 521 Test #1 (see attachment)-0'20171111.0079 8"120.1 15.4 14.7 104.7 95 522 Re-test #515 -0'20171111.0004 8"113.0 20.5 22.2 *92.5 84 * 523 Retest #515 -0'20171111.0004 8"123.3 16.4 15.3 106.9 97 Report No.: 20171111.0659 Date: 09/11/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) HQ sidewalk subgrade 516 See attachments 0'20171111.0567 8 131.2 14.1 12.0 117.1 99 517 See attachments 0'20171111.0567 8 130.3 14.9 12.9 115.4 97 518 See attachments 0'20171111.0567 8 131.3 14.5 12.4 116.8 98 519 See attachments 0'20171111.0567 8 131.0 13.9 11.9 117.1 99 Report No.: 20171111.0665 Date: 09/16/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Trash enclosure sub-grade 524 5' west of east wall.-0'20171111.0045 8"140.8 7.2 5.4 133.6 97 525 5' east of west wall.-0'20171111.0045 8"141.8 7.9 5.9 133.9 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 48 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0669 Date: 09/18/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Parking lot on North side of HQ building 526 15' West of NE corner of HQ building 0 20171111.0004 8 125.6 15.7 14.3 109.9 99 527 50' West of pervious test 0 20171111.0004 8 127.1 16.4 14.8 110.7 100 Report No.: 20171111.0673 Date: 09/20/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Parking Lot Base Course. 528 10' west and 10' north from southwest corner. 0'20171111.0047 6 144.6 8.4 6.2 136.2 98 529 30' west and 10' south from northwest corner. 0'20171111.0047 6 142.7 9.0 6.7 133.7 97 Drive Lane Base Course. 530 West end of drive lane.0'20171111.0047 6 141.1 9.5 7.2 131.6 95 531 Middle of drive lane.0'20171111.0047 6 142.4 9.3 7.0 133.1 96 532 East end of drive lane.0'20171111.0047 6 142.2 9.4 7.1 132.8 96 Report No.: 20171111.0674 Date: 09/20/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) North Entrance Subgrade. 533 North end of entrance.0'20171111.0004 8 121.6 15.8 14.9 105.8 96 534 Middle of entrance.0'20171111.0004 8 124.8 16.9 15.7 107.9 98 535 South end of entrance.0'20171111.0004 8 121.2 16.0 15.2 105.2 95 Report No.: 20171111.0687 Date: 10/04/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Breezeway Walkway Subgrade. 538 5' west of Headquarters building. 0'20171111.0003 8 136.5 10.3 8.2 126.2 99 539 5' east from Garage.0'20171111.0003 8 133.2 10.4 8.5 122.8 96 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 49 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0692 Date: 10/08/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Sidewalk by Employee entrance 536 Sidewalk 0 20171111.0030 8 121.6 15.8 14.9 105.8 99 537 C&G 0 20171111.0045 8 140.4 9.3 7.1 131.1 96 Report No.: 20171111.0713 Date: 10/23/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Sidewalk on NorthEast corner of HQ building 540 From NE corner of building, 5' North x 15' East. 0'20171111.0076 8 120.7 15.8 15.1 104.9 99 Report No.: 20171111.0719 Date: 10/30/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Concrete cross walk on NW corner of HQ building 541 Center of walk -0 20171111.0079 8 125.8 16.3 14.9 109.5 99 North East building enterance 542 25' Northeast of enterance, center of walkway -0 20171111.0079 8 122.7 15.2 14.1 107.5 97 SW building enternace 543 20' Southwest of SW enterance -0 20171111.0079 8 120.8 14.7 13.9 106.1 96 Report No.: 20171111.0723 Date: 11/04/19 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) HQ building entracne paver sub-grade(base) 544 Test #1 (see attached)-0'20171111.0724 8"123.2 10.9 9.7 112.3 98 545 Test 2 -0'20171111.0724 8"124.5 11.4 10.1 113.1 98 546 Test #3 -0'20171111.0724 8"122.5 11.4 10.3 111.1 97 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 50 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report No.: 20171111.0733 Date: 06/23/20 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) Curb and gutter off of Horsetooth E of railroad tracks 1 Nose of island 0 20171111.0045 8 139.7 7.8 5.9 131.9 96 2 20' W of inlet 0 20171111.0045 8 140.6 7.5 5.6 133.1 97 3 NW corner of W lot 0 20171111.0045 8 137.4 7.7 5.9 129.7 95 4 SW corner of W lot 0 20171111.0045 8 145.0 9.4 6.9 135.6 99 Report No.: 20171111.0737 Date: 07/15/20 Test No.Test Location Lift / Elev.Reference No. Probe Depth (in) Wet Density (pcf) Water Content (pcf) Water Content (%) Dry Unit Weight (pcf) Dry Unit Weight (% comp.) West Parking lot aggregate base course 547 See attachments 0'20171111.0724 6 123.7 6.9 5.9 *116.8 102 548 See attachments 0'20171111.0724 6 121.3 8.4 7.4 *112.9 98 549 See attachments 0'20171111.0724 6 120.5 7.4 6.5 *113.1 98 550 See attachments 0'20171111.0724 6 120.9 8.0 7.1 *112.9 98 The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 51 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 Report Distribution: (1) Terracon Consultants, Inc., Bernhardt, Eric (1) United Civil Design Group, LLC, Brazelton, Kevin (1) FCI Constructors Inc, Huthmacher, Caleb (1) Martin Marietta Materials Inc, Hysen, Matt (1) Platte River Power Authority, James, Nancy (1) FCI Constructors Inc, Kelly, David (1) FCI Constructors Inc, McBride, Mark (1) Martin Marietta Materials Inc, Meek, Bill (1) Platte River Power Authority, Menard, Jeff (1) FCI Constructors Inc, Menke, Mike (1) Martin Marietta Materials Inc, Nelson, Ken (1) Platte River Power Authority, Payable, Accounts (1) JVA Inc, Stoffel, Paul (1) FCI Constructors Inc, Thompson, Ryan (1) FCI Constructors Inc, Walker, Steve (1) Belford Watkins Group Architects, Watkins, Don (1) Belford Watkins Group Architects, Watkins, Patti (1) Wm T Welch Company LLC, Welch, William (1) JVA Inc, Wolfer, Scott The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Page 52 of 52 Reviewed by:_______________________________ 9/17/2020Report Date: SUMMARY SOIL DENSITY 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 970-484-0359 11+00 9+7510+00 EX MH STA 10+00.00 N: 1440122.56 E: 3128850.51 OUTLET 1-1 STA 10+80.51 N: 1440076.55 E: 3128786.22 45.05 LF 10" PP @ 0.25% STA: 9+75.00 N: 1440137.12 E: 3128870.84 BEGIN ALIGNMENT STA: 11+00.00 N: 1440065.23 E: 3128770.36 END ALIGNMENT EXISTING 12" STORM SO U T H T I M B E R L I N E R O A D 35.40 LF 10" PP @ 0.25% 22.5° BEND STA 10+45.05 N: 1440102.72 E: 3128810.06 POND A1 OUTLET STRUCTURE (SEE DETAIL 3 ON SHEET C7.33) PROTECT EXISTING TREE AS-CONSTRUCTED ELECTRIC VAULT STORM LINE 1 4940 4945 4950 4955 4960 4940 4945 4950 4955 4960 9+5010+0010+5011+00 45.05 LF 10" PP @ 0.25% EXISTING 12" RCP EX M H ST A 1 0 + 0 0 . 0 0 RI M 4 9 5 1 . 0 ± IN V . I N 4 9 4 7 . 8 0 ( S W ) EX . I N V . O U T 4 9 4 7 . 5 0 ( N ) OU T L E T 1 - 1 ST A 1 0 + 8 0 . 5 1 RI M V A R I E S ( S E E D E T A I L ) IN V . O U T 4 9 4 8 . 0 0 ( N E ) REMOVE & REPLACE EXISTING 10" CMP AT EXISTING MANHOLE & GROUT SEAL CONNECTION EXISTING GROUND PROPOSED GRADE 100-YR HGL 35.40 LF 10" PP @ 0.25% 22 . 5 ° B E N D ST A 1 0 + 4 5 . 0 5 IN V . 4 9 4 7 . 9 1 ST A : 1 0 + 3 7 . 1 9 IN V . = 4 9 5 0 . 0 0 TE L E STORM LINE 2 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 9+7510+0010+5011+0011+5012+0012+5013+00 93.64 LF 36" PP @ 0.15%147.77 LF 30" PP @ 0.15% 108.59 LF 30" PP @ 0.60% ST M H 2 - 2 (7 2 " Ø F L A T T O P ) ST A 1 2 + 4 1 . 4 1 RI M 4 9 5 5 . 4 ± IN V . I N 4 9 5 0 . 0 1 ( W ) IN V . I N 4 9 4 9 . 8 8 ( S ) IN V . O U T 4 9 4 9 . 8 8 ( E ) IN L E T 2 - 1 ( 1 0 ' T Y P E R ) ST A 1 0 + 9 3 . 6 4 IN V . I N 4 9 4 9 . 6 5 ( W ) IN V . O U T 4 9 4 9 . 6 5 ( E ) FE S 2 ST A 1 0 + 0 0 . 0 0 IN V . 4 9 4 9 . 5 1 (S E E N O T E 9 ) EXISTING GROUND PROPOSED GRADE ST A : 1 1 + 6 8 . 4 0 TO P = 4 9 4 8 . 8 ± PR O P T E L E ST A : 1 2 + 2 8 . 6 5 TO P = 4 9 4 8 . 8 ± PR O P E L E C ST A : 1 2 + 3 3 . 9 7 TO P = 4 9 4 8 . 8 ± PR O P E L E C ST A : 1 1 + 0 4 . 3 4 TO P = 4 9 4 8 . 1 4 PR O P 6 " W A T E R ST A : 1 0 + 0 5 . 6 5 (S E E N O T E S 1 0 - 1 1 ) EX F I B E R ST A : 1 0 + 2 2 . 4 6 (S E E N O T E S 1 0 - 1 1 ) EX E L E C ST A : 1 2 + 7 5 . 2 8 (S E E N O T E S 1 0 - 1 1 ) EX U T I L C O R R I D O R (E L E C , G A S , T E L E ) 1' MIN ENCASE JOINTS 10' ON EITHER SIDE OF CROSSING (SEE DETAIL) 1' MIN 1.5' MIN 100-YR HGL ST A : 1 0 + 4 7 . 3 3 TO P = 4 9 4 8 . 5 ± PR O P E L E C 1' MIN ST A : 1 1 + 8 2 . 9 5 TO P = 4 9 4 8 . 8 ± PR O P E L E C 1' MIN ST A : 1 2 + 8 5 . 1 4 (S E E N O T E 1 0 ) EX S A N I T A R Y ST A : 1 2 + 9 6 . 1 2 TO P = 4 9 4 9 . 1 ± PR O P T E L E 1' MIN G COMMUNICATIONS BUILDING STMH 2-2 (72"Ø FLAT TOP) STA 12+41.41 N: 1439947.60 E: 3128273.34 INLET 2-1 (10' TYPE R) STA 10+93.64 N: 1440002.69 E: 3128410.46 FES 2 STA 10+00.00 N: 1440015.91 E: 3128503.16 93.64 LF 36" P P @ 0 . 1 5 % 147.7 7 L F 3 0 " P P @ 0 . 1 5 % 108.59 LF 30" PP @ 0.60% MA T C H L I N E S E E S H E E T C4 . 3 1 STORM LINE 3 (SEE SHEET C4.32) UNDERGROUND WQ AND PIPING (SEE SHEET C4.50) ROOF DRAIN LINE (SEE SHEET C4.41) STA: 9+75.00 N: 1440019.44 E: 3128527.91 BEGIN ALIGNMENT 9+75 10+00 11+00 12+00 13+00 WATERLINE (SEE SHEET C4.22) TBC EL = 4954.59 N = 1439995.29 E = 3128413.98 TBC EL = 4954.59 N = 1440009.42 E = 3128405.78 POND A1 PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = 3' 10 / 6 / 2 0 2 0 10 : 0 3 : 0 5 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 3 0 _ S T O R M L I N E 1 - 2 P & P S . D W G C4 . 3 0 _ S T O R M L I N E 1 - 2 P & P S ## ## C4.30 75 0 30'60' SCALE: 1" = 30' 15' NO R T H NO R T H PL A T T E R I V E R P O W E R A U T H O R I T Y H Q ST O R M S E W E R P L A N & P R O F I L E S LI N E S 1 A N D 2 LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 4.THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY SERVICES 5' OUTSIDE OF BUILDING UNLESS NOTED OTHERWISE. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDINGS SHALL BE COORDINATED WITH APPROVED ARCHITECTURAL DRAWINGS. 5.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 7.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN AS POLYPROPYLENE (PP) SHALL BE HP STORM SEWER BY ADS OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 8.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 9.ALL FLARED END SECTIONS SHALL BE CONCRETE. THE PP STORM PIPING SHALL BE CONNECTED TO THE FLARED END SECTION USING A MARMAC CONSTRUCTION PRODUCTS DISSIMILAR PIPE MATERIAL COUPLER (OR APPROVED EQUAL) AND THEN A CONCRETE COLLAR SHALL BE PLACED AROUND THE JOINT. 10.KNOWN EXISTING UTILITIES, INCLUDING THOSE TO BE REMOVED WITH EITHER PHASE OF CONSTRUCTION, HAVE BEEN SHOWN ON THESE DRAWINGS FOR REFERENCE. ELEVATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. 11.PORTIONS OF DRY UTILITY CONSTRUCTION IS EXPECTED TO PRECEDE THE STORM SEWER CONSTRUCTION. IT IS THEREFORE ANTICIPATED THAT THE EXISTING DRY UTILITIES NOTED ON THIS PLAN ARE ABANDONED AT THE TIME OF STORM SEWER CONSTRUCTION. THE CONTRACTOR SHALL VERIFY THAT EACH EXISTING UTILITY (WET OR DRY) BEING CROSSED WITH THE STORM SEWER CONSTRUCTION IS ABANDONED PRIOR TO DEMOLISHING ANY UTILITY. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD A CONFLICT BETWEEN THIS PLAN AND ACTUAL FIELD CONDITIONS EXIST. 12.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 13.THE VERTICAL ELEVATIONS OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE APPROXIMATE AND ARE SHOWN FOR REFERENCE TO COORDINATE THE CONSTRUCTION OF THOSE UTILITIES WITH THE STORM SEWER. ACTUAL DRY UTILITY ELEVATIONS MAY VARY. 14.STORM MANHOLES 2-3 AND 3-2 SHALL BE CONSTRUCTED AS DIVERSION MANHOLES TO DIVERT WATER QUALITY STORM EVENTS SOUTH TOWARDS THE UNDERGROUND WATER QUALITY SYSTEM. REFER TO THE DIVERSION MANHOLE DETAILS FOR MORE INFORMATION. EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED STORM SEWER PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT STORM DRAIN INLET STORM DRAIN MH WATER LINE BENDS THRUST BLOCK GATE VALVE FLARED END SECTION PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 2 KR B 8/ 2 7 / 2 0 1 8 RE S P O N S E T O R F I # 8 6 2 2 RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 8 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 2 5 5 5 5 G POOL CAR EXISTING E&O BUILDING STMH 2-3 (72"Ø) STA 13+50.00 N: 1439947.60 E: 3128164.75 INLET 2-6 (5' TYPE R) STA 15+96.24 N: 1439907.56 E: 3127945.98 INLET 2-5 (5' TYPE R) STA 14+21.62 N: 1439907.91 E: 3128120.61 INLET 2-4 (TYPE D) STA 13+89.00 N: 1439940.00 E: 3128126.50 108.59 LF 30" PP @ 0.60% 32.62 LF 18" PP @ 0.30% 115.43 LF 18" PP @ 0.30% 38.99 LF 30" PP @ 0.15% MA T C H L I N E S E E S H E E T C4 . 3 0 MINOR STORM EVENT BYPASS STORM SEWER (SEE SHEET C4.50) STORM LINE 2-3 (SEE SHEET C4.32) ROOF DRAIN LINE (SEE SHEET C4.41) 16+48 13+00 14 + 0 0 15+0016+00 STA: 16+48.24 N: 1439907.46 E: 3127893.99 END ALIGNMENT ROOF DRAIN LINE (SEE SHEET C4.42) TBC EL = 4955.65 N = 1439906.25 E = 3128123.78 TBC EL = 4955.64 N = 1439906.24 E = 3128117.44 TBC EL = 4956.17 (PH2) N = 1439905.90 E = 3127949.16 TBC EL = 4956.17 (PH2) N = 1439905.88 E = 3127942.82 PHASE 2 GRADING SANITARY SEWER LINE (SEE SHEET C4.11) WATERLINE (SEE SHEET C4.20) 59.19 LF 18" PP @ 0.30% TEMP. PLUG STA 15+37.05 N: 1439907.68 E: 3128005.18 STORM LINE 2 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 13+0013+5014+0014+5015+0015+5016+0016+50 108.59 LF 30" PP @ 0.60% 32.62 LF 18" PP @ 0.30% 115.43 LF 18" PP @ 0.30% ST M H 2 - 3 ( 7 2 " Ø ) ST A 1 3 + 5 0 . 0 0 RI M 4 9 5 7 . 7 ± IN V . I N 4 9 5 0 . 6 6 ( N ) IN V . I N 4 9 5 0 . 6 6 ( W ) IN V . O U T 4 9 5 0 . 6 6 ( E ) IN V . O U T 4 9 5 0 . 6 6 ( S ) IN L E T 2 - 6 ( 5 ' T Y P E R ) ST A 1 5 + 9 6 . 2 4 IN V . O U T 4 9 5 1 . 3 4 ( E ) IN L E T 2 - 5 ( 5 ' T Y P E R ) ST A 1 4 + 2 1 . 6 2 IN V . I N 4 9 5 0 . 8 2 ( W ) IN V . I N 4 9 5 1 . 8 9 ( S W ) IN V . O U T 4 9 5 0 . 8 2 ( N ) EXISTING GROUND PROPOSED GRADE ST A : 1 3 + 3 0 . 2 8 TO P = 4 9 4 8 . 9 6 PR O P 8 " W A T E R 38.99 LF 30" PP @ 0.15% IN L E T 2 - 4 ( T Y P E D ) ST A 1 3 + 8 9 . 0 0 RI M 4 9 5 4 . 3 ± IN V . I N 4 9 5 0 . 7 2 ( S ) IN V . O U T 4 9 5 0 . 7 2 ( E ) 1.5' MIN ENCASE JOINTS 10' ON EITHER SIDE OF CROSSING (SEE DETAIL) DIVERSION MANHOLE FOR WATER QUALITY FLOWS (SEE NOTE 14) 59.19 LF 18" PP @ 0.30% TE M P . P L U G ST A 1 5 + 3 7 . 0 5 IN V . 4 9 5 1 . 1 6 PHASE 1PHASE 2 PLACE TEMPORARY PLUG WITH PHASE 1 100-YEAR HGL PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = 3' 10 / 6 / 2 0 2 0 10 : 0 3 : 1 4 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 3 0 _ S T O R M L I N E 1 - 2 P & P S . D W G C4 . 3 0 _ S T O R M L I N E 1 - 2 P & P S ## ## C4.31 75 0 30'60' SCALE: 1" = 30' 15' NO R T H PL A T T E R I V E R P O W E R A U T H O R I T Y H Q ST O R M S E W E R P L A N & P R O F I L E LI N E 2 LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 4.THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY SERVICES 5' OUTSIDE OF BUILDING UNLESS NOTED OTHERWISE. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDINGS SHALL BE COORDINATED WITH APPROVED ARCHITECTURAL DRAWINGS. 5.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 7.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN AS POLYPROPYLENE (PP) SHALL BE HP STORM SEWER BY ADS OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 8.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 9.ALL FLARED END SECTIONS SHALL BE CONCRETE. THE PP STORM PIPING SHALL BE CONNECTED TO THE FLARED END SECTION USING A MARMAC CONSTRUCTION PRODUCTS DISSIMILAR PIPE MATERIAL COUPLER (OR APPROVED EQUAL) AND THEN A CONCRETE COLLAR SHALL BE PLACED AROUND THE JOINT. 10.KNOWN EXISTING UTILITIES, INCLUDING THOSE TO BE REMOVED WITH EITHER PHASE OF CONSTRUCTION, HAVE BEEN SHOWN ON THESE DRAWINGS FOR REFERENCE. ELEVATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. 11.PORTIONS OF DRY UTILITY CONSTRUCTION IS EXPECTED TO PRECEDE THE STORM SEWER CONSTRUCTION. IT IS THEREFORE ANTICIPATED THAT THE EXISTING DRY UTILITIES NOTED ON THIS PLAN ARE ABANDONED AT THE TIME OF STORM SEWER CONSTRUCTION. THE CONTRACTOR SHALL VERIFY THAT EACH EXISTING UTILITY (WET OR DRY) BEING CROSSED WITH THE STORM SEWER CONSTRUCTION IS ABANDONED PRIOR TO DEMOLISHING ANY UTILITY. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD A CONFLICT BETWEEN THIS PLAN AND ACTUAL FIELD CONDITIONS EXIST. 12.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 13.THE VERTICAL ELEVATIONS OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE APPROXIMATE AND ARE SHOWN FOR REFERENCE TO COORDINATE THE CONSTRUCTION OF THOSE UTILITIES WITH THE STORM SEWER. ACTUAL DRY UTILITY ELEVATIONS MAY VARY. 14.STORM MANHOLES 2-3 AND 3-2 SHALL BE CONSTRUCTED AS DIVERSION MANHOLES TO DIVERT WATER QUALITY STORM EVENTS SOUTH TOWARDS THE UNDERGROUND WATER QUALITY SYSTEM. REFER TO THE DIVERSION MANHOLE DETAILS FOR MORE INFORMATION. EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED STORM SEWER PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT STORM DRAIN INLET STORM DRAIN MH WATER LINE BENDS THRUST BLOCK GATE VALVE FLARED END SECTION PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 8 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 G G G COMMUNICATIONS BUILDING MA I N T E N A N C E S H O P / T R U C K W A S H WAREHOUSE SU B S T A T I O N G A R A G E FL E E T P A R K I N G G A R A G E A EXISTING E&O BUILDING FL E E T P A R K I N G G A R A G E B 18 + 0 0 9+7510+00 11+00 12+0013+00 14+00 15 + 0 0 16+0017+00 STMH 3-2 (72"Ø FLAT TOP) STA 13+44.46 N: 1440035.90 E: 3128158.62 STMH 3-4 (60"Ø FLAT TOP) STA 14+50.13 N: 1440108.19 E: 3128107.21 INLET 3-5 (5' TYPE R) STA 14+75.09 N: 1440133.15 E: 3128107.47 STMH 3-6 (72"Ø FLAT TOP) STA 15+55.60 N: 1440213.66 E: 3128107.00 STMH 3-3 (72"Ø FLAT TOP) STA 13+93.85 N: 1440085.29 E: 3128158.62 STMH 3-1 (60"Ø FLAT TOP) STA 12+06.29 N: 1440035.90 E: 3128296.78 FES 3 STA 10+00.00 N: 1440023.63 E: 3128502.71 206.29 LF 30" PP @ 0.30% 49 . 3 9 L F 3 0 " P P @ 0 . 2 0 % 24.96 LF 30" PP @ 0.20% 56.28 L F 3 0 " P P @ 0 . 2 0 % 80.51 LF 30" PP @ 0.20% 144.41 LF 30" PP @ 0.20% 138.17 LF 30" PP @ 0.51% MINOR STORM EVENT BYPASS STORM SEWER (SEE SHEET C4.50) MA T C H L I N E S E E S H E E T C4 . 3 3 STORM LINE 3-7 (SEE SHEET C4.34) STORM LINE 3-6 (SEE SHEET C4.34) STORM LINE 2 (SEE SHEET C4.30) STORM LINE 3-3 EAST (SEE SHEET C4.33) STORM LINE 3-3 NORTH (SEE SHEET C4.34) STA: 9+75.00 N: 1440022.14 E: 3128527.67 BEGIN ALIGNMENT WATERLINE (SEE SHEET C4.21) ROOF DRAIN (SEE SHEET C4.42) TBC EL = 4955.71 N = 1440134.81 E = 3128104.29 TBC EL = 4955.71 N = 1440134.82 E = 3128110.63 SANITARY SEWER LINE (SEE SHEET C4.11) STORM LINE 3 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 9+7510+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+00 ST M H 3 - 4 (6 0 " Ø F L A T T O P ) ST A 1 4 + 5 0 . 1 3 RI M 4 9 5 6 . 3 ± IN V . I N 4 9 5 1 . 0 5 ( N ) IN V . O U T 4 9 5 1 . 0 5 ( S E ) IN L E T 3 - 5 ( 5 ' T Y P E R ) ST A 1 4 + 7 5 . 0 9 IN V . I N 4 9 5 1 . 1 0 ( N ) IN V . I N 4 9 5 2 . 7 2 ( W ) IN V . O U T 4 9 5 1 . 1 0 ( S ) ST M H 3 - 6 (7 2 " Ø F L A T T O P ) ST A 1 5 + 5 5 . 6 0 RI M 4 9 5 5 . 8 ± IN V . I N 4 9 5 1 . 2 6 ( W ) IN V . I N 4 9 5 1 . 2 6 ( N ) IN V . O U T 4 9 5 1 . 2 6 ( S ) ST M H 3 - 3 (7 2 " Ø F L A T T O P ) ST A 1 3 + 9 3 . 8 5 RI M 4 9 5 5 . 5 ± IN V . I N 4 9 5 0 . 9 4 ( N W ) IN V . I N 4 9 5 0 . 9 4 ( E ) IN V . I N 4 9 5 0 . 9 4 ( N ) IN V . O U T 4 9 5 0 . 9 4 ( S ) ST M H 3 - 1 (6 0 " Ø F L A T T O P ) ST A 1 2 + 0 6 . 2 9 RI M 4 9 5 5 . 0 ± IN V . I N 4 9 5 0 . 1 3 ( W ) IN V . O U T 4 9 5 0 . 1 3 ( E ) FE S 3 ST A 1 0 + 0 0 . 0 0 IN V . 4 9 4 9 . 5 1 (S E E N O T E 9 ) 206.29 LF 30" PP @ 0.30% 49.39 LF 30" PP @ 0.20%56.28 LF 30" PP @ 0.20% 80.51 LF 30" PP @ 0.20% 144.41 LF 30" PP @ 0.20% 138.17 LF 30" PP @ 0.51% ST M H 3 - 2 (7 2 " Ø F L A T T O P ) ST A 1 3 + 4 4 . 4 6 RI M 4 9 5 6 . 2 ± IN V . I N 4 9 5 0 . 8 4 ( N ) IN V . O U T 4 9 5 0 . 8 4 ( E ) IN V . O U T 4 9 5 0 . 8 4 ( S ) ST A : 1 1 + 4 7 . 5 8 TO P = 4 9 4 8 . 8 ± PR O P T E L E ST A : 1 1 + 7 4 . 4 2 TO P = 4 9 4 8 . 8 ± PR O P T E L E ST A : 1 2 + 7 2 . 9 6 TO P = 4 9 4 9 . 3 ± PR O P C C T V ST A : 1 2 + 9 9 . 7 8 TO P = 4 9 4 9 . 5 ± PR O P 2 " G A S ST A : 1 3 + 6 8 . 0 1 TO P = 4 9 4 9 . 4 ± PR O P T E L E ST A : 1 4 + 6 6 . 8 0 TO P = 4 9 4 9 . 0 ± PR O P 2 " G A S ST A : 1 5 + 3 3 . 2 8 TO P = 4 9 4 9 . 9 ± PR O P E L E C ST A : 1 5 + 6 7 . 1 7 IN V . = 4 9 4 9 . 6 5 PR O P 8 " S A N ST A : 1 5 + 4 7 . 6 4 IN V . = 4 9 5 0 . 0 9 PR O P 4 " S A N ST A : 1 3 + 1 5 . 7 6 TO P = 4 9 4 9 . 0 8 PR O P 8 " W A T E R ST A : 1 0 + 1 2 . 5 8 (S E E N O T E S 1 0 - 1 1 ) EX F I B E R ST A : 1 0 + 3 5 . 5 9 (S E E N O T E S 1 0 - 1 1 ) EX E L E C ST A : 1 2 + 2 7 . 9 6 (S E E N O T E S 1 0 - 1 1 ) EX F I B E R ST A : 1 3 + 4 3 . 5 8 (S E E N O T E S 1 0 - 1 1 ) EX E L E C ST A : 1 4 + 5 6 . 9 8 (S E E N O T E S 1 0 - 1 1 ) EX E L E C ST A : 1 4 + 6 1 . 2 8 (S E E N O T E S 1 0 - 1 1 ) EX F I B E R ST A : 1 2 + 4 1 . 8 0 (S E E N O T E S 1 0 - 1 1 ) EX E L E C ST A : 1 2 + 4 3 . 2 3 (S E E N O T E S 1 0 - 1 1 ) EX T E L E 1' MIN1' MIN CONCRETE CRADLE (SEE DETAIL) CONCRETE CRADLE (SEE DETAIL) 1.5' MIN ENCASE JOINTS 10' ON EITHER SIDE OF CROSSING (SEE DETAIL) 1' MIN1' MIN 0.56' 1' MIN 1' MIN ST A : 1 1 + 1 5 . 6 3 TO P = 4 9 4 8 . 2 ± PR O P 8 " W A T E R 1.5' MIN 0.8' ST A : 1 0 + 5 3 . 7 9 TO P = 4 9 4 8 . 5 ± PR O P E L E C 1' MIN ST A : 1 1 + 2 6 . 2 9 TO P = 4 9 4 8 . 7 ± PR O P E L E C 1' MIN EXISTING GROUND PROPOSED GRADE DIVERSION MANHOLE FOR WATER QUALITY FLOWS (SEE NOTE 14) 100-YR HGL ST A : 1 1 + 8 5 . 2 9 TO P = 4 9 4 8 . 8 ± PR O P T E L E 1' MIN ST A : 1 2 + 0 0 . 9 0 TO P = 4 9 4 8 . 8 ± PR O P T E L E ST A : 1 2 + 4 7 . 2 7 TO P = 4 9 4 8 . 8 ± PR O P E L E C 1' MIN ST A : 1 3 + 2 5 . 9 1 TO P = 4 9 4 9 . 6 ± PR O P C C T V 1' MIN ST A : 1 4 + 7 0 . 1 2 TO P = 4 9 4 8 . 8 ± PR O P T E L E ST A : - 0 + 6 7 . 2 7 TO P = 4 9 4 9 . 6 1 PR O P F I R E S E R V I C E 1.5' MIN. ST A : - 0 + 5 5 . 6 4 TO P = 4 9 4 9 . 6 1 PR O P W A T E R S E R V I C E ENCASE JOINTS 10' ON EITHER SIDE OF CROSSINGS (SEE DETAIL) 24.96 LF 30" PP @ 0.20% PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = 3" 10 / 6 / 2 0 2 0 10 : 1 7 : 1 2 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 3 3 _ S T O R M L I N E 3 P & P S . D W G C4 . 3 3 _ S T O R M L I N E 3 P & P S ## ## C4.32 75 0 30'60' SCALE: 1" = 30' 15' NO R T H PL A T T E R I V E R P O W E R A U T H O R I T Y H Q ST O R M S E W E R P L A N & P R O F I L E LI N E 3 LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 4.THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY SERVICES 5' OUTSIDE OF BUILDING UNLESS NOTED OTHERWISE. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDINGS SHALL BE COORDINATED WITH APPROVED ARCHITECTURAL DRAWINGS. 5.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 7.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN AS POLYPROPYLENE (PP) SHALL BE HP STORM SEWER BY ADS OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 8.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 9.ALL FLARED END SECTIONS SHALL BE CONCRETE. THE PP STORM PIPING SHALL BE CONNECTED TO THE FLARED END SECTION USING A MARMAC CONSTRUCTION PRODUCTS DISSIMILAR PIPE MATERIAL COUPLER (OR APPROVED EQUAL) AND THEN A CONCRETE COLLAR SHALL BE PLACED AROUND THE JOINT. 10.KNOWN EXISTING UTILITIES, INCLUDING THOSE TO BE REMOVED WITH EITHER PHASE OF CONSTRUCTION, HAVE BEEN SHOWN ON THESE DRAWINGS FOR REFERENCE. ELEVATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. 11.PORTIONS OF DRY UTILITY CONSTRUCTION IS EXPECTED TO PRECEDE THE STORM SEWER CONSTRUCTION. IT IS THEREFORE ANTICIPATED THAT THE EXISTING DRY UTILITIES NOTED ON THIS PLAN ARE ABANDONED AT THE TIME OF STORM SEWER CONSTRUCTION. THE CONTRACTOR SHALL VERIFY THAT EACH EXISTING UTILITY (WET OR DRY) BEING CROSSED WITH THE STORM SEWER CONSTRUCTION IS ABANDONED PRIOR TO DEMOLISHING ANY UTILITY. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD A CONFLICT BETWEEN THIS PLAN AND ACTUAL FIELD CONDITIONS EXIST. 12.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 13.THE VERTICAL ELEVATIONS OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE APPROXIMATE AND ARE SHOWN FOR REFERENCE TO COORDINATE THE CONSTRUCTION OF THOSE UTILITIES WITH THE STORM SEWER. ACTUAL DRY UTILITY ELEVATIONS MAY VARY. 14.STORM MANHOLES 2-3 AND 3-2 SHALL BE CONSTRUCTED AS DIVERSION MANHOLES TO DIVERT WATER QUALITY STORM EVENTS SOUTH TOWARDS THE UNDERGROUND WATER QUALITY SYSTEM. REFER TO THE DIVERSION MANHOLE DETAILS FOR MORE INFORMATION. EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED STORM SEWER PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT STORM DRAIN INLET STORM DRAIN MH WATER LINE BENDS THRUST BLOCK GATE VALVE FLARED END SECTION PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 8 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 G G G MA I N T E N A N C E S H O P / T R U C K W A S H WAREHOUSE SU B S T A T I O N G A R A G E FL E E T P A R K I N G G A R A G E A EXISTING E&O BUILDING FL E E T P A R K I N G G A R A G E B 18 + 0 0 14+00 15 + 0 0 16+0017+00 STMH 3-7 (60"Ø FLAT TOP) STA 17+00.01 N: 1440213.36 E: 3127962.59 INLET 3-8 (TYPE C) STA 17+54.74 N: 1440268.09 E: 3127962.47 54 . 7 3 L F 2 4 " P P @ 0 . 2 0 % MA T C H L I N E S E E S H E E T C4 . 3 2 144.41 LF 30" PP @ 0.20% STORM LINE 3-7 (SEE SHEET C4.34) STORM LINE 3-6 (SEE THIS SHEET) STORM LINE 3-3 NORTH (SEE SHEET C4.34) STA: 18+00.00 N: 1440313.36 E: 3127962.38 END ALIGNMENT ROOF DRAIN (SEE SHEET C4.42) SANITARY SEWER LINE (SEE SHEET C4.11) INSTALL W/ CLOSE MESH GRATE (SEE DETAILS) G G 9+75 10+00 10+75 INLET 3-3 (E) (5' TYPE R) STA 10+55.55 N: 1440097.17 E: 3128212.88 55.55 LF 1 5 " P P @ 0 . 2 0 % STMH 3-3 (72"Ø FLAT TOP) STA 10+00.00 N: 1440085.29 E: 3128158.62 STORM LINE 3-3 NORTH (SEE SHEET C4.34) STORM LINE 3-6 (SEE THIS SHEET) STORM LINE 3-3 (SEE THIS SHEET) MINOR STORM EVENT BYPASS STORM SEWER (SEE SHEET C4.50) STA: 9+75.00 N: 1440079.77 E: 3128134.23 BEGIN ALIGNMENT STA: 10+75.00 N: 1440101.86 E: 3128231.76 END ALIGNMENT TBC EL = 4954.08 N = 1440100.33 E = 3128211.20 TBC EL = 4954.08 N = 1440093.99 E = 3128211.22 SANITARY SEWER LINE (SEE SHEET C4.11) WATERLINE (SEE SHEET C4.21) STORM LINE 3 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 16+0016+5017+0017+5018+00 ST M H 3 - 7 (6 0 " Ø F L A T T O P ) ST A 1 7 + 0 0 . 0 1 RI M 4 9 5 6 . 0 ± IN V . I N 4 9 5 1 . 5 5 ( N ) IN V . I N 4 9 5 1 . 5 5 ( S W ) IN V . O U T 4 9 5 1 . 5 5 ( E ) 54.73 LF 24" PP @ 0.20%144.41 LF 30" PP @ 0.20% ST A : 1 6 + 2 9 . 5 1 IN V . = 4 9 4 9 . 9 9 PR O P G A S ST A : 1 6 + 8 9 . 0 8 TO P = 4 9 5 0 . 4 ± PR O P E L E C ST A : 1 7 + 0 9 . 4 2 TO P = 4 9 5 0 . 4 ± PR O P T E L E 1' MIN 1' MIN 1' MIN 1.5' MIN ST A : 1 6 + 1 9 . 5 4 TO P = 4 9 4 9 . 7 5 PR O P W A T E R S E R V I C E IN L E T 3 - 8 ( T Y P E C ) ST A 1 7 + 5 4 . 7 4 RI M 4 9 5 5 . 7 ± IN V . O U T 4 9 5 1 . 6 6 ( S ) EXISTING GROUND PROPOSED GRADE 100-YR HGL ST A : 1 6 + 5 9 . 9 5 TO P = 4 9 5 0 . 3 ± PR O P T E L E 1' MIN STORM LINE 3-3 EAST 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 9+75 10+00 10+50 10+75 ST M H 3 - 3 (7 2 " Ø F L A T T O P ) ST A 1 0 + 0 0 . 0 0 RI M 4 9 5 5 . 5 ± IN V . I N 4 9 5 0 . 9 4 ( N W ) IN V . I N 4 9 5 0 . 9 4 ( E ) IN V . I N 4 9 5 0 . 9 4 ( N ) IN V . O U T 4 9 5 0 . 9 4 ( S ) IN L E T 3 - 3 ( E ) ( 5 ' T Y P E R ) ST A 1 0 + 5 5 . 5 5 IN V . O U T 4 9 5 1 . 0 5 ( W ) ST A : 1 0 + 4 5 . 5 7 TO P = 4 9 4 9 . 6 ± PR O P G A S ST A : 1 0 + 2 9 . 3 3 TO P = 4 9 4 9 . 1 1 PR O P 8 " W A T E R 1' MIN1.82' ENCASE JOINTS 10' ON EITHER SIDE OF CROSSING (SEE DETAIL) EXISTING GROUND PROPOSED GRADE 100-YR HGL G G G MAINTENANCE SHOP / TRUCK WASH WA R E H O U S E SUBSTATION GARAGE 9+75 10+00 11+00 INLET 3-6 (N) (TYPE C) STA 10+44.36 N: 1440257.42 E: 3128099.74 44.36 LF 24 " P P @ 0 . 2 0 % STMH 3-6 (72"Ø FLAT TOP) STA 10+00.00 N: 1440213.66 E: 3128107.00 STORM LINE 3 (SEE SHEET C4.32) STORM LINE 3-3 NORTH (SEE SHEET C4.34) STA: 11+00.00 N: 1440312.31 E: 3128090.63 END ALIGNMENT STA: 9+75.00 N: 1440188.66 E: 3128107.14 BEGIN ALIGNMENT SANITARY SEWER LINE (SEE SHEET C4.21) SANITARY SEWER SERVICES (SEE SHEET C4.04) INSTALL W/ CLOSE MESH GRATE (SEE DETAILS) STORM LINE 3-6 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 9+75 10+00 10+50 11+00 ST M H 3 - 6 (7 2 " Ø F L A T T O P ) ST A 1 5 + 5 5 . 6 0 RI M 4 9 5 5 . 8 ± IN V . I N 4 9 5 1 . 2 6 ( W ) IN V . I N 4 9 5 1 . 2 6 ( N ) IN V . O U T 4 9 5 1 . 2 6 ( S ) 44.36 LF 24" PP @ 0.20% IN L E T 3 - 6 ( N ) ( T Y P E C ) ST A 1 0 + 4 4 . 3 6 RI M 4 9 5 5 . 1 ± IN V . O U T 4 9 5 1 . 3 5 ( S ) 1.5'ENCASE JOINTS 10' ON EITHER SIDE OF CROSSING (SEE DETAIL) ST A : 1 0 + 2 9 . 9 0 TO P = 4 9 4 9 . 6 9 PR O P 6 " W A T E R EXISTING GROUND PROPOSED GRADE 100-YR HGL PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = 3" 10 / 6 / 2 0 2 0 10 : 1 7 : 4 0 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 3 3 _ S T O R M L I N E 3 P & P S . D W G C4 . 3 3 _ S T O R M L I N E 3 P & P S ## ## C4.33 75 PL A T T E R I V E R P O W E R A U T H O R I T Y H Q ST O R M S E W E R P L A N & P R O F I L E S LI N E 3 LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 4.THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY SERVICES 5' OUTSIDE OF BUILDING UNLESS NOTED OTHERWISE. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDINGS SHALL BE COORDINATED WITH APPROVED ARCHITECTURAL DRAWINGS. 5.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 7.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN AS POLYPROPYLENE (PP) SHALL BE HP STORM SEWER BY ADS OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 8.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 9.ALL FLARED END SECTIONS SHALL BE CONCRETE. THE PP STORM PIPING SHALL BE CONNECTED TO THE FLARED END SECTION USING A MARMAC CONSTRUCTION PRODUCTS DISSIMILAR PIPE MATERIAL COUPLER (OR APPROVED EQUAL) AND THEN A CONCRETE COLLAR SHALL BE PLACED AROUND THE JOINT. 10.KNOWN EXISTING UTILITIES, INCLUDING THOSE TO BE REMOVED WITH EITHER PHASE OF CONSTRUCTION, HAVE BEEN SHOWN ON THESE DRAWINGS FOR REFERENCE. ELEVATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. 11.PORTIONS OF DRY UTILITY CONSTRUCTION IS EXPECTED TO PRECEDE THE STORM SEWER CONSTRUCTION. IT IS THEREFORE ANTICIPATED THAT THE EXISTING DRY UTILITIES NOTED ON THIS PLAN ARE ABANDONED AT THE TIME OF STORM SEWER CONSTRUCTION. THE CONTRACTOR SHALL VERIFY THAT EACH EXISTING UTILITY (WET OR DRY) BEING CROSSED WITH THE STORM SEWER CONSTRUCTION IS ABANDONED PRIOR TO DEMOLISHING ANY UTILITY. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD A CONFLICT BETWEEN THIS PLAN AND ACTUAL FIELD CONDITIONS EXIST. 12.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 13.THE VERTICAL ELEVATIONS OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE APPROXIMATE AND ARE SHOWN FOR REFERENCE TO COORDINATE THE CONSTRUCTION OF THOSE UTILITIES WITH THE STORM SEWER. ACTUAL DRY UTILITY ELEVATIONS MAY VARY. 14.STORM MANHOLES 2-3 AND 3-2 SHALL BE CONSTRUCTED AS DIVERSION MANHOLES TO DIVERT WATER QUALITY STORM EVENTS SOUTH TOWARDS THE UNDERGROUND WATER QUALITY SYSTEM. REFER TO THE DIVERSION MANHOLE DETAILS FOR MORE INFORMATION. EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED STORM SEWER PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT STORM DRAIN INLET STORM DRAIN MH WATER LINE BENDS THRUST BLOCK GATE VALVE FLARED END SECTION PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 0 30'60' SCALE: 1" = 30' 15' NO R T H NORTH NO R T H RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 8 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 5 5 5 G WAR E H O U S E FL E E T P A R K I N G G A R A G E A 11+00 9+7510+00 INLET 3-7 (S) (TYPE C) STA 10+76.05 N: 1440168.79 E: 3127900.96 76.05 LF 18" PP @ 0.20% STMH 3-7 (60"Ø FLAT TOP) STA 10+00.00 N: 1440213.36 E: 3127962.59 STORM LINE 3-3 (SEE SHEET C4.33) STA: 9+75.00 N: 1440228.02 E: 3127982.84 BEGIN ALIGNMENT STA: 11+00.00 N: 1440154.75 E: 3127881.56 END ALIGNMENT ROOF DRAIN (SEE SHEET C4.42) G G 9+75 10+00 11+00 12+00 13+00 INLET 3-3.1 (15" BASIN) STA 11+16.64 N: 1440200.69 E: 3128175.60 116.64 LF 12 " P P @ 0 . 2 0 % STMH 3-3 (72"Ø FLAT TOP) STA 10+00.00 N: 1440085.29 E: 3128158.62 STORM LINE 3 (SEE SHEET C4.33) STORM LINE 3-6 (SEE SHEET C4.33) STA: 13+00.00 N: 1440384.05 E: 3128175.47 END ALIGNMENT STA: 9+75.00 N: 1440060.29 E: 3128158.62 BEGIN ALIGNMENT WATERLINE (SEE SHEET C4.21) SANITARY (SEE SHEET C4.21) WAREHOUSE INLET 3-3.2 (15" BASIN) STA 12+73.03 N: 1440357.08 E: 3128175.49 156.39 LF 12" PP @ 0.50% SUBSTATION GARAGE MAINTENANCE SHOP / TRUCK WASH STORM LINE 3-3 NORTH 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00 ST M H 3 - 3 (7 2 " Ø F L A T T O P ) ST A 1 0 + 0 0 . 0 0 RI M 4 9 5 5 . 5 ± IN V . I N 4 9 5 0 . 9 4 ( N W ) IN V . I N 4 9 5 0 . 9 4 ( E ) IN V . I N 4 9 5 0 . 9 4 ( N ) IN V . O U T 4 9 5 0 . 9 4 ( S ) 116.64 LF 12" PP @ 0.20% ST A : 1 0 + 4 0 . 1 2 TO P = 4 9 4 9 . 8 ± PR O P G A S & T E L E ST A : 1 0 + 4 5 . 0 7 TO P = 4 9 4 9 . 1 4 PR O P 8 " W A T E R ST A : 1 0 + 3 4 . 5 1 (S E E N O T E S 1 0 - 1 1 ) EX F I B E R ST A : 1 0 + 3 0 . 3 8 (S E E N O T E S 1 0 - 1 1 ) EX E L E C 1' MIN 1.5' MIN. ENCASE JOINTS 10' ON EITHER SIDE OF CROSSING (SEE DETAIL) IN L E T 3 - 3 . 1 ( 1 5 " B A S I N ) ST A 1 1 + 1 6 . 6 4 RI M 4 9 5 4 . 6 ± IN V . I N 4 9 5 1 . 1 7 ( N ) IN V . O U T 4 9 5 1 . 1 7 ( S ) (S E E N O T E 1 5 ) IN L E T 3 - 3 . 2 ( 1 5 " B A S I N ) ST A 1 2 + 7 3 . 0 3 RI M 4 9 5 4 . 8 ± IN V . O U T 4 9 5 1 . 9 5 ( S ) (S E E N O T E 1 5 ) 156.39 LF 12" PP @ 0.50% EXISTING GROUND PROPOSED GRADE 100-YR HGL STORM LINE 3-7 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 9+7510+0010+5011+00 ST M H 3 - 7 (6 0 " Ø F L A T T O P ) ST A 1 0 + 0 0 . 0 0 RI M 4 9 5 6 . 0 ± IN V . I N 4 9 5 1 . 5 5 ( N ) IN V . I N 4 9 5 1 . 5 5 ( S W ) IN V . O U T 4 9 5 1 . 5 5 ( E ) IN L E T 3 - 7 ( S ) ( T Y P E C ) ST A 1 0 + 7 6 . 0 5 RI M 4 9 5 4 . 4 ± IN V . I N 4 9 5 1 . 8 4 ( S ) IN V . O U T 4 9 5 1 . 7 0 ( N E ) 76.05 LF 18" PP @ 0.20% ST A : 1 0 + 4 5 . 1 0 IN V . = 4 9 5 4 . 6 3 PR O P E L E C ST A : 1 0 + 5 4 . 1 9 IN V . = 4 9 5 4 . 1 2 PR O P E L E C EXISTING GROUND PROPOSED GRADE 100-YR HGL 1.5' ENCASE JOINTS 10' ON EITHER SIDE OF CROSSING (SEE DETAIL) ST A : 1 2 + 5 9 . 7 9 TO P = 4 9 5 0 . 0 1 PR O P F I R E S E R V I C E PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = 3" 10 / 6 / 2 0 2 0 10 : 1 7 : 5 8 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 3 3 _ S T O R M L I N E 3 P & P S . D W G C4 . 3 3 _ S T O R M L I N E 3 P & P S ## ## C4.34 75 NO R T H PL A T T E R I V E R P O W E R A U T H O R I T Y H Q ST O R M S E W E R P L A N & P R O F I L E S LI N E 3 LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 4.THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY SERVICES 5' OUTSIDE OF BUILDING UNLESS NOTED OTHERWISE. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDINGS SHALL BE COORDINATED WITH APPROVED ARCHITECTURAL DRAWINGS. 5.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 7.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN AS POLYPROPYLENE (PP) SHALL BE HP STORM SEWER BY ADS OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 8.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 9.ALL FLARED END SECTIONS SHALL BE CONCRETE. THE PP STORM PIPING SHALL BE CONNECTED TO THE FLARED END SECTION USING A MARMAC CONSTRUCTION PRODUCTS DISSIMILAR PIPE MATERIAL COUPLER (OR APPROVED EQUAL) AND THEN A CONCRETE COLLAR SHALL BE PLACED AROUND THE JOINT. 10.KNOWN EXISTING UTILITIES, INCLUDING THOSE TO BE REMOVED WITH EITHER PHASE OF CONSTRUCTION, HAVE BEEN SHOWN ON THESE DRAWINGS FOR REFERENCE. ELEVATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. 11.PORTIONS OF DRY UTILITY CONSTRUCTION IS EXPECTED TO PRECEDE THE STORM SEWER CONSTRUCTION. IT IS THEREFORE ANTICIPATED THAT THE EXISTING DRY UTILITIES NOTED ON THIS PLAN ARE ABANDONED AT THE TIME OF STORM SEWER CONSTRUCTION. THE CONTRACTOR SHALL VERIFY THAT EACH EXISTING UTILITY (WET OR DRY) BEING CROSSED WITH THE STORM SEWER CONSTRUCTION IS ABANDONED PRIOR TO DEMOLISHING ANY UTILITY. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD A CONFLICT BETWEEN THIS PLAN AND ACTUAL FIELD CONDITIONS EXIST. 12.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 13.THE VERTICAL ELEVATIONS OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE APPROXIMATE AND ARE SHOWN FOR REFERENCE TO COORDINATE THE CONSTRUCTION OF THOSE UTILITIES WITH THE STORM SEWER. ACTUAL DRY UTILITY ELEVATIONS MAY VARY. 14.STORM MANHOLES 2-3 AND 3-2 SHALL BE CONSTRUCTED AS DIVERSION MANHOLES TO DIVERT WATER QUALITY STORM EVENTS SOUTH TOWARDS THE UNDERGROUND WATER QUALITY SYSTEM. REFER TO THE DIVERSION MANHOLE DETAILS FOR MORE INFORMATION. EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED STORM SEWER PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT STORM DRAIN INLET STORM DRAIN MH WATER LINE BENDS THRUST BLOCK GATE VALVE FLARED END SECTION PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP NORTH 0 30'60' SCALE: 1" = 30' 15' 15.STORM INLETS 3-3.1 AND 3-3.2 SHALL BE 15-INCH NYLOPLAST DRAIN BASINS BY ADVANCED DRAINAGE SYSTEMS, INC. (OR APPROVED EQUAL) WITH 15-INCH DOMED GRATES. RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 8 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 5 STORM LINE 4 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 9+5010+0010+5011+0011+5012+0012+25 50.00 LF 24" PP @ 0.25% 19.02 LF 24" PP @ 0.55% TEMPORARY 141.04 LF 24" PP @ 0 . 5 5 % TE M P R E D U C E R ST A 1 1 + 9 1 . 0 4 IN V . 4 9 4 9 . 7 7 (S E E N O T E S 9 & 1 5 ) FE S 4 - 1 ST A 1 0 + 5 0 . 0 0 IN V . 4 9 4 9 . 0 0 (S E E N O T E S 9 & 1 5 ) FE S 4 ST A 1 0 + 0 0 . 0 0 IN V . 4 9 4 8 . 8 7 (S E E N O T E S 9 & 1 5 ) EXISTING GROUND (TO REMAIN DURING PHASE 1) FES TO BE INSTALLED DURING PHASE 2 (SEE NOTE 15) TEMPORARY PIPING DURING PHASE 1 (SEE NOTE 15) TEMPORARY PIPING DURING PHASE 1 (SEE NOTE 15) ST A : 1 0 + 1 5 . 0 6 IN V . = 4 9 4 7 . 4 7 PR O P S A N ST A : 1 1 + 2 2 . 3 0 (S E E N O T E S 1 0 - 1 1 ) EX T E L E ST A : 1 0 + 7 7 . 9 2 (S E E N O T E S 1 0 - 1 1 ) EX C C T V ST A : 1 0 + 3 2 . 8 7 (S E E N O T E S 1 0 - 1 1 ) EX F I B E R ST A : 1 0 + 0 4 . 3 1 TO P 4 9 5 2 . 4 ± ( P E R P O T H O L E ) (T O R E M A I N - P H A S E 1 ) EX G A S ST A : 1 0 + 0 1 . 2 9 (S E E N O T E S 1 0 - 1 1 ) EX E L E C ST A : 9 + 9 8 . 7 4 (S E E N O T E S 1 0 - 1 1 ) EX E L E C ST A : 9 + 9 1 . 7 7 (S E E N O T E S 1 0 - 1 1 ) EX F I B E R ST A : 9 + 9 0 . 7 6 IN V . 4 9 4 9 . 5 ± ( P E R P O T H O L E ) (T O R E M A I N D U R I N G P H A S E 1 LO W E R 1 8 " B E L O W S T O R M ) EX 4 " & 8 " W A T E R CONCRETE CRADLE (SEE DETAIL) PHASE 2 PROPOSED GRADE ST A : 9 + 8 1 . 1 5 TO P = 4 9 4 3 . 6 9 PR O P 6 " W A T E R 5' 0.85' PHASE 1 PROPOSED GROUND PHASE 2 PROPOSED GROUND 100-YR HGL ST A : 1 0 + 2 8 . 7 1 IN V . 4 9 4 7 . 6 ± EX S A N 1' MIN ST A : 1 0 + 3 3 . 0 6 TO P = 4 9 4 7 . 9 8 PR O P T E L E 12+25 9+5010+0011+0012+00 TEMP REDUCER STA 11+91.04 N: 1439745.93 E: 3128736.91 FES 4-1 STA 10+50.00 N: 1439886.97 E: 3128736.91 FES 4 STA 10+00.00 N: 1439936.97 E: 3128736.91 50.00 LF 24" PP @ 0.25% TEMPORARY 19.02 LF 24" PP @ 0.55% TEMPORARY 141.04 LF 24" PP @ 0.55% STORM LINE 5-1 (SEE SHEET C4.37) EXISTING HEADQUARTERS STA: 9+50.00 N: 1439986.97 E: 3128736.91 BEGIN ALIGNMENT STA: 12+25.00 N: 1439711.97 E: 3128736.91 END ALIGNMENT ROOF DRAIN (SEE SHEET C4.40) WATERLINE (SEE SHEET C4.22) PHASE 2 GRADING FES/TEMP REDUCER (SEE NOTE 15) FES/TEMP CONNECTION (SEE NOTE 15) FES/TEMP CONNECTION (SEE NOTE 15) SOUTH TIMBERLINE ROAD STORM LINE 5 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 9+7510+0010+5011+0011+50 19.26 LF 30" PP @ 0.20% 78.24 LF 30" PP @ 0.22% ST M H 5 - 1 ( 7 2 " Ø ) ST A 1 0 + 5 6 . 3 4 RI M 4 9 5 6 . 4 ± IN V . I N 4 9 4 9 . 8 9 ( S W ) IN V . I N 4 9 5 1 . 8 9 ( W ) IN V . O U T 4 9 4 9 . 8 9 ( N ) ST M H 5 - 2 ( 6 0 " Ø ) ST A 1 1 + 3 4 . 5 8 RI M 4 9 5 7 . 2 ± IN V . I N 4 9 5 0 . 0 6 ( W ) IN V . O U T 4 9 5 0 . 0 6 ( N E ) FE S 5 ST A 1 0 + 0 0 . 0 0 IN V . 4 9 4 9 . 7 7 (S E E N O T E S 9 & 1 5 ) EXISTING GROUND PROPOSED GRADE TEMPORARY PIPING DURING PHASE 1 (SEE NOTE 15) FES TO BE INSTALLED DURING PHASE 2 (SEE NOTE 15) ST A : 1 0 + 4 9 . 3 0 (S E E N O T E S 1 0 - 1 1 ) EX E L E C ST A : 1 0 + 9 6 . 2 4 (S E E N O T E S 1 0 - 1 1 ) EX E L E C 30 " x 1 0 " T E E ST A 1 0 + 1 9 . 2 6 IN V . I N 4 9 4 9 . 8 1 ( S ) IN V . I N 4 9 4 9 . 8 1 ( W ) IN V . O U T 4 9 4 9 . 8 1 ( N ) 37.08 LF 30" PP @ 0.20% 100-YR HGL EX I S T I N G HE A D Q U A R T E R S 9+7510+00 11+0 0 12 + 0 0 13 + 0 0 STMH 5-1 (72"Ø) STA 10+56.34 N: 1439689.59 E: 3128736.91 STMH 5-2 (60"Ø) STA 11+34.58 N: 1439620.41 E: 3128700.34 FES 5 STA 10+00.00 N: 1439745.93 E: 3128736.91 19.26 LF 30" PP @ 0.20% 78.24 L F 3 0 " P P @ 0 . 2 2 % MATCHLINE SEE SHEET C4.36 40 0 . 0 0 L F 3 0 " P P @ 0 . 2 0 % STORM LINE 5-1 (SEE SHEET C4.37) 37.08 LF 30" PP @ 0.20%30"x10" TEE STA 10+19.26 N: 1439726.67 E: 3128736.91 STA: 9+75.00 N: 1439770.93 E: 3128736.91 BEGIN ALIGNMENT ROOF DRAIN (SEE SHEET C4.40) PROPOSED POND EA S T H O R S E T O O T H R O A D PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = 3' 10 / 6 / 2 0 2 0 10 : 3 5 : 1 1 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 3 5 _ S T O R M L I N E 4 - 5 P & P S . D W G C4 . 3 5 _ S T O R M L I N E 4 - 5 P & P S ## ## C4.35 75 PL A T T E R I V E R P O W E R A U T H O R I T Y H Q ST O R M S E W E R P L A N & P R O F I L E LI N E S 4 & 5 LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 4.THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY SERVICES 5' OUTSIDE OF BUILDING UNLESS NOTED OTHERWISE. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDINGS SHALL BE COORDINATED WITH APPROVED ARCHITECTURAL DRAWINGS. 5.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 7.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN AS POLYPROPYLENE (PP) SHALL BE HP STORM SEWER BY ADS OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 8.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 9.ALL FLARED END SECTIONS SHALL BE CONCRETE. THE PP STORM PIPING SHALL BE CONNECTED TO THE FLARED END SECTION USING A MARMAC CONSTRUCTION PRODUCTS DISSIMILAR PIPE MATERIAL COUPLER (OR APPROVED EQUAL) AND THEN A CONCRETE COLLAR SHALL BE PLACED AROUND THE JOINT. 10.KNOWN EXISTING UTILITIES, INCLUDING THOSE TO BE REMOVED WITH EITHER PHASE OF CONSTRUCTION, HAVE BEEN SHOWN ON THESE DRAWINGS FOR REFERENCE. ELEVATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. 11.PORTIONS OF DRY UTILITY CONSTRUCTION IS EXPECTED TO PRECEDE THE STORM SEWER CONSTRUCTION. IT IS THEREFORE ANTICIPATED THAT THE EXISTING DRY UTILITIES NOTED ON THIS PLAN ARE ABANDONED AT THE TIME OF STORM SEWER CONSTRUCTION. THE CONTRACTOR SHALL VERIFY THAT EACH EXISTING UTILITY (WET OR DRY) BEING CROSSED WITH THE STORM SEWER CONSTRUCTION IS ABANDONED PRIOR TO DEMOLISHING ANY UTILITY. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD A CONFLICT BETWEEN THIS PLAN AND ACTUAL FIELD CONDITIONS EXIST. 12.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 13.THE VERTICAL ELEVATIONS OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE APPROXIMATE AND ARE SHOWN FOR REFERENCE TO COORDINATE THE CONSTRUCTION OF THOSE UTILITIES WITH THE STORM SEWER. ACTUAL DRY UTILITY ELEVATIONS MAY VARY. 14.STORM MANHOLES 2-3 AND 3-2 SHALL BE CONSTRUCTED AS DIVERSION MANHOLES TO DIVERT WATER QUALITY STORM EVENTS SOUTH TOWARDS THE UNDERGROUND WATER QUALITY SYSTEM. REFER TO THE DIVERSION MANHOLE DETAILS FOR MORE INFORMATION. EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED STORM SEWER PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT STORM DRAIN INLET STORM DRAIN MH WATER LINE BENDS THRUST BLOCK GATE VALVE FLARED END SECTION PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 0 30'60' SCALE: 1" = 30' 15' NORTH 15.DURING PHASE 1 OF CONSTRUCTION, STORM LINE 4 SHALL BE EXTENDED AS SHOWN AND CONNECTED TO STORM LINE 5 USING A 30"x24" REDUCER BY ADS (OR APPROVED EQUAL). FLARED END SECTIONS 4, 4-1 AND 5 SHALL NOT BE INSTALLED WITH THE PHASE 1 CONSTRUCTION. PHASE 2 CONSTRUCTION SHALL INCLUDE THE REMOVAL OF THE TEMPORARY STORM SEWER AS SHOWN, FINAL GRADING AND THE INSTALLATION OF FES 4, 4-1 AND 5. RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 8 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 5 G HQ BUILDING POOL CAR PROPOSED POND EXISTING HEADQUARTERS 17+50 11 + 0 0 12+0013+0014+0015+00 16+0017+00 STMH 5-3 (60"Ø) STA 15+34.58 N: 1439619.68 E: 3128300.35 STMH 5-4 (60"Ø FLAT TOP) STA 15+96.88 N: 1439670.10 E: 3128263.76 INLET 5-5 (TYPE D) STA 17+05.02 N: 1439671.38 E: 3128155.63 400.00 LF 30" PP @ 0.20% 62. 3 0 L F 3 0 " P P @ 0 . 2 0 % 108.14 LF 24" PP @ 0.20% MA T C H L I N E S E E S H E E T C4 . 3 5 STORM LINE 5-3 (SEE SHEET C4.37) STORM LINE 5-4 (SEE SHEET C4.37)6" PERFORATED UNDERDRAIN @ 0.50% 6" PERFORATED UNDERDRAIN (MATCH SLOPE OF SWALE) INSTALL CLEANOUT AT END OF PIPE INV. 4952.90 INSTALL CLEANOUT AT END OF PIPE INV. 4952.82 BIOSWALE (SEE DETAILS) STA: 17+50.00 N: 1439671.92 E: 3128110.65 END ALIGNMENT WATERLINE (SEE SHEET C4.20) EAST HORSETOOTH ROAD STORM LINE 5 4940 4945 4950 4955 4960 4965 4940 4945 4950 4955 4960 4965 11+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+25 400.00 LF 30" PP @ 0.20% 62.30 LF 30" PP @ 0.20%108.14 LF 24" PP @ 0.20% ST M H 5 - 3 ( 6 0 " Ø ) ST A 1 5 + 3 4 . 5 8 RI M 4 9 5 6 . 8 ± IN V . I N 4 9 5 0 . 8 6 ( S W ) IN V . I N 4 9 5 0 . 8 6 ( N W ) IN V . O U T 4 9 5 0 . 8 6 ( E ) ST M H 5 - 4 ( 6 0 " Ø F L A T T O P ) ST A 1 5 + 9 6 . 8 8 RI M 4 9 5 5 . 2 ± IN V . I N 4 9 5 0 . 9 8 ( W ) IN V . I N 4 9 5 0 . 9 8 ( N ) IN V . O U T 4 9 5 0 . 9 8 ( S E ) IN L E T 5 - 5 ( T Y P E D ) ST A 1 7 + 0 5 . 0 2 RI M 4 9 5 4 . 4 ± IN V . I N 4 9 5 2 . 0 9 ( N ) IN V . I N 4 9 5 2 . 0 9 ( S ) IN V . O U T 4 9 5 1 . 2 0 ( E ) EXISTING GROUND PROPOSED GRADE ST A : 1 6 + 3 3 . 6 4 TO P = 4 9 5 0 . 0 ± PR O P T E L E X I N G ST A : 1 4 + 8 5 . 3 4 TO P = 4 9 4 9 . 1 7 PR O P 8 " W A T E R ST A : 1 2 + 1 1 . 7 6 (S E E N O T E S 1 0 - 1 1 ) EX E L E C ST A : 1 2 + 9 2 . 0 3 (S E E N O T E S 1 0 - 1 1 ) EX E L E C ST A : 1 6 + 1 9 . 2 3 (S E E N O T E S 1 0 - 1 1 ) EX F I B E R ST A : 1 6 + 7 7 . 4 1 (S E E N O T E S 1 0 - 1 1 ) EX T E L E 1' MIN 1.5' MIN ENCASE JOINTS 10' ON EITHER SIDE OF CROSSING (SEE DETAIL) 100-YR HGL ST A : 1 5 + 4 1 . 1 1 (S E E N O T E 1 0 ) EX S T O R M PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = 3' 10 / 6 / 2 0 2 0 10 : 3 5 : 2 3 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 3 5 _ S T O R M L I N E 4 - 5 P & P S . D W G C4 . 3 5 _ S T O R M L I N E 4 - 5 P & P S ## ## C4.36 75 0 30'60' SCALE: 1" = 30' 15' NO R T H PL A T T E R I V E R P O W E R A U T H O R I T Y H Q ST O R M S E W E R P L A N & P R O F I L E LI N E 5 LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 4.THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY SERVICES 5' OUTSIDE OF BUILDING UNLESS NOTED OTHERWISE. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDINGS SHALL BE COORDINATED WITH APPROVED ARCHITECTURAL DRAWINGS. 5.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 7.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN AS POLYPROPYLENE (PP) SHALL BE HP STORM SEWER BY ADS OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 8.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 9.ALL FLARED END SECTIONS SHALL BE CONCRETE. THE PP STORM PIPING SHALL BE CONNECTED TO THE FLARED END SECTION USING A MARMAC CONSTRUCTION PRODUCTS DISSIMILAR PIPE MATERIAL COUPLER (OR APPROVED EQUAL) AND THEN A CONCRETE COLLAR SHALL BE PLACED AROUND THE JOINT. 10.KNOWN EXISTING UTILITIES, INCLUDING THOSE TO BE REMOVED WITH EITHER PHASE OF CONSTRUCTION, HAVE BEEN SHOWN ON THESE DRAWINGS FOR REFERENCE. ELEVATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. 11.PORTIONS OF DRY UTILITY CONSTRUCTION IS EXPECTED TO PRECEDE THE STORM SEWER CONSTRUCTION. IT IS THEREFORE ANTICIPATED THAT THE EXISTING DRY UTILITIES NOTED ON THIS PLAN ARE ABANDONED AT THE TIME OF STORM SEWER CONSTRUCTION. THE CONTRACTOR SHALL VERIFY THAT EACH EXISTING UTILITY (WET OR DRY) BEING CROSSED WITH THE STORM SEWER CONSTRUCTION IS ABANDONED PRIOR TO DEMOLISHING ANY UTILITY. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD A CONFLICT BETWEEN THIS PLAN AND ACTUAL FIELD CONDITIONS EXIST. 12.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 13.THE VERTICAL ELEVATIONS OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE APPROXIMATE AND ARE SHOWN FOR REFERENCE TO COORDINATE THE CONSTRUCTION OF THOSE UTILITIES WITH THE STORM SEWER. ACTUAL DRY UTILITY ELEVATIONS MAY VARY. 14.STORM MANHOLES 2-3 AND 3-2 SHALL BE CONSTRUCTED AS DIVERSION MANHOLES TO DIVERT WATER QUALITY STORM EVENTS SOUTH TOWARDS THE UNDERGROUND WATER QUALITY SYSTEM. REFER TO THE DIVERSION MANHOLE DETAILS FOR MORE INFORMATION. EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED STORM SEWER PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT STORM DRAIN INLET STORM DRAIN MH WATER LINE BENDS THRUST BLOCK GATE VALVE FLARED END SECTION PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 8 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 11+00 9+7510+00 INLET 5-3 (S) (DOUBLE COMBO) STA 10+49.26 N: 1439581.53 E: 3128269.17 49.26 LF 15" PP @ 0.25% STMH 5-3 (60"Ø) STA 10+00.00 N: 1439619.68 E: 3128300.35 STORM LINE 5-4 (SEE THIS SHEET) STORM LINE 5 (SEE SHEET C4.36) STA: 11+00.00 N: 1439542.50 E: 3128236.76 END ALIGNMENT STA: 9+75.00 N: 1439638.97 E: 3128316.24 BEGIN ALIGNMENT TBC EL = 4956.87 N = 1439583.19 E = 3128264.09 TBC EL = 4956.87 N = 1439583.05 E = 3128274.28 WATERLINE (SEE SHEET C4.20) EAS T H O R S E T O O T H R O A D PUBLIC STORM INLET, ALL STORM SEWER IMPROVEMENTS D/S OF INLET SHALL BE PRIVATELY OWNED/MAINTAINED 9+75 10+00 10+75 INLET 5-4 (N) (TYPE C) STA 10+00.00 N: 1439681.10 E: 3128263.72 11.00 LF 18" PP @ 1.00% STMH 5-4 (60"Ø FLAT TOP) STA 9+89.00 N: 1439670.10 E: 3128263.76 STORM LINE 5-3 (SEE THIS SHEET) STORM LINE 5 (SEE SHEET C4.36) STA: 10+75.00 N: 1439756.10 E: 3128263.49 END ALIGNMENT STA: 9+75.00 N: 1439656.10 E: 3128263.80 BEGIN ALIGNMENT INSTALL CLEANOUT AT END OF PIPE INV. 4952.91 6" PERFORATED UNDERDRAIN @ 0.50% BIOSWALE (SEE DETAILS) 6" PERFORATED UNDERDRAIN @ 0.50% INSTALL CLEANOUT AT END OF PIPE INV. 4952.90 WATERLINE (SEE SHEET C4.20) STORM LINE 5 (SEE SHEET C4.36) STORM LINE 5-1 4945 4950 4955 4960 4965 4945 4950 4955 4960 4965 9+7510+0010+5010+75 ST M H 5 - 1 ( 7 2 " Ø ) ST A 1 0 + 0 0 . 0 0 RI M 4 9 5 6 . 4 ± IN V . I N 4 9 4 9 . 8 9 ( S W ) IN V . I N 4 9 5 1 . 8 9 ( W ) IN V . O U T 4 9 4 9 . 8 9 ( N ) OU T L E T 5 - 1 ( W ) ST A 1 0 + 1 3 . 5 7 GR A T E 4 9 5 5 . 0 0 IN V . O U T 4 9 5 2 . 1 6 ( E ) (S E E D E T A I L S ) EXISTING GROUND PROPOSED GRADE 13.57 LF 6" PP @ 2.00% 100-YR HGL EXISTING HEADQUARTERS 10+75 9+7510+00 OUTLET 5-1 (W) STA 10+13.57 N: 1439689.59 E: 3128723.34 13.57 LF 6" PP @ 2.00% STMH 5-1 (72"Ø) STA 10+00.00 N: 1439689.59 E: 3128736.91 STORM LINE 5 (SEE SHEET C4.35) STA: 9+75.00 N: 1439689.49 E: 3128761.91 BEGIN ALIGNMENT STA: 10+75.00 N: 1439689.61 E: 3128661.91 END ALIGNMENT EAST HORSETOOTH ROAD POND C1 OUTLET STRUCTURE (SEE DETAIL 11 ON SHEET C7.34) STORM LINE 5-3 4945 4950 4955 4960 4965 4945 4950 4955 4960 4965 9+7510+0010+5011+00 ST M H 5 - 3 ( 6 0 " Ø ) ST A 1 0 + 0 0 . 0 0 RI M 4 9 5 6 . 8 ± IN V . I N 4 9 5 0 . 8 6 ( S W ) IN V . I N 4 9 5 0 . 8 6 ( N W ) IN V . O U T 4 9 5 0 . 8 6 ( E ) IN L E T 5 - 3 ( S ) ( D O U B L E C O M B O ) ST A 1 0 + 4 9 . 2 6 IN V . O U T 4 9 5 0 . 9 8 ( N E ) EXISTING GROUND PROPOSED GRADE ST A : 1 0 + 0 9 . 3 2 TO P = 4 9 5 4 . 6 ± PR O P T E L E X I N G ST A : 1 0 + 3 7 . 1 7 IN V . = 4 9 5 3 . 2 ± EX I R R I G A T I O N 2' .7'± 49.26 LF 15" PP @ 0.25% 1.0'± CONCRETE CRADLE (SEE DETAIL) 100-YR HGL ST A : 1 0 + 1 3 . 4 9 IN V . = 4 9 5 1 . 7 ± EX S T O R M STORM LINE 5-4 4945 4950 4955 4960 4965 4945 4950 4955 4960 4965 9+50 10+00 10+50 10+75 ST M H 5 - 4 ( 6 0 " Ø F L A T T O P ) ST A 9 + 8 9 . 0 0 RI M 4 9 5 5 . 2 ± IN V . I N 4 9 5 0 . 9 8 ( W ) IN V . I N 4 9 5 0 . 9 8 ( N ) IN V . O U T 4 9 5 0 . 9 8 ( S E ) 11.00 LF 18" PP @ 1.00% EXISTING GROUND PROPOSED GRADE 100-YR HGL IN L E T 5 - 4 ( N ) ( T Y P E C ) ST A 1 5 + 9 7 . 0 5 RI M 4 9 5 4 . 9 ± IN V . I N 4 9 5 2 . 7 2 ( E ) IN V . I N 4 9 5 2 . 7 2 ( W ) IN V . O U T 4 9 5 1 . 0 9 ( S ) PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = 3' 10 / 6 / 2 0 2 0 10 : 3 5 : 4 4 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 4 . 3 5 _ S T O R M L I N E 4 - 5 P & P S . D W G C4 . 3 5 _ S T O R M L I N E 4 - 5 P & P S ## ## C4.37 75 0 30'60' SCALE: 1" = 30' 15' NO R T H PL A T T E R I V E R P O W E R A U T H O R I T Y H Q ST O R M S E W E R P L A N & P R O F I L E LI N E 5 LEGEND NOTES 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE CONTRACTOR SHALL PROTECT ALL EXISTING FEATURES THAT ARE NOT TO BE REMOVED ADJACENT TO THE CONSTRUCTION AREA INCLUDING, BUT NOT LIMITED TO, PAVEMENT, PRIVATE FENCES, ABOVE GROUND OR UNDERGROUND UTILITIES, STRUCTURES, AND UNDERGROUND FOUNDATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT SHOULD OCCUR TO ANY ON-SITE, OFF-SITE, PUBLIC OR PRIVATE FACILITY OR FEATURE AS A RESULT OF THE CONSTRUCTION PROCESS FOR THIS PROJECT. 3.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 4.THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY SERVICES 5' OUTSIDE OF BUILDING UNLESS NOTED OTHERWISE. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDINGS SHALL BE COORDINATED WITH APPROVED ARCHITECTURAL DRAWINGS. 5.ALL STORM SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS, LATEST EDITION. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES AND INCLUDE THE LAY LENGTH OF FLARED END SECTIONS UNLESS OTHERWISE NOTED. 7.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS REINFORCED CONCRETE PIPE (RCP) SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM SEWER MAINS SHOWN AS POLYPROPYLENE (PP) SHALL BE HP STORM SEWER BY ADS OR APPROVED EQUAL. WATER TIGHT JOINTS ARE TO BE USED ON ALL STORM DRAINAGE PIPE. 8.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER & WATER MAINS & SERVICES. SHOULD THE WATER LINE CROSS UNDER EITHER STORM DRAIN OR SANITARY SEWER, THE STORM OR SANITARY SHALL BE CONCRETE ENCASED FOR 10' ON EITHER SIDE OF THE CROSSING. 9.ALL FLARED END SECTIONS SHALL BE CONCRETE. THE PP STORM PIPING SHALL BE CONNECTED TO THE FLARED END SECTION USING A MARMAC CONSTRUCTION PRODUCTS DISSIMILAR PIPE MATERIAL COUPLER (OR APPROVED EQUAL) AND THEN A CONCRETE COLLAR SHALL BE PLACED AROUND THE JOINT. 10.KNOWN EXISTING UTILITIES, INCLUDING THOSE TO BE REMOVED WITH EITHER PHASE OF CONSTRUCTION, HAVE BEEN SHOWN ON THESE DRAWINGS FOR REFERENCE. ELEVATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. 11.PORTIONS OF DRY UTILITY CONSTRUCTION IS EXPECTED TO PRECEDE THE STORM SEWER CONSTRUCTION. IT IS THEREFORE ANTICIPATED THAT THE EXISTING DRY UTILITIES NOTED ON THIS PLAN ARE ABANDONED AT THE TIME OF STORM SEWER CONSTRUCTION. THE CONTRACTOR SHALL VERIFY THAT EACH EXISTING UTILITY (WET OR DRY) BEING CROSSED WITH THE STORM SEWER CONSTRUCTION IS ABANDONED PRIOR TO DEMOLISHING ANY UTILITY. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD A CONFLICT BETWEEN THIS PLAN AND ACTUAL FIELD CONDITIONS EXIST. 12.CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNER PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. FOR CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY THE CONTRACTOR SHALL OBTAIN A RIGHT-OF-WAY WORK PERMIT FROM THE CITY OF FORT COLLINS. 13.THE VERTICAL ELEVATIONS OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE APPROXIMATE AND ARE SHOWN FOR REFERENCE TO COORDINATE THE CONSTRUCTION OF THOSE UTILITIES WITH THE STORM SEWER. ACTUAL DRY UTILITY ELEVATIONS MAY VARY. 14.STORM MANHOLES 2-3 AND 3-2 SHALL BE CONSTRUCTED AS DIVERSION MANHOLES TO DIVERT WATER QUALITY STORM EVENTS SOUTH TOWARDS THE UNDERGROUND WATER QUALITY SYSTEM. REFER TO THE DIVERSION MANHOLE DETAILS FOR MORE INFORMATION. EXISTING WATER EXISTING SANITARY EXISTING TELECOM EXISTING FIBER OPTIC EXISTING ELECTRIC EXISTING STORM SEWER EXISTING GAS LIMITS OF DISTURBANCE EXISTING RIGHT-OF-WAY LINE EXISTING LOT LINE EXISTING EASEMENT PROPOSED 6" WATER PROPOSED 8" SANITARY PROPOSED STORM SEWER PROPOSED 8" WATER PROPOSED WATER SERVICE PROPOSED FIRE SERVICE PROPOSED SANITARY SERVICE FIRE HYDRANT STORM DRAIN INLET STORM DRAIN MH WATER LINE BENDS THRUST BLOCK GATE VALVE FLARED END SECTION PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 8 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 5 55 SOUTHEAST CORNER S30, T.7N., R68W 15' UTILITY EASEMENT 107.5' RIGHT-OF-WAY 50' RIGHT-OF-WAY R.O.W. WIDTH VARIES ACCESS EASEMENT WIDTH VARIES EXISTING 10' UTILITY ESMT. 5.3% 2.1 % 2.1 % 2.1 % 2.1% 4.0 % 6.9 % 2.1 % 2. 1 % 2. 7 % 2.1% 2. 3 % 3. 0 : 1 4. 0 : 1 4.8:1 4. 0 : 1 6. 0 : 1 5. 0 : 1 4.6:1 4.4:1 2.0% 10' ACCESS EASEMENT PROPOSED POND A1 OUTLET STRUCTURE (SEE DETAILS) PROPOSED POND C1 OUTLET STRUCTURE (SEE DETAILS) TEMPORARY STORM SEWER PROPOSED STORM PROPOSED STORM TEMPORARY STORM SEWER EXISTING BUILDING TO REMAIN UNTIL PHASE 2 DEMOLITION (SEE NOTE 2) PROPOSED STORM SEWER POTENTIAL FUTURE EXPANSION POTENTIAL FUTURE EXPANSION PROPOSED ROOF DRAIN 9. 3 % 4. 0 % 3. 2 % 4. 3 % 2. 9 % 2. 9 % 40' EMERGENCY OVERFLOW SPILLWAY ELEV = 4952.25 2. 3 % APPROXIMATE EXISTING IRRIGATION PIPE 3' BERM TOP OF POND ELEV = 4953.25 10' POND EMERGENCY OVERFLOW SPILLWAY ELEV = 4955.5 (SEE DETAILS) PROPOSED STORM SEWER EXISTING POND LIMITS EAST HORSETOOTH ROAD SO U T H T I M B E R L I N E R O A D HQ BUILDING COMMUNICATIONS BUILDING EXISTING HEADQUARTERS R.O.W. WIDTH VARIES 2' CONCRETE PAN EXISTING 12" STORM DRAIN SWALE 7.3% 5.2 % 2.0 % 6. 3 % 2.4 % 3.5% EXISTING BIOSWALE DRAINAGE EASEMENT 2' CONCRETE PAN GRADE BR E A K PROPOSED ROOF DRAIN GR A D E B R E A K EXISTING CURB CUT EXISTING CURB CUT PROPOSED POND PERMANENT WATER SURFACE = 4955.00 TOP OF BANK = 4956.50 TOP OF CONCRETE EDGE = 4956.00 BOTTOM OF POND = 4943.00 (SEE NOTE 9) 55 . 2 7 54 . 6 7 56. 0 3 54 . 9 8 54. 4 8 55. 5 2 56. 8 4 55.71 54.09 LP 54. 3 1 56. 1 0 FFE=4958.00 FFE=4954.50 (EXISTING) 48.71 48.67 48. 9 8 54. 8 9 49. 3 8 53.26 53.25 53. 2 5 53. 2 5 55 . 0 4 54 . 8 6 54. 6 4 54. 7 7 55. 3 9 54. 9 7 57. 0 0 57. 1 6 55. 8 5 55.00 56 . 0 5 55 . 9 7 55. 7 6 55. 0 9 55.37 55. 9 2 54 . 8 8 54 . 7 8 55.80 55.84 56.27 48. 3 7 48. 0 0 48.21 48.61 54.15 54. 4 5 53.69 52. 5 4 49. 9 8 55. 7 7 55 . 8 4 56 . 0 3 55. 0 4 L P 53.7 2 53. 7 7 56. 1 7 H P BR E A K 57. 4 0 H P 56. 8 6 L P 54. 4 8 54. 5 0 54. 5 0 54. 4 1 52. 2 5 48.77 53 . 2 3 54. 7 5 PHASE 1 SWALE TO DRAIN BETWEEN BUILDINGS 56. 7 3 56. 4 9 57. 4 3 56.2 5 56.4 0 EXISTING PARKING AREA & DRIVE LANES TO REMAIN WITH PHASE 1 PHASE 1 MATCH EXISTING CURB/PAVEMENT 50.41 52. 3 7 52. 2 5 53. 0 0 53. 9 0 53. 2 5 53. 5 3 PROTECT EXISTING TREES SWALE 52. 2 5 14 . 0 % 9. 5 : 1 2. 5 % 2. 1 % 48.722. 1 % 2.2% 2.0% 2.0% 2. 7 % 5. 4 % 2. 1 % 2.1% 2.2 % GRADE BREAK GRADE BREAK PROTECT EXISTING TREES PROTECT EXISTING TREES 48. 4 6 50. 2 5 PROTECT EXISTING TREES 49. 5 1 49. 5 1 PHASE 1 SIDEWALK 57.6 0 57.4 7 55 . 8 0 56.10 HP 56.00 PHASE 1 MATCH EXISTING PAVEMENT PHASE 1 SWALE 2.2 % 5. 8 % 4.6 % 57.33 57.34 57 . 3 4 3.4% SEE GRADING DETAIL 'C' ON SHEET C5.05 SEE GRADING DETAIL 'D' ON SHEET C5.05 55. 2 5 H P GR A D E 56. 1 0 H P 56.25 55.46 56. 2 9 SEE GRADING DETAIL 'B' ON SHEET C5.04 SEE GRADING DETAIL 'A' ON SHEET C5.04 58. 0 0 56. 7 5 56.72 49. 7 6 49. 7 6 56.07 54.46 54.46 55. 0 4 56.42 56.55 56. 5 7 56 . 6 8 57.21 2.0 % 56. 8 8 55. 0 8 H P 2.0% 2. 2 % 2.2 % MATCH EXISTING CURB, GUTTER AND SIDEWALK ON BOTH SIDES 56 . 8 6 57 . 0 8 57 . 2 8 57 . 2 5 55. 3 3 56. 9 6 54. 9 3 54.32 2' CURB CUT 2' CURB CUT 2' CURB CUTS 53.77 E P 56 . 0 0 56. 0 0 56.00 56.00 56. 0 0 56. 0 056. 0 0 56. 0 0 CONCRETE EDGING (SEE LANDSCAPE PLANS) 3. 0 : 1 3. 0 : 1 50. 2 7 GRA D E B R E A K T T T T 57.81 57.83 57. 1 2 FLUSH TO 6" CURB PROPOSED WATER VAULTS 49.08 49.1449.24 6.5 % 7.2% 53.25 PROTECT AS-CONSTRUCTED ELECTRICAL VAULT 6.5 : 1 T T 54.42 3. 2 % 4. 9 % 54. 1 4 3. 2 % 53. 0 4 55. 7 6 55 . 7 2 56. 7 0 56. 1 1 53.0048.79 53.00 53.04 48.54 53. 0 0 52. 3 0 52. 5 3 55. 4 1 54 . 9 2 55 . 0 4 55. 3 2 54.75 54.70 55.82 54. 6 9 49. 3 6 50. 0 3 49. 2 2 52. 8 2 56.93 52. 8 4 50.96 54. 2 8 54. 5 8 52. 1 5 56. 9 7 57. 2 8 54.83 55. 0 4 58.10 4952.05 58.10 2.2%2. 0 % 2. 2 % 2.0% 2.6% 2.0% 2. 0 % 4. 0 : 1 4.5 : 1 4.9:1 4.5:1 6. 7 : 1 7. 6 : 1 3.9:1 7. 4 : 1 30' PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q NO R T H 10 / 6 / 2 0 2 0 9: 4 5 : 3 2 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S . D W G C5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S ## ## C5.01 75 DE T A I L E D G R A D I N G P L A N - PH A S E 1 0 30'60' SCALE: 1" = 30' 15' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP NOTES DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 3.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 4.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS. 5.NOTE THAT THE FINISHED FLOOR ELEVATIONS AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. FOR FLEET PARKING GARAGE A ARCHITECTURAL ELEVATION OF 100'-0" IS REFERENCED TO THE SOUTH END OF THE BUILDING. REFER TO NOTE 8. FOR FLEET PARKING GARAGE B ARCHITECTURAL ELEVATION OF 100'-0" MATCHES THE FINISHED FLOOR OF THE MAINTENANCE SHOP. 6.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 7.CONTRACTOR SHALL NOTE THAT OVEREXCAVATION IS REQUIRED UNDER BUILDING PADS. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT PROVIDED BY TERRACON CONSULTANTS FOR MORE INFORMATION. 8.VERTICAL STEPS OF THE FLEET PARKING GARAGE 'A' SHALL BE LOCATED AT BUILDING COLUMNS. COORDINATE THE CENTER OF THE BUILDING COLUMNS WITH THE ARCHITECTURAL PLANS. 9.REFER TO CONSTRUCTION DETAILS SHOWN ON SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING POND GRADING AND LINER. 5124 5124 PROPOSED 1' CONTOUR EXISTING 1' CONTOUR STORM SEWER STORM INLET GRADE BREAK LEGEND PROPOSED SLOPE 90. 3 0 PROPOSED SPOT ELEVATION FFE=FINISHED FLOOR ELEV FG=FINISHED GRADE HP=HIGH POINT LP=LOW POINT SG=SUBGRADE TBC= TOP BACK OF CURB TOW=TOP OF WALL 90 . 3 0 EXISTING GRADE EXISTING CURB & GUTTER PROPOSED CURB & GUTTER PROPOSED FLOWLINE LIMITS OF DISTURBANCE EXISTING PROPERTY LINE EXISTING R.O.W LINE EXISTING STRIPING EXISTING CHAIN LINK FENCE EXISTING FENCE EXISTING EASEMENT PROPOSED SECURITY FENCE INFLOW CURB & GUTTER CURB & GUTTER TRANSITIONT KR B 8/ 2 7 / 2 0 1 8 RE S P O N S E T O R F I # 8 6 2 2 KR B 3/ 2 8 / 2 0 1 9 RE S P O N S E T O R F I # 3 6 0 3 3 RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 15' UTILITY EASEMENT 107.5' RIGHT-OF-WAY 50' RIGHT-OF-WAY EXISTING 10' UTILITY ESMT. 2.2 % 2.1 % 2.1 % 3.0 % 1. 9 % 2.0 % 2. 1 % 12.5% 2.0 % 2. 4 % 2.5% 3.4% 2.8 % 2. 1 % 2. 7 % 2.1% 2. 3 % 2.0 % 2.5 % 4. 0 : 1 4.5 : 1 4. 3 % 2.9 % EXISTING BUILDING TO REMAIN UNTIL PHASE 2 DEMOLITION (SEE NOTE 2) 2. 3 % PROPOSED STORM SEWER BIOSWALE W/ UNDERDRAIN (TYP.) PROPOSED STORM SEWER PHASE 1 STORM SEWER PROPOSED ROOF DRAIN EAST HORSETOOTH ROAD UN I O N P A C I F I C R A I L R O A D HQ BUILDING COMMUNICATIONS BUILDING POOL CAR WAREHOUSE EXISTING E&O BUILDING SWALE 2.4 % 3.5% 2' CONCRETE PAN SWALE 10' ACCESS ESMT. GRADE BR E A K 4.0%3.8% PROPOSED ROOF DRAIN POTENTIAL FUTURE PARKING AREA POTENTIAL FUTURE BIOSWALE PROPOSED POND PERMANENT WATER SURFACE = 4955.00 NORMAL TOP OF BANK = 4956.50 BOTTOM OF POND = 4943.00 (SEE NOTE 9) GR A D E B R E A K 55 . 2 7 54 . 6 7 55. 3 3 56. 0 5 56. 0 3 54 . 9 8 54. 4 8 55. 5 2 56. 8 4 55.71 54.09 LP 55. 2 155. 6 9 57. 3 9 57. 2 9 56. 3 5 56. 7 4 56 . 6 4 56 . 9 3 56. 9 4 57 . 6 5 57 . 3 6 57. 7 9 56.61 55. 6 2 55. 1 2 57. 5 5 56. 1 5 56. 4 5 54. 4 3 54. 3 1 53. 7 9 56. 3 7 H P 55.47 56. 1 0 FFE=4958.00 FFE=4957.90 FFE=4954.50 (EXISTING) FFE=4956.50 54. 3 4 54. 8 9 54. 3 0 L P 55.3 2 55 . 0 4 54 . 8 6 54. 6 4 54. 7 7 55. 3 9 54. 9 7 57. 0 0 57. 1 6 55. 8 5 55.00 56 . 0 5 55 . 9 7 55. 7 6 55. 0 9 55.37 55. 9 2 54 . 8 8 54 . 7 8 55.80 55.84 56.27 54.15 54. 4 5 53.69 52. 5 4 55. 7 7 55 . 8 4 56 . 0 3 55. 0 4 L P 55. 3 4 55. 5 0 56. 2 5 56. 1 4 54. 6 3 54. 7 0 55. 4 9 55. 7 2 55. 3 4 55. 3 6 55. 4 4 57. 2 9 57. 4 7 57. 3 6 57.10 56.80 56. 7 7 57. 0 6 57. 5 8 57. 0 0 57. 5 2 56. 7 1 57. 2 457. 2 9 55. 4 2 55. 5 5 55. 8 7 55. 4 7 55. 9 8 55.08 54.94 53. 6 3 53.58 LP 53.7 2 53. 7 7 55.34 54. 0 0 H P 57. 9 0 57. 8 7 56. 1 7 H P BR E A K 63. 5 0 58. 2 2 63. 5 0 57. 1 0 56. 3 7 57. 4 0 H P 56. 8 6 L P 54. 4 8 54. 5 0 54. 5 0 54. 4 1 56. 5 5 57. 2 0 56. 3 6 56. 3 4 56. 5 0 53. 0 0 53. 9 0 53. 5 3 SEE GRADING DETAIL 'C' ON SHEET C5.05 SEE GRADING DETAIL 'D' ON SHEET C5.05 55. 8 9 55. 8 0 56 . 3 9 56. 4 9 55 . 9 3 55. 9 6 55. 7 7 55. 2 5 H P GR A D E 56. 1 0 H P 56.25 55.46 56. 2 9 SEE GRADING DETAIL 'B' ON SHEET C5.04 SEE GRADING DETAIL 'A' ON SHEET C5.04 56. 7 5 56.72 56.07 54.46 54.46 55. 0 4 56.42 56.55 56. 5 7 56 . 6 8 57.21 2.0 % 56. 8 8 55. 0 8 H P 2.0% 2. 2 % 2.2 % 55. 3 3 56. 7 1 3. 7 % 57. 1 8 56. 9 6 58. 5 2 58. 2 5 58. 2 8 58. 3 1 56. 1 8 56.3 9 55 . 8 3 55 . 6 9 10'± ASPHALT PATCH TO CONNECT PROPOSED AND EXISTING PARKING AREAS EXISTING PARKING AREA TO REMAIN WITH PHASE 1 SEE GRADING DETAIL 'E' ON SHEET C5.05 2.1% 2.1 % GR A D E BR E A K 56. 5 4 56. 3 8 54 . 5 9 PHASE 1 SWALE 55. 9 7 L P 56. 6 2 H P 58. 0 1 57. 6 3 56.97 56. 4 3 55. 0 7 54. 9 1 54. 7 6 2.2% 2. 0 % 6. 2 % 7. 3 % 4. 0 % PHASE 1 SWALE 2.4 % 55. 3 5 H P 55. 0 7 54. 7 9 5.5% 56. 5 0 56. 5 0 54.77 5.6% 54. 9 3 54.32 2' CURB CUT 2' CURB CUT 2' CURB CUTS2' CURB CUTS 2' CURB CUTS 5.3:1 58. 9 4 2.0% 3.4% 58. 4 5 FILL OVER FINISHED FLOOR (SEE ARCH. PLANS) 56. 6 3 2.0 % 2.3% 54. 9 9 2.0 % 2.3 % 2.3% 2.7% 3.3 % 2.5% 56.32 56.30 56.28 4. 5 % 54 . 2 2 E P 53.77 E P 56. 0 0 3. 0 : 1 T T T T T T T T T PROTECT EXISTING TREES (TYP.) 57. 9 5 2.0% 55. 8 8 GRA D EBRE A K REFER TO GRADING DETAIL 'I' ON SHEET C5.06 FOR GRADING SEE GRADING DETAIL 'F' ON SHEET C5.06 SEE GRADING DETAIL 'G' ON SHEET C5.06 56. 2 0 56. 2 9 58. 1 7 57. 9 6 55. 1 2 FLUSH TO 6" CURB 55. 0 6 L P 54. 5 8 54. 3 5 56. 3 6 56. 3 4 EXPOSE BACK OF CURB ALONG LENGTH OF BIOSWALE 58. 7 5 6. 8 : 1 6. 1 : 1 6. 4 : 1 4. 9 : 1 4. 7 : 1 6.5 : 1 54. 5 5 55. 2 2 56. 8 5 T T 54.42 3. 2 % 4. 9 % 54. 1 4 3. 2 % 53. 0 4 58. 0 0 56. 4 5 4. 3 % 58. 0 0 56. 4 1 57. 9 2 57 . 9 0 H P 2. 0 % 2.0% 55 . 7 2 56. 7 0 54. 4 9 55. 2 4 56. 0 4 57. 4 3 58. 0 4 55. 6 6 55. 2 4 55. 3 2 55. 7 7 57 . 2 2 57 . 0 5 56. 0 9 55. 2 3 56. 5 4 56. 6 8 57. 1 7 56. 4 9 55. 4 1 54 . 9 2 55 . 0 4 55. 3 2 54.75 54.70 55.82 54. 6 9 54.88 56. 4 7 56. 4 7 56.21 52. 8 4 54. 2 8 54. 5 8 56. 9 7 57. 2 8 55. 0 4 58.10 55. 3 5 54. 9 2 55. 7 2 57. 2 1 57. 1 5 57. 5 5 57. 3 0 63. 1 7 57. 8 6 58. 1 0 55. 4 4 55. 4 9 56. 2 1 55. 8 8 56. 2 2 55. 5 5 56. 1 0 55. 9 6 PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q NO R T H 10 / 6 / 2 0 2 0 9: 4 5 : 4 2 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S . D W G C5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S ## ## C5.02 75 DE T A I L E D G R A D I N G P L A N - PH A S E 1 0 30'60' SCALE: 1" = 30' 15' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP NOTES DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 3.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 4.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS. 5.NOTE THAT THE FINISHED FLOOR ELEVATIONS AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. FOR FLEET PARKING GARAGE A ARCHITECTURAL ELEVATION OF 100'-0" IS REFERENCED TO THE SOUTH END OF THE BUILDING. REFER TO NOTE 8. FOR FLEET PARKING GARAGE B ARCHITECTURAL ELEVATION OF 100'-0" MATCHES THE FINISHED FLOOR OF THE MAINTENANCE SHOP. 6.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 7.CONTRACTOR SHALL NOTE THAT OVEREXCAVATION IS REQUIRED UNDER BUILDING PADS. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT PROVIDED BY TERRACON CONSULTANTS FOR MORE INFORMATION. 8.VERTICAL STEPS OF THE FLEET PARKING GARAGE 'A' SHALL BE LOCATED AT BUILDING COLUMNS. COORDINATE THE CENTER OF THE BUILDING COLUMNS WITH THE ARCHITECTURAL PLANS. 9.REFER TO CONSTRUCTION DETAILS SHOWN ON SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING POND GRADING AND LINER. 5124 5124 PROPOSED 1' CONTOUR EXISTING 1' CONTOUR STORM SEWER STORM INLET GRADE BREAK LEGEND PROPOSED SLOPE 90. 3 0 PROPOSED SPOT ELEVATION FFE=FINISHED FLOOR ELEV FG=FINISHED GRADE HP=HIGH POINT LP=LOW POINT SG=SUBGRADE TBC= TOP BACK OF CURB TOW=TOP OF WALL 90 . 3 0 EXISTING GRADE EXISTING CURB & GUTTER PROPOSED CURB & GUTTER PROPOSED FLOWLINE LIMITS OF DISTURBANCE EXISTING PROPERTY LINE EXISTING R.O.W LINE EXISTING STRIPING EXISTING CHAIN LINK FENCE EXISTING FENCE EXISTING EASEMENT PROPOSED SECURITY FENCE INFLOW CURB & GUTTER CURB & GUTTER TRANSITIONT KR B 9/ 1 1 / 2 0 1 8 PR O P O S A L R E Q U E S T # 9 3 3 PR#9 4 PR#67 KR B 9/ 1 0 / 2 0 1 9 PR O P O S A L R E Q U E S T # 6 7 4 RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 5 5 5 5 5 5 5 5 5 5 5 EXISTING 6' UTILITY ESMT. 60' RIGHT-OF-WAY EXISTING 15' UTILITY ESMT. EXISTING 10' UTILITY ESMT. EXISTING 10' UTILITY ESMT. 2. 2 % 2.9% 2.7% 3.0% 2.6% 1.9% 2.1% 2.5% 3.3% 4.8% 3. 7 % 3. 1 % 2.5% 3.4% 2.3% 1.9% 2.0% 2.1% 4. 3 % 2. 9 % 2.3 % 1.9% PROPOSED STORM SEWER DANFIELD COURT OFFSITE PROPERTY OWNED BY: 2001 DANFIELD LLC COMMUNICATIONS BUILDING MA I N T E N A N C E S H O P / T R U C K W A S H WAREHOUSE SU B S T A T I O N G A R A G E FL E E T P A R K I N G G A R A G E A FL E E T P A R K I N G G A R A G E B SWALE 1.6% 1.5 % 1. 6 % 1.4% EXISTING PARKING TO REMAIN EXISTING INLET EXISTING INLET EXISTING INLET MATCH EXISTING CURB & GUTTER (TYP.) FLOWLINE FLOWLINE 2. 3 % 3. 3 % 2.3 % GRADE B R E A K GRADE BR E A K 6.6% 6.2% 3.5% 4.0%3.8% 1.0%1.0% 56.9 5 54.71 55.19 FFE=4954.50 (EXISTING) FF E = V A R I E S FFE=4956.50 FF E = 4 9 5 6 . 7 5 56. 8 0 54. 6 1 L P 55. 1 4 L P 55. 6 5 L P 56. 0 0 56. 5 0 57. 0 0 56. 9 0 56. 9 0 57. 9 0 56. 6 0 54.3 8 L P 57. 1 4 57. 1 4 57. 4 8 56. 7 5 56. 7 5 56. 7 5 56. 7 5 53.7 2 53. 7 7 54.93 55.34 56. 6 0 55. 6 0 55. 6 0 55 . 0 1 E P 55. 6 6 53 . 8 2 E P 55.8 8 E P 56 . 2 8 E P 56 . 4 6 E P 56.4 5 E P 56.6 5 E P 54.4 8 54.6 2 54.9 0 54.9 3 54.96 55.00 55. 8 7 55.6 4 57. 4 0 55. 8 7 56. 2 6 54. 4 8 54. 5 0 54. 5 0 56. 3 6 56. 3 4 56. 5 0 56. 5 0 53. 7 9 53. 6 3 53.58 LP 54. 0 0 H P 53. 9 0 53. 5 3 56. 4 3 55. 0 7 54. 9 1 2. 0 % 6. 2 % 7. 3 % 4. 0 % 2.4 % 55. 3 5 H P 55. 0 7 54. 7 9 5.5% 56. 5 0 56. 5 0 54.77 3.0 %9.1 % 5.6% 56. 9 0 55. 2 7 55. 7 7 55. 8 6 56. 1 5 H P 56. 7 5 57. 4 2 5.0% PROTECT EXISTING TREE 54 . 4 4 54.73 54 . 8 4 55. 2 0 57. 7 4 57. 5 0 57. 1 7 56. 8 4 56. 6 7 57. 2 3 57. 5 6 57. 9 0 57. 5 6 57. 2 3 56. 9 0 SEE NOTE 8 SEE NOTE 8 SEE NOTE 8 2.5% 1.5% 4.6% 1.6% 4.4% 1.6% 4.7% 55. 1 5 2.0 % 2.3 % 2.3% 55. 6 0 54. 9 5 55. 6 4 8.0% 11.9% 4. 5 % 53.77 E P 2.0 % 2.5% CONCRETE PAN W/ 6" CURB HEAD ON BOTH SIDES ADJACENT TO BLDG 2' CONCRETE PAN 2' CONCRETE PAN PROTECT EXISTING TREES (TYP.) MATCH EXISTING PAVEMENT 6.1 % 2.3% UN I O N P A C I F I C R A I L R O A D 56. 7 5 56. 5 0 56 . 4 1 56. 3 2 T T T T T EXISTING 30' UTILITY ESMT. MATCH EXISTING PAVEMENT AND PARKING ISLANDS (TYP.) 2.0% 55. 8 8 GRA D EBRE A K FF E = 4 9 5 6 . 6 0 SEE GRADING DETAIL 'G' ON SHEET C5.06 SEE GRADING DETAIL 'H' ON SHEET C5.06 56. 6 0 4.3% SLOPE SIDEWALK @ 2% TOWARDS THE EAST SLOPE SIDEWALK @ 2% TOWARDS THE WEST 55.22 54. 7 7 L P 55. 1 0 H P 2' CONCRETE PAN 55.0955. 4 8 PROTECT EXISTING TREE MATCH EXISTING PAVEMENT MATCH EXISTING PAVEMENT 55. 1 2 57. 1 4 FFE=4956.90 (SEE NOTES 5 & 8) 56. 6 0 56. 3 6 0. 6 % 0.6%0.6% 0. 5 % FLUSH CURB TRANSITION FROM FLUSH TO 6" CURB SEE GRADING DETAIL 'J' ON THIS SHEET 56. 3 6 56. 3 4 DRAINAGE EASEMENT PROVIDE KNOCKOUT IN WALL FOR DRAINAGE 56. 4 0 56. 4 0 ROOF EDGE ROOF EDGE SEE GRADING DETAIL 'K' ON THIS SHEET BEGIN 15' TRANSITION TO SOUTH FROM 6" VERTICAL CURB TO 12" VERTICAL CURB 6" VERTICAL CURB AND GUTTER 54.88 56. 4 7 56. 4 7 56. 0 1 54.4 0 56. 7 1 56. 6 2 56. 6 6 56. 4 9 56. 5 2 54. 9 3 55. 9 2 54.82 54. 2 8 54. 5 8 55. 4 4 55. 4 9 56. 2 1 55. 8 8 56. 2 2 55. 5 5 56. 1 0 55. 9 6 56. 4 6 56. 5 9 56. 6 7 55. 0 4 55. 6 6 56. 6 5 56. 6 4 57. 2 4 56. 9 6 55. 4 9 54. 9 7 54.97 55. 6 3 54. 4 1 54.34 54. 1 8 54.42 54. 5 0 54. 4 2 53 . 8 1 54. 3 3 54.87 53 . 7 2 53.6853. 7 0 53.82 53.85 53. 7 2 53. 7 5 2.0% 5. 9 % 5. 8 % 2. 0 % 1.7% 1.3% MATCH EXISTING PAVEMENT PLACE CURB AT BACK OF RAMP PLACE CURB AT BACK OF RAMP MATCH EXISTING CURB MATCH EXISTING CURB MATCH EXISTING CURB 53. 7 8 H P 55. 0 2 55.02 2.3 % PROTECT EXISTING TREE 55. 2 3 55 . 7 1 55. 1 9 55. 3 1 55. 3 4 55. 3 7 55. 4 3 55. 8 5 55. 7 7 56. 0 1 T B C 56. 2 8 55.94 56. 0 2 56. 3 6 T 54. 9 8 END 15' TRANSITION FROM NORTH FROM 6" VERTICAL CURB TO 12" VERTICAL CURB TRANSITION FROM 12" VERTICAL CURB TO 6" VERTICAL CURB THROUGH RADIUS TO SOUTH 12" CURB 6" CURB 55. 8 9 T B C 55 . 5 2 55. 9 0 54. 7 9 55 . 6 5 55 . 6 5 55. 5 4 56. 1 0 55.65 55. 6 3 56. 2 5 55. 6 4 55. 4 9 55. 6 0 PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q NO R T H 10 / 6 / 2 0 2 0 9: 4 5 : 5 8 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S . D W G C5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S ## ## C5.03 75 DE T A I L E D G R A D I N G P L A N - PH A S E 1 0 30'60' SCALE: 1" = 30' 15' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP NOTES DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 3.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 4.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS. 5.NOTE THAT THE FINISHED FLOOR ELEVATIONS AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. FOR FLEET PARKING GARAGE A ARCHITECTURAL ELEVATION OF 100'-0" IS REFERENCED TO THE SOUTH END OF THE BUILDING. REFER TO NOTE 8. FOR FLEET PARKING GARAGE B ARCHITECTURAL ELEVATION OF 100'-0" MATCHES THE FINISHED FLOOR OF THE MAINTENANCE SHOP. 6.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 7.CONTRACTOR SHALL NOTE THAT OVEREXCAVATION IS REQUIRED UNDER BUILDING PADS. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT PROVIDED BY TERRACON CONSULTANTS FOR MORE INFORMATION. 8.VERTICAL STEPS OF THE FLEET PARKING GARAGE 'A' SHALL BE LOCATED AT BUILDING COLUMNS. COORDINATE THE CENTER OF THE BUILDING COLUMNS WITH THE ARCHITECTURAL PLANS. 9.REFER TO CONSTRUCTION DETAILS SHOWN ON SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING POND GRADING AND LINER. 5124 5124 PROPOSED 1' CONTOUR EXISTING 1' CONTOUR STORM SEWER STORM INLET GRADE BREAK LEGEND PROPOSED SLOPE 90. 3 0 PROPOSED SPOT ELEVATION FFE=FINISHED FLOOR ELEV FG=FINISHED GRADE HP=HIGH POINT LP=LOW POINT SG=SUBGRADE TBC= TOP BACK OF CURB TOW=TOP OF WALL 90 . 3 0 EXISTING GRADE EXISTING CURB & GUTTER PROPOSED CURB & GUTTER PROPOSED FLOWLINE LIMITS OF DISTURBANCE EXISTING PROPERTY LINE EXISTING R.O.W LINE EXISTING STRIPING EXISTING CHAIN LINK FENCE EXISTING FENCE EXISTING EASEMENT PROPOSED SECURITY FENCE INFLOW CURB & GUTTER CURB & GUTTER TRANSITIONT GRADING DETAIL "J" SCALE: 1"=10' 2 PR # 0 1 KR B 7/ 2 0 / 2 0 1 8 SU B S T A T I O N G A R A G E S I D E W A L K R E V I S I O N 63 GRADING DETAIL "K" SCALE: 1"=10' PR # 6 3 KR B 8/ 6 / 2 0 1 9 SI D E W A L K R E V I S I O N S RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 5 5 5 5 5 5 5 3. 0 : 1 2. 0 % 2.0 % PROPOSED ROOF DRAIN 2.3 % PROPOSED POND PERMANENT WATER SURFACE = 4955.00 TOP OF BANK = 4956.50 TOP OF CONCRETE EDGE = 4956.00 BOTTOM OF POND = 4943.00 HQ BUILDING 2.1 % GR A D E B R E A K 5. 9 % 6.5 % 2.1% 2.4% 2.4% 2.0% 2.2% 2.2% 5.6% 7.1% 5.0% 3.9% 3.7% FINISHED GRADE SHOWN ON EITHER SIDE OF WALL (SEE LANDSCAPE PLANS FOR WALL DETAILS) 4.0 : 1 4.0 : 1 TOP OF SHOTCRETE EDGING AT 4956.00 (SEE LANDSCAPE PLANS FOR EDGING DETAILS) REFER TO LANDSCAPE PLANS FOR GRADING OF CONCRETE PAVERS (TYP.) DECORATIVE SIDEWALK CHASE FOR EMERGENCY OVERFLOW FROM BIOSWALE AREA 2.3% 4.4 % 2.7% 2.0% 2.0 % 2. 0 % 2.8% 2.0% 56. 2 4 58.00 57 . 5 0 58.00 58. 0 0 58. 0 0 57. 5 0 56.94 57.42 56.09 56. 5 8 F L 58.00 57.50 57.63 57 . 5 1 F G 57.51 57.39 F G 57.70 56.00 57.50 57.73 56.64 57.03 57.03 57.50 57.70 57.70 56.36 54.10 FG 54.00 F G 56.93 57. 5 8 57. 8 8 58. 0 0 FFE=4958.00 57. 7 0 55. 9 7 56.80 56.75 56.00 56.00 56 . 0 0 56 . 0 0 56.87 58. 6 3 56. 6 4 57.59 56.61 3.1 % 2. 9 % 3. 2 % 1.9 % PROPOSED ROOF DRAIN 56. 0 3 FFE=4958.00 55. 8 5 56. 5 7 4.3 % 2. 0 % 2. 0 % 2.1% 2.0% 2.0% 2.0% 5.3% 5.3% 10 . 1 % 2.0% 2.1 % 1. 9 % 2. 1 % 3. 5 % 2.1% 3.1 % 2.7 % 2.1 % 3.8 % 2.0 % 2.0 % 1.2% 2.0 % 2.0 % HQ BUILDING 2.2 % 2.2 % (1) STEP W/ 4" RISER 3. 3 % 4.3 % 56. 9 6 57 . 2 0 56 . 8 1 57. 5 0 57 . 5 0 58. 0 0 58. 0 0 58. 0 0 56.73 57.0057.60 57.31 57.76 57.76 57. 2 0 57. 2 0 57. 2 0 57. 2 0 57. 0 7 57. 0 1 57.84 57.84 57.91 57.78 57.21 57.15 57.57 57.50 58.00 58.00 57. 6 0 57. 8 9 57. 2 0 57. 1 6 57. 1 1 56. 7 9 57. 8 4 57. 8 8 57. 9 0 T O P 57.28 57. 5 0 56.45 56.61 56.91 58.00 57.60 56. 7 9 56. 5 1 56. 7 9 57. 2 0 FFE=4958.00 56. 9 5 56. 9 5 57. 9 0 T O P 58. 0 0 57.42 57.54 57.5 6 57.9 0 57.0 1 56. 8 9 57. 5 7 B T M 57. 5 7 B T M 57 . 4 4 57. 8 9 57. 7 3 BOTTOM OF STEP SWALE 58. 0 0 57 . 1 8 56.61 57. 9 4 56.76 57. 8 1 PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 10' 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q NO R T H 10 / 6 / 2 0 2 0 9: 4 6 : 1 0 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S . D W G C5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S ## ## C5.04 75 DE T A I L E D G R A D I N G P L A N - PH A S E 1 0 10'20' SCALE: 1" = 10' 5' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP NOTES DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 3.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 4.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS. 5.NOTE THAT THE FINISHED FLOOR ELEVATIONS AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. FOR FLEET PARKING GARAGE A ARCHITECTURAL ELEVATION OF 100'-0" IS REFERENCED TO THE SOUTH END OF THE BUILDING. REFER TO NOTE 8. FOR FLEET PARKING GARAGE B ARCHITECTURAL ELEVATION OF 100'-0" MATCHES THE FINISHED FLOOR OF THE MAINTENANCE SHOP. 6.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 7.CONTRACTOR SHALL NOTE THAT OVEREXCAVATION IS REQUIRED UNDER BUILDING PADS. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT PROVIDED BY TERRACON CONSULTANTS FOR MORE INFORMATION. 8.VERTICAL STEPS OF THE FLEET PARKING GARAGE 'A' SHALL BE LOCATED AT BUILDING COLUMNS. COORDINATE THE CENTER OF THE BUILDING COLUMNS WITH THE ARCHITECTURAL PLANS. 9.REFER TO CONSTRUCTION DETAILS SHOWN ON SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING POND GRADING AND LINER. 5124 5124 PROPOSED 1' CONTOUR EXISTING 1' CONTOUR STORM SEWER STORM INLET GRADE BREAK LEGEND PROPOSED SLOPE 90. 3 0 PROPOSED SPOT ELEVATION FFE=FINISHED FLOOR ELEV FG=FINISHED GRADE HP=HIGH POINT LP=LOW POINT SG=SUBGRADE TBC= TOP BACK OF CURB TOW=TOP OF WALL 90 . 3 0 EXISTING GRADE EXISTING CURB & GUTTER PROPOSED CURB & GUTTER PROPOSED FLOWLINE LIMITS OF DISTURBANCE EXISTING PROPERTY LINE EXISTING R.O.W LINE EXISTING STRIPING EXISTING CHAIN LINK FENCE EXISTING FENCE EXISTING EASEMENT PROPOSED SECURITY FENCE INFLOW CURB & GUTTER CURB & GUTTER TRANSITIONT GRADING DETAIL "B" SCALE: 1"=10' GRADING DETAIL "A" SCALE: 1"=10' B A RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 5 5 5 5 5 5 5 2.1% 3.5% 2.7% 2' CURB CUT MATCH EXISTING MATCH EXISTING 2.2 % 1.9 % 2. 1 % 2. 1 % 5. 4 % 5. 1 % GRADE BREAK GRADE BREAK 2.3% 2.5% 2.2% 2.0% 2.6% 3.0% 2.9% 4.4% 12.8% 6.5% BIOSWALE (SEE DETAILS) MONUMENT SIGN (SEE ARCH. PLANS FOR DETAILS AND TOP OF WALL ELEV.) 57.21 HEADER CURB (SEE LANDSCAPE PLANS) SWALE 3.1 % 2. 4 % 55. 0 8 H P 3.8 % 3.8 % GRA D E B R E A K GRA D E B R E A K 55. 7 4 56. 4 7 56.82 56. 7 0 57. 0 2 57. 4 3 H P 56. 5 8 57. 2 0 57. 3 3 57. 2 6 57. 3 5 57. 2 2 57. 8 4 57. 7 2 57. 7 0 57 . 4 3 57 . 5 7 56. 4 5 57. 2 9 57. 1 6 56. 9 7 56. 8 7 57. 3 7 57. 4 357 . 2 2 57.2 5 56. 3 7 56.5 6 56. 3 7 56.8 1 56. 2 2 57. 3 7 H P 57. 3 3 H P 57. 0 6 H P 57. 4 9 57. 6 0 57. 2 3 57. 3 9 57. 1 3 57. 3 0 55. 0 7 55. 8 8 55.50 55.05 55.75 60. 0 0 60. 0 0 60 . 1 5 60.15 60. 0 0 60. 0 0 60.15 60 . 1 5 56. 4 7 57. 1 7 PROPOSED WATER VAULTS 6.5 : 1 56. 6 2 57. 4 2 56. 3 2 57. 1 7 57.94 56. 4 6 55.64 55. 5 4 55.94 60 . 4 3 59 . 3 8 59.26 55.66 59. 4 0 59. 2 1 57. 1 8 2. 9 % 2.0 % 2.1% 3. 3 % 55. 9 5 55. 3 5 1.9 % 3. 0 % 2.5 % 3. 4 % 6.6% 2.1 %2.2 % 3.5 % 2.9% 2. 8 % 3.1 % 3.2 % 2.0 % T T 55.85 56. 2 5 56. 0 2 55. 8 4 55. 6 5 56. 1 3 55.58 55.71 55 . 7 9 55 . 9 2 55. 6 2 55. 5 1 55. 3 1 55. 6 3 56.12 56.37 56.67 56.68 56.68 56.15 56.37 56 . 3 7 55. 8 7 55. 7 6 55. 7 5 55. 5 2 55. 4 3 55. 2 5 55.20 55. 4 3 56. 8 5 56. 6 5 55. 4 9 55. 2 2 55. 7 3 55. 7 2 56.87 56. 6 5 56. 6 5 56.47 56. 6 7 56. 2 6 56. 2 4 56. 1 1 56. 0 9 55. 9 1 55. 9 2 56. 0 1 56. 1 8 56. 2 0 56. 3 5 56. 7 2 56. 7 2 56. 0 3 0.5% 0.5% 2. 9 % 3. 0 % 56.60 55. 6 0 56. 0 6 56. 9 6 56. 8 7 55. 7 5 55. 4 3 2. 0 % 2.8 % 3.1% 3.5% 14 . 1 % 2. 2 % 11 . 1 % 10 . 0 % 11 . 6 % 2. 0 % 2.1% 1.7% 1.7%1.5 % 2.5 % 1.5% GR A D E B R E A K GR A D E B R E A K 4.8% 3.1%6.2% 2.5% 1.5% 3.7% 3.9% 6.2% 5.5% 4. 3 % 4. 1 % FLUSH CURB TRANSITION FROM FLUSH CURB TO 6" CURB LANDSCAPE HEADER (SEE LANDSCAPE PLANS) HQ BUILDING POOL CAR 2' CURB CUT T 57. 0 3 56. 9 7 57. 4 0 58.15 57. 9 0 L P 58. 0 2 58. 0 0 57.74 57. 0 1 L P 57. 5 9 57. 4 6 57. 1 6 57.31 57. 5 0 56. 8 6 L P 56. 8 1 56. 7 5 57. 9 0 57. 8 2 57. 6 3 57. 2 0 56. 9 3 57. 1 4 56. 4 9 57. 2 9 56. 8 2 57. 8 1 58. 0 0 58. 0 0 57. 5 0 58. 0 0 57. 6 6 L P 57. 5 6 L P 57. 4 0 57. 3 4 57. 8 8 57.15 57. 8 8 57.72 57. 5 3 57. 6 6 57. 3 5 57. 5 0 57. 8 7 56. 6 5 56. 8 0 57.42 56. 9 8 H P 56. 5 4 FFE=4958.00 FFE=4957.90 57. 7 0 T B C 57. 8 2 T B C 58. 0 0 58. 0 0 57. 6 9 58. 0 0 57. 7 1 4. 4 % 2.3 %1.6% 1.6% 1.5% 57. 9 2 57 . 9 0 H P 58.15 2. 0 % 2.0% 56. 8 2 57. 3 4 56. 9 2 57. 8 7 57. 1 9 57. 3 7 57. 5 1 PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 10' 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q NO R T H 10 / 6 / 2 0 2 0 9: 4 6 : 2 3 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S . D W G C5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S ## ## C5.05 75 DE T A I L E D G R A D I N G P L A N - PH A S E 1 PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP NOTES DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 3.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 4.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS. 5.NOTE THAT THE FINISHED FLOOR ELEVATIONS AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. FOR FLEET PARKING GARAGE A ARCHITECTURAL ELEVATION OF 100'-0" IS REFERENCED TO THE SOUTH END OF THE BUILDING. REFER TO NOTE 8. FOR FLEET PARKING GARAGE B ARCHITECTURAL ELEVATION OF 100'-0" MATCHES THE FINISHED FLOOR OF THE MAINTENANCE SHOP. 6.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 7.CONTRACTOR SHALL NOTE THAT OVEREXCAVATION IS REQUIRED UNDER BUILDING PADS. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT PROVIDED BY TERRACON CONSULTANTS FOR MORE INFORMATION. 8.VERTICAL STEPS OF THE FLEET PARKING GARAGE 'A' SHALL BE LOCATED AT BUILDING COLUMNS. COORDINATE THE CENTER OF THE BUILDING COLUMNS WITH THE ARCHITECTURAL PLANS. 9.REFER TO CONSTRUCTION DETAILS SHOWN ON SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING POND GRADING AND LINER. 5124 5124 PROPOSED 1' CONTOUR EXISTING 1' CONTOUR STORM SEWER STORM INLET GRADE BREAK LEGEND PROPOSED SLOPE 90. 3 0 PROPOSED SPOT ELEVATION FFE=FINISHED FLOOR ELEV FG=FINISHED GRADE HP=HIGH POINT LP=LOW POINT SG=SUBGRADE TBC= TOP BACK OF CURB TOW=TOP OF WALL 90 . 3 0 EXISTING GRADE EXISTING CURB & GUTTER PROPOSED CURB & GUTTER PROPOSED FLOWLINE LIMITS OF DISTURBANCE EXISTING PROPERTY LINE EXISTING R.O.W LINE EXISTING STRIPING EXISTING CHAIN LINK FENCE EXISTING FENCE EXISTING EASEMENT PROPOSED SECURITY FENCE INFLOW CURB & GUTTER CURB & GUTTER TRANSITIONT GRADING DETAIL "C" SCALE: 1"=10' GRADING DETAIL "D" SCALE: 1"=10' GRADING DETAIL "E" SCALE: 1"=10' C E D 0 10'20' SCALE: 1" = 10' 5' 27 AS I # 2 7 KR B 10 / 2 / 2 0 1 9 PO O L C A R W A L K R E V I S I O N S RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 5 5 5 5 5 5 5 5 5 5 5 EA S T H O R S E T O O T H R O A D TEMPORARY ACCESS (SEE NOTE 9) CONNECT ACCESS TO PARKING AREA BY PROVIDING RAMP OR INSTALLING CURB AND GUTTER IN THIS AREA AFTER ACCESS IS REMOVE INSTALL TYPE 1 ACCESS (SEE DETAILS) MATCH EXISTING SIDEWALK 57. 7 9 58 . 9 7 58.6 6 59.5 6 59 . 3 5 58. 9 5 59.5 5 59 . 3 1 58. 6 1 56. 3 9 57. 4 1 57. 2 5 57. 0 7 56. 2 7 57. 1 9 APPROXIMATE LOCATION OF EXISTING IRRIGATION PIPE EXISTING BERM (SEE NOTE 9) EXISTING BERM (SEE NOTE 9) 56. 6 3 59. 0 3 58. 4 1 57. 0 1 57. 1 3 56. 8 0 2.3 % 2.0 % 2.2 % 2.1 % 2.2% 2.9% GR A D E B R E A K 57. 4 9 57. 8 8 58.21 H P 57. 7 6 57. 7 9 58. 1 7 57. 9 6 57. 4 9 57. 6 6 57.40 57. 3 8 57. 5 6 57. 5 9 57. 8 4 57. 7 8 57.86 57. 6 9 57. 9 9 57. 8 4 2.8% 2.0% GRADE BREAK 56. 4 8 GR A D E B R E A K 56. 5 0 56. 5 0 56. 5 0 3.9% 3. 2 % 2.5% 4.7 % 4.3% 3.1% 1.6 % 2.0% 2.3% 2.4 %2.9% 55. 2 1 L P 56. 6 0 55. 7 2 H P 56. 4 6 55. 9 7 56. 2 3 56. 2 8 55. 2 1 L P 55. 9 6 55. 7 8 55. 9 1 55. 9 3 56. 5 3 56. 1 5 56. 1 7 55. 9 9 56. 0 9 56. 1 0 56. 3 0 56.10 56. 0 3 56.1956. 0 7 55 . 7 1 55 . 5 7 T T TRANSITION FROM FLUSH CURB TO 6" CURB 56. 4 9 56. 5 0 56. 3 7 2.9 % 2.3 % 2.1 % GRADE BREAK 2. 7 % 2.4 % 2.6% PROTECT EXISTING TREE 55. 4 0 55. 5 9 55.6 1 55. 5 3 55. 8 5 55. 7 9 55. 7 9 56. 1 5 55. 9 3 56.05 55. 4 0 55. 2 355. 4 1 55. 4 6 55. 5 2 55. 4 6 55 . 6 4 55. 3 4 56. 8 0 55. 1 9 55. 3 1 55. 3 4 55. 3 7 55. 4 6 55. 4 3 55. 8 5 55. 7 7 55. 9 8 T B C 56. 0 1 T B C 56. 2 8 6" CURB 55 . 5 2 55 . 6 5 55. 4 9 55. 6 0 PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 10' 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q 10 / 6 / 2 0 2 0 9: 4 6 : 3 9 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S . D W G C5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S ## ## C5.06 75 DE T A I L E D G R A D I N G P L A N - PH A S E 1 0 10'20' SCALE: 1" = 10' 5' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP NOTES DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 3.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 4.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS. 5.NOTE THAT THE FINISHED FLOOR ELEVATIONS AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. FOR FLEET PARKING GARAGE A ARCHITECTURAL ELEVATION OF 100'-0" IS REFERENCED TO THE SOUTH END OF THE BUILDING. REFER TO NOTE 8. FOR FLEET PARKING GARAGE B ARCHITECTURAL ELEVATION OF 100'-0" MATCHES THE FINISHED FLOOR OF THE MAINTENANCE SHOP. 6.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 7.CONTRACTOR SHALL NOTE THAT OVEREXCAVATION IS REQUIRED UNDER BUILDING PADS. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT PROVIDED BY TERRACON CONSULTANTS FOR MORE INFORMATION. 8.VERTICAL STEPS OF THE FLEET PARKING GARAGE 'A' SHALL BE LOCATED AT BUILDING COLUMNS. COORDINATE THE CENTER OF THE BUILDING COLUMNS WITH THE ARCHITECTURAL PLANS. 9.REFER TO CONSTRUCTION DETAILS SHOWN ON SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING POND GRADING AND LINER. 5124 5124 PROPOSED 1' CONTOUR EXISTING 1' CONTOUR STORM SEWER STORM INLET GRADE BREAK LEGEND PROPOSED SLOPE 90. 3 0 PROPOSED SPOT ELEVATION FFE=FINISHED FLOOR ELEV FG=FINISHED GRADE HP=HIGH POINT LP=LOW POINT SG=SUBGRADE TBC= TOP BACK OF CURB TOW=TOP OF WALL 90 . 3 0 EXISTING GRADE EXISTING CURB & GUTTER PROPOSED CURB & GUTTER PROPOSED FLOWLINE LIMITS OF DISTURBANCE EXISTING PROPERTY LINE EXISTING R.O.W LINE EXISTING STRIPING EXISTING CHAIN LINK FENCE EXISTING FENCE EXISTING EASEMENT PROPOSED SECURITY FENCE INFLOW CURB & GUTTER CURB & GUTTER TRANSITIONT GRADING DETAIL "I" SCALE: 1"=10' NORTH 10.THE GRADING OF THE TEMPORARY ACCESS ROAD SHALL BE ADJUSTED AS NECESSARY IN THE FIELD TO ACCOMMODATE SITE CONDITIONS AT THE TIME OF THE ACCESS CONSTRUCTION. WITH THE REMOVAL OF THE TEMPORARY ACCESS, THE EXISTING BERM SHALL BE GRADED TO ORIGINAL EXISTING GRADES AND THE PHASE 1 GRADING COMPLETED PER SHEET C5.02. GRADING DETAIL "F" SCALE: 1"=10' NORTH GRADING DETAIL "G" SCALE: 1"=10' NO R T H GRADING DETAIL "H" SCALE: 1"=10' NO R T H F G H I PR # 0 1 KR B 7/ 2 0 / 2 0 1 8 SU B S T A T I O N G A R A G E S I D E W A L K R E V I S I O N 2 2 PR # 6 3 KR B 8/ 6 / 2 0 1 9 SI D E W A L K R E V I S I O N S 63 RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 5 5 107.5' RIGHT-OF-WAY 50' RIGHT-OF-WAY ACCESS EASEMENT WIDTH VARIES EXISTING 10' UTILITY ESMT. 10' ACCESS EASEMENT EAST HORSETOOTH ROAD SO U T H T I M B E R L I N E R O A D HQ BUILDING COMMUNICATIONS BUILDING R.O.W. WIDTH VARIES GRADE BR E A K CONNECT TO PHASE 1 CONCRETE PAN PROPOSED POND PERMANENT WATER SURFACE = 4955.00 TOP OF BANK = 4956.50 TOP OF CONCRETE EDGE = 4956.00 BOTTOM OF POND = 4943.00 GR A D E B R E A K GR A D E B R E A K PROPOSED 2' CONCRETE PAN 2.1% 2.1% 2.0% 3.9 : 1 4.0:1 4.5:1 25 . 7 % 4.9% 2.7% 2.0% 2.0 % 4. 4 % 4.1 % 3.3 % 3.2 % 1.8% 1.6% 4.9 % 4.7 % 2.0% 6.1% PROPOSED STORM PHASE 1 CONCRETE PAN CONNECT TO EXISTING CURB, GUTTER & SIDEWALK CONNECT TO EXISTING CURB, GUTTER & SIDEWALK SOUTHEAST CORNER S30, T.7N., R68W PHASE 1 OUTLET STRUCTURE PHASE 1 POND OUTLET PROPOSED STORM SEWER APPROXIMATE EXISTING IRRIGATION PIPE PHASE 1 POND EMERGENCY OVERFLOW SPILLWAY ELEV = 4955.5 EXISTING BIOSWALE DRAINAGE EASEMENT EXISTING CURB CUT EXISTING CURB CUT PHASE 1 ROOF DRAIN PHASE 1 STORM SEWER APPROXIMATE PHASE 2 GRADING LIMITS (SEE NOTE 8) FFE=4958.00 FFE=4954.50 (EXISTING) 48.7 7 49. 7 7 49. 0 0 48. 8 7 56.27 53 . 2 6 53.3 2 58 . 0 0 58 . 0 0 56. 5 2 57. 4 2 54. 5 8 56. 2 5 55. 2 6 55. 3 0 54. 4 7 54. 5 9 56. 9 4 57. 1 2 57. 0 0 56. 8 3 56. 9 5 57.07 56. 9 5 56. 5 4 57 . 3 4 57.4 6 57.4 1 50. 1 9 49. 4 9 49. 3 9 50. 0 0 53. 1 6 52.88 56.82 57.17 56.93 57.00 56.48 56.48 56. 3 7 54. 4 4 57. 0 4 56.48 56.48 55. 9 8 56. 4 2 56 . 1 1 56.78 56.54 56.62 56 . 8 0 57. 9 0 57. 9 0 57. 9 0 56. 5 2 56. 1 5 52. 6 0 52. 5 4 52. 4 8 52. 4 0 57.54 58.00 58. 0 0 57.4 5 3. 0 % 2. 8 % 2. 9 % 3.7% 2.9 % 1.9 % 2.8%2. 0 % 2. 0 % 2. 1 % 3.4 % 12" CURB HEAD 42" ROLLOVER CURB & GUTTER (SEE DETAILS) TRANSITION OVER 10' FROM 42" ROLLOVER CURB & GUTTER TO STANDARD 30" VERTICAL CURB & GUTTER 0. 2 % 2.1% MEMORIAL GARDEN (SEE LANDSCAPE PLANS) 52. 1 2 52. 0 5 51. 9 0 51. 8 2 53. 4 9 52. 7 9 54. 5 4 55. 5 4 GRADING DETAIL "B" (SEE SHEET C5.22)56.50 54. 5 7 54. 5 5 53. 6 5 54 . 0 9 54. 6 2 55. 4 6 54.96 55.76 57. 4 0 58. 0 0 54.70 50.75 50.19 55.17 53 . 1 4 53.25 53.38 53 . 6 3 4.0% 51.05 55. 5 6 4.3:1 4.7:1 BUILDING ADDITION FFE=4958.00 GR A D E B R E A K REGRADE POND ADJACENT TO FENCE GRADING DETAIL "A" (SEE SHEET C5.22) 54. 1 5 55. 1 2 55. 5 6 50. 0 2 55.16 49. 5 8 3.3% 2.0% 20' DRAINAGE ESMT. 49. 7 4 50. 4 8 55. 9 7 49. 5 4 49. 7 1 54.02 53.81 54.86 57. 1 8 54. 8 0 54. 6 4 53. 0 1 2.0% 2.2% 2.0% 2.0% 5.8:1 5.3:1 5.4:1 4.2:1 3.8 : 1 PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q NO R T H 10 / 6 / 2 0 2 0 9: 4 8 : 4 1 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 5 . 2 1 _ D E T A I L E D G R A D I N G P L A N S - P H A S E 2 . D W G C5 . 2 1 _ D E T A I L E D G R A D I N G P L A N S - P H A S E 2 ## ## C5.20 75 DE T A I L E D G R A D I N G P L A N - PH A S E 2 0 30'60' SCALE: 1" = 30' 15' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP NOTES DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 3.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 4.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS. 5.NOTE THAT THE FINISHED FLOOR ELEVATIONS AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. FOR FLEET PARKING GARAGE A ARCHITECTURAL ELEVATION OF 100'-0" IS REFERENCED TO THE SOUTH END OF THE BUILDING. REFER TO NOTE 8. FOR FLEET PARKING GARAGE B ARCHITECTURAL ELEVATION OF 100'-0" MATCHES THE FINISHED FLOOR OF THE MAINTENANCE SHOP. 6.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 7.CONTRACTOR SHALL NOTE THAT OVEREXCAVATION IS REQUIRED UNDER BUILDING PADS. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT PROVIDED BY TERRACON CONSULTANTS FOR MORE INFORMATION. 8.VERTICAL STEPS OF THE FLEET PARKING GARAGE 'A' SHALL BE LOCATED AT BUILDING COLUMNS. COORDINATE THE CENTER OF THE BUILDING COLUMNS WITH THE ARCHITECTURAL PLANS. 9.REFER TO CONSTRUCTION DETAILS SHOWN ON SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING POND GRADING AND LINER. 5124 5124 PROPOSED 1' CONTOUR EXISTING 1' CONTOUR STORM SEWER STORM INLET GRADE BREAK LEGEND PROPOSED SLOPE 90. 3 0 PROPOSED SPOT ELEVATION FFE=FINISHED FLOOR ELEV FG=FINISHED GRADE HP=HIGH POINT LP=LOW POINT SG=SUBGRADE TBC= TOP BACK OF CURB TOW=TOP OF WALL 90 . 3 0 EXISTING GRADE EXISTING CURB & GUTTER PROPOSED CURB & GUTTER PROPOSED FLOWLINE LIMITS OF DISTURBANCE EXISTING PROPERTY LINE EXISTING R.O.W LINE EXISTING STRIPING EXISTING CHAIN LINK FENCE EXISTING FENCE EXISTING EASEMENT PROPOSED SECURITY FENCE INFLOW CURB & GUTTER CURB & GUTTER TRANSITIONT KR B 01 / 0 2 / 2 0 2 0 CO N F E R E N C E C E N T E R M I N O R A M E N D M E N T 1 1 RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 15' UTILITY EASEMENT 107.5' RIGHT-OF-WAY 50' RIGHT-OF-WAY EXISTING 10' UTILITY ESMT. EAST HORSETOOTH ROAD UN I O N P A C I F I C R A I L R O A D HQ BUILDING COMMUNICATIONS BUILDING POOL CAR WAREHOUSE 10' ACCESS ESMT. GRADE BR E A K POTENTIAL FILL AREA (SEE NOTE 9) CONNECT TO PHASE 1 SIDEWALK PHASE 2 STORM INLET CONNECT TO PHASE 1 STORM INLET PHASE 1 STORM SEWER GRADE BREAK PROTECT EXISTING TREES PROTECT EXISTING TREES PROTECT EXISTING TREES CONNECT TO PHASE 1 SWALE CONNECT TO PHASE 1 SIDEWALK APPROXIMATE PHASE 2 GRADING LIMITS (SEE NOTE 8) CONNECT TO PHASE 1 ADA RAMP 2. 2 % 2.0 % 2.0 % 1. 8 % 2. 2 % 1. 0 % 1. 0 % 1.0% 1.0%0.5% 0.5 % 0.5% 0. 5 % 2.3 % 1.8% 6. 5 % 3.3% 2.0 % 2.3 % 3.9% 2.2% 2.3% 2.4% 2.8% 2.0 % 2.4 % SWALE APPROXIMATE PHASE 2 GRADING LIMITS (SEE NOTE 8) 56. 9 2 FFE=4958.00 FFE=4957.90 FFE=4954.50 (EXISTING) FFE=4956.50 54. 3 0 L P 55.3 5 56. 9 4 56. 5 5 56. 4 3 56. 1 0 55. 6 5 L P 55. 8 2 56. 0 8 56. 1 9 56. 1 6 56. 0 4 55. 7 5 55. 6 9 56. 1 9 55.0 5 55.2 0 55. 5 3 H P 55.3 0 55.1 9 55.4 0 55.5 6 55.8 6 H P 56.3 8 56.54 56. 5 1 56.67 58.01 57.63 56.97 56.43 56.27 56.43 57.75 56.71 56.27 56.11 56. 3 3 56.35 56.3 6 56 . 3 6 56.87 57.8 5 55. 8 7 55. 8 3 56. 7 7 56. 3 5 56. 5 7 56.61 56.17 55.9 4 54.6 3 56.1 5 56 . 0 7 56.43 56.77 56.88 56. 6 5 56.31 56. 8 1 55.49 55 . 1 3 54.93 55. 0 8 55 . 2 8 55.72 55.3 1 55 . 4 4 T B C 55. 4 0 55.51 ( T B C ) 55.22 55.80 55.19 GRADING DETAIL "A" (SEE SHEET C5.22) 55.83 56.11(TBC) 55.19 55.7 5 55.8 0 56. 4 3 55. 9 9 56. 6 3 57.84 57.6 9 56.31 56.40 56.46 56. 4 4 56. 4 7 56.13 55.3 2 55.4 7 55.5 5 PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q NO R T H 10 / 6 / 2 0 2 0 9: 4 8 : 4 9 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 5 . 2 1 _ D E T A I L E D G R A D I N G P L A N S - P H A S E 2 . D W G C5 . 2 1 _ D E T A I L E D G R A D I N G P L A N S - P H A S E 2 ## ## C5.21 75 DE T A I L E D G R A D I N G P L A N - PH A S E 2 0 30'60' SCALE: 1" = 30' 15' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP NOTES DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 3.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 4.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS. 5.NOTE THAT THE FINISHED FLOOR ELEVATIONS AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. FOR FLEET PARKING GARAGE A ARCHITECTURAL ELEVATION OF 100'-0" IS REFERENCED TO THE SOUTH END OF THE BUILDING. REFER TO NOTE 8. FOR FLEET PARKING GARAGE B ARCHITECTURAL ELEVATION OF 100'-0" MATCHES THE FINISHED FLOOR OF THE MAINTENANCE SHOP. 6.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 7.CONTRACTOR SHALL NOTE THAT OVEREXCAVATION IS REQUIRED UNDER BUILDING PADS. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT PROVIDED BY TERRACON CONSULTANTS FOR MORE INFORMATION. 8.VERTICAL STEPS OF THE FLEET PARKING GARAGE 'A' SHALL BE LOCATED AT BUILDING COLUMNS. COORDINATE THE CENTER OF THE BUILDING COLUMNS WITH THE ARCHITECTURAL PLANS. 9.REFER TO CONSTRUCTION DETAILS SHOWN ON SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING POND GRADING AND LINER. 5124 5124 PROPOSED 1' CONTOUR EXISTING 1' CONTOUR STORM SEWER STORM INLET GRADE BREAK LEGEND PROPOSED SLOPE 90. 3 0 PROPOSED SPOT ELEVATION FFE=FINISHED FLOOR ELEV FG=FINISHED GRADE HP=HIGH POINT LP=LOW POINT SG=SUBGRADE TBC= TOP BACK OF CURB TOW=TOP OF WALL 90 . 3 0 EXISTING GRADE EXISTING CURB & GUTTER PROPOSED CURB & GUTTER PROPOSED FLOWLINE LIMITS OF DISTURBANCE EXISTING PROPERTY LINE EXISTING R.O.W LINE EXISTING STRIPING EXISTING CHAIN LINK FENCE EXISTING FENCE EXISTING EASEMENT PROPOSED SECURITY FENCE INFLOW CURB & GUTTER CURB & GUTTER TRANSITIONT RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 CONSTRUCT BYPASS WEIR W/ A TOP ELEVATION OF 4951.99 TO DIRECT LOW FLOWS TO THE 12" PIPE OUTLET 30" PP @ 0.51% 30" PP @ 0.20% STMH 3-2 (72"Ø FLAT TOP) INV. IN=4950.84 (N) INV. OUT=4950.84 (E) INV. OUT=4950.84 (S) 12" PP @ 0.20% WQ F L O W S (3 . 2 2 C F S ) FL O W FLOW STANDARD MANHOLE CONSTRUCTION (REFER TO MANHOLE DETAILS) STANDARD BENCH CONSTRUCTION 30" PP @ 0.60% 15" PP @ 0.20% 12" PP @ 0.20% STMH 2-3 (72"Ø) INV. IN=4950.66 (N) INV. IN=4950.66 (W) INV. OUT=4950.66 (E) INV. OUT=4950.66 (S) CONSTRUCT BYPASS WEIR W/ A TOP ELEVATION OF 4951.99 TO DIRECT LOW FLOWS TO THE 15" PIPE OUTLETWQ F L O W S (4 . 7 3 C F S ) FLOW STANDARD MANHOLE CONSTRUCTION (REFER TO MANHOLE DETAILS) STANDARD BENCH CONSTRUCTION WQ F L O W S (3 . 2 2 C F S ) 18" DRAIN BASIN W/ 12" SOLID GRATE (DB8) INV. IN=4950.64 (N) INV. OUT=4950.64 (E) FLOW TOP OF WEIR=4951.99 INVERT OF PIPE VARIES, SEE PLAN EXTEND WEIR TO MANHOLE EDGES 6' TOP OF WEIR=4951.99 INVERT OF PIPE VARIES, SEE PLAN STAND BENCH CONSTRUCTION 6' PIPE SIZE VARIES, SEE PLAN 6" PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = N/A 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q 10 / 6 / 2 0 2 0 10 : 5 4 : 0 4 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 7 . 0 0 _ C O N S T R U C T I O N D E T A I L S . D W G C7 . 0 0 _ C O N S T R U C T I O N D E T A I L S ## ## C7.33 75 ST O R M S E W E R C O N S T R U C T I O N D E T A I L S PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 NOT TO SCALE POND A1 OUTLET STRUCTURE DETAILS3 C7.33 NOT TO SCALE DIVERSION MANHOLE DETAILS1 C7.33 I: \ S t m W t r \ C r i t e r i a M a n u a l \ D 4 6 . d w g 12 / 0 7 / 0 6 CC A A B B CONTROL PLATE (MIN.) CENTERLINE OF OUTLET PIPE 2" LIP (TYP.) SECTION C-C SECTION A-A SECTION B-B WELL SCREEN FLOW CONTROL PLATE #4@12" #4@12" #4@18" #4@12" #4L@12" #4@12" 6" Wo (Wo+6") (T Y P . ) TABLE 1/4" (MIN.) THICK STEEL FLOW CONTROL PLATE STAINLESS STEEL ANCHOR BOLT (TYP.) (M A X . ) INTO CONCRETE SIDES STEEL CHANNEL FORMED 3/8"x1" FLAT BAR HOLDING FRAME INTERMITTENT WELDS ON TOP AND SIDES STAINLESS STEEL ANCHOR BOLTS OR PLATE FLOW CONTROL 51"x51" GRATING (3/8" ROUND OR TWISTED CROSS BARS AT 3" O.C., WELDED TO 1"x3/8" BEARING BARS AT 2 1/2" O.C.) 3/8" ROUND OR TWISTED CROSS BAR BAR BEARING 1"x3/8" PLAN 3" CL R . 3" CLR.3" CLR. TO FASTEN GRATE DOWN 3/8"x6" THREADED BOLT 1 4 OR 3 4.ALL TRASH RACKS SHALL BE MOUNTED USING STAINLESS STEEL HARDWARE AND PROVIDED WITH HINGED AND LOCKABLE OR BOLTABLE ACCESS PANELS. 5.TRASH RACKS SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL TRASH RACKS SHALL BE HOT DIP GALVANIZED AND MAY BE HOT POWDER PAINTED AFTER GALVANIZING. 3 1/2" x1 1/2" KEY OUTLET PIPE 4%4% CLR. 3" BAR #4 HOOP PIPE CONCRETE METAL OR LF LAP 12" #4@12" O.C. O.C. #4@12" CONCRETE SHALL BE CLASS B. MAY BE CAST-IN-PLACE OR PRECAST. GENERAL NOTES 1. 2. 3.STEPS SHALL BE PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6" AND SHALL BE IN ACCORDANCE WITH AASHTO M 199. HAVE A MINIMUM 2" CLEARANCE. REINFORCING BARS SHALL BE EPOXY COATED AND DEFORMED, AND SHALL #4 DIAGONAL (TYP.) SECTION D-D HOLE (TYP.), SEE ELEV. B ELEV. A ELEV. C WQ SPILL ELEV. 100-YEAR OUTLET ORIFICE PLATE D D ELEV. A (POND INV.) ELEV. B (WQCV ELEV) ELEV. C SPILL ELEV. WQ HOLE DIA. # OF ROWS # OF COLUMNS SECTION LINE A-A (ARROWS POINT IN DIRECTION SECTION IS VIEWED) A A OPP.OPPOSITE CLR.CLEARANCE ABBREVIATIONS MINIMUM MAXIMUM ON CENTER DIAMETER TYPICAL WIDTH OF CONCRETE OPENING WIDTH OF PLATE NUMBER AT@ # Wp Wo TYP. DIA. O.C. MAX. MIN. LEGEND WATER QUALITY (WQ) WATER QUALITYWQ DWQ INVERTINV. ELEVATIONELEV. 6" Ls Ws LENGTH OF STRUCTURELs WIDTH OF STRUCTUREWs Wo (12" MIN.) STEEL OR EQUAL) (NOTE 5) TRASH RACK (U.S. FILTER STAINLESS WELL SCREEN NO. 93 TRASH RACK STEEL OR EQUAL) (U.S. FILTER STAINLESS WELL SCREEN NO. 93 EQUAL) FILTER STAINLESS NO. 93 (U.S. WELL SCREEN STEEL OR INVERT OF PLATE HOLES TO BE AT BOTTOM ROW OF 3/8"x6" THREADED BOLT TO FASTEN GRATE DOWN GRATE (TYP. OPP. SIDE) 2 1/4" FROM EDGE OF TO HOLD HINGE IN PLACE, 3/8"x6" BOLTS 12" O.C. FLOW TO COVER OPENING (FASTEN WITH 3/8"x6" 1/4" METAL PLATE TREADED BOLTS) TO GRATE, WITH TO GRATE, WITH (TYP. OPP. SIDE) GRATE (TYP. OPP. SIDE) 2 1/4" FROM EDGE OF TO HOLD HINGE IN PLACE, 3/8"x6" BOLTS 12" O.C. 1/4" PLATE, WELDED 1/4" PLATE, WELDED 6" D 1' 4" Wp WoWo 2' - 6 " Ws / 2 Ws / 2 6" VA R I E S VA R I E S 6" 6" Ws 6" 1'Ls 3'-6" CONTRACTOR HAS THE OPTION TO PROVIDE ENHANCED SURFACE TREATMENT OR DECORATIVE VENEER SO LONG AS DRAINAGE FUNCTION IS NOT COMPROMISED. ENHANCEMENTS SHALL BE APPROVED BY OWNER AND LANDSCAPE ARCHITECT. 6. 3" (TYP.) STORM MH 3-2 STORM MH 2-3 4' OR A S R E C O M M E N D E D BY LIN E R I N S T A L L E R 4' OR A S R E C O M M E N D E D BY LIN E R I N S T A L L E R INSTALLED PIPE EXTRUSION WELD 36 MIL LLDPE-R SHEET 36 MIL LLDPE-R LINER "STAINLESS STEEL" BANDING NEOPRENE GASKET PIPE WALL LLDPE-R PIPE BOOT EXTRUSION WELD PIPE BOOT DETAIL - ISOMETRIC VIEW EXTRUSION WELD HDPE PIPE SEE PIPE BOOT DETAIL ON THIS DWG FOR BANDING DETAIL 36 MIL LLDPE-R SHEET BENEATH BOOT PRE-ASSEMBLED 36 MIL LLDPE-R BOOT APRON (SEE DETAIL NOTE) LLDPE-R LINER PIPE BOOT DETAIL - PROFILE VIEW PLACE MIN FOUR-INCH LAYER OF AquaBlok TO SUBGRADE ELEVATION MIN. TWO FEET AROUND ALL PIPE PENETRATIONS AquaBlok BELOW EXTRUSION WELD POND LINER PIPE BOOT DETAILS NOT TO SCALE NOTES: 1.CONTRACTOR SHALL PROVIDE PRE-ASSEMBLED AND TESTED/CERTIFIED PIPE BOOTS FOR EACH PIPE PENETRATION OF THE POND LINER. 2.THE ABOVE PIPE BOOT DETAIL AND SPECIFICATIONS PROVIDED BY TERRACON CONSULTANTS AND REPRODUCED ON THESE PLANS FOR REFERENCE. CLARIFICATIONS ON PIPE BOOT DETAIL TO BE PROVIDED BY TERRACON OR THE CONSULTANT PROVIDING THE PIPE DESIGN PENETRATING THE LINER (MECHANICAL ENGINEER, IRRIGATION CONSULTANT, ETC.). 2 C7.33 4948.00 4949.50 4950.50 4952.25 18-INCH 72-INCH 42-INCH 12-INCH 3/4-INCH 5 2 20" 15" 100-YEAR ORIFICE PLATE 5/16" THICK GALVANIZED STEEL PLATE PLATE CENTERED OVER 10" PIPE OPENING IN WALL 1/2" Ø HOLES FOR 3/8" Ø EXPANSION BOLTS EMBEDDED 2" INTO CONCRETE WALL @ 6" O.C. MIN. 7-1/2" Ø ORIFICE SECTION B SECTION AA A B B RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 3.92' 12" 3.92' PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = N/A 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q 10 / 6 / 2 0 2 0 10 : 5 4 : 1 2 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 7 . 0 0 _ C O N S T R U C T I O N D E T A I L S . D W G C7 . 0 0 _ C O N S T R U C T I O N D E T A I L S ## ## C7.34 75 ST O R M S E W E R C O N S T R U C T I O N D E T A I L S PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 ADVANCED DRAINAGE SYSTEMS, INC. R ADVANCED DRAINAGE SYSTEMS, INC. ("ADS") HAS PREPARED THIS DETAIL BASED ON INFORMATION PROVIDED TO ADS. THIS DRAWING IS INTENDED TO DEPICT THE COMPONENTS AS REQUESTED. ADS HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICES FOR THIS PROJECT, NOR HAS ADS INDEPENDENTLY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DETAILS PROVIDED HEREIN ARE GENERAL RECOMMENDATIONS AND ARE NOT SPECIFIC FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION. IT IS THE DESIGN ENGINEERS RESPONSIBILITY TO ENSURE THE DETAILS PROVIDED HEREIN MEETS OR EXCEEDS THE APPLICABLE NATIONAL, STATE, OR LOCAL REQUIREMENTS AND TO ENSURE THAT THE DETAILS PROVIDED HEREIN ARE ACCEPTABLE FOR THIS PROJECT. DIA. DET/RET SYSTEM STD-101D © NOTES: 1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST ADDITION, WITH THE EXCEPTION THAT THE INITIAL BACKFILL MAY EXTEND TO THE CROWN OF THE PIPE. SOIL CLASSIFICATIONS ARE PER THE LATEST VERSION OF ASTM D2321. CLASS IVB MATERIALS (MH, CH) AS DEFINED IN PREVIOUS VERSIONS OF ASTM D2321 ARE NOT APPROPRIATE BACKFILL MATERIALS. 2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED. 3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II, III, OR IV. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (100mm) FOR 12"-24" (300mm-600mm) DIAMETER PIPE; 6" (150mm) FOR 30"-60" (750mm-1500mm) DIAMETER PIPE. THE MIDDLE 1/3 BENEATH THE PIPE INVERT SHALL BE LOOSELY PLACED. PLEASE NOTE, CLASS IV MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT; USE ONLY WITH THE APPROVAL OF A SOIL EXPERT. 5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II, III, OR IV IN THE PIPE ZONE EXTENDING TO THE CROWN OF THE PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. PLEASE NOTE, CLASS IV MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT; USE ONLY WITH THE APPROVAL OF A SOIL EXPERT. 6. MINIMUM COVER: MINIMUM COVER, H, IN NON-TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" (300mm) FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS; CLASS I OR II MATERIAL COMPACTED TO 90% SPD AND CLASS III COMPACTED TO 95% SPD IS REQUIRED. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" (300mm) UP TO 48" (1200mm) DIAMETER PIPE AND 24" (600mm) OF COVER FOR 60" (1500mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. 7. FOR ADDITIONAL INFORMATION SEE TECHNICAL NOTE 2.04. TABLE 1, RECOMMENDED MINIMUM TRENCH WIDTHS TABLE 2, MINIMUM RECOMMENDED COVER BASED ON VEHICLE LOADING CONDITIONS * VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER TABLE 3, MAXIMUM COVER FOR ADS HP STORM PIPE, ft FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12, LOAD RESISTANCE FACTOR DESIGN (LRFD) PROCEDURE WITH THE FOLLOWING ASSUMPTIONS: NO HYDROSTATIC PRESSURE UNIT WEIGHT OF SOIL (үs) = 120 PCF HP STORM TRENCH INSTALLATION DETAIL SURFACE LIVE LOADING CONDITION PIPE DIAM.H-25 HEAVY CONSTRUCTION (75T AXLE LOAD) * 12" - 48"12"48" (300mm - 1200mm)(305mm)(1219mm) 60"24"60" (1500mm)(610mm)(1524mm) CLASS I CLASS II CLASS III CLASS IV PIPE DIA COMPACTED 95%90%85%95%90%95% 12"41 28 21 16 20 16 16 (300mm)(12.5m)(8.5m)(6.4m)(4.9m)(6.1m)(4.9m)(4.9m) 15"42 29 21 16 21 16 16 (375mm)(12.8m)(8.8m)(6.4m)(4.9m)(6.4m)(4.9m)(4.9m) 18"44 30 21 16 22 17 16 (450mm)(13.4m)(9.1m)(6.4m)(4.9m)(6.7m)(5.2m)(4.9m) 24"37 26 18 14 19 14 14 (600mm)(11.3m)(7.9m)(5.5m)(4.3m)(5.8m)(4.3m)(4.3m) 30"39 27 19 14 19 15 14 (750mm)(11.9m)(8.2m)(5.8m)(4.3m)(5.8m)(4.6m)(4.3m) 36"28 20 14 10 14 11 10 (900mm)(8.5m)(6.1m)(4.3m)(3.0m)(4.3m)(3.4m)(3.0m) 42"30 21 14 10 15 11 10 (1050mm)(9.1m)(6.4m)(4.3m)(3.0m)(4.6m)(3.4m)(3.0m) 48"29 20 14 9 14 10 10 (1200mm)(8.8m)(6.1m)(4.3m)(2.7m)(4.3m)(3.0m)(3.0m) 60"29 20 14 9 14 10 9 (1500mm)(8.8m)(6.1m)(4.3m)(2.7m)(4.3m)(3.0m)(2.7m) PIPE DIAM.MIN. TRENCH WIDTH 12"30" (300mm)(762mm) 15"34" (375mm)(864mm) 18"39" (450mm)(991mm) 24"48" (600mm)(1219mm) 30"56" (750mm)(1422mm) 36"64" (900mm)(1626mm) 42"72" (1050mm)(1829mm) 48"80" (1200mm)(2032mm) 60"96" (1500mm)(2438mm) ADVANCED DRAINAGE SYSTEMS, INC. R ADVANCED DRAINAGE SYSTEMS, INC. ("ADS") HAS PREPARED THIS DETAIL BASED ON INFORMATION PROVIDED TO ADS. THIS DRAWING IS INTENDED TO DEPICT THE COMPONENTS AS REQUESTED. ADS HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICES FOR THIS PROJECT, NOR HAS ADS INDEPENDENTLY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DETAILS PROVIDED HEREIN ARE GENERAL RECOMMENDATIONS AND ARE NOT SPECIFIC FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION. IT IS THE DESIGN ENGINEERS RESPONSIBILITY TO ENSURE THE DETAILS PROVIDED HEREIN MEETS OR EXCEEDS THE APPLICABLE NATIONAL, STATE, OR LOCAL REQUIREMENTS AND TO ENSURE THAT THE DETAILS PROVIDED HEREIN ARE ACCEPTABLE FOR THIS PROJECT. DIA. DET/RET SYSTEM STD-103 NOTES: 1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST ADDITION 2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED. 3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II OR III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (100mm) FOR 4"-24" (100mm-600mm); 6" (150mm) FOR 30"-60" (750mm-1500mm). 5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. 6. MINIMUM COVER: MINIMUM COVER, H, IN NON-TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48" DIAMETER PIPE AND 24" OF COVER FOR 60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. MINIMUM SPACING ("S") MEASURED FROM OUTSIDE DIAMETER TO OUTSIDE DIAMETER © MINIMUM RECOMMENDED COVER BASED ON VEHICLE LOADING CONDITIONS * VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER SURFACE LIVE LOADING CONDITION PIPE DIAM.H-25 HEAVY CONSTRUCTION (75T AXLE LAOD) * 12" - 48"12" 48" (300mm - 1200mm)(305mm)(1219mm) 60"24" 60" (1500mm)(610mm)(1524mm) PIPE DIAM.MIN. "X"MIN. "S" + 12"8"12" (300mm)(203mm)(305mm) 15"8"12" (375mm)(203mm)(305mm) 18"9"12" (450mm)(229mm)(305mm) 24"10"12" (600mm)(254mm)(305mm) 30"18"15" (750mm)(457mm)(381mm) 36"18"18" (900mm)(457mm)(457mm) 42"18"21" (1050mm)(457mm)(533mm) 48"18"24" (1200mm)(457mm)(610mm) 60"18"30" (1500mm)(457mm)(762mm) NOT TO SCALE HP STORM PIPE INSTALLATION DETAILS NOT TO SCALE POND C1 (WET POND) OUTLET STRUCTURE DETAILS1 C7.34 NOT TO SCALE POND C1 (WET POND) EMERGENCY OVERFLOW DETAILS SIDE SECTION NOTES: 1.THE EMERGENCY OVERFLOW WEIR SHALL BE CONSTRUCTED IN SIMILAR FASHION, AND MONOLITHIC TO, THE SHOTCRETE LINER WITH FIBER MESH AS SHOWN IN THE LANDSCAPE PLANS. 2.REFER TO SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING THE GEOMEMBRANE. 3.EMERGENCY OVERFLOW REVISED PER RFI 264 TO BE LOCATED AT THE OUTLET STRUCTURE 10'2'2' 1 4 WEIR ELEVATION 4955.50 NORMAL TOP ELEV. 4956.00 FRONT SECTION MAINTAIN SIMILAR SECTION TO REMAINDER OF POND EDGING (SEE NOTE 1) ELEVATION 4953.5 WEIR ELEVATION 4955.50 12" MIN. NORMAL TOP 12" WIDTH PER LANDSCAPE PLANS 15"± 2 C7.34 3 C7.34 1 4MAINTAIN SIMILAR SECTION TO REMAINDER OF POND EDGING (SEE NOTE 1) 12" MIN. NORMAL TOP 12" WIDTH PER LANDSCAPE PLANS PERMANENT WATER SURFACE & GRATE ELEVATION 4955.00 NOTES: 1.THE POND EDGE ADJACENT TO THE OUTLET STRUCTURE SHALL BE CONSTRUCTED IN SIMILAR FASHION, AND MONOLITHIC TO, THE SHOTCRETE LINER WITH FIBER MESH AS SHOWN IN THE LANDSCAPE PLANS. 2.BOND BREAKER AND JOINT SEALANT SHALL BE PLACED BETWEEN THE INLET EDGES AND SURROUNDING CURB HEAD AND POND EDGING. 3.REFER TO SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING THE GEOMEMBRANE. 4.EMERGENCY OVERFLOW REVISED PER RFI 264 TO BE LOCATED AT THE OUTLET STRUCTURE CURB HEAD (SEE DETAIL) 6" OUTLET PIPE TYPE C INLET (SEE DETAIL ON SHEET C7.32) ORIFICE PLACE (SEE DETAIL) 16" 11" PLAN SECTION A CURB HEAD AA B B C C CURB HEAD AROUND OUTLET STRUCTURE TYPE C INLET (SEE DETAIL ON SHEET C7.32) 6" OUTLET PIPE TOP ELEV. 4956.00 CURB HEAD (SEE DETAIL) 6" OUTLET PIPE W/ ORIFICE PLATE TYPE C INLET (SEE DETAIL ON SHEET C7.32) TOP ELEV. 4956.00 SEE NOTE 2 SEE NOTE 2 SECTION B 18" 24" 12" CONCRETE CURB HEAD W/ FIBER MESH 12" SECTION C TOP ELEV. 4956.00 NORMAL POND EDGE GRATE ELEV 4955.00 TOP ELEV 4955.00 SLOPE AT 0.5:1 100-YEAR ORIFICE PLATE 1 .5 5/16" THICK GALVANIZED STEEL PLATE PLATE CENTERED OVER 6" PIPE OPENING IN WALL 1/2" Ø HOLES FOR 3/8" Ø EXPANSION BOLTS EMBEDDED 2" INTO CONCRETE WALL @ 6" O.C. MIN. 2-13/16" Ø ORIFICE ELEVATION 4953.5 18"± SEE GEOMEMBRANE/ WALL CONNECTION DETAIL S.S. WEDGE ANCHOR BOLT 3 8" x 3" SPACED 8" O.C. SILICONE CAULKING NEOPRENE GASKET 1 3 4" x 1 4" - BOTH SIDES OF GEOMEMBRANE GEOMEMBRANE BATTEN STRIP 3 8" x 1 3 4" ALUM. OR 1 4" x 1 3 4" S.S. 3" MIN. SHOTCRETE EDGE OR CONCRETE CURB INLET GRATE GEOMEMBRANE/WALL CONNECTION BACKFILL OR SHOTCRETE SEE NOTE 2 NORMAL TOP ELEV. 4956.00 GEOMEMBRANE (SEE NOTE 3) GEOMEMBRANE (SEE NOTE 2) RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 5 5 1501 Academy Ct. Ste. 203 Fort Collins, Colorado 80524 (970) 530-4044 Final Drainage Report Platte River Power Authority HQ Campus Fort Collins, CO Prepared for: Platte River Power Authority 2000 East Horsetooth Road Fort Collins, CO 80525 May 23, 2018 M INOR A MENDMENT -D RAINAGE L ETTER P LATTE R IVER P OWER A UTHORITY HQ B UILDING E XPANSION F ORT C OLLINS ,CO 1501 ACADEMY CT. STE 203 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com November 25, 2019 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Platte River Power Authority HQ Building Addition Fort Collins, CO Project Number: U16014 Dear Staff: United Civil Design Group, LLC is pleased to submit this Drainage Letter accompanying the Minor Amendment application for the Platte River Power Authority Building Addition site in Fort Collins, Colorado. In general, this letter serves to document the storm water impacts associated with the building addition and to confirm that the improvements conform to the previously approved drainage study for the project. SITE LOCATION AND PROJECT DESCRIPTION The Platte River Power Authority Headquarters Campus (referred herein as ”the site” or “the Campus”) is a parcel of land situated in the Southeast Quarter of Section 30, Township 7 North, Range 68 West of the 6th Principal Meridian to the City of Fort Collins, Larimer County, Colorado. More specifically, the site is located at the northwest corner of Horsetooth Road and Timberline Road and is bounded by East Horsetooth Road to the south, Timberline Road to the east, existing commercial property and Danfield Court to the north, and Union Pacific Railroad right-of-way to the west. The planned improvements to the site will consist of the following: The expansion of the south bar of the newly constructed headquarters building. The reconfiguration of previously designed Phase 2 improvements including hard surfaces adjacent to the building expansion, roof drain piping systems and the detention pond located east of the proposed expansion. The addition of an emergency access from Timberline Road to the headquarters building. PREVIOUS REPORTS AND BACKGROUND INFORMATION As mentioned, the drainage of the Platte River Power Authority Campus site was previously studied by United Civil with the report entitled, “Final Drainage Report – Platte River Power Authority HQ Campus”, and dated May 23, 2018. This report details the drainage design of site including requirements associated with detention, water quality and Low Impact Development. Revisions to this report required for the building addition are documented in the following sections of this letter. PROPOSED HYDROLOGY The building addition project does not alter overall drainage patterns for the campus and includes only minor revisions to the hydrology of two (2) basins as shown in previously approved drainage study. The basins altered with the project include Basin A1 and Basin C1. The table on the following page provides a summary of the proposed site characteristics relative to its previously approved design condition. M INOR A MENDMENT -D RAINAGE L ETTER P LATTE R IVER P OWER A UTHORITY HQ B UILDING E XPANSION F ORT C OLLINS ,CO 1501 ACADEMY CT. STE 203 | FORT COLLINS, CO 80524 | 970-530-4044 | www.unitedcivil.com COMPARISON SUMMARY TABLE PRPA Campus Previously Approved Design Proposed Design Overall Area (acre) 17.9 17.9 Roof (sf) 76,311 73,787 Asphalt (sf) 160,957 160,957 Concrete (sf) 116,895 125,366 Landscape (sf) 412,198 406,251 % Imperviousness 44.8% 45.5% Note that the overall roof area has decreased from the previous design due to the removal of 8,500 sf of future building previously assumed for the addition. The actual building addition area is currently set at approximately 5,800 sf. DETENTION POND CONVERSION Proposed site improvements include the expansion of the HQ building to the east and over a portion of the previously planned detention pond (Pond A1) in that area. As a result, the overall pond volume for the site has been slightly reduced. Additionally, due to the added impervious area, the volume required has slightly increased. The detention and water quality volumes for the ponds were both previously planned for future improvements so neither condition negatively impacts the overall storage or water quality volumes. The following table summarizes the revised detention pond design: Pond Designation Detention Volume Required (ac-ft) Detention Volume Provided (ac-ft) 100- year WSEL Pond Release Rate (cfs) WQCV Required (ac-ft) WQCV Provided (ac-ft) Water Quality WSEL Top of Pond Elevation Pond A1 2.43 2.71 4952.25 3.15 0.19 0.23 4949.50 4953.25 LOW IMPACT DEVELOPMENT (LID) The previously approved design for the campus met current City LID requirements by treating 75% of the newly added impervious area using a combination of LID techniques including underground water quality detention, bioswales and a wet pond. With the proposed addition, the newly added impervious area for the campus has been increased by approximately 2,800 sf from what was previously planned; all of which is located within Basin A1. The newly added impervious area for the expansion project is not being treated with LID techniques for the following reasons: 1.The added impervious area is located within Basin A1 which was previously designed without LID improvements. 2.The majority of the drainage basins for the site (13 of 16 basins) do already include LID treatment techniques. 3.Due to proximity of the proposed improvements to existing and proposed drainage features (the wet pond and detention pond) and the number of existing utilities in the area, the addition of new LID features adjacent to the improvements is highly constrained. This is particularly true for the additional roof area which is being piped from the roof directly to the detention pond. 4.Existing utilities and topography north of the addition further limit the ability to provide adequate bioretention or underground retention facilities and limit the ability to collect the required impervious area. Additionally, due to the proximity of the detention ponds, the elevation required to provide either type of system are limited as both require a minimum of 30”-36” to provide for an underdrain or the below ground facilities. 5.As the improvements are adjacent to the proposed extended detention and water quality pond, all of the proposed improvements will be treated via extended detention prior to being allowed to exit the site. 6.Due to the relatively small amount of added impervious area, the impact to the overall LID treatment percentage for the site is relatively small, decreasing from 75% to 73%. The added impervious area would require approximately 160 cf of added LID treatment assuming a 12-hour storage time. Refer to the LID Summary table in Appendix B for additional information and Appendix C for a copy of the Variance Request. SOUTHEAST CORNER S30, T.7N., R68W 15' UTILITY EASEMENT 107.5' RIGHT-OF-WAY 50' RIGHT-OF-WAY R.O.W. WIDTH VARIES ACCESS EASEMENT WIDTH VARIES EXISTING 10' UTILITY ESMT. 5.3% 2.1 % 2.1 % 2.1 % 2.1% 4.0 % 6.9 % 2.1 % 2. 1 % 2. 7 % 2.1% 2. 3 % 3. 0 : 1 4. 0 : 1 4.8:1 4. 0 : 1 6. 0 : 1 5. 0 : 1 4.6:1 4.4:1 2.0% 10' ACCESS EASEMENT PROPOSED POND A1 OUTLET STRUCTURE (SEE DETAILS) PROPOSED POND C1 OUTLET STRUCTURE (SEE DETAILS) TEMPORARY STORM SEWER PROPOSED STORM PROPOSED STORM TEMPORARY STORM SEWER EXISTING BUILDING TO REMAIN UNTIL PHASE 2 DEMOLITION (SEE NOTE 2) PROPOSED STORM SEWER POTENTIAL FUTURE EXPANSION POTENTIAL FUTURE EXPANSION PROPOSED ROOF DRAIN 9. 3 % 4. 0 % 3. 2 % 4. 3 % 2. 9 % 2. 9 % 40' EMERGENCY OVERFLOW SPILLWAY ELEV = 4952.25 2. 3 % APPROXIMATE EXISTING IRRIGATION PIPE 3' BERM TOP OF POND ELEV = 4953.25 10' POND EMERGENCY OVERFLOW SPILLWAY ELEV = 4955.5 (SEE DETAILS) PROPOSED STORM SEWER EXISTING POND LIMITS EAST HORSETOOTH ROAD SO U T H T I M B E R L I N E R O A D HQ BUILDING COMMUNICATIONS BUILDING EXISTING HEADQUARTERS R.O.W. WIDTH VARIES 2' CONCRETE PAN EXISTING 12" STORM DRAIN SWALE 7.3% 5.2 % 2.0 % 6. 3 % 2.4 % 3.5% EXISTING BIOSWALE DRAINAGE EASEMENT 2' CONCRETE PAN GRADE BR E A K PROPOSED ROOF DRAIN GR A D E B R E A K EXISTING CURB CUT EXISTING CURB CUT PROPOSED POND PERMANENT WATER SURFACE = 4955.00 TOP OF BANK = 4956.50 TOP OF CONCRETE EDGE = 4956.00 BOTTOM OF POND = 4943.00 (SEE NOTE 9) 55 . 2 7 54 . 6 7 56. 0 3 54 . 9 8 54. 4 8 55. 5 2 56. 8 4 55.71 54.09 LP 54. 3 1 56. 1 0 FFE=4958.00 FFE=4954.50 (EXISTING) 48.71 48.67 48. 9 8 54. 8 9 49. 3 8 53.26 53.25 53. 2 5 53. 2 5 55 . 0 4 54 . 8 6 54. 6 4 54. 7 7 55. 3 9 54. 9 7 57. 0 0 57. 1 6 55. 8 5 55.00 56 . 0 5 55 . 9 7 55. 7 6 55. 0 9 55.37 55. 9 2 54 . 8 8 54 . 7 8 55.80 55.84 56.27 48. 3 7 48. 0 0 48.21 48.61 54.15 54. 4 5 53.69 52. 5 4 49. 9 8 55. 7 7 55 . 8 4 56 . 0 3 55. 0 4 L P 53.7 2 53. 7 7 56. 1 7 H P BR E A K 57. 4 0 H P 56. 8 6 L P 54. 4 8 54. 5 0 54. 5 0 54. 4 1 52. 2 5 48.77 53 . 2 3 54. 7 5 PHASE 1 SWALE TO DRAIN BETWEEN BUILDINGS 56. 7 3 56. 4 9 57. 4 3 56.2 5 56.4 0 EXISTING PARKING AREA & DRIVE LANES TO REMAIN WITH PHASE 1 PHASE 1 MATCH EXISTING CURB/PAVEMENT 50.41 52. 3 7 52. 2 5 53. 0 0 53. 9 0 53. 2 5 53. 5 3 PROTECT EXISTING TREES SWALE 52. 2 5 14 . 0 % 9. 5 : 1 2. 5 % 2. 1 % 48.722. 1 % 2.2% 2.0% 2.0% 2. 7 % 5. 4 % 2. 1 % 2.1% 2.2 % GRADE BREAK GRADE BREAK PROTECT EXISTING TREES PROTECT EXISTING TREES 48. 4 6 50. 2 5 PROTECT EXISTING TREES 49. 5 1 49. 5 1 PHASE 1 SIDEWALK 57.6 0 57.4 7 55 . 8 0 56.10 HP 56.00 PHASE 1 MATCH EXISTING PAVEMENT PHASE 1 SWALE 2.2 % 5. 8 % 4.6 % 57.33 57.34 57 . 3 4 3.4% SEE GRADING DETAIL 'C' ON SHEET C5.05 SEE GRADING DETAIL 'D' ON SHEET C5.05 55. 2 5 H P GR A D E 56. 1 0 H P 56.25 55.46 56. 2 9 SEE GRADING DETAIL 'B' ON SHEET C5.04 SEE GRADING DETAIL 'A' ON SHEET C5.04 58. 0 0 56. 7 5 56.72 49. 7 6 49. 7 6 56.07 54.46 54.46 55. 0 4 56.42 56.55 56. 5 7 56 . 6 8 57.21 2.0 % 56. 8 8 55. 0 8 H P 2.0% 2. 2 % 2.2 % MATCH EXISTING CURB, GUTTER AND SIDEWALK ON BOTH SIDES 56 . 8 6 57 . 0 8 57 . 2 8 57 . 2 5 55. 3 3 56. 9 6 54. 9 3 54.32 2' CURB CUT 2' CURB CUT 2' CURB CUTS 53.77 E P 56 . 0 0 56. 0 0 56.00 56.00 56. 0 0 56. 0 056. 0 0 56. 0 0 CONCRETE EDGING (SEE LANDSCAPE PLANS) 3. 0 : 1 3. 0 : 1 50. 2 7 GRA D E B R E A K T T T T 57.81 57.83 57. 1 2 FLUSH TO 6" CURB PROPOSED WATER VAULTS 49.08 49.1449.24 6.5 % 7.2% 53.25 PROTECT AS-CONSTRUCTED ELECTRICAL VAULT 6.5 : 1 T T 54.42 3. 2 % 4. 9 % 54. 1 4 3. 2 % 53. 0 4 55. 7 6 55 . 7 2 56. 7 0 56. 1 1 53.0048.79 53.00 53.04 48.54 53. 0 0 52. 3 0 52. 5 3 55. 4 1 54 . 9 2 55 . 0 4 55. 3 2 54.75 54.70 55.82 54. 6 9 49. 3 6 50. 0 3 49. 2 2 52. 8 2 56.93 52. 8 4 50.96 54. 2 8 54. 5 8 52. 1 5 56. 9 7 57. 2 8 54.83 55. 0 4 58.10 4952.05 58.10 2.2%2. 0 % 2. 2 % 2.0% 2.6% 2.0% 2. 0 % 4. 0 : 1 4.5 : 1 4.9:1 4.5:1 6. 7 : 1 7. 6 : 1 3.9:1 7. 4 : 1 30' PL A T T E R I V E R P O W E R A U T H O R I T Y 05 / 2 3 / 1 8 U16014 1" = 30' 1" = N/A PL A T T E R I V E R P O W E R A U T H O R I T Y H Q NO R T H 10 / 6 / 2 0 2 0 9: 4 5 : 3 2 A M C: \ U N I T E D C I V I L D R O P B O X \ P R O J E C T S \ U 1 6 0 1 4 - P R P A C A M P U S \ C A D D \ C P \ R E C O R D D R A W I N G S \ C 5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S . D W G C5 . 0 1 _ D E T A I L E D G R A D I N G P L A N S ## ## C5.01 75 DE T A I L E D G R A D I N G P L A N - PH A S E 1 0 30'60' SCALE: 1" = 30' 15' PR E P A R E D F O R : JOB NUMBER SHEET NUMBER SHEETSOF DA T E S U B M I T T E D : Th e e n g i n e e r p r e p a r i n g t h e s e p l a n s w i l l n o t b e r e s p o n s i b l e fo r , o r l i a b l e f o r , u n a u t h o r i z e d c h a n g e s t o o r u s e s o f t h e s e pl a n s . A l l c h a n g e s t o t h e p l a n s m u s t b e i n w r i t i n g a n d mu s t b e a p p r o v e d b y t h e p r e p a r e r o f t h e s e p l a n s . NO . BY DA T E CAUTION RE V I S I O N S : VERTICAL: HORIZONTAL: SCALE 1501 Academy Ct. Ste. 203 Fort Collins, CO 80524 (970) 530-4044 www.unitedcivil.com Civil Engineering & Consulting PR O J . M G R : DR A W I N G N A M E : PA T H : DE S I G N E R : DA T E : TI M E : UNITED CIVIL Design Group LLC CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: APPROVED: 01.02.20 DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP NOTES DANFIELD CT UN I O N P A C I F I C R A I L R O A D TIM B E R L I N E R O A D HORSETOOTH ROAD KEYMAP 1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS. 2.THE EXISTING HEADQUARTERS, ENGINEERING/OPERATIONS (E/O), AND COMMUNICATIONS BUILDINGS SHALL REMAIN FULLY OPERATIONAL UNTIL SUCH TIME THAT PLATTE RIVER POWER AUTHORITY NOTIFIES THE CONTRACTOR THAT THE EXISTING BUILDINGS (AND SUPPORTING UTILITIES) MAY BE DEMOLISHED. 3.SPOT ELEVATIONS SHOWN ARE TO FLOWLINE OR EDGE OF WALK UNLESS OTHERWISE NOTED. 4.ALL DISTURBED AREAS NOT PAVED SHALL BE REVEGETATED PER THE LANDSCAPE PLANS. 5.NOTE THAT THE FINISHED FLOOR ELEVATIONS AS SHOWN ON THIS DRAWING CORRESPONDS TO ELEVATION 100'-0" AS SHOWN ON THE ARCHITECTURAL PLANS. FOR FLEET PARKING GARAGE A ARCHITECTURAL ELEVATION OF 100'-0" IS REFERENCED TO THE SOUTH END OF THE BUILDING. REFER TO NOTE 8. FOR FLEET PARKING GARAGE B ARCHITECTURAL ELEVATION OF 100'-0" MATCHES THE FINISHED FLOOR OF THE MAINTENANCE SHOP. 6.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 7.CONTRACTOR SHALL NOTE THAT OVEREXCAVATION IS REQUIRED UNDER BUILDING PADS. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT PROVIDED BY TERRACON CONSULTANTS FOR MORE INFORMATION. 8.VERTICAL STEPS OF THE FLEET PARKING GARAGE 'A' SHALL BE LOCATED AT BUILDING COLUMNS. COORDINATE THE CENTER OF THE BUILDING COLUMNS WITH THE ARCHITECTURAL PLANS. 9.REFER TO CONSTRUCTION DETAILS SHOWN ON SHEET C7.39 FOR ADDITIONAL INFORMATION REGARDING POND GRADING AND LINER. 5124 5124 PROPOSED 1' CONTOUR EXISTING 1' CONTOUR STORM SEWER STORM INLET GRADE BREAK LEGEND PROPOSED SLOPE 90. 3 0 PROPOSED SPOT ELEVATION FFE=FINISHED FLOOR ELEV FG=FINISHED GRADE HP=HIGH POINT LP=LOW POINT SG=SUBGRADE TBC= TOP BACK OF CURB TOW=TOP OF WALL 90 . 3 0 EXISTING GRADE EXISTING CURB & GUTTER PROPOSED CURB & GUTTER PROPOSED FLOWLINE LIMITS OF DISTURBANCE EXISTING PROPERTY LINE EXISTING R.O.W LINE EXISTING STRIPING EXISTING CHAIN LINK FENCE EXISTING FENCE EXISTING EASEMENT PROPOSED SECURITY FENCE INFLOW CURB & GUTTER CURB & GUTTER TRANSITIONT KR B 8/ 2 7 / 2 0 1 8 RE S P O N S E T O R F I # 8 6 2 2 KR B 3/ 2 8 / 2 0 1 9 RE S P O N S E T O R F I # 3 6 0 3 3 RECORD DRAWING THESE RECORD DRAWINGS, PRODUCED BY UNITED CIVIL DESIGN GROUP LLC, ARE BASED ON FIELD INFORMATION GATHERED BY OTHERS. UNITED CIVIL DESIGN GROUP LLC, ASSUMES NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION. 5 JR S 9/ 4 / 2 0 2 0 DR A I N A G E C E R T I F I C A T I O N 5 5 Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.030 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length-to-Width Ratio =1.15 L:W 0.00 0 0.00 0.00 Watershed Area =13.34 acres 0.50 2,153 0.50 0.03 Watershed Imperviousness =47.6%percent 1.00 10,359 1.00 0.07 Percentage Hydrologic Soil Group A =0.0%percent 1.50 21,317 1.50 0.12 Percentage Hydrologic Soil Group B =0.0%percent 2.00 34,315 2.00 2.08 Percentage Hydrologic Soil Groups C/D =100.0%percent 3.00 46,482 3.00 2.60 4.00 54,371 4.00 3.05 4.12 55,985 4.12 3.15 User Input: Detention Basin Characteristics WQCV Design Drain Time =40.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year Two-Hour Rainfall Depth =0.53 0.98 1.36 1.71 2.31 2.91 3.67 in Calculated Runoff Volume =0.220 0.487 0.858 1.210 1.875 2.482 3.333 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.219 0.487 0.858 1.210 1.874 2.482 3.333 acre-ft Time to Drain 97% of Inflow Volume =38 44 42 41 40 39 38 hours Time to Drain 99% of Inflow Volume =41 49 48 49 49 50 51 hours Maximum Ponding Depth =1.37 1.76 2.14 2.50 3.10 3.60 4.25 WARNING! Maximum Ponded Area =0.424 0.645 0.828 0.926 1.084 1.175 1.285 acres Maximum Volume Stored =0.206 0.413 0.701 1.009 1.616 2.179 2.821 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Platte River Power Authority HQ Campus - Pond A1 Fort Collins, CO SDI_Design_Data_FC_Rainfall-as-built.xlsm, Design Data 9/15/2020, 2:23 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 10 20 30 40 50 60 70 80 90 100 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV SDI_Design_Data_FC_Rainfall-as-built.xlsm, Design Data 9/15/2020, 2:23 PM