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Home My WebLink About5260 W. 29th AvenueD DENVER WATER December 13,2021 City of Wheat Ridge Community Development Department Planning Division 7500 W. 291 Ave., Wheat Ridge, Co 80033 303-234-5931 RE: STRUCTURAL DESIGN CALCULATIONS FOR PERMIT APPLICATIONII:202102361 To whom it may concern: 16DDw.12 hA,e. Denser, 00 8020-M12 303.628£000 den,emater.org Denver Water is seeking a general building permit for a small in-house capital improvement project to replace existing HVAC equipment at it's Ashland Decentralization Station. The existing units will be replaced in kind but in a new safer to access location. Structural Engineering designs pertaining to the alteration of the existing roof forthe new RTU's are provided on Drawing M-4 of the submitted plan set in terms of plan notes and layout of the supplemental framing and Drawing M-5 in terms of the detailing for the installation of the supplemental framing. I, a Structural Engineer licensed in the State of Colorado, have signed and sealed Drawing M-5. Per Note 2 on Drawing M$ I have performed structural analysis for the existing steel joists that will receive new concentrated live loads for the rooftop HVAC units that are in addition to the existing roof dead, superimposed dead, and live/ snow loads. Analysis has shown that the existing roof joists are sufficiently sized to safely support the HVAC units within acceptable strength and serviceability limits per Cade and best practice. The calculations for this analysis and design drawings are attached for your reference. The design area loads for the Joists are: Dead t Supplemental Hanging Loads = 25 psf Live/ Snow: 35 psf (unreducible) The Live loads for the existing monorail and the RTU's are noted on the attached Drawing M4. Per the attached calculations, the new loads do not exceed the allowable loads or stresses for the strength or deflection limits for the steel joists as provide by the attached load tables from the applicable 1994 Steel Joist Manual. I appreciate your concerns and will gladly discuss this matter with you further as necessary. Sincerely, Sean C. Hansz Denver Water Infrastructure Engineering OFIWTm BAY — [pS, OI —EXIST ACS LANK , NOW TENLCOM EXT TO Q► WHY NET IWKETP ► HOrzD`ra1 TOO* � I b y Ira) I I I' in III MI S I I i w Rnl I B I nn'OTTO� MONI" I_ I• 1Y -Or Imm) n l I C9WO I L � EXISTING W1AX22 Rnz I NOW rSTEMBEAM _el /A. I n IKOWw�sv I FITAINIW ING — — MON — O MON OF io, It IRE % Hmw �q RIDS — _ DDENVERWATER 12M Aw - �► 006 0kIII M-6 M-6 CONOTTYANT _ �OW W NOW 1 (TWO rg OTT y m l 111.0' &M LlSig A I F111111 DECENTRALIZATION _ STATION CURBu A EIGHT-1211NIT WEIGHT. 5L&S HVAC REPLACEMENT CURSWEIOM=121LWTOTALWEIGHT•SPT183 hPOINT LOAD ATa COgNERS=2623 -.+=rl �w%� ri . TI ST YP Of axon. FL" acws,.ornox DOT WANT RN289 UNIT WEIGHT=BSI LBS CURB WEIGHT• 91 LITS TGWLWEIGHT• BBB LBS POINT LOAD ATO CORNERS =172183 0 �� VIAIA' SG1LR NNAX 1Wi) t SUL ROOT SHORT cTn-7 Y-2 W-11 ii/�::# 1 PRINT) PlAft VITT I INDICATES SPAN OIREGRCN µY MAUI ATI OF EXISTING 1 1/2 INCH Atw PLAN WE B GALVANIZED STEEL SCAIF J/8' I'-0' NOW DECKING UAIIXWF 1, PRONOE AODITONAL STEEL FRAMING FOR ROOT DECK AND HMC UNIT SUPPORT AND DUCTWORK PENETRATIONS PER ®. 8. REPAIR Of THE ROOF GONER SEALED PENETRATIONS AND AROUND NEW HVAC UNITS TO BE PERFORMED BY A PROFESSORIAL RUCH EQUIPMENT CURB EDGE MM CENTER OF EXISTING STEEL JOIST BELOW. ROOFING COMPANY IN ACCORDANCE MM ME DENVER WATER CAPITAL PROJECTS CONSTRUCTION STANDARDS SPECIRCATON SECTION 07 51 13 i0 NOT MET THE EXISTING ROOFING WARRANTY. "AWLT IF 2, EXISTING STEEL JOISTS APE DESCNAMD 1YHW PER WE STEEL DOST INSTITUTE (SUN AND WERE DETERMINED i0 8E ADEQUATE TO SUPPORT THE HVAC UNIT WEIGHTS BY ANALYSIS T. DUCT DMENSONS SHOWN ARE CLEAR INTERNAL DIMENSIONS NOT INCLUDING INSULATION LINER. DUCTS SHALL BE FABRICATED IN ACCORDANCE MTI THE LATEST SMACNA DUCT CONSTRUCTION STANDARD, 1 EXISTING CONCRETE MASONRY UND PARAPET WALL HEIGHT RELATIVE N ROOF SURFACE VARIES MICALLY LESS MAN IB INCHES 1ERIEY IN FIELD, PARTIAL ROOF PLAN 4 APPROXIMATE PAIN OF EXISTING MONORAIL FRAMING BELOW MONORAIL OPERATING UFi CgpgCltt 15 TONS. 5 00 NOT CUT WROUGHT ANY EXISTING STEEL FRAMES BELOW ROOF MIEN MAKING PENETRATIONS Si OETWI-S [� AND FOR REPAIR OF RCODNG AT HVAC UNITS AND AT CONDUIT PENETRATIONS M-4 ` 5M'nZ! NI ) NOTES I. NL GUARDRAIL COMPONENTS i0 BE FABRICATED OR STRUCTURAL ALUMINUM. S COAT PLATE SURFACES IN CONTACT NTH WALL MM 2 COATS OF BITUMINOUS PAINT. GUARORA/L SLOE: B�J mvs AND HVAC STANDARDS Do PETRA �� MUCH MIT �1gu ED, RM NOTE A, a a� ,w. (ME TUBE) EAST4-my P. SUCCEED SUR I 4 -PLY SUP OVER HIS UP STREET FOR BINARY - I�O ° LAPPEDY PRL GPNL MUST �CAM) H10 _ c1 (TM) Ire a RPE LTM) ---- ------- -----_—_ PACT CUT LWs rn.w AEAST EASE NOTE1)~� Ire .a- wi1(2, 8 � )11 SroUM r Ire. xo1E UD PI ft CUBA T b B PEI PLAN AT Typ A USE UP PRESS [�ffi] AZ RUNS OU SEATS 1) may) a PAST GAS m(rn POP AME XXXX PRESS AN SPEAK PLUS NE (reHAENDSr ANSI T I, POG} DECK AND ROOFING NOT SHONN SEA CLARITY, MEPON ROWING REQUIREMENTS n f� ROOD COAT AND G ATEL NOT $HI MJ FOR CLARITY. 2. TOLD SCARY LOCATIONS RHODE EXISTING STEEL ANGLE OR LOST IS USED TO SUPPORT NEN SEECONCMTP^� 1V4 CAR .a EOWMENI. CB1NN APPROVAL FROM ENGINEER i0 REUSE EXISTING STEEL TIMING, NOTE. CAT BOTH CONDITION. }, LOCATE STEEL FRAMING EACH SDE OF MRS IN ACCMDANCE MM MECHANICAL UWi MANUFACTURER. DETAIL APPLIES FX CONCENTRATED LOADS GREATER ME DETAILS THAN 100 LBS TO A MAXIMUM OF ME I8G MAXIMUM xo suLE A COAT STEEL FRAMING TO MATCH EXISTING STEEL BOARDS IN ACCORDANCE MTH SPECIFICATION OR 2 LOADS PER ART UNLESS NOTED OMERMSE, SECTION 09 90 W. SKTEM NUMBER 102, JOIST REINFORCEMENT AS FRAMING AT MECHANICAL ROOF—TOP UNIT = SCALL: r - 1'-0' FOR NEW CONCENTRATED No SCATS mvs AND HVAC STANDARDS Do PETRA �� o ESTEPA SEED ALAN PER 5 HO -ED EAST4-my SUR I 4 -PLY SUP OVER PSOHING CEMENT STREET FOR BINARY - I�O ° LAPPEDY INSULL TO MERTCH C9iT MN. MCT US CEMENT H10 _ 30 MILTZ HART I ST NT muR moHxD Em 4* CANT AD MINAS IGMP-M NN UPSIDE AEAST EASE NOTE1)~� EAST 4 PLY BUR MENERANE POP "40"CA"T" 8 AMC STAR, PI ft CUBA T b B AW SEATS 1) m(rn POP AME XXXX PRESS AN SPEAK PLUS ANSI S,�MDUCT HVAC wve NOT El ROOD COAT AND G ATEL NOT $HI MJ FOR CLARITY. GRAVEL OVER ROOFING 10 MATCH EXSTNG RESTORE GUYEL OAER ROARING TO MATCH EXISTING 7 L CONDITION. PENETRATION= ME DETAILS xo scA-I, xo suLE MET STL M-5 AS Z PUT [ea a'.I/4' m xvec eu0 KETPACT KIT PACT aHL P. Yd{' (nT EA [w) mI A OSE IeGo THUMP OPN6 (NExUr Y 2) I PVi DESK Do OA TATE: B) �'WvST MG OR END R 1 EE �Trn�,N MET STL OUTPUT TOW/ 02EASEMS ra � a FAEK T RM O 5 x/ 00 BE, ttRK 01Y MAX SPA W MN PER SIDE. 5¢ NOS[ 2) NOTE5. 1. FASTEN EMSPNG POC} SEEM AT DUCT OPENING TO STEEL ANDES MM 012 lM SAEWS AT 10 -INCH SPACING (MINIMUM OR 2 SREMS PFR SAE) Y 1. INSSALL INSULATION IN ACCORDANCE MW SPECIFICATION SECTION 0] TER CO 2 MELD SUPPORT ANGLES TB CODING STEEL LOSING AND i0 EACH OTHER Y SIMILAR i0 DETAIL®. E2, AT NINGS LEAS THAN4 14 INCHES IN WAR LENGTH I EXISTING 3 BOX INSULATION AND ROOFING NOT SHOWN FOR CLARITY, SEE ®FDA EL FRAMING, CASEMATE XEUN NOW DECK TO EXISTING PEEIROAMINIMUM Cf FLASHING AND ROOF REPAIR RELATIONSHIPS. I INCHES EACH END AMD YW RE TO EXISTING DECK AT M RUES AS NOTED. ROOF OPENING MULL I= ROOF DECK SUPPORT AT DUCT PENEMON2� No SCALE NO SCALE mvs AND HVAC STANDARDS Do PETRA �� o ESTEPA xov xuxx 5 HO -ED TA LET PAT � USA RUNS FACE MM PSOHING CEMENT UDaR< o�PR�. C9iT MN. MCT US CEMENT H10 _ 30 MILTZ HART I ST NT REVISIONS 4* CANT AD MINAS POLICIES NIELSEN LATE PLAMEN MEMPAREDom" YIALA'NA1LR EAST 4 PLY BUR MENERANE POP "40"CA"T" AMC STAR, PI ft CUBA I uv PAM AW m(rn POP AME XXXX PRESS AN SPEAK PLUS ANSI S,�MDUCT HVAC wve NOT IAT AND GRAVEL NOT SMOMI fFERE CLARITY. ROOD COAT AND G ATEL NOT $HI MJ FOR CLARITY. GRAVEL OVER ROOFING 10 MATCH EXSTNG RESTORE GUYEL OAER ROARING TO MATCH EXISTING L CONDITION. PENETRATION= CONDUIT FASHINI DETAILS xo scA-I, xo suLE M-5 (A) (a1 (c E) F J )(J.9) ( K) (K.7)( L ) ( M Or" AS NOTED ON DRAWING M-4, THE MONORAIL CAPACITY SHALL BE POSTED AS 1.5 TONS (3 KIPS) Roof Framing Plan m-, -B NOhI: R. METAL SEEK: 1. METAL ROOF DUE IB BE NLCMFT 1-19 1" 111 B. N NUDE W. APPROVED EQUIVALENT. i. MINI" DIA%IMGM SMEAR CAPACITY SMALL BE 350 PCF. MINI" ORK U ML 4S MHUM; a. ATTACK MCA 10 SOPPORTIN CAMBERS MIN 5-5/B INCH 01U ER WHOLE WELDS PER N INH BIDE JIM MEET. b. ATTACH WL DEQ TO ENE MOLES MD fl N BRMLLM N LIMIM its INCH DIAMETER IWYLE VENDS Al IY INCHES D.C. L. DIRECTiw ON DICK WAN CAED OMEN PLANN0NUS SCAT 12 INCHES IONONES O.C. L.�,� 44 Ew u m B. ME DEAD MME' 1. IN ADDITION 10 ALL OWLS OMD LM . THE ME STRUCTURE WU BEEN DESIGNED FDA M=W RAMING OF IS PSF. MY SUBSTIMIDMS OF ROOFING SHALL BE MINED BY THE STMCTUML OBSERVER. C. STEEL RUBS: 1. ELEVATION RDF S M WMURkL ME LB SGMN GN NICNIIFCN0.9t DRAMINS UNLESS IpiN M STNCNML DRAl THUS: (R MX' -X,) I. PROVIDE 1/4' M6N PITTED WEB STIFFENERS ON MCN SNE Cf BUM WEBS IF BMH 15 CONTINUOUS OYER MM. CAA 1 2 3 4 n, STEM JOISTS 1. UNLESS WO ELSEMIERE ILL 'M' M •N' SERIES JOISTS MSF 2-1/2' NEP SWIM SEATS: LK' SERIES JOISTS MBE S' MR BFARIM SEATS. P. JOIST REMAIN FINATIDA GIRO UI PMRITFCNML ORMINS. 3. JOISTS DESIGMTED'EA' IW6RES A BE INN DEEP K SERIES OEM WEB !RM JOIST, S. JOISTS (DESIGNATED RBKSP' INDICATES A BB ENOL BEA JOIST Vim SSPECIAL PECIAL 10 1% ANNOEfPSAUCOF LION MlQJO°FMfNB. RE: NOTES RN S. JOISTS AN JOIST BRIDGING MALL BE DESIGMN NR THE FOLLOWING NET UPLIFT LM(DS WF TO WINO: LE APPLIED WEB THE ENTIRE ME MEA. b. SS PSE APPLIED AT NOF MEAMNS. 66-0 Ill -O Ib -d 14$ I4 -d" 15=♦ Is -4 IS' -6 BB2-4 TI -6 dA w -d. 4L4 6-4 bu l,-8 ll -b bn r lei Ol st 54 SUITSAR' I-1Jt 1� SO 4 ry ll Myl: .bl W]/dM1 N:4 eiWvp^n 4:/- e:Wti it NIba31 WRb'0. WI/..ai rV.tln NK Ml�e'fIWWM1 3IvU S IMMi M1 a 9 ° 4gSt 48 E i _- - `� 6@ w f9 (p }. 3 i NiMc nEA'a N 6 r(Mn) Y _ 2 y 0 _ _ s R o aiotWt -6) It O i sa 54 Sd B.nN Ip Fp if 1 a - 'i I Clp wk M s'-ql (•Jl IL ^ Il-16LX 06 d -Nell a & R N M I u v „ P ' .W 4 4 R44 Find ' t I I s, u TYI - IRA win BAII Sa¢.5 Mist rail b.lw N .wnrtaa r:en 14M Joist pane wlnn°Jd'°rr. �ON ."°nw.new°i: i..a In aaewme t. ells 55 p4r EASE le N follow: L MgeMlwlart° rail: t k10 81 tlmwn B. hnl lel to rail: k tips at old."" or at support RUa d ferenarchitectural Brar atlEltl nal EBtalli w0 requirements LOS u, 01 a 4 844.N' s 1 sb = Ty - ? ^ a -T .d € ss mm Maelb 5` T a b V LI 8 9I S i 4 54 of $ t s _ J 9I Rj[ Or" AS NOTED ON DRAWING M-4, THE MONORAIL CAPACITY SHALL BE POSTED AS 1.5 TONS (3 KIPS) Roof Framing Plan m-, -B NOhI: R. METAL SEEK: 1. METAL ROOF DUE IB BE NLCMFT 1-19 1" 111 B. N NUDE W. APPROVED EQUIVALENT. i. MINI" DIA%IMGM SMEAR CAPACITY SMALL BE 350 PCF. MINI" ORK U ML 4S MHUM; a. ATTACK MCA 10 SOPPORTIN CAMBERS MIN 5-5/B INCH 01U ER WHOLE WELDS PER N INH BIDE JIM MEET. b. ATTACH WL DEQ TO ENE MOLES MD fl N BRMLLM N LIMIM its INCH DIAMETER IWYLE VENDS Al IY INCHES D.C. L. DIRECTiw ON DICK WAN CAED OMEN PLANN0NUS SCAT 12 INCHES IONONES O.C. L.�,� 44 Ew u m B. ME DEAD MME' 1. IN ADDITION 10 ALL OWLS OMD LM . THE ME STRUCTURE WU BEEN DESIGNED FDA M=W RAMING OF IS PSF. MY SUBSTIMIDMS OF ROOFING SHALL BE MINED BY THE STMCTUML OBSERVER. C. STEEL RUBS: 1. ELEVATION RDF S M WMURkL ME LB SGMN GN NICNIIFCN0.9t DRAMINS UNLESS IpiN M STNCNML DRAl THUS: (R MX' -X,) I. PROVIDE 1/4' M6N PITTED WEB STIFFENERS ON MCN SNE Cf BUM WEBS IF BMH 15 CONTINUOUS OYER MM. CAA 1 2 3 4 n, STEM JOISTS 1. UNLESS WO ELSEMIERE ILL 'M' M •N' SERIES JOISTS MSF 2-1/2' NEP SWIM SEATS: LK' SERIES JOISTS MBE S' MR BFARIM SEATS. P. JOIST REMAIN FINATIDA GIRO UI PMRITFCNML ORMINS. 3. JOISTS DESIGMTED'EA' IW6RES A BE INN DEEP K SERIES OEM WEB !RM JOIST, S. JOISTS (DESIGNATED RBKSP' INDICATES A BB ENOL BEA JOIST Vim SSPECIAL PECIAL 10 1% ANNOEfPSAUCOF LION MlQJO°FMfNB. RE: NOTES RN S. JOISTS AN JOIST BRIDGING MALL BE DESIGMN NR THE FOLLOWING NET UPLIFT LM(DS WF TO WINO: LE APPLIED WEB THE ENTIRE ME MEA. b. SS PSE APPLIED AT NOF MEAMNS. SWw. b CAA LT -91 eQ,%g m:Of REFERENCE: 1994 VULCRAFT JOIST CATALOG red number= safe live load for STANDARD LOAD TABLE/LONGSPAN STEELJOISTS, LH -SERIES deflection: L /360 Based on a Manmum Albwable Tensile Stress of 30 ksi black number = total safe load for joist maximum moment calculation Jail[ WMI.Al, o h 9AFELOAo Daip^nin' ^ 36 w A able OLSM SPAN IN FEET new Ft. Ircin nm TB -33 9 ]4 I 36 I 116 Or I 3a I SO I 40 1 41 43 1 43 Y Y 4) Y MLHW 11 24 Haus 342 aid 1 235 229 24LHN 12 24 14103 419 379 1:MO 3d3 3 ) bLXY 13 24 15100 a 4Y 297 4211 WHY 16 24 20000 904 ON 555 530 504 0 411 382 350 331 308 284 283 245 220 211 1197 184 1Y bLX% 17 24 22330 fifi5 &i0 813 598 555 E41 518 491 Y0 4Y 5 40] 303 3]3 35] 343 452 421 393 38] 343 320 297 2]8 257 239 223 308 195 182 1)1 161 NLXY 10 24 MEN )0] 6)] 649 622 50) 572 545 520 497 475 455 435 4O b3 389 359 ' 4N 447 41A IN 362 330 314 292 272 254 230 222 200 180 184 113 94LHY 21 20 283[0 337 1 313 1 292 272 254 T39 29 209 199 24LX19 23 24ne 596 559 520 500 4]4 439 d09 378 351 326 304 385 206 T48 234 230 NLXll 5 24 31200 927 WO 875 851'829 007 787 768 )34']01 671 942 BI9 590 5% 500 524 688 555 5251 400 472 HB 418 3118 1361 331 315 291 27p 259 243 33-4w) 47 43 Y M Y Y IV IY Y 90 51 62 89 94 6i 69 MLXY 13 20 t40]p 33! 219 31LH31 16 9 new dWRI ]70 263 2358 We 223 21 17 9 21" ON 404 404 "5 Y7 410 3N Me 306 3b2 338 32) 1 326 WE 285 267 251 230 222 203 10] 108 t7p lop 1611 Ill IB 9 22503 SY 517 490 475 459 430 420 403 '9) 3)1 E] 300 331 340 325 WE 206 268 252 25 221 RN 180 185 175 106 =LHO 21 28 27703 66] 939 612 596 553 540 519 4% 451 453 Mfi 433 415 4m 387 3l4 420 400 375 351 329 300 291 274 258 243 220 216 204 193 199 1]9 29LHlo 9 28 SOON 729 7" 879 651 W5 Wa 576 554 No 513 485 477 431 4" 429 15 YB 439 414 388 984 342 322 309 286 209 255 241 22B 216 201 183 2911411 25 20 3100 7e3 ]02 )36 )11 No ON 62) 000 582 581 540 521 5% 485 NO d53 490 475 448 423 387 373 51 331 312 284 279 263 249 236 22 31E MLH12 27 28 357W 857 837 $18 030 M IN 737 7% 682 656 632 6% 67 566 SY 52] 545 520 496 470 454 45 408 383 361 340 321 53 25 270 266 243 ULH13 5 28 37200 0% 874 654 835 816 7% 762 76G 51 22 N4 NO 643 820 %S 5)] 569 543 518 496 472 452 433 415 396 373 352 332 314 297 281 266 l]JB 1%W 49 50 51 1 52 0 64 b 57 57 95 2Y 59 2q2 Y 234 BI Y2] 320 99 2110 33LHp8 10 32 46 138 131 12 119 114 108 1N BB 23LH% 16 32 ll 80 25 2)9 271 52 251 247 240 293 19)Np 114420 1g3�3 127 121 110 1911 321X2 17 32 30000 15a1g5}d .44`)7 34 te�d]5 2622 ]63919 21%1 1333161256 ]31X09 31 32 2231 31995543 ppp9 t�tl9b257�0x 489 32565 2039 349]0384 13898 3fi3550134357 81250 zl 3z z%CO 35z 35322 351psp 19] z0T ze] 742'"4 40 i2B zi] p1p9�910013]762156441y69)1%9u1H10 206 190 1899 12]9 109 tez3311411 20 32 1000 31000 MI U2 8 473 NO 443 8 378 385 383 343 3R6 59 92 25551 238 227 208 106 19] 1]9 %1Ht2 37 32 NNW ORB 11285281 28] 52108 233 31 22MLH13 [SND 40000 384 954 345 3552243 30 32 4(4000 75 7!I 742 715 e 643 921 600 581 5% 531 5P 511 5117 480 gal 461 4Y 420 3% 54 336 319 300 208 275 252 249 238 ]311414 33 32 1%0 41910 04000 7% 738 713 55 643 02 I 0 4 6 ON 547 515 495 470 458 4177 74 35 33O 37 321 304 200 51 3211416 36 32 43200 691 4]3 N 791 1776 170 83 725 701 678 83T 635 616 279 532 511 45 422 40] 3 3)4 355 998 92 56 282 Yd6 47 Y 57 W 68 00 61 % W N 65 M 1 % Y 69 70 71 72 36LH% 16 38 iseds 1620 2% : 200' 2% 23 251 2" 237 230 224 210 212 207 271 195 191 In 169 IN 153 1Y tY 100 128 122 Ill 112 107 100 99 95 91 WLHY 18 36 161 1500 321 311 52 293 A9 25 283 M 253 2Y ME 233 97 221 215 US 1N 185 176 160 IN 163 1Y 1" 134 128 123 118 113 100 1N IN XLHa0 21 36 350 23700 374 53 52 3Y 333 323 314 'W M7 2% 42 05 57 140926 214 200 195 106 179 171 163 167 150 1" IN 133 127 ELH10 21 36 61M 261% 413 401 NO Us 5] 357 347 90 ME 39 311 301 IDS 273 260 248 236 225 216 200 197 108 180 173 165 159 152 1" M 31114111 23 5 28W 281 495 d5 1N 461 UB 45 412 401 WE 370 330 50 3Y 35 No US 297 283 269 257 246 234 94 214 205 196 180 IN 173 160 159 153 3111412 25 36 41M 34100 N3 575 557 NO 523 506 43 478 400 No 437 424 412 41 36 35 3" 330 322 307 292 270 267 255 243 232 222 213 200 185 187 178 ULH13 30 36 Was "IN 697 675 654 600 815 585 %9 582 5Y UI 516 502 43 476 46 YI 415 395 376 359 342 327 312 288 285 273 262 251 240 231 222 213 MLH14 36 36 dlNa 4"UO 58 755 7SE 706 0&9 31 "1 621 002 584 007 %I 65 No 500 482 466 434 412 382 373 356 58 323 300 296 283 270 258 247 237 220 WLH16 36 5 48!3 46%0 900 795 781 709 7" 721 6% 677 659 697 610 500 583 317 61 536 480 400 MB 14M 413 300 375 388 N2 327 312 299 286 274 263 252 SWw. b CAA LT -91 eQ,%g m:Of Ashland Decentralization Station - HVAC Improvements Capacity of Existing Roof Joists for Area and Point Loads Location: Supports portions of RTU -1 and 1.5 Ton Monorail beam load Joist of this size with the least roof tributary width I.l(`E. Steel Joist Size 24LH09 ✓ Tom'' Joist Clear span 38.17 feet joist spacing 3.8334 feet on center 44133 Joist wt 21 plf tvpa2o2t� roofing weight 25 psf 32.61817 deckweight 2.14 psf1� roof live or snow load 35 psf Total Dead Load 125.1 plf Total Live Load 134.169 plf Total Load 259.3 plf 98% lbs 47218 M, ft -lbs Safe Live Load 363 lbs/ft 13856 lbs WI 1994 Table) Moment of Inertia 576 inA4 Safe Total Load 663 b 25307 Its (SJl 1994 Table) 120745 M, ft -lbs Live Load Deflection 0.383 L/ 1195 Taal Deflection 0.741 L/618 RTU -1 concentrated load (new) a= 12 feet from end b= 26.17 feet from span end Point Load = 231 1Its <--- Load from the HVAC Unit equivalent uniform load 10.4 plf max moment 1901 ft -lbs midspan moment 1386 ft -lbs Rl concentrated load (new) a= 16 feet from end b= 22.17 feet from span end Point Load= 231 lbs <--Load from the HVAC Unit equivalent uniform load 11.8 PH max moment 2147 ft -lbs midspan moment 1848 ft -lbs 1.5 Ton Monorail Point Load (Existing) a= 19.167 feet from end b= 19.003 feet from span end Point Load= 3000 lbs <-- Load from the monorail equivalent uniform load 157.2 plf max moment 28627 ft -lbs midspan moment 28505 ft -lbs RESULTS Taal Live Load 313.6 plf OK 86% Deflection Check Total Dead Load 125.1 plf Total Load 438.7 plf OK 66% Strength/ Deflection Check Safe load 663 plf End Shear Applied 9372 Ins OK 66% Strength Check Max Allowable Shear 12653 Its Total applied moment 78956 ft -lbs OK 65% Strength Check Ashland Decentralization Station - HVAC Improvements Capacity of Existing Roof Joists for Area and Point Loads Location: Supports portions of RTU -1 and 1.5 Ton Monorail beam load D�LfCf Joist of this size with the most roof tributary width r• Steel Joist Size 24LH09 Joist Clear span 38.17 feet m 44733 joist spacing 4.5 feet on center Joist wt 21 plf121XV2021. 10 roofing weight 25 psf 31.80667 ii/ �\ deckweight 2.14 psf roof live or snow load 35 psf Total Dead Load 143.2 plf Taal Live Load 157.5 plf Total Load 300.7 plf 11478 lbs 54763 M, ft -lbs Safe Live Load 363 lbs/ft 13856 lbs WI 1994 Table) Moment of Inertia 576 inA4 Safe Total Load 663 b 25307 Its (SJl 1994 Table) 120745 M, ft -lbs Live Load Deflection 0.450 L/ 1018 Taal Deflection 0.859 U533 RTU -1 concentrated load (new) a= 12 feet from end b= 26.17 feet from span end Point Load = 130 1Its <--- Load from the HVAC Unit equivalent uniform load 5.9 plf max moment 1070 ft -lbs midspan moment 780 ft -lbs Rl concentrated load (new) a= 16 feet from end b= 22.17 feet from span end Point Load= 130 lbs <--Load from the HVAC Unit equivalent uniform load 6.6 plf max moment 1208 ft -lbs midspan moment 1040 ft -lbs 1.5 Ton Monorail Point Load (Existing) a= 19.167 feet from end b= 19.003 feet from span end Point Load= 3000 lbs <-- Load from the monorail equivalent uniform load 157.2 plf max moment 28627 ft -lbs midspan moment 28505 ft -lbs RESULTS Taal Live Load 327.2 plf OK 90% Deflection Check Total Dead Load 143.2 plf Total Load 470.4 plf OK 71% Strength/ Deflection Check Safe load 663 plf End Shear Applied $977 Ins OK 71% Strength Check Max Allowable Shear 12653 Its Total applied moment 85088 ft -lbs OK 70% Strength Check Ashland Decentralization Station - HVAC Improvements Capacity of Existing Roof Joists for Area and Point Loads 12 feet Location: Supports portions of Fill or RTU -3 26.17 feet from span end Joist of this size with the most roof tributary width 272 Ills Steel Joist Size 24LH05 Joist Clear span 38.17 feet C4433 joist spacing 5.17 feet O.C. Joist wt 13 plf roofing weight 25 psf 1415 ft -lbs deckweight 2.14 psf roof live or snow load 35 psf 1032 ft -lbs Total Dead Load 153.4 plf Live Load 210 Ibs/ft 8016 Ids WI 1994 Table( lent of Inertia 333 inA4 Total Load 363 1bs/ft 13856 Its (SJI 1994 Table( 66109 M, ft -lbs Load Deflection 0.894 L/512 Deflection 1.651 U277 a= 12 feet b= 26.17 feet from span end Point Load= 272 Ills equivalent uniform load 7.8 PH max moment 1415 ft -lbs midspan moment 1032 ft -lbs RTU -2 or 3 concentrated load (new) a= 16 feet b= 22.17 feet from span end Point Load= 172 Ids equivalent uniform load 8.8 PH max moment 1598 ft -lbs midspan moment 1376 ft -lbs Other Point Load - Not Applicable a= 0feet b= 38.17 feet from span end Point Load= Olds equivalent uniform load 0.0 Ph max moment 0 ft -lbs midspan moment 0 ft -lbs RESULTS Taal Live Load 197.5 plf OK 94% Deflection Check Total Dead Load 153.4 PH Total Load 350.9 pct OK 97% Strength/ Deflection Check Safe load 363 plf End Shear Applied 6697 Ids OK 97% Strength Check Max Allowable Shear 6928 Its Total applied moment 63299 ft -lbs OK 96% Strength Check From: no-reolv(alci.wheatridae.m. us To: CommDev Pets Subject: Online Form Submittal: General Permit Application Date: Friday, October 22, 20217:44:13 AM General Permit Application This application is exclusively for Scopes of Work that do not already have a specific form. YOU MUST ATTACH AN ELECTRONIC PAYMENT FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Is the property Commercial Residential or Commercial? Property Address 5260 West 29th Avenue, Wheat Ridge, Colorado, 80214 Property Owner Name Denver Water Property Owner Phone 303 628 6394 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email Address Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" CONTACT INFORMATION matt. mcgavin@denverwater.org Wheat R dae - Flectron c Payment Form - Rey sed 5-1-20 Fillable 202005011620013849 202006081141368198 Dale Submitting General Denver Water Contractor or Architect Contractor's License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) 018585 Contract Phone Number (enter WITH dashes, eg 303-123- 4567) Contact Email Address Retype Contact Email Address 303-628-6394 maft.mcgavin@denverwater.org maft.mcgavin@denverwater.org Check the appropriate Mechanical , Electrical, Plumbing boxes if the following work is involved in the project. Mechanical Contractor Name Mechanical Contractor License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Electrical Contractor Name Electrical Contractor License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Denver Water 1111.161.11 Denver Water 018585 Plumbing Contractor Denver water Name Plumbing Contractor 018585 License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Are there any No ADDITIONAL Sub Contractors associated with this project? DESCRIPTION OF WORK Detailed Scope of Replacing existing HVAC units in kind but in new safer to access Work - Provide a location. detailed description of work including mechanical, electrical, plumbing work occurring, adding/removing walls, etc. Square footage of 1810 scope of work Location of work Garage/Roof (backyard, on roof, etc) Project Value (contract $145,000 value or cost of ALL Valuation okay KM 12/15/21 materials and labor) Upload Engineer letter Field not completed. Upload Asbestos Field not completed. Report if triggler level is met per CDPHE regulation. Upload Drawings 21116 HVAC ASHLAND FFC SIGNFD Ddf Upload Additional Field not completed. Drawings Upload Additional Field not completed. Drawings Upload Additional Field not completed. Drawings SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Matthew McGavin Permit Email not displaying correctly? View it in your browser. � ► 44" City of Wheat Ridge '/� Commercial Roofing PERMIT - 202002588 PERMIT NO: 202002588 ISSUED: 12/14/2020 JOB ADDRESS: 5260 W 29th Ave EXPIRES: 12/14/2021 JOB DESCRIPTION: Remove the existing roofing membrane, install l" wood fiber insulation and new EPDM roofing membrane; 1/4 in./12 pitch, 63 squares total *** CONTACTS *** OWNER (720)238-5862 DENVER BOARD OF WATER COMMISSI SUB (303)295-7769 TIMOTHY HUBKA 017911 ALPINE ROOFING LTD *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 105,946.00 FEES Total Valuation 0.00 Use Tax 21224.87 Permit Fee 11170.75 ** TOTAL ** 31395.62 *** COMMENTS *** *** CONDITIONS *** COMMERCIAL FLAT ROOFS: In order to pass a final inspection on commercial elastomeric or similar type roofing, a WARRANTY LETTER from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. LADDER MUST BE SET FOR ALL ROOF INSPECTIONS: A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. ALL PITCHED ROOFS REQUIRE A MIDROOF INSPECTION REGARDLESS OF PITCH. MIDROOF & SHEATHING: Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and Mid -roof inspections may be called in at the same time, 100 percent of the sheathing must be complete and 25-75 percent of the midroof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. REGARDING ROOF VENTILATION: Roof ventilation shall comply with Building Division Policy BD -18-001 for Balanced Ventilation Systems, or manufacturer installation instructions, whichever is more stringent. FOR ROOF PITCH 6/12 AND OVER: Midroof & Final Roof inspections for ROOFS with 6/12 PITCH & OVER: 3rd party inspection will be required for both the midroof and final inspections. The 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. 1* � 4 41' City of Wheat Ridge Commercial Roofing PERMIT - 202002588 PERMIT NO: 202002588 JOB ADDRESS: 5260 W 29th Ave JOB DESCRIPTION: Remove the existing roofing membrane, new E PDM roofing membrane; 1/4 in./12 ISSUED: 12/14/2020 EXPIRES: 12/14/2021 install l" wood fiber insulation and pitch, 63 squares total I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this�permrt. I further attest that I am leg ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180, days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and��procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all requ�ired inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. From: no-reolv(alci.wheatridae.m. us To: CommDev Perm is Subject: Online Form Submittal: Roofing Permit Application Date: Monday, December 14, 2020 2:56:12 PM Roofing Permit Application THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this property Commercial Commercial or Residential? PROPERTY INFORMATION Property Address 5260 W 29th Ave Property Owner Name Denver Board of Water Commissionrs Property Owner Phone 720-238-5862 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email jeff.slamlard@denverwater.org Address Do you have a signed Yes contract to reroof this property? CONTRACTOR INFORMATION Contractor Business Alpine Roofing LTD Name Contractor's License 017911 Number Contractor Phone 303-295-7769 Number (enter WITH dashes, eg 303-123- 4567) Contractor Email pconway@ al pineroofingco.com Address Retype Contractor pconway@ al pineroofing. com Email Address Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" DESCRIPTION OF WORK TOTAL SQUARES of 63 the entire scope of wo rk: Project Value (contract $105,946.00 value or cost of ALL materials and labor) Are you re -decking the No roof? Is the permit for a flat Flat roof (less than 2:12 pitch) roof, pitched roof, or both? (check all that apply) What is the pitch of the 1/4"/12 FLAT roof? How many squares are 63 part of the FLAT roof? Describe the roofing Remove the existing roofing membrane, install 1" wood fiber material for the FLAT insulation and new EPDM roofing membrane roof: Type of material for the TPO/EPDM FLAT roof: Provide any additional detail here on the description of work. (Is this for a house or garage? Etc) This is A Denver Water Station SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that this Yes application is NOT a permit. I understand I will be contacted by the City to pay for and pick up the permit for this property. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Pauline J. Conway Permit Email not displaying correctly? View it in your browser. i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: aQ9 VUU & H Job Address: c;9_"W . Permit Number: '201-701,5171 ❑ No one available for inspection: Time AM/PM Re -Inspection required Yes No When corrections have been made, call for r =inspection at 303-234-59 J Date: 9)d 7/1-?- Inspector - DO NOT REMO I ' THIS NOTICE .aaq;eaM aql uaoa=l paeO sigl Ioa;aad penssl sl Aouednoop jo ejeogniao y mun pa;Iiu JGd ION sl Aouednoop �uo!s!n!Q 6wppn8 aye �(q 06ellon enol leo!aioala pue jouis!Q aalj aqj woad pajaldwoo aae suo!joadsw y6na fey; ains aq aseali — slimiad 96BIJOA nnoi Boa_ -Aouedn000 jo uo/;ezuoq;ne a;n;/;suoo;ou scop uo/;oedsu/ 6u/p//ng leu/=1 eq; jo /enoaddy •penss/ s/ Ifouedn000 jo a;eo/p;aao e aaojaq 6u►p;!n8 pue aai_4 `sVaoM oi;gnd `Buiuue;d Xq panoadde pue pa;a/duroo aq;sncu scua;/ 11y.310N bu!gwnld eovuas Jamas saooa/nnopulM 1eu13 leoujoal3 1oo�{ gelS�punoa6�apun leolueyoaw leu13 bu!gwnld 1eu!3 leouloa13 leu13 -;oefo.rd jnoA joj;ou}sla uo!IoaIoad aa1=1 ay} 10eluoo suo! oadsul aa! ao a 3 -6982-5£Z-£0£ II o suo!loadsu! 96eu!eip pue Mo2j poi -gtgz-9£Z-£0£ Ileo suo!joadsu! 6u!� jed pue buideospuel ao3 •aouenpe ul )Jaann Guo polsonbei aq pjnogs salplue Gsay; moil suoi;oodsulV '3s14 uogoa�ad ani / uo!�oadsu! aa!3 (algeo!Idde;!) uogoadsul u!eldpoo13 }daQ s�laoM o!lgnd / a6ewejQ 8 MO�1 (�1 1, \\ -Ida(]6u!uueld / 6UNed V 6u!deospue-j s;uawwoo s�eMul ao;oadsul Wo suoi;oadsul jeui=1 I1eN / nnaJoS Ileo uollelnsul 6u!peaE) y6noH 6u!wea j gbno�j leopepe" y6no-d ---- ----- au!l se0/6u!gwnld gbnoH .oujoal3 y6no�! 911 IIeM / ylel 1oob-My 6wyleays IIeM s;uawwoo siei;iulao;oadsul a;ed suoipoodsul y6noN suoi}oadsul anogy eql 10 IeAoad V of aOPd 3i,aoM gelS-ul/nnolaa ao puma iepun ,aanof) loN oa suoi;oadsuyanogy aql JOJenoaddy oj,JO—Ud a;a.aot}o: anod ION oa ��/a• /'e �%�"`',�,nr7. �/ Ja}}a1'Td /uo!lepunoj (030) punoa0 paseou3 ejejouoo aa!d s;uawwoo sleMul oleo suoi;oadsul uoi}epunod ao;oodsul pefo.id siy; o;;uoucipad sooedS -1-1d UBIS;snW jo;oadsul ssouisnq.durenoiioj auj uoiloodsui us aAMMI 01 (lq!1taptui) •tu•d 6S:II ojojaq uoljoadsui ue jsonbag** •341s pafo.id aqj uo palsod si pea sigj ssalun patwopad aq jou 11!m suotpadsul I 2�n`r�,u�no�0 uo!joadsui ayj jo Aep aqj -w-e g ajolaq woo; au!luo ayj e!n pappcins aq is n o!;ellaoueo £C69-t£Z x£00 :3NII 163n0321 N0003dSNl M�`'9M YV* uoiloodsui/sn•oo'ebplaleayM•lo•MMnn//:dlly :WH0d 3NI-N0 N011O3SNY xU033H NOLLOWSN1 QV,� bu!gwnld eovuas Jamas leoujoal3 s;uawwoo s1eMul04B(3suol;oadsul ao;oodsul gelS�punoa6�apun suoi;oadsuyanogy aql JOJenoaddy oj,JO—Ud a;a.aot}o: anod ION oa ��/a• /'e �%�"`',�,nr7. �/ Ja}}a1'Td /uo!lepunoj (030) punoa0 paseou3 ejejouoo aa!d s;uawwoo sleMul oleo suoi;oadsul uoi}epunod ao;oodsul pefo.id siy; o;;uoucipad sooedS -1-1d UBIS;snW jo;oadsul ssouisnq.durenoiioj auj uoiloodsui us aAMMI 01 (lq!1taptui) •tu•d 6S:II ojojaq uoljoadsui ue jsonbag** •341s pafo.id aqj uo palsod si pea sigj ssalun patwopad aq jou 11!m suotpadsul I 2�n`r�,u�no�0 uo!joadsui ayj jo Aep aqj -w-e g ajolaq woo; au!luo ayj e!n pappcins aq is n o!;ellaoueo £C69-t£Z x£00 :3NII 163n0321 N0003dSNl M�`'9M YV* uoiloodsui/sn•oo'ebplaleayM•lo•MMnn//:dlly :WH0d 3NI-N0 N011O3SNY xU033H NOLLOWSN1 QV,� City of Wheat Ridge Comm. Accessory Stru PERMIT - 201705676 PERMIT NO: 201705676 ISSUED: 08/31/2017 JOB ADDRESS: 5260 W 29th AVE EXPIRES: 08/31/2018 JOB DESCRIPTION: Commercial Retaining wall for Denver Water project; segmental block retaining wall; 120 LF *** CONTACTS *** OWNER (303)628-6000 CITY & COUNTY OF DENVER SUB (303)221-5383 Randall Wambsganss 170390 Glacier Construction Co., Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 26,980.00 FEES Total Valuation 0.00 Plan Review Fee 302.28 Use Tax 566.58 Permit Fee 465.05 Engin. Review Fee 700.00 ** TOTAL ** 2,033.91 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. PERMIT NO: JOB ADDRESS: JOB DESCRIPTION City of Wheat Ridge Comm. Accessory Stru PERMIT - 201705676 201705676 5260 W 29th AVE ISSUED: EXPIRES Commercial Retaining wall for Denver Water project; retaining wall; 120 LF 08/31/2017 08/31/2018 segmental block I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermrt. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER, or ,-CONTRACTOR (Circle one) Date 1. This permit was issued bad d.on the infori ation provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This.permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new pen -nit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired pen -nits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change, of the natural flow of water without prior and specific approval. 5. The pennit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work withoutitten approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a pen -nit for, or an approval of, an violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of /Wheat�gc� MUMTY DEVLLOI'MLN I Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Ins ection Line: 303-234-5933 FOR OFFICE USE ONLY Date: �11--6— 1 I Plan/Permit # 7w, Plan Review Fee: P Email: perm its(c�ci.wheatridge.co.us 1� Building Permit Application�� *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. Property Address: 5260 West 29th Ave., Wheat Ridge, CO., 80214 Property Owner (please print): Denver Water Phone: (303) 628-6000 Property Owner Email tim.lapan@denverwater.org Mailing Address: (if different than property address) Address: 1600 West 12th Ave., Denver, CO., 80204 City, State Zip: Denver, CO., 80204 Architect/Engineer: Denver Water Architect/Engineer E-mail:-tim.lapan@denverwater.org Phone: Contractor: Glacier Construction Company Contractors City License #- 170390 Contractor E-mail Address: slemley@gcci.com Sub Contractors: Electrical: W.R. City License # Plumbing: W.R. City License # (303)628-6329 Phone: (303)221-5383 �V, I n Mechanical: W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # 1 S`' Complete all information on BOTH sides of this form J. COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT F1 OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) The scope of work includes:. Furnish and install segmental block retaining wall. Sq. FULF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $_ 26,980.00 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) CONTRACTOR r (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Electronic Signature (first and last name): Schuyler Lemley DALE: 7/11/17 DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Reviewer. , t^ CIO VS(5�� \ BUILDING DEPARTMENT COMMENTS: Q(�� Reviewer: pugx,iG WoWS s 5i-�g QrYAC-A-W exWP17ftW!5 CF Apfp9vaL. MW av- . e/25f/7 Building Division Valuation: $ 2 ( ) 6T Fc—) 1)C City of COMMERCIAL/MULTI-FAMILY I W heat Midge BUILDING PERMIT APPLICATION REVIEW PUBLIC WORKS Date: A [I% . ,2,s,_2017 Location: 52(00 W. 264—h AVE. ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a 997'AZIJZAJC� WAL L_ located at the above referenced address. Please note the comments checked below. 3. 4. Site Survey: _ OK Not OK; refer to stipulations. Drainage: a. Final Drainage Report and Plan required V/ Yes No b. Drainage Letter and Plan required Yes No C. Site drainage/grading have been reviewed and are: OK Not OK; see stipulations CDPS Permit & SWMP Approved: Yes No N/A Public Improvements to be completed: a. street paving/patching: Yes No b. curb & gutter/drivecut: Yes No C. sidewalk: Yes No d. standard street lights: Yes No e. pedestrian lights: Yes No f. storm sewer: Yes vl No g. Letter of Credit (LOC) required: Yes No h. Funds in lieu of construction: Yes No If an LOC or funds in lieu of are required, for what improvements? _ Amount of the LOC or funds: $ 5. SIA/PIA required: Yes No 6. Traffic impact analysis required & approved: Yes No 7. Street Access Permit required: Yes No / If yes, was it approved by the Director of Public Works? Yes No 8. ✓ Does all existing roadway/alley R.O.W. meet the standards of the City: _ Yes No If not, what is required: If R.O.W. is required, has the deed been received? Yes No (See Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 9. APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject tothe stated or attached stipulations. KAUA Lce d.\iar"/Vr, AU &. 25.20/7- /. Sig �ao'iv� R ^ "'eci:,-5� Date 10. NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the following reason(s): Signature David F. Brossman, P.L.S. Date 11.1— Stipulations: SSE AITACMa2 tp&z0 j c95 ag ppQaVAL . 12. NOTE: Any damage to the existing Public Improvements resulting from this construction shall be repaired to City standards prior to the issuance of the Certificate of Occupancy (C.O.). A Drainage Certification Letter with by As -Built plans shall be required prior to the issuance of the Certificate of Occupancy. Rev 062013 City of WheatRidge PUBLIC WORKS CONDITIONS OF APPROVAL Address: 5260 W. 29th Ave. Permit Number: 201705676 Approval of this building permit is subject to the following conditions and notes: A Grading and Drainage Letter of Certification shall be required to ensure site has been properly graded. A Retaining Wall Certification signed and sealed by the structural engineer shall be required to attest that the wall(s) have been constructed in accordance with the approved plans and specifications. Signed and sealed copies of the Construction Documents are to be included with the Building Permit sets and made one by their inclusion therein. Page 1 of 1 7�City of .I bat e PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: 1A& , 2 ,�,,?o/ ? Location of Construction: X200 W, 21 L1 Ve Purpose of Construction: !ZETA//WWA f Single Family Commercial t✓ Multi -Family Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: .......................... Commercial/Multi-Familv Review Fees: • Review of existing or minimal technical documents:..... • Initial review' of technical civil engineering documents (Fee includes reviews of the 15' and 2nd submittals):....... • Traffic Impact Study Review Fee: (Fee includes reviews of the I' and 2nd submittals):....... ..$50.00 $200.00 ............ I...... $600.00 ....... $500.00 • Trip Generation Study Review Fee: .................................................. $200.00 ® O & M Manual Review & SMA Recording Fee ................................ $100.00 ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: e Resubmittal Fees: 3rd submittal ('/z initial review fee) :.................................................... $300.00 4'h submittal (full initial review fee): ................................................. $600.00 All subsequent submittals: ................................................................. $600.00 (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance) $ PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. www.cim hentridge.co.us Rev 12/12 Synteen SF 20 SOIL REINFORCEMENT GEOGRID www.synteen.com SF 20 is composed of high molecular weight, high tenacity multifilament polyester yarns that are woven into a stable network placed under tension. The high strength polyester yarns are coated with a PVC material. SF Geogrids are inert to biological degradation and are resistant to naturally encountered chemicals, alkalis and acids. SF Geogrids are typically used for soil reinforcement applications such as retaining walls, steepened slopes, embankments, sub -grade stabilization, embankments over soft soils and waste containment applications. TENSILE PROPERTIES TEST METHOD MARV VALUES (LBS/FT) Ultimate Strength Machine Direction and Cross Machine ASTM D 6637 2,025 MD & CD Creep Limited Strength Machine Direction and Cross Machine ASTM D 5262 1,282 MD & CD Taj = Long Term Design Strength Machine Direction and Cross Machine NCMA 97 1,059 MD & CD Aperture Size (ins.) Measured 0.80 x 1.00 RF Creep - 1.58 RF Durability - 1.10 RF Installation Damage (Soil Type 3) - 1.10 SYNTEEN Technical Fabrics, Inc Warranty Synteen Technical Fabrics warrants our products to be free from defects in material and workmanship when delivered to our customers and that our products meet our published specifications. If a product is found to be defective, and our customer gives notice to Synteen Technical Fabrics before installing the product, Synteen Technical Fabrics will replace the product without charge to our customer or refund the purchase price at Synteen Technical Fabrics election. Replacing the product or obtaining a refund are the buyer's sole remedy for a breach and Synteen Technical Fabrics will not be liable for any consequential damage attributed to a defective product. This warranty is given in lieu of all other warranties, express or implied, including the implied warranty of merchantability or fitness for a particular purpose. There are no warranties, which extend beyond the description provided herein. i DLYDE IN HE USASynteen V Z 0 1 -1 c) -S (.0 --1 (,c SK Wall Design 2800 South Logan Street Englewood, CO 80113 303-900-8714 I ;-WWF} V -011140 -ft, W„« RETAINING WALL ENGINEERING REVIEW CALCULATIONS Keystone Compac III (8 degree batter - rear pin configuration) Units DATE: 8/2/2017 PROJECT NAME: Ashland PROJECT NUMBER: 17067 PROJECT LOCATION: Wheat Ridge, CO Critical Cross Section Calculations The calculations on the following pages were created using the NCMA design methodology from the NCMA Design Manual, 3rd Edition. The project will be constructed using Keystone Compac III (8 degree batter - rear pin configuration) units, and Synteen SF20 geogrid. Thank you, and please feel free to contact this office with any questions. Sincerely, '/ 5A' )g -- Steve Kelley, P.E. SK Wall Design VO�, 'rQ,!aE9tl ' F F' �J. co 8-2-17 46681 Z o N -1 C) Project: 17067 - Ashland Site: Wheat Ridge, CO Date: 8/2/2017 Wall: wall01 Project: 17067 - Ashland [Rev. 1] Wheat Ridge, CO Hu 0.67 ft Facing Width Lu Wall: wall01 Project Design Inputs Wu 1.00 ft Facing Weight Xu 120lb/ft3 Design Standard National Concrete Masonry Association 3rd Edition 0.50 ft Setback u Minimum Factors of Safety Batter GP 7.97' Cap Height Hcu Conventional Initial Shear Capacity au 1393.45lb/ft Apparent Shear Angle u External Value Internal Vu(max) Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 140.02 0.70 FSbc Bearing Capacity 2.00 FSsc Shear Capacity 1.50 FSot Overturning 1.50 No Fines External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Design Factors Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Compac III Licensor: Keystone Facing Height Hu 0.67 ft Facing Width Lu 1.50 ft Facing Depth Wu 1.00 ft Facing Weight Xu 120lb/ft3 Center of Gravity Gu 0.50 ft Setback u 0.09 ft Batter GP 7.97' Cap Height Hcu 0.33ft Initial Shear Capacity au 1393.45lb/ft Apparent Shear Angle u 34.00° Maximum Shear Capacity Vu(max) 3246.03lb/ft Selected Reinforcement Types Reinforcements SF20MD - Synteen Geogrid SF21Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tuft 2,290.73 RFcr 1.54 RFd 1.10 LTDS 1,229.33 RFid 1.10 Cds 0.80 Ci 0.80 Connection Properties cs1 1,045.33 IP -1 au 900.29 u Selected Soil Types 1,800.57 cs2 1,527.80 IP -2 6,001.90 cs max 1,527.80 34.00 Vu(max) 2,762.88 Powered by Vespa Page 2 Printed 8/2/2017 k Version: 2.3.10.6234 In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle T [Ib/ft'] Factor p [Ib/ft'] Infill (i) GP 34° 125.00 n/a n/a Retained (r) CL 26° 135.00 n/a n/a Foundation (f) CL 26° 135.00 0.55 0.00 Base (b) 39° 140.02 0.70 n/a Powered by Vespa Page 2 Printed 8/2/2017 k Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 11 Wheat Ridge, CO In Situ Friction Density Friction Cohesion Cf Soil Zone Soil Type Angle V [Ib/ft'] Factor p [lb/ft'] Drainage (d) GP 38° 125.02 0.70 n/a Soil Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: wall01 Powered by Vespa Page 3 Printed 8/2/2017 �4 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1] Wheat Ridge, CO Section 7 Details Section 7 Cross-section E V:::. — -{Synteen Geogrid SF20MD} 5.50 ft — — -{Synteen Geogrid SF20MD} 5.50 ft — — -{Synteen Geogrid SF20MD} 5.50 ft Section 7 Static ICS Cross-section Section 7 Cross-section Details Upper Slope Angle Crest Offset Live Load ql Live Offset qlofs Dead Load qd Dead Offset qdofs Top of Section Bottom Grade Base of Section Design Height H Embedment Depth Hemb �-,Gogrid SF20MD} 5.50 ft tree-"Geogrid SF20MD} 5.50 ft ynteen Geogrid SF20MD} 5.50 ft 0.00 ° 0.00 ft 250 Ib/ft2 6.30 ft 0 Ib/ft2 0.00 ft 92.72 ft 86.56 ft 85.72 ft 7.00 ft 0.83 ft Wall: wall01 Powered by Vespa Page 4 Printed 8/2/2017 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1 ] Wheat Ridge, CO Empirical Checks Elevation FSsl FSpo FSto Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 13.5212 Pass L Min. Reinforcement Length 4.0000 5.5000 Pass UH Ratio Min. UH Ratio 0.7000 0.7861 Pass La Min. Anchorage Length 1.0000 1.5557 Pass MinHemb Minimum Embedment 6.0000 10.0050 Pass Rs Max. Reinforcement Separation 0.0000 2.0000 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks Eq. 7-11 Earth pressure from soil weight Ps 945.26 lb/ft Static Force of uniform surcharge Pq 500.36 lb/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 5.43 Pass FSct Crest Toppling 1.50 6.08 Pass FSot Overturning 2.00 4.08 Pass FSsl Base Sliding 1.50 1.71 Pass Internal and Local Checks Static Static Calculations General Equations Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 -1.50 >=1.50 >=1.50 3 91.06 3.20 6.44 2.75 3.69 2 89.06 4.71 4.75 4.44 6.50 1 87.06 9.46 1.61 5.67 12.68 Static Calculations General Equations External failure plane a 49.29' Eq. 5-5 External active earth pressure Kaext 0.29 Eq. 7-1 External interface friction angle a 26.00° Eq. 7-2 Width of reinforced zone L' 4.59 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at L(3 hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00ft Eq. 7-8 Equivalent slope at back of rein. zone ext 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 7.00 ft Eq. 7-10 Horizontal width of rein. zone at backslope L 4.59 ft Eq. 7-11 Earth pressure from soil weight Ps 945.26 lb/ft Eq. 7-12 Force of uniform surcharge Pq 500.36 lb/ft Eq. 7-13 Horz. component of Ps PsH 898.84lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PglH 475.79lb/ft Eq. 7-16 Horz. component of active earth force PaH 1374.63lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 2.33 ft Eq. 7-18 Resisting moment arm for PqH Yq 3.50 ft Eq. 7-19 Vert. component of Ps PsV 292.57 Ib/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00 lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 154.871b/ft Eq. 7-22 Vert. component of active earth force PaV 447.44 Ib/ft Eq. 7-23 Resisting moment arm for PsV Xs 5.83 ft Eq. 7-24 Resisting moment arm for PqV Xq 5.99ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 3.86 ft Eq. 7-27 Distance dead load applied for broken back L q 4.59 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle i 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Slope for internal analysis int 0.00 ° Eq. 7-46 Internal failure plane i 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 0.00 ft Eq. 7-93 Wall: wall01 Powered by Vespa Page 5 Printed 8/2/2017 k Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1] Wheat Ridge, CO Elevation of influence of dead load Eqdinfl 7.00 ft Eq. 7-94 Base Sliding Xri Layer/ 3.19 ft Weight of reinforced mass Wri 4810.31 Ib/ft Eq. 7-30 Weight of soil above wall Wr 1 0.00lb/ft Eq. 7-31A1 Weight of soil above wall Wr 2 0.00lb/ft Eq. 7-31A2 Weight of soil above wall Wr 3 0.00 lb/ft Eq. 7-31A3 Weight of soil above wall Wr 0.001b/ft Eq. 7-31 Base sliding resistance Rs 2346.14 lb/ft Eq. 7-32 Base sliding FSsl 1.71 Eq. 7-33 Overturning Resisting moment Mr 15359.95 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri Layer/ 3.19 ft Eq. 7-35 Resisting moment arm in top slope Xr 1 (Ib/ft) 1.98 ft Eq. 7-36A1 Resisting moment arm in top slope Xr 2 [7-69] 4.28 ft Eq. 7-36A2 Resisting moment arm in top slope Xr 3 0.00 6.57 ft Eq. 7-36A3 Resisting moment arm for surcharge Xq 246.42 4.18ft Eq. 7-37 Driving moment Mo 3760.85 lb -ft Eq. 7-38 Overturning FSot 16.54 4.08 Eq. 7-39 Bearing Capacity PgIV PaH PaV Layer/ Equivalent bearing area B (Ib/ft) 4.82 ft Eq. 7-40 Eccentricity of bearing force a [7-71] 0.34 ft Eq. 7-41 Applied bearing pressure Qa 87.06 997.461b/ft2 Eq. 7-42 Ultimate bearing pressure Qult 5416.01 lb/ft2 Eq. 12-10 Bearing capacity FSbc 495.54 5.43 Eq. 12-11 Tensile Overstress 36.82 0.00 163.92 53.36 LTDS Acn Dn W'ri Fgn Layer/ Elevation (Ib/ft) (ft) (ft) (Ib/ft) (Ib/ft) Course (ft) [2-3] [7-54..57] [7-58..60] (ft) [7-61] 2 87.06 1229.33 2.33 5.83 2 446.25 5 89.06 1229.33 2.00 3.66 3.20 276.66 8 91.06 1229.33 2.66 1.33 1196.56 216.75 Pullout 91.06 515.39 955.11 1034.82 ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 2 87.06 2875.69 3.76 5.66 6.44 5 89.06 1314.51 2.66 3.66 4.75 8 91.06 349.11 1.56 1.66 1.61 Intenal Sliding Wall: wall01 Powered by Vespa Page 6 Printed 8/2/2017 Version: 2.3.10.6234 PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 2 87.06 588.91 0.00 385.12 191.69 5 89.06 246.42 0.00 249.12 80.21 8 91.06 50.81 0.00 113.12 16.54 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 2 87.06 125.36 0.00 974.03 317.05 5 89.06 81.09 0.00 495.54 161.30 8 91.06 36.82 0.00 163.92 53.36 R's W'ri V u Layer/ Elevation (Ib/ft) (Iblft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 2 87.06 1754.68 3251.78 1358.31 3.20 5 89.06 1135.04 2103.45 1196.56 4.71 8 91.06 515.39 955.11 1034.82 9.46 Wall: wall01 Powered by Vespa Page 6 Printed 8/2/2017 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1] Wheat Ridge, CO Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Iblft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 2 87.06 332.27 1227.28 3.69 0.00 5 89.06 178.96 1163.03 6.50 0.00 8 91.06 86.64 1098.77 12.68 0.00 Crest Toppling Active earth pressure from soil weight Ps 34.94lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 33.791b/ft Eq. 7-83 Uniform surcharge PqH 0.001b/ft Eq. 7-84 Vert. component of Ps PsV 8.86 Ib/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.08 Eq. 7-88 Resisting moment Mr 113.90 lb -ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-9C Height from top layer to grade z 1.66 ft Eq. Overturning moment Mo 18.74 lb -ft Eq. 7-91 Wall: wall01 Powered by Vespa Page 7 Printed 8/2/2017 i' Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1) Wheat Ridge, CO Section 10 Details Section 10 Cross-section 1 -{Synteen Geogrid SF20MD} 4.50 ft {Synteen Geogrid SF20MD} 4.50 ft — — -{Synteen Geogrid SF20MD} 4.50 ft Section 10 Static ICS Cross-section 1 Section 10 Cross-section Details Upper Slope Angle Crest Offset Live Load ql Live Offset qlofs Dead Load qd Dead Offset qdofs Top of Section Bottom Grade Base of Section Design Height H Embedment Depth Hemb >�en/Geogrid SF20MD} 4.50 ft yntn Geogrid SF20MD} 4.50 ft ynteen Geogrid SF20MD} 4.50 ft 0.00 ° 0.00 ft 250 Ib/ftz 4.00 ft 0 Ib/ftz 0.00 ft 92.06 ft 86.91 ft 86.39 ft 5.66 ft 0.52 ft Wall: wall01 Powered by Vespa Page 8 Printed 8/2/2017 `�,? Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1] Wheat Ridge, CO Empirical Checks Elevation FSsl FSpo FSto Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 10.0217 Pass L Min. Reinforcement Length 4.0000 4.5000 Pass UH Ratio Min. UH Ratio 0.7000 0.7951 Pass La Min. Anchorage Length 1.0000 1.2918 Pass MinHemb Minimum Embedment 6.0000 6.1940 Pass Rs Max. Reinforcement Separation 0.0000 2.0000 Pass RsBottom Max. multiple of Hu at bottom 0.00 1.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks Eq. 7-11 Earth pressure from soil weight Ps 618.53 Ib/ft Static Force of uniform surcharge Pq 404.75 Ib/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 4.87 Pass FSct Crest Toppling 1.50 6.12 Pass FSot Overturning 2.00 3.76 Pass FSsl Base Sliding 1.50 1.60 Pass Internal and Local Checks Static Static Calculations General Equations Elevation FSsl FSpo FSto FScs FSsc Layer (ft) -1.50 >=1.50 >=1.50 >=1.50 >=1.50 3 90.39 3.15 7.59 4.42 6.14 2 89.06 3.20 6.44 2.75 3.69 1 87.06 5.08 3.90 5.85 8.87 Static Calculations General Equations External failure plane a 49.29° Eq. 5-5 External active earth pressure Kaext 0.29 Eq. 7-1 External interface friction angle a 26.00 ° Eq. 7-2 Width of reinforced zone L' 3.59ft Eq. 7-3 Increase in width of reinforced zone due to li U 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at L(3 hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00 ft Eq. 7-8 Equivalent slope at back of rein. zone ext 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 5.66 ft Eq. 7-10 Horizontal width of rein. zone at backslope L 3.59 ft Eq. 7-11 Earth pressure from soil weight Ps 618.53 Ib/ft Eq. 7-12 Force of uniform surcharge Pq 404.75 Ib/ft Eq. 7-13 Horz. component of Ps PsH 588.16 Ib/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PglH 384.88 Ib/ft Eq. 7-16 Horz. component of active earth force PaH 973.04 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.89 ft Eq. 7-18 Resisting moment arm for PqH Yq 2.83 ft Eq. 7-19 Vert. component of Ps PsV 191.45 lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00 lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 125.28lb/ft Eq. 7-22 Vert. component of active earth force PaV 316.72 Ib/ft Eq. 7-23 Resisting moment arm for PsV Xs 4.76 ft Eq. 7-24 Resisting moment arm for PqV Xq 4.90 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00ft Eq. 7-26 Horz. influence distance dint 3.12 ft Eq. 7-27 Distance dead load applied for broken back L q 3.59ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle i 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Slope for internal analysis int 0.00 ° Eq. 7-46 Internal failure plane i 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 0.00 ft Eq. 7-93 Wall: wall01 Powered by Vespa Page 9 Printed 8/2/2017 k" Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1] Wheat Ridge, CO Elevation of influence of dead load Eqdinfl 5.66 ft Eq. 7-94 Base Sliding Xri Layer/ 2.60 ft Weight of reinforced mass Wri 3183.681b/ft Eq. 7-30 Weight of soil above wall Wr 1 0.001b/ft Eq. 7-31A1 Weight of soil above wall Wr 2 0.00lb/ft Eq. 7-31A2 Weight of soil above wall Wr 3 0.00lb/ft Eq. 7-31A3 Weight of soil above wall Wr 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 1552.78 lb/ft Eq. 7-32 Base sliding FSsl 1.60 Eq. 7-33 Overturning Resisting moment Mr 8276.10 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri Layer/ 2.60 ft Eq. 7-35 Resisting moment arm in top slope Xr 1 (Ib/ft) 1.79ft Eq. 7-36A1 Resisting moment arm in top slope Xr 2 [7-69] 3.59 ft Eq. 7-36A2 Resisting moment arm in top slope Xr 3 0.00 5.39 ft Eq. 7-36A3 Resisting moment arm for surcharge Xq 164.50 3.50 ft Eq. 7-37 Driving moment Mo 2198.81 Ib -ft Eq. 7-38 Overturning FSot 16.47 3.76 Eq. 7-39 Bearing Capacity PgIV PaH PaV Layer/ Equivalent bearing area B (Ib/ft) 3.82 ft Eq. 7-40 Eccentricity of bearing force a [7-71] 0.34 ft Eq. 7-41 Applied bearing pressure Qa 87.06 833.91 lb/ftz Eq. 7-42 Ultimate bearing pressure Qult 4057.31 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 368.04 4.87 Eq. 12-11 Tensile Overstress 36.74 0.00 163.46 53.21 LTDS Acn Dn W'ri Fgn Layer/ Elevation (Ib/ft) (ft) (ft) (Ib/ft) (Ib/ft) Course (ft) [2-3] [7-54..57] [7-58..60] (ft) [7-61] 1 87.06 1229.33 1.67 4.83 1 277.90 4 89.06 1229.33 1.67 3.16 3.15 210.05 6 90.39 1229.33 2.33 1.16 1142.36 179.75 Pullout 90.39 402.31 745.56 1034.53 ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1 87.06 2109.66 3.13 4.99 7.59 4 89.06 818.82 2.03 2.99 3.90 6 90.39 289.25 1.29 1.66 1.61 Intenal Sliding Wall: wall01 Powered by Vespa Page 10 Printed 8/2/2017 Version: 2.3.10.6234 PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1 87.06 457.76 0.00 339.54 149.00 4 89.06 164.50 0.00 203.54 53.54 6 90.39 50.59 0.00 112.87 16.47 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1 87.06 110.52 0.00 797.31 259.52 4 89.06 66.25 0.00 368.04 119.80 6 90.39 36.74 0.00 163.46 53.21 R's W'ri Vu Layer/ Elevation (Ib/ft) (lb/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1 87.06 1210.22 2242.78 1304.10 3.15 4 89.06 725.47 1344.45 1142.36 5.08 6 90.39 402.31 745.56 1034.53 8.79 Wall: wall01 Powered by Vespa Page 10 Printed 8/2/2017 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1] Wheat Ridge, CO Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1 87.06 196.48 1205.75 6.14 0.00 4 89.06 128.63 1141.49 8.87 0.00 6 90.39 66.10 1098.66 16.62 0.00 Crest Toppling Active earth pressure from soil weight Ps 34.79lb/ft Eq. 7-81 Uniform surcharges Pq 0.00 lb/ft Eq. 7-82 Horz. component of Ps PsH 33.65lb/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 8.83 lb/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.001b/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00 lb/ft Eq. 7-87 Crest toppling FSct 6.12 Eq. 7-88 Resisting moment Mr 113.90 lb -ft Eq. 7-89 Resisting moment arm X 0.57 ft Eq. 7-90 Height from top layer to grade z 1.66 ft Eq. Overturning moment Mo 18.62 lb -ft Eq. 7-91 Wall: wall01 Powered by Vespa Page 11 Printed 8/2/2017 k:>- Version: 2.3.10.6234 SK Wall Design 2800 South Logan Street Englewood, CO 80113 303-900-8714 RETAINING WALL ENGINEERING REVIEW CALCULATIONS Keystone Compac III (8 degree batter - rear pin configuration) Units DATE: 8/2/2017 PROJECT NAME: Ashland PROJECT NUMBER: 17067 PROJECT LOCATION: Wheat Ridge, CO Critical Cross Section Calculations The calculations on the following pages were created using the NCMA design methodology from the NCMA Design Manual, 3rd Edition. The project will be constructed using Keystone Compac III (8 degree batter - rear pin configuration) units, and Synteen SF20 geogrid. Thank you, and please feel free to contact this office with any questions. Sincerely. Steve Kelley, P.E. SK Wall Design U 8-2-17 46681 �� CV zo�ICS(-rl� Project: 17067 - Ashland [Rev. 1 ] Wheat Ridge, CO Project Design Inputs Design Standard National Concrete Masonry Association 3rd Edition Wall: wa1101 Minimum Factors of Safety Hu 0.67ft Facing Width Lu 1.50ft Facing Depth Conventional 1.00 ft Facing Weight Xu 120lb/ft3 Center of Gravity Gu External Value Internal 0.09 ft Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 1393.45lb/ft Apparent Shear Angle FSbc Bearing Capacity 2.00 FSsc Shear Capacity 1.50 135.00 0.55 FSot Overturning 1.50 39° 140.02 0.70 n/a No Fines External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Design Factors Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Compac III Licensor: Keystone Facing Height Hu 0.67ft Facing Width Lu 1.50ft Facing Depth Wu 1.00 ft Facing Weight Xu 120lb/ft3 Center of Gravity Gu 0.50 ft Setback u 0.09 ft Batter GP 7.97' Cap Height Hcu 0.33ft Initial Shear Capacity au 1393.45lb/ft Apparent Shear Angle u 34.00 ° Maximum Shear Capacity Vu(max) 3246.03lb/ft Selected Reinforcement Types Reinforcements SF20MD - Synteen Geogrid SF21Supplier: Synteen Technical Fabrics, Inc., Fill Type: Clays and Silts Tult 2,290.73 RFcr 1.54 RFd 1.10 LTDS 1,229.33 RFid 1.10 Cds 0.80 a 0.80 Connection Properties cs1 1,045.33 IP -1 au 900.29 u Selected Soil Types 1,800.57 cs2 1,527.80 IP -2 6,001.90 cs max 1,527.80 34.00 Vu(max) 2,762.88 Powered by Vespa Page 2 Printed 8/2/2017 Version: 2.3.10.6234 In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle tp [Ib/ft'] Factor p [Ib/ft'] Infill (i) GP 34' 125.00 n/a n/a Retained (r) CL 26° 135.00 n/a n/a Foundation (f) CL 26° 135.00 0.55 0.00 Base (b) 39° 140.02 0.70 n/a Powered by Vespa Page 2 Printed 8/2/2017 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1 ] Wheat Ridge, CO In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle tp [Ib/ft-] Factor p [Ib/ft-j Drainage (d) GP 38° 125.02 0.70 n/a Soil Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays PC: Clayey gravels, poorly graded gravel-sand-Rlily mixtures qM: Silty gravels, poorly graded gravel -sand -silt mixtures l': Pogrly-graded gravels, gavel -sand. Little or no fi0es. ,IV: Well -graded gravels, gravel -sand. Little or no ppea. JAN: Inorganic clayey silts, ela&tic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty PC: Clayey sands, poorly greded sand -clay mj�,14rps M: Silt Bands, poorly graded sand -silt mixturga jf: Poorly -graded sands, gravelly sands. Lit�'� qFp Pes. �W: Well -graded sands, gravelly sands. Littld pr n fnq>b. Wall: wal101 Powered by Vespa Page 3 Printed 8/2/2017 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1 ] Wheat Ridge, CO Section 7 Details Section 7 Cross-section t, �—-{Synteen Geogrid SF20MD} 5.50 ft — —-{Synteen Geogrid SF20MD} 5.50 ft `J -{Synteen Geogrid SF20MD} 5.50 ft Section 7 Static ICS Cross-section Section 7 Cross-section Details Upper Slope Angle Crest Offset Live Load ql Live Offset qlofs Dead Load qd Dead Offset gdofs Top of Section Bottom Grade Base of Section Design Height H Embedment Depth Hemb Powered by Vespa r " Gigrid SF20MD} 5.50 ft tritoe-ri'Geogrid SF20MD} 5.50 ft ter` nteen Geogrid SF20MD} 5.50 ft 0.00o 0.00 ft 250 Ib/ft2 6.30 ft 0 Ib/ft2 0.00 ft 92.72 ft 86.56 ft 85.72 ft 7.00 ft 0.83 ft Wall: wall01 Page 4 Printed 8/2/2017 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1 j Wheat Ridge, CO Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 13.5212 Pass L Min. Reinforcement Length 4.0000 5.5000 Pass UH Ratio Min. LM Ratio 0.7000 0.7861 Pass La Min. Anchorage Length 1.0000 1.5557 Pass MinHemb Minimum Embedment 6.0000 10.0050 Pass Rs Max. Reinforcement Separation 0.0000 2.0000 Pass RsBottom Max. multiple of Hu at bottom 0.00 2.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 5.43 Pass FSct Crest Toppling 1.50 6.08 Pass FSot Overturning 2.00 4.08 Pass FSsI Base Sliding 1.50 1.71 Pass Internal and Local Checks Static Elevation FSsi FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 3 91.06 3.20 6.44 2.75 3.69 2 89.06 4.71 4.75 4.44 6.50 1 87.06 9.46 1.61 5.67 12.68 Static Calculations General Equations External failure plane a 49.29' Eq. 5-5 External active earth pressure Kaext 0.29 Eq. 7-1 External interface friction angle a 26.00' Eq. 7-2 Width of reinforced zone L' 4.59 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at LP hmax 0.00 ft Eq. 7-6 Increase in height due to backslope hs 0.00ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00 ft Eq. 7-8 Equivalent slope at back of rein. zone ext 0.00 ° Eq. 7-9 Height of back of wall for ext. stability Hext 7.00ft Eq. 7-10 Horizontal width of rein. zone at backslope L 4.59 ft Eq. 7-11 Earth pressure from soil weight Ps 945.26lb/ft Eq. 7-12 Force of uniform surcharge FYI 500.36lb/ft Eq. 7-13 Horz. component of Ps PsH 898.84lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz. force of live load surcharge PgIH 475.79lb/ft Eq. 7-16 Horz. component of active earth force PaH 1374.63lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 2.33ft Eq. 7-18 Resisting moment arm for PqH Yq 3.50 ft Eq. 7-19 Vert. component of Ps PsV 292.571b/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 154.87lb/ft Eq. 7-22 Vert. component of active earth force PaV 447.44lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 5.83ft Eq. 7-24 Resisting moment arm for PqV Xq 5.99 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00ft Eq. 7-26 Horz. influence distance dint 3.86 ft Eq. 7-27 Distance dead load applied for broken back L q 4.59 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle i 22.67 ° Eq. 7-44 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Slope for internal analysis int 0.00 ° Eq. 7-46 Internal failure plane i 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 0.00 ft Eq. 7-93 Wall: wall01 Powered by Vespa Page 5 Printed 8/2/2017 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1 ] Wheat Ridge, CO Elevation of influence of dead load Eqdinfl 7.00ft Eq. 7-94 Base Sliding Xri Layer/ 3.19 ft Weight of reinforced mass Wri 4810.31 Ib/ft Eq. 7-30 Weight of soil above wall Wr 1 0.001b/ft Eq. 7-31A1 Weight of soil above wall Wr 2 0.00lb/ft Eq. 7-31A2 Weight of soil above wall Wr 3 0.00lb/ft Eq. 7-31A3 Weight of soil above wall Wr 0.00 lb/ft Eq. 7-31 Base sliding resistance Rs 2346.14lb/ft Eq. 7-32 Base sliding FSsl 1.71 Eq. 7-33 Overturning Resisting moment Mr 15359.95 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri Layer/ 3.19 ft Eq. 7-35 Resisting moment arm in top slope Xr 1 (Ib/ft) 1.98ft Eq. 7-36A1 Resisting moment arm in top slope Xr 2 [7-69) 4.28ft Eq. 7-36A2 Resisting moment arm in top slope Xr 3 0.00 6.57ft Eq. 7-36A3 Resisting moment arm for surcharge Xq 246.42 4.18ft Eq. 7-37 Driving moment Mo 3760.851b -ft Eq. 7-38 Overturning FSot 16.54 4.08 Eq. 7-39 Bearing Capacity PgIV PaH PaV Layer/ Equivalent bearing area B (Ib/ft) 4.82 ft Eq. 7-40 Eccentricity of bearing force e [7-71] 0.34 ft Eq. 7-41 Applied bearing pressure Qa 87.06 997.46 lb/ft2 Eq. 7-42 Ultimate bearing pressure Qult 5416.01 Ib/ftz Eq. 12-10 Bearing capacity FSbc 495.54 5.43 Eq. 12-11 Tensile Overstress 36.82 0.00 163.92 53.36 LTDS Acn Dn W'ri Fgn Layer/ Elevation (lbift) (ft) (ft) (Ib/ft) (Ib/ft) Course (ft) [2-3] [7-54..57] [7-58..60] (ft) [7-61] 2 87.06 1229.33 2.33 5.83 2 446.25 5 89.06 1229.33 2.00 3.66 3.20 276.66 8 91.06 1229.33 2.66 1.33 1196.56 216.75 Pullout 91.06 515.39 955.11 1034.82 ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) Page 6 FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 2 87.06 2875.69 3.76 5.66 6.44 5 89.06 1314.51 2.66 3.66 4.75 8 91.06 349.11 1.56 1.66 1.61 Intenal Sliding Wall: wa1101 PsH PgdH PgIH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69) [7-70] 2 87.06 588.91 0.00 385.12 191.69 5 89.06 246.42 0.00 249.12 80.21 8 91.06 50.81 0.00 113.12 16.54 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 2 87.06 125.36 0.00 974.03 317.05 5 89.06 81.09 0.00 495.54 161.30 8 91.06 36.82 0.00 163.92 53.36 R's W'ri Vu Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsI Course (ft) [7-75] [7-76] [7-77] [7-78] 2 87.06 1754.68 3251.78 1358.31 3.20 5 89.06 1135.04 2103.45 1196.56 4.71 8 91.06 515.39 955.11 1034.82 9.46 Powered by Vespa Page 6 Printed 8/2/2017 ,' Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. I] Wheat Ridge, CO Connection Strength Fgn Tconn hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 2 87.06 332.27 1227.28 3.69 0.00 5 89.06 178.96 1163.03 6.50 0.00 8 91.06 86.64 1098.77 12.68 0.00 Crest Toppling Active earth pressure from soil weight Ps 34.94lb/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 33.79lb/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PsV 8.861b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.08 Eq. 7-88 Resisting moment Mr 113.90lb-ft Eq. 7-89 Resisting moment arm Xw 0.57ft Eq. 7-90 Height from top layer to grade z 1.66 ft Eq. Overturning moment Mo 18.74 lb -ft Eq. 7-91 Wall: wall01 Powered by Vespa Page 7 Printed 8/2/2017 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1] Wheat Ridge, CO Section 10 Details Section 10 Cross-section -1- _ _{Synteen GeogridSF20MD) 4.50 ft - — -{Synteen Geogrid SF20MD} 4.50 ft — —-{Synteen Geogrid SF20MD} 4.50 ft Section 10 Static ICS Cross-section eogrid SF20MDI 4.50 ft ynteneogrid SF20MD} 4.50 ft --{Synteen Geogrid SF20MD} 4.50 ft . „; .-� Section 10 Cross-section Details Upper Slope Angle 0.00 ° Crest Offset 0.00 ft Live Load ql 250lb/ft2 Live Offset qlofs 4.00ft Dead Load qd 0lb/ft2 Dead Offset qdofs OMft Top of Section 92.06 ft Bottom Grade 86.91 ft Base of Section 86.39 ft Design Height H 5.66 ft Embedment Depth Hemb 0.52ft Wall: wall01 Powered by Vespa Page 8 Printed 8/2/2017 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 11 Wheat Ridge, CO Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 10.0217 Pass L Min. Reinforcement Length 4.0000 4.5000 Pass UH Ratio Min. UH Ratio 0.7000 0.7951 Pass La Min. Anchorage Length 1.0000 1.2918 Pass MinHemb Minimum Embedment 6.0000 6.1940 Pass Rs Max. Reinforcement Separation 0.0000 2.0000 Pass RsBottom Max. multiple of Hu at bottom 0.00 1.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks 5.66 ft Eq. 7-10 Horizontal width of rein. zone at backslope L Static Eq. 7-11 Earth pressure from soil weight Ps 618.53lb/ft Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 4.87 Pass FSct Crest Toppling 1.50 6.12 Pass FSot Overturning 2.00 3.76 Pass FSsl Base Sliding 1.50 1.60 Pass Internal and Local Checks Static Static Calculations General Equations Elevation FSsl FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 3 90.39 3.15 7.59 4.42 6.14 2 89.06 3.20 6.44 2.75 3.69 1 87.06 5.08 3.90 5.85 8.87 Static Calculations General Equations External failure plane a 49.29° Eq. 5-5 External active earth pressure Kaext 0.29 Eq. 7-1 External interface friction angle a 26.00° Eq. 7-2 Width of reinforced zone L' 3.59 ft Eq. 7-3 Increase in width of reinforced zone due to P L" 0.00ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at LP hmax 0.00ft Eq. 7-6 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 0.00ft Eq. 7-8 Equivalent slope at back of rein. zone ext 0.00° Eq. 7-9 Height of back of wall for ext. stability Hext 5.66 ft Eq. 7-10 Horizontal width of rein. zone at backslope L 3.59 ft Eq. 7-11 Earth pressure from soil weight Ps 618.53lb/ft Eq. 7-12 Force of uniform surcharge Pq 404.75lb/ft Eq. 7-13 Horz. component of Ps PsH 588.16lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH O.00lb/ft Eq. 7-15 Horz. force of live load surcharge PgIH 384.88lb/ft Eq. 7-16 Horz. component of active earth force PaH 973.04lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.89ft Eq. 7-18 Resisting moment arm for PqH Yq 2.83ft Eq. 7-19 Vert. component of Ps PsV 191.45lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 125.28lb/ft Eq. 7-22 Vert. component of active earth force PaV 316.72lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 4.76 ft Eq. 7-24 Resisting moment arm for PqV Xq 4.90 ft Eq. 7-25 Height above rein. area at int. failure plane hint 0.00ft Eq. 7-26 Horz. influence distance dint 3.12 ft Eq. 7-27 Distance dead load applied for broken back L q 3.59 ft Eq. 7-29 Internal active earth pressure Kaint 0.20 Eq. 7-43 Internal interface friction angle i 22.67° Eq. 7-44 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Slope for internal analysis int 0.00 ° Eq. 7-46 Internal failure plane i 55.31 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 0.00 ft Eq. 7-93 Wall: wa]101 Powered by Vespa Page 9 Printed 8/2/2017 Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 1] Wheat Ridge, CO Elevation of influence of dead load Eqdinfl 5.66 ft Eq. 7-94 Base Sliding Xri Layer/ 2.60 ft Weight of reinforced mass Wri 3183.68lb/ft Eq. 7-30 Weight of soil above wall Wr 1 0.001b/ft Eq. 7-31A1 Weight of soil above wall Wr 2 0.00lb/ft Eq. 7-31A2 Weight of soil above wall Wr 3 0.00lb/ft Eq. 7-31A3 Weight of soil above wall Wr 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 1552.78lb/ft Eq. 7-32 Base sliding FSsl 1.60 Eq. 7-33 Overturning Resisting moment Mr 8276.10lb-ft Eq. 7-34 Resisting moment arm for rein. zone Xri Layer/ 2.60 ft Eq. 7-35 Resisting moment arm in top slope Xr 1 (Ib/ft) 1.79ft Eq. 7-36A1 Resisting moment arm in top slope Xr 2 [7-69] 3.59ft Eq. 7-36A2 Resisting moment arm in top slope Xr 3 0.00 5.39 ft Eq. 7-36A3 Resisting moment arm for surcharge Xq 164.50 3.50ft Eq. 7-37 Driving moment Mo 2198.81 lb -ft Eq. 7-38 Overturning FSot 16.47 3.76 Eq. 7-39 Bearing Capacity PgIV PaH PaV Layer/ Equivalent bearing area B (Ib/ft) 3.82 ft Eq. 7-40 Eccentricity of bearing force a [7-71] 0.34ft Eq. 7-41 Applied bearing pressure Qa 87.06 833.91 Ib/ft2 Eq. 7-42 Ultimate bearing pressure Quit 4057.31 Ib/ft2 Eq. 12-10 Bearing capacity FSbc 119.80 4.87 Eq. 12-11 Tensile Overstress 0.00 163.46 53.21 LTDS Acn Dn Vu Fgn Layer/ Elevation (Ib/ft) (ft) (ft) (Ib/ft) (Ib/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-75] [7-61] 1 87.06 1229.33 1.67 4.83 87.06 277.90 4 89.06 1229.33 1.67 3.16 4 210.05 6 90.39 1229.33 2.33 1.16 5.08 179.75 Pullout 402.31 745.56 1034.53 8.79 ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1 87.06 2109.66 3.13 4.99 7.59 4 89.06 818.82 2.03 2.99 3.90 6 90.39 289.25 1.29 1.66 1.61 Intenal Sliding Wall: wall01 PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1 87.06 457.76 0.00 339.54 149.00 4 89.06 164.50 0.00 203.54 53.54 6 90.39 50.59 0.00 112.87 16.47 PgdV PgIV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1 87.06 110.52 0.00 797.31 259.52 4 89.06 66.25 0.00 368.04 119.80 6 90.39 36.74 0.00 163.46 53.21 R's W'ri Vu Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1 87.06 1210.22 2242.78 1304.10 3.15 4 89.06 725.47 1344.45 1142.36 5.08 6 90.39 402.31 745.56 1034.53 8.79 Powered by Vespa Page 10 Printed 8/2/2017 .' ' Version: 2.3.10.6234 Project: 17067 - Ashland [Rev. 11 Wheat Ridge, CO Connection Strength Active earth pressure from soil weight Ps Fgn Tconn Uniform surcharges hinflmax Layer/ Elevation (Ib/ft) (Ib/ft) FScs (ft) Course (ft) [7-61X] [7-79] [7-80] [7-92] 1 87.06 196.48 1205.75 6.14 0.00 4 89.06 128.63 1141.49 8.87 0.00 6 90.39 66.10 1098.66 16.62 0.00 Crest Toppling Active earth pressure from soil weight Ps 34.791b/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 33.65 lb/ft Eq. 7-83 Uniform surcharge PqH 0.001b/ft Eq. 7-84 Vert. component of Ps PsV 8.831b/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 6.12 Eq. 7-88 Resisting moment Mr 113.90 lb -ft Eq. 7-89 Resisting moment arm Xw 0.57ft Eq. 7-90 Height from top layer to grade z 1.66 ft Eq. Overturning moment Mo 18.62 lb -ft Eq. 7-91 Wall: wall0l Powered by Vespa Page 11 Printed 8/2/2017 Version: 2.3.10.6234 Synteen SF 20 SOIL REINFORCEMENT GEOGRID www.synteen.com SF 20 is composed of high molecular weight, high tenacity multifilament polyester yarns that are woven into a stable network placed under tension. The high strength polyester yarns are coated with a PVC material. SF Geogrids are inert to biological degradation and are resistant to naturally encountered chemicals, alkalis and acids. SF Geogrids are typically used for soil reinforcement applications such as retaining walls, steepened slopes, embankments, sub -grade stabilization, embankments over soft soils and waste containment applications. TENSILE PROPERTIES TEST METHOD MARV VALUES (LBS/FT) Ultimate Strength Machine Direction and Cross Machine ASTM D 6637 2,025 MD & CD Creep Limited Strength Machine Direction and Cross Machine ASTM D 5262 1,282 MD & CD T., = Long Term Design Strength Machine Direction and Cross Machine NCMA 97 1,059 MD & CD Aperture Size ins. Measured 0.80 x 1.00 RF Creep - 1.58 RF Durability - 1.10 RF Installation Damage (Soil Type 3) - 1.10 SYNTEEN Technical Fabrics, Inc Warranty Synteen Technical Fabrics warrants our products to be free from defects in material and workmanship when delivered to our customers and that our products meet our published specifications. If a product is found to be defective, and our customer gives notice to Synteen Technical Fabrics before installing the product, Synteen Technical Fabrics will replace the product without charge to our customer or refund the purchase price at Synteen Technical Fabrics election. Replacing the product or obtaining a refund are the buyer's sole remedy for a breach and Synteen Technical Fabrics will not be liable for any consequential damage attributed to a defective product. This warranty is given in lieu of all other warranties, express or implied, including the implied warranty of merchantability or fitness for a particular purpose. There are no warranties, which extend beyond the description provided herein. MADE IN D {E USA' M• S1'J7iNNJ1 . f �4qi S'-tC'�• - . Sneeth Ciiroli>>a K& A Kumar & Associates, Inc. Geotechnical & Environmental Engineers GEOTECHNICAL ENGINEERING STUDY ASHLAND DECENTRALIZATION FACILITY SHERIDAN BOULEVARD AND WEST 29TH AVENUE DENVER, COLORADO Prepared for: MARTIN/MARTIN 4251 KIPLING STREET WHEAT RIDGE, COLORADO 80033 Attention: Mr. Gary Thomas, P.E. Project No. 93-108 925 West Kenyon Ave., Unit 1 Englewood, CO 80110 (303) 761-2337 Fax (303) 761-2651 Branch Office - Colorado Springs, CO February 1, 1993 *-Z- 0 1 -� G -S �'7�o TABLE OF CONTENTS CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . PURPOSE AND SCOPE OF STUDY . . . . . . . . . . . . . . . . . PROPOSED CONSTRUCTION . . . . . . . . . . . . . . . . . . . . SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . Laboratory Testing . . . . . . . . . . . . . . . . . . . FOUNDATION RECOMMENDATIONS . . . . . . . . . . . . . . . . . FLOOR SLAB . . . . . . . . . . . . . . . . . . . . . . . RETAINING WALLS . . . . . . . . . . . . . . . . . . . . . . WATER SOLUBLE SULFATE . . . . . . . . . . . . . . . . . . . PAVEMENT DESIGN AND CONSTRUCTION . . . . . . . . . . . . . Subgrade Materials . . . . . . . . . . . . . . . . . . Traffic Loading Conditions . . . . . . . . . . . . . . Pavement Design . . . . . . . . . . . Subgrade, Subbase and Aggregate Base Course Layer Preparation. . . . . . . . . . . . . . . . . . . Drainage. . . . . . . . . . . . . . . . . . . . . . . SURFACE DRAINAGE . . . . . . . . . . . . . . . . . . . . . LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . FIG. 1 - LOCATION OF EXPLORATORY BORINGS FIG. 2 - LOGS OF EXPLORATORY BORINGS FIGS. 3 AND 4 - SWELL -CONSOLIDATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS Kumar & Associates, Inc. 1 3 3 5 6 6 7 10 12 13 13 13 14 14 15 16 16 17 CONCLUSIONS (1) The subsurface conditions encountered in the borings drilled for this study consist of 14 to 16 feet of sandy clay over claystone bedrock. Pavement consisting of asphalt and base course was encountered at some of the borings. Localized fill associated with the existing construction was also encountered in one boring. Ground water was detected in two of the borings at depths of 11 and 14.5 feet at the time of drilling. When checked six days following drilling, ground -water depths ranged from 11 to 15 feet. (2) The natural sandy clay possesses a slight swell potential. We recommend portions of the building which are outside of the limits of the existing building be founded with spread footings placed on the natural undisturbed soils or properly compacted fill. These footings should be designed for an allowable soil bearing pressure of 2,500 psf and a minimum dead load pressure of 500 psf. We recommend an allowable bearing pressure of 3,000 psf be used for evaluation of proposed loads on the existing building foundation which will remain in place to support the other portions of the proposed building. (3) A slab -on -grade floor may be used for the new construction. The floor may be supported on undisturbed natural soils or properly compacted fill in accordance with the recommendations Kumar & Associates, Inc. �4= given in this report. Special treatment of underslab fill will be required in the area of the existing building basement, which will remain partially in place. (4) We recommend the new pavement for the facility consist of 4 inches of asphalt and 8 inches of aggregate base course, 6.5 inches of full -depth asphalt or 6 inches of portland cement concrete placed on properly prepared natural soil subgrade or properly compacted fill. If a more select granular type of fill material is imported for use at the site and comprises at least the upper 1 foot of fill directly beneath the pavement, the pavement sections in these areas can be reduced in accordance with guidelines presented in the report. Kumar & Associates, Inc. - 3 - PURPOSE AND SCOPE OF STUDY This report presents the results of a geotechnical engineering study for the proposed Ashland Decentralization Facility at Sheridan Boulevard and West 29th Avenue, Denver, Colorado. The site is shown on Fig. 1. The study was conducted to develop information on the general subsurface conditions and provide recommendations for the building foundation, suitability of incorporating the existing building foundation into part of the new structure, slab -on -grade floor recommendations and pavement recommendations. The study was conducted in accordance with the scope of work in our proposal to Martin/Martin, Consulting Engineers, dated December 9, 1992, revised January 18, 1993. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed facility are included in the report. PROPOSED CONSTRUCTION We understand the proposed building will be one story with various floor levels stepping up to the higher level of the north end of the property. The north end of the building will house dispatch offices, a lunchroom, restrooms, lockers and storage areas. This portion of the proposed building will occupy an area presently occupied by the existing pump station building, as shown Kumar & Associates, Inc. - 4 on Fig. 1. The floor level at the north end of the building will be 5227.33 feet. The south end of the building will be garages. The finish floor levels of the garage floors will range from 5221.33 to 5224 feet. The proposed floor level on the south end of the building will be approximately 4 to 6 feet above the elevation of the existing paved parking lot in that area. Additional fill will be imported to the site. A paved surface parking lot will be constructed on the south and west sides of the garage building. The existing building superstructure will be demolished for new construction. Due to the existing massive foundations and concrete walls for piping and pump support which occur in the existing building, consideration is being given to not removing the floor, foundation elements and some of the concrete walls. These will be used for supporting part of the new building and its floor slab. We understand the new building wall and column loads will be relatively light. The new construction in the area of the existing building will probably result in a reduction of loads to the existing foundation. If the proposed construction varies significantly from that described above or depicted in this report, we should be notified to reevaluate the recommendations provided. Kumar & associates, Inc. - 5 - SITE CONDITIONS The site is an existing pump station which has been out of service for a number of years. It is currently being used as a maintenance decentralization facility. The existing building, as shown on Fig. 1, was built several decades ago, probably in the 1920 to 1940 era. The existing building is one story above a walkout basement and is a masonry structure. A labyrinth of relatively thick concrete walls and pump foundation bases with remains of cast-iron conduits and valves occur in the basement of the existing pump station. The upper level housed the large pumps, many of which have been removed. There are several buried cast-iron conduits entering the building on the north, east and west sides. A one-story masonry block garage building also occurs on the south end of the property, as shown on Fig. 1. The site slopes down from the north to the south, creating a maximum elevation difference of approximately 15 feet. A concrete retaining wall occurs along a portion of the east side of the paved parking lot area. Lawns occur on the east side and on the northwest corner of the property. The remaining area which is not covered by buildings is asphalt paved. The existing asphalt pavement is in relatively poor condition. The existing drainage of the parking lot is relatively poor. A depression which ponds water and accumulates ice in the winter occurs in front (north) of the garage building. Kumar & associates, Inc. :WIM SUBSURFACE CONDITIONS The general subsurface conditions at the site were explored by drilling six borings at the locations shown on Fig. 1. Graphic logs of these borings are presented on Fig. 2. The subsurface conditions encountered at the borings consist of an asphalt pavement section or sod underlain by approximately 14 to 16 feet of sandy to very sandy clay overlying claystone bedrock to the maximum explored depths of 15 to 25 feet. Sandy clay fill was encountered in Boring 6, between existing underground piping. The exact vertical and lateral extent of existing fill at the site was not determined by this study. It is mainly anticipated to be associated with basement wall backfill and underground pipe zones. Sampler penetration resistance values (blow counts) indicate the sandy clay is stiff to very stiff. The underlying claystone is medium hard to hard. Ground water was detected in Borings 2 and 5 at depths of 11 and 14.5 feet, respectively, at the time of drilling. When checked six days following drilling, ground water was measured at depths of 11 to 15 feet in the borings, except Boring 3, which remained dry. These water levels range in elevation from 5202 to 5213 feet. Based on this gradient, ground -water flow is generally occurring from northwest to southeast, subparallel to the ground slope. Laboratory Testing: Selected samples of the soils obtained from the borings were tested in the laboratory to determine classification properties, natural moisture and density and swell Kumar & Associates, Inc. - 7 - and/or consolidation potential. These data are presented on the graphic logs (Fig. 2) and summarized in Table I. Results of swell - consolidation tests are presented on Figs. 3 and 4. The results of these tests indicate the sandy clay possesses a slight swell potential at their natural moisture and density condition. Results of water soluble sulfate analyses are discussed in a later section of this report. FOUNDATION RECOMMENDATIONS Based on the subsurface conditions encountered in the exploratory borings, the relatively light building loads, the proposed floor levels, condition of the existing structure and our experience with the general soil conditions in the area, we recommend the proposed building be founded with spread footings placed on undisturbed natural soils or properly compacted fill. The following design and construction details should be observed for the spread footing foundation system. (1) New footings placed on undisturbed sandy clay should be designed for an allowable soil bearing pressure of 2,500 psf and a minimum dead load pressure of 500 psf. In order to maintain the minimum dead load pressure requirement, footings should be designed as narrow as possible without exceeding the allowable bearing pressure. A wall -on -grade is also an acceptable alternative to the spread footing if necessary to achieve the minimum dead load pressure requirement. Intermittent void spaces may also be used for this purpose. Kumar & Associates, Inc. - 8 - (2) We understand the proposed construction in the area of the existing building will generally possess lower structural loads than that of the existing. If the structural engineer needs to evaluate loads on the existing foundation which will remain in place, an allowable soil bearing pressure of 3,000 psf should be used for this purpose. The higher pressure for the existing versus the new footings is based on the incremental loading conditions. New footings will impose 2,500 psf loading to virgin soils; whereas, existing footings having imposed a historic load to their bearing soils, will subject those soils to a lower incremental increase. If the proposed structural loads will not exceed the historic loads, additional settlement of the foundation is not anticipated. (3) The new footing elements are anticipated to settle as much as 1 inch. As a result, there could be some differential settlement between portions of the structure supported on the new footings and portions of the structure constructed on the existing foundation. The settlement of the clay soils will occur relatively quickly as the load is applied, since the clay soils are not saturated. (4) Continuous foundation walls should be adequately reinforced to span an unsupported distance of at least 10 feet. (5) Areas of existing fill beneath the proposed building and pavement areas should be subexcavated to remove items such as storm drain piping, inlets, existing abandoned water conduits and backfill associated with trenches, basement walls and the Kumar & :associates, Inc. Cs= existing garage foundation. The existing garage foundation and retaining wall footings should also be removed. These areas should be replaced with properly compacted nonexpansive granular fill. The fill should be placed in loose lifts not exceeding 8 inches and compacted to 100% standard Proctor maximum dry density within 2% of optimum moisture content beneath new footing areas and to at least 95% maximum dry density within 2% of optimum moisture content beneath floor slab areas. (6) Some of the existing building substructure, including foundation, floor slab and relatively massive concrete walls supporting piping and pump bases may remain in place below the proposed new building level. All exposed piping should be removed and remaining pipe sections extending through walls should be filled with grout or flowable type cementitious backfill (flow fill) material. Areas between the remaining walls should be filled with flowable backfill or larger areas can be filled with compacted nonexpansive fill to the above recommended degrees. (7) All footing bearing surfaces should be observed by a representative of the geotechnical engineer prior to placing concrete. The owner should be aware that construction of new foundations over existing underground features involves some potential for possible settlement if there are undetected voids or poor foundation conditions beneath the existing structure. The Kumar &- Associates, Inc. - 10 - potential risks involved with these conditions is dependent upon archive drawings of the existing substructure and underground pipes. If the archival information is relatively undependable, consideration could be given to probing below proposed structurally loaded areas of the new building, particularly at concentrated column loading areas. This probing should be done at the time of construction after the superstructure has been razed. The probing can be done by various types of drilling methods such as air percussion, which the contractor may propose, if approved by the engineer. The owner should also be aware that the presence of these structures may create obstacles for future subsurface construction, such as installation of utilities, etc. FLOOR SLAB Floor slabs present a problem where expansive materials are present near floor slab elevation because sufficient dead load cannot be imposed on them to resist the uplift pressure generated when the materials are wetted and expand. Based on the slight moisture -volume change characteristics of the materials encountered, we believe slab -on -ground construction may be used, provided the risk of distress resulting from slab movement is accepted by the owner. The following measures should be taken to reduce damage which could result from movement should the underslab materials be subjected to moisture changes. Kumar & Associates. Inc. (1) Floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrai.nea vertical movement. (2) Interior non-bearing partitions resting on floor slabs should be provided with slip joints so that, if the slabs move, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. slip joints which will allow at least 1 inch of vertical movement are recommended. (3) Floor slab control joints should be used to reduce damage due to shrinkage cracking. Joint spacing is a function of slab thickness, aggregate diameter, slump and other factors. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience, recommended ACI or PCA guidelines and the intended slab use. (4) A minimum 4 -inch layer of free -draining gravel should be placed beneath the slabs. This material should consist of minus 1 1/2 -inch aggregate with less than 30% passing the No. 4 sieve and less than 5% passing the No. 200 sieve. The granular layer will prevent capillary water rise and reduce slab curling due to differential cure. (5) Fill placed beneath floor slabs should be a nonexpansive soil. The fill supporting floor slabs should be compacted to at least 95% of the maximum standard Proctor density within 2% of optimum moisture content. As previously described, existing fill and subterranean features such as the existing storm Kumar & associates, Inc. - 12 - drains underlying the proposed garage area should be removed and replaced with properly compacted fill. Portions of the existing foundation walls and floor slab area which are to remain in place beneath the proposed north end of the building should be backfilled with flowable type cementitious backfill or compacted fill as previously recommended in the Foundation Recommendations section of this report. RETAINING WALLS Cantilevered retaining structures which can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 45 pcf (Ka = 0.35) for backfill consisting of the on-site sandy clay. Restrained walls should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 55 pcf. (K = 0.45). An allowable coefficient of friction of 0.25 should be used for analysis of sliding resistance for the footings on the bearing soils. Allowable passive resistance should be based on an equivalent fluid unit weight of 150 pcf. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase lateral pressure imposed on the retaining wall. Retaining walls should also be designed for appropriate surcharge pressures such as traffic, where applicable. Kumar & Associates, Inc. - 14 - Traffic Loading Conditions: Based on a 20 -year design period, an equivalent 18 -kip daily load application (EDLA) of 25 was assumed for the traffic loading factor. This value is based on assumed traffic on the order of 20 to 40 truck trips per day. The traffic was assumed to consist of a mix of single and combination units, some loaded and some empty, with occasional miscellaneous rubber - tired backhoes and front-end loaders. Areas which will not be subject to regular truck traffic and are restricted to cars and pickups will have an EDLA of approximately 2. However, such areas may be very localized and reduction of pavement thickness in these areas may not be justified. Pavement Design: The following table presents recommended pavement sections based on the sandy clay subgrade and the above described traffic loading conditions. Portland cement concrete pavement is recommended to resist concentrated loads associated with wheel turning and to resist localized rutting due to heavy wheel loads, particularly where loaders may be used extensively. The pavement design analysis used in this study is based on relationship with 18 -kip axle load equivalency factors. Other pavement design procedures may be more appropriate for extremely heavy wheel loads of heavy equipment. We understand little, if any, existing pavement will remain in areas where finished grades will require pavement. However, if it is desired to overlay existing pavement in localized areas, such Kumar & Associates, Inc. - 15 - areas should be further evaluated to develop appropriate overlay thickness. ALTERNATIVE PAVEMENT SECTIONS PAVEMENT TYPE EDLA = 25 EDLA = 2 (Thickness) (Thickness) 1. Portland Cement 6 inches 5 inches Concrete (PCC) 2. Full -Depth As halt 6.5 inches 4 inches 3. Composite Section: Asphalt inches 2.5 inches Aggregate Base CourseF.'8 inches 6 inches If a 1 -foot thick granular subbase is provided above the sandy clay beneath the pavement, the above flexible pavement sections for the EDLA = 25 can be reduced to 4 inches of full -depth asphalt or 3 inches of asphalt and 6 inches of base course. The PCC thickness should not be reduced below the minimum thicknesses given above, even if a select granular subbase is used. This is due to the thinner sections of rigid concrete being more sensitive to. localized nonuniform subgrade support than the flexible pavement. In general, however, placement of the thicker concrete section should result in a longer pavement service life. Subgrade, Subbase and Aggregate Base Course Laver Preparation: Prior to placing the pavement section, the entire subgrade area should be compacted to at least 950 of maximum standard Proctor density within 2% of optimum moisture content. The pavement subgrade should be proofrolled with a heavily loaded pneumatic Kumar &r. Associates, Inc. - 16 - tired vehicle. Pavement design procedures assume a stable subgrade. Areas which deform excessively under heavy wheel loads are not stable and should be removed and replaced to achieve a stable subgrade prior to paving. The granular subbase, if used, and the aggregate base course layer should be compacted to at least 95% modified Proctor density. Drainage: The collection and diversion of surface drainage away from paved areas is extremely important to the satisfactory performance of pavement. Drainage design should provide for removal of water from paved areas and prevent wetting of the subgrade soils. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the facility has been completed. (1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. (2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement areas and to at least 90% of the maximum standard Proctor density in landscape areas. (3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the Kumar & Associates, Inc. - 17 - first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. (4) Roof downspouts and drains should discharge well beyond the limits of all backfill. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Fig. 1, and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. we recommend on-site observation of excavations and foundation bearing strata by a representative of the geotechnical engineer. KUMAR & ASSOCIATES, INC. uS JOHN �G15TEq . 9 F C/ *; 1 5 5 5 9 Marcgs J. Pardi, P.E. :90� J'TgT� �ONAI �a; ...• E OF COReviewed By Narender Kumar,,,!E. MJP/bn Pouw & Associates, Inc. (2 copies) Attention: Mr. Paul Jeselnick Kumar & Associates, Inc. W `y N a M z0 1- 4 K v In V) w Q 3 n'. w - c� U w1 U w O v) S w Y = z a 3 w aw a~ w J m ? Z ( 3} m m z W �Q o f > 0 > a o 3 ati O a z v } r-3 z �" w� vi z I ~ 0 a < �' 2 a a a O co, " T U W 7,s. 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Proulx Project No. Tim LaPan Project Title: May 11, 20171 17.0106 CITY OF WHEAT RIDGE PUBLIC WORKS, ENGINEERING APPROVED FOR: Jai DRAINAGE O SIDEWALK O CURB & GUTTER O STREET O MISCELLANEOUS O PLAT COMMENT Site Drainage and Water Quality 0 511 312 0 1 7 CIVIL ENGINEER DATE SUBJECT TO FIELD INSPECTIONS Ashland Decentralization Station — Parking Lot Extension Drainage Letter & Plan Ashland Decentralization Station — Parking Lot Extension Drainage Letter & Plan The project site is located at 5260 W. 29th Avenue, Wheat Ridge, Colorado 80214. The proposed project extends the parking lot to the south and adds approximately 4,500 square feet of additional imperviousness to the site. There is also a desire to alleviate some of the existing runoff storage of the site. Currently, the western half of the site drains to the south and utilizes surface detention in the parking lot, which was constructed with the original building in 1994. This project also looks to store the western surface runoff in an underground water quality and detention system. This letter summarizes a concept storm conveyance, treatment, and detention design based on the site constraints and the following City criteria. DESIGN CRITERIA: The City of Wheat Ridge considers the proposed parking lot expansion a Moderate Redevelopment of a Multi-Family/Commercial site, due to increasing the impervious area of the site by more than 3,000, but less than 10,000 square feet. According to the Wheat Ridge Criteria Section 111.2.b (Reference 1), this requires addressing 100% of the Water Quality Capture Volume (WQCV) for only the additional impervious area. A meeting between Martin/Martin, Denver Water, and the City of Wheat Ridge was held on March 8, 2017. This meeting outlined the City of Wheat Ridge's requirements regarding underground storage, water quality, as well as runoff and release rate calculations for the proposed expansion underground storage. With regards to moving the surface detention underground, it was determined that the historic drainage report for the site could be used to estimate the detention requirement. The overall drainage for the Ashland Decentralization Station was discussed in a drainage report that was reviewed and approved by the City of Wheat Ridge in February, 1994. The 1994 report indicates that 1,954 cubic feet of detention storage is needed for the western runoff of the site (Reference 2). The City of Wheat Ridge identified that the outlet structure should be designed to release at a rate that is based on the tributary runoff reaching the detention facility. This value was determined by assuming 1 cfs per acre, for type C & D soils, for the tributary basins on the western side of the site. The Drainage Map D1 (EXHIBIT 7) illustrates the concept layout of underground detention vault, water quality vault, inlets, and drainage basins for the site. The tributary area of Basins Al and A2 is 0.60 acres, so assuming the soil type and release rate as described above, the outlet should be designed to release at 0.60 cfs. MARTIN/MARTIN, INC. 124" WIS7 cOt(AX AYI N,U;, LAKtWOOD. iOWMA00 81371' MAA 3113 431.61CO MA.RTINIAARTIN CUA! CITY OF WHEAT RIDGE PUBLIC WORKS DATE 05/11/2017' RECEIVED 05/11/2017 2nd Submittal May 11, 2017 ASSUMPTIONS: 1. Additional Imperviousness: 4,500 square feet (Asphalt/Concrete of Basin A2 EXHIBIT 1 & 7) WQCV: 131 cubic feet (EXHIBIT 5) 2. Existing Drainage Volume Storage 1,954 cubic feet (Reference 2) 3. Total Storage Required: 2,100 cubic feet 4. Type C&D soils (EXHIBIT 10) 5. 1 cfs per acre release rate (Reference 1- page 5) CONCEPT SUMMARY: Based on the above-mentioned assumptions, criteria, and City input, an underground detention and water quality vault system is recommended to be used to store approximately 2,100 cubic feet of storm runoff. The 100 -year runoff for the tributary Basins Al & A2 would be captured by a bilateral configuration of Oldcastle Perkfilter Steel Catchbasins. The 100 -year flow from Basins Al & A2, of 3.75 cfs, was used to size a similar grate type inlet in a sump condition, as shown in the inlet capacity calculations (EXHIBIT 6). The runoff would then be routed, through the filter system within the catch basins which were sized to treat the WQCV of 0.15cfs.This flow was determined by using the runoff calculated from a one-hour precipitation depth of 0.60 inches as shown in the WQCV design storm SF -3 Form (EXHIBIT 2). According to Urban Drainage Flood Control District — Volume 3 — Chapter 3 — Page 3-24 (Reference 3), the one-hour precipitation depth for WQCV is typically set at 0.60 inches. The Oldcastle Perk Filter underground water quality vault (EXHIBIT 8), or approved equal, will be used to treat the 0.15 cfs of runoff. Calculations provided by Oldcastle show that a single Perkfilter Steel Catchbasin, with three (3) 12"+12" stacked filter cartridges, can treat 0.09 lcfs according to the Washington General Use Level Designation. A bilateral configuration, two catch basins running parallel with each other, would be able to treat 0.182 cfs, which exceeds the calculated requirement of 0.15 cfs. The water quality vault will have a maintenance lid that will provide easy access to inspect and replace the filter cartridges. According to the Perk Filter Operation & Maintenance Manual (Reference 4), the cartridges should be replaced every 1-3 years depending on site runoff and varying pollutant loading. The 100 -year detention volume of 2,100 cubic feet would be stored by utilizing an underground vault system, like the Oldcastle Stormcapture detention system (EXHIBIT 9 & Reference 5), or an approved equal. The detention vault would be connected to the water quality vault by two 12" PVC pipes. The outlet of the detention vault would convey water through a concrete pan east into the gutter flowline of Sheridan. The outlet release rate was calculated as previously described and a restrictor plate over the outlet pipe will be used to achieve the desired release rate. The detention vault will have two access points for maintenance through manholes located at opposite sides of the detention vault. Emergency overflow for the site will be located near the proposed catchbasins. The flow will be conveyed using a block out in the retaining wall, and a possible swale that directs the flow east towards the Sheridan flowline. Page 213 May 11, 2017 CONCLUSION: The historical release rate for the Ashland Site according to the 1994 report was 0.557 cfs. The proposed parking lot extension is designed to not increase flow to the existing public storm system by having a designed release rate of 0.60 cfs as described in the previous assumptions and calculations shown in the appendix of this letter. The historical drainage of this site also did not have a water quality component. The proposed design will improve the water quality runoff aspect of the site because it will add a water quality treatment and detention vault, which the existing detention facility did not provide. REFERENCES: 1. City of Wheat Ridge, Colorado, Site Drainage Requirements, November 2016. 2. Ashland Decentralization Project Drainage Report, Martin/Martin Inc. February 1994. 3. Urban Drainage and Flood Control District (UDFCD) Drainage Criteria Manual, Volumes 1, 2, and 3, November 2010. 4. Perk Filter - Product Specifications - Stormwater Management Products - Oldcastle Stormwater, 31 Aug. 2015. Web. 28 Mar. 2017. http://www. kristar. com/index. php/media-filtration/flogard-perk-filter/38-products/media- filtration/flogard-perk-filter/118-flogard-perk-filter-product-spec#manuals. 5. StormCapture® - Product Specifications - Stormwater Management Products - Oldcastle Stormwater, 12 Dec. 2015. Web. 28 Mar. 2017. http://www. kristar. com/index. php/stormwater-retention-stormwater- detention/stormcapture/151-products/stormwater-retention-stormwater- detention/storm-capture/175-storm-capture-product-specifications. ATTACHED EXHIBITS: 1.) Composite Runoff Coefficients 2.) Time of Concentration (SF -3) for WQCV 3.) Time of Concentration (SF -3) for 100 -yr Event 4.) Runoff Summary 5.) WQCV Calculation 6.) UDFCD Inlet Capacity Calculation 7.) Drainage Map — D1 8.) Perkfilter Information 9.) StormCapture Information 10.)Web Soil Survey Report 11.)100 -year Restrictor Plate Calculation G:\HORN\17.0106-Ash1and Decentralization Station -Parking Lot Extension\ENG\DRAINAGE\Drainage Design Memo 2017.05.11.Docx Page 313 PROJECT INFORMATION PROJECT NAME: Ashland Denver Water PROJECT NO: 17.0106 DESIGN BY: DML REVIEWED BY: PFH JURISDICTION: Wheat Ridge REPORT TYPE: Underground Vault DATE: 05/11/17 EXHIBIT 1 N ARTIN/MARTIN CON.SUtTt RG ErJG IN EERS ...'110000000" URISDICTIONAL STANDARD C2 C5 C10 C100 % IMPERV ANDSCAPE 0.02 0.07 0.22 0.52 2% ;OOF 0.80 0.83 0.87 0.91 90°% ASPHALT/CONCRETE 0.89 0.92 0.94 0.96 100% ,RIVES AND WALKS 0.80 0.83 0.87 0.91 90°% TOTAL SITE COMPOSITE 1 0.60 1 0.75 0.78 0.82 0.88 83.7% SUB -BASIN SURFACE CHARACTERISTICS AREA COMPOSITE RUNOFF COEFFICIENTS PERCENT IMPERVIOUSNESS (ACRES) C2 CS C10 C100 COMPOSITE RUNOFF COEFFICIENTS C5 C10 C100 PERCENT IMPERVIOUSNESS A* ASPHALT/CONCRETE 0.40 0.89 0.92 0.94 0.96 100% SUB -BASIN COMPOSITE 0.00 0.00 0.05 0.20 1 0.51 0.0% SUB -BASIN SURFACE CHARACTERISTICS AREA (ACRES) C2 COMPOSITE RUNOFF COEFFICIENTS C5 C10 C100 PERCENT IMPERVIOUSNESS ASPHALT/CONCRETE 0.40 0.89 0.92 0.94 0.96 100% AZ LANDSCAPE 0.05 0.02 0.07 0.22 0.52 2% Al SUB -BASIN COMPOSITE 1 0.15 0.60 0.64 0.70 0.81 SUB' BASIN COMPOSITE 0.45 0.79 0.83 0.86 0.91 89.1% SUB -BASIN SURFACE CHARACTERISTICS AREA (ACRES) C2 COMPOSITE RUNOFF COEFFICIENTS C5 C10 C100 PERCENT IMPERVIOUSNESS ASPHALT/CONCRETE 0.10 0.89 0.92 0.94 0.96 100% AZ LANDSCAPE 0.05 0.02 0.07 0.22 0.52 2% SUB -BASIN COMPOSITE 1 0.15 0.60 0.64 0.70 0.81 1 67.3% TOTAL SITE COMPOSITE 1 0.60 1 0.75 1 0.78 1 0.82 1 0.88 183.7% COMPOSITE_C-VALUES 5/11/2017 9:39 AM G:\HORN\17.0106-Ashland Decentralization Station - Parking Lot Extension\ENG\DRAINAGBAshland Rational (UDFCD 2016) 2017.05.11.xlsm O r` 0 z m O n HN _m 2 X W z U W Vl ,w W 0 r� 0 0 W Lu o 0) a. a. Oti o IUD O QW p ? 2 o Q N z g O U) wa i N CD LLI Z N Q L7 V � Z� h:" Ib Qi .Z iQ Y LU W CJ LL N U LL _ S LL Z O z tr I- O ~ U Q O LL a0 U o c N N — t ro Z �o o� LL U Q o c O Z F- U w U-LLLL LL O w r m Z O U O O w N Of UQ M 0 Q 0 H Z_ O IL Z N 0 (n W Z U) Q a ¢ a [O g wa i N CD LLI Z N Q L7 V � Z� h:" Ib Qi .Z iQ U 7L C 2 ( 0M �_ co 2 X W k / 9 � S LL � o � � E ° , on § ( § 2 $ F- B § 12 § k � LU � § -i§ § Lu k 3 in V) IX 2 co § ° p:( ) ; - - - i \ / j LU / 0 » $ \ 2 f� k 0 J 2 § . 2 § 2 d � $ § � °/ / _{z \2 s z J / ƒ< \ &- ={E oLL £ §§ . -z E \ CS ci § � } LL §j « Z) (\ + a§ & § § § ) y k k a _ IX 2 co § ° / 2:- ° p:( ) ; - - - i \ / j LU / 0 » $ \ 2 f� £ f 4 CL 'D / j 0 » $ | Q 0 to f� k 0 J 2 § . 2 § 2 d � $ PROJECT: JOB NO: DATE: Ashland Denver Water 01/17/00 05/11/17 EXHIBIT 4 MART.. ._�.�....�I. RTI N CONSULTING ENGINEERS RUNOFF—SUMMARY 5/11/2017 9:39 AM G:\HORN\17.0106-Ashland Decentralization Station - Parking Lot Extension\ENG\DRAINAG E\Ash land Rational (UDFCD 2016) 2017.05.11.xlsm RUNOFF SUMMARY BASIN DESIGN POINT AREA (ACRES) % WQCV IMP. C100 Q-WQCV (CFS) Q100 (CFS) A" Al 0.45 0.15 2.89 89.1% 0.79 0.91 0.58 A2 67.3% 0.60 0.81 0.15 0.86 SITE COMPOSITE 0.60 83.7% 0.78 0.88 RUNOFF—SUMMARY 5/11/2017 9:39 AM G:\HORN\17.0106-Ashland Decentralization Station - Parking Lot Extension\ENG\DRAINAG E\Ash land Rational (UDFCD 2016) 2017.05.11.xlsm EXHIBIT 5 PROJECT INFORMATION PROJECT NAME: Ashland Denver Water PROJECT #: 17.0106 MARTIN/MARTIN POND NAME: Underground Detention DATE: 05/11/17 Required Water Quality Volume: Detention Sizing Method: WQCV NRCS Hydrologic Soil Group: C & D 'Figure 3-1, UDFCD (V. 3), Chapter 3, Page 3-5 �r>7-vcr• � 1.,]:,F]3 Vv(Zf'V = ({1-;)x� __.0-'-- F_URI ,. , = 1.20i"' z. 'Equations 12-1, 12-2, 12-3, UDFCD (V 2), Chapter 12, Page 12-4 Where: WQCV = Water Quality Capture Volume (Watershed Inches) a = Constant Dependent on Drain Time (Typically a=1.0 40 -Hr Drain Time) i = Percent Imperviousness i =F 67.3% WQCV = 0.263 (watershed inches) Required Storage 12 'Equation 3-3, UDFCD (V. 3), Chapter 3, Page 3-6 Where: Required Storage - F. l 12 [ r2 x (AREA WQCV = Water Quality Capture Volume (Watershed Inches) Area = Contributing Watershed Area (Acres) Area = 0.15 (acres) Required Storage = 0.0033 (ac -ft) 143 (cu -ft) WQCV 5/11/2017 9:10 AM G:\HORN\17.0106-Ashland Decentralization Station - Parking Lot Extension\ENG\DRAINAGE\WQCV_EURV.xlsx Project: Inlet ID: EXHIBIT 6 Version 4.05 Released March 2017 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) N .. %M YAW.i Vam fr num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm k boxes are not applicable in SUMP conditions STORM Allowable Capacity is based on Depth Criterion STORM Allowable Capacity is based on Depth Criterion TancK = 0.0 it Sencx = 0.000 ft/ft mm = 0.012 H -as = 8.00 inches Tcaowa = 50.0 ft W = 2.00 ft Sx = 0.010 ftflt S. = 0.083 Wit So = 0.000 fvft ns,= 0.012 Minor Storm Major Storm T_= 20.0 35.0 ft d_x= 6.0 6.0 inches r r Minor Storm Major Storm SUMP SUMP ds UD-Inlet_v4.05.x1sm, Inlet 1 5/2/2017, 7:14 PM EXHIBIT 6 INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 ,I` --Lo (C),r H -Curb H -Vert Wp Wo W Lo (G) _ _ ... of Inlet ... Denver No. 16 Valley Grate I Depression (additional to continuous gutter depression'a' from above) ober of Unit Inlets (Grate or Curb Opening) er Depth at Flowline (outside of local depression) e In/ormation nth of a Unit Grate h of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) ging Factor for a Single Grate (typical value 0.50 - 0.70) e Weir Coefficient (typical value 2.15 - 3.60) a Orifice Coefficient (typical value 0.60 - 0.80) r Opening Information ith of a Unit Curb Opening ht of Vertical Curb Opening in Inches ht of Curb Orifice Throat in Inches e of Throat (see USDCM Figure ST -5) Width for Depression Pan (typically the gutter width of 2 feet) ging Factor for a Single Curb Opening (typical value 0.10) Opening Weir Coefficient (typical value 2.3-3.7) Opening Orifice Coefficient (typical value 0.60 - 0.70) t for Grate Midwidth t for Curb Opening Weir Equation Dination Inlet Performance Reduction Factor for Long Inlets Opening Performance Reduction Factor for Long Inlets :d Inlet Performance Reduction Factor for Long Inlets Total Inlet Interception Capacity (assumes clogged condition) Capacity IS GOOD for Minor and Major Storms(>O PEAK) H— H.— Theta —H.—Theta Wp Cf (C) C. (C) C. (C) dcme= dc-= RF—a — = RFa RFo„„ _ IM N/A N/A - N/A N/A N/A N/A N/A N/A MINOR MAJOR 0.369 0.519 MINOR MAJOR N/A Type = Denver No. 16 Valley Grate N/A a, = 2.00 inches No= 2 Ponding Depth = 4.2 6.0 inches MINOR MAJOR f- Override Depths Lo (G) = 3.00 feet Wo= 1.73 feet A— = 0.31 Cr (G) = 0.50 0.50 C. (G) = 3.60 Co (G) = 0.60 MINOR MAJOR L. (C) = N/A feet H— H.— Theta —H.—Theta Wp Cf (C) C. (C) C. (C) dcme= dc-= RF—a — = RFa RFo„„ _ IM N/A N/A - N/A N/A N/A N/A N/A N/A MINOR MAJOR 0.369 0.519 N/A N/A N/A N/A N/A N/A 0.49 0.70 cfs UD -Inlet v4.05.xlsm. Inlet 1 5/2/2017. 7.14 PM I I I I I I I �I 3 I 3 T �i CH i'. 12" I ' I I I I I I I I Q F- 0) I I IA I \ li 20 10 0 20 40 SCALE: 1"=20' ALL DIMENSIONS SHOWN ARE U.S. SURVEY FEET LEGEND I I CONTOURS (EXISTING) - 5750 - - BASIN BOUNDARY m m m m m I BASINp C5 25 0.8 AREA IN C100 ACRES I 0 �6HE Z --D :DZ z°e �w 0_ off. O O x Of O O = 0_ 0_ Z: n m m o+ E c c s - z;boa„ z Sheet Number D1 Z O F Q H LLI Q (n p N O_ � —� W W > Z W Z Z C W W o 0 z Z a 2 a I 0 �6HE Z --D :DZ z°e �w 0_ off. O O x Of O O = 0_ 0_ Z: n m m o+ E c c s - z;boa„ z Sheet Number D1 Cartridge filtration proven to remove and retain the toughest pollutants from stormwater runoff Flexible Configurations Available in vaults, manholes and catch basins with variable inlet/outlet locations. Superior Flow Rates High efficiency treatment in a compact footprint. Vault Style Configuration Integral Pretreatment Modular Cartridge Construction Pretreatment chamber Simple design provides for efficient media prolongs media lifespan by replacement and cartridge handling, removing gross pollutants. Field & Laboratory Tested High TSS and phosphorus removal rates. Internal High Flow Bypass Integrated bypass system reduces construction costs by eliminating the need for a separate bypass structure. Impervious surfaces and other urban and suburban landscapes generate a variety of contaminants that can enter stormwater, polluting downstream receiving waters. The PerkFilter is a comprehensive filtration BMP that allows use with a wide variety of media chosen to address site-specific pollutants of concern. 10 Oldcastle Stormwater Solutions EXHIBIT 8 PerkFilter Media Filtration System Captures sediment, metals, nutrients, and petroleum hydrocarbons, as well as gross solids and trash, to significantly reduce the total pollutant discharge load in stormwater runoff. Additional Configuration Options Steel Catch Basin Precast Concrete Manhole Applications Typical installation locations include: • In-line storm drain • New drop inlets or vaults in commercial or residential developments • Industrial applications • Pre- or post-treatment for retention/detention systems • Large custom vaults for regional treatment systems Performance Field tested removal efficiencies of: • Total Suspended Solids > 80% • Total Phosphorus > 60% Precast Concrete Catch Basin Standard Cartridge Capacities Cartridge Height Treatment Capacity (inches) (gpm) at Media Surface Loading Rate of: 1.5 gpm/ft2 2.5 gpm/ft2 12 6.8 12 18 10.2 18 24* 13.6 24 30* 17.0 30 * Standard cartridge heights are 12 & 18 inches. 24" & 30" cartridges use modular stacks. t, PerkFilter Cartridge Precast concrete vault configuration Custom PerkFilter vault in Redmond, WA �J ar;•r OldC1stw (800) 579-8819 oldcastlestormwater.com 9i28/2015_v3 Stormwater Solutions stormcapture.com 9)2015 C dcastle Precast, Inc. r Ln E ?� M d CLL ° O Oy 00 .2 s o c �e C p N =„ 'y v to CL X WWW ^ 9 mN W c O dam r d c ��z M W S ire a V Cf C C I= UN m� Cl LUW� �u U V W S� m a CSL' y N z 1--o Z W Wye g K dU ` w S m w . O �, DO N.� �U Q W s O m rn V dog am z + v pp �" � d C �N WAN �mm o y LLN I 1L W [��' I O �Q \W �N IL OZS �'2 - E'E m Q OF �W o x y� Zymo i Dw0 d � NGrL �Q°o K I a: < �•, I W _ w W W O ¢ O m F w. F- a ,. W W W w� cn w o O mZ Z a 2 W N W Om F- w Z 1-- W 0'LLJ N 0 0 W 0 a �! CL OC)I �, - X U 11 Q - 00 N �O i O mcg z a 3 ri 1 r -W N N N N u~i� o W W X Q~ 0 a > ✓;. r— --- M U w o6I-- LU W °M° �H Q Q LO Lo u Lij 6i LU U w u.� F– Z Z W O F– w Q N O � ZD C) W N D �O p Lq O N O 00 r NO O u M M X Q U c Q I c m H (� 04 -® ♦n O M - N Q W O M O� W p Q W S .O Hoo �– O 0c LU Z O NLS w M Z 0_ Q !- J 'ci W Q_ m I I = W W Imil m W ® O N - r - Q F Z L N CL — Z J_ �_i' .O O' Lq ____T r__-_ (y O O Z C _...11... r P W w Z BOOOOOOODODOOOOB -" o0 o `+---i'J; oo O Q I W 0 DOOOOOOOD00000 0 ° 0 00000000000000 � Q Z o W W BDODOOOOOOOOOOOB "*- TT T LL. Q ~ ----11---- S Z H H W Q Z - I ~ ~ -i ® N O Q 3 N H G Z w Z Q -j O Z d I-- LU w O 00 LU LU N W N O Z O 04 ~O F.- .10 m U C'4 C,4 Z N M 0 t U C Q N W mM �� vU �O DN X U� OC N ri \ O O C� L �U v� LC CV � CV 00 W Ln OP O CL c N L O f� V -U� c U� OW L O a�LL.V .4)Wdi Q � n-' W N > U .1.. Q O Q O W W Z � � o J 0 Z • � o.v 0 �� CL CL P N Q o °a W WI. - all e��r,y W H U Q ° a 'L m O P W 0 W F W W a vo p o a I-- U W OiOC�II!UO�O��LOC a ° o 0 xC14 ° �[OCJO.i�C�QQ[�� ILW C� o LL. 90 ` � v 9° ° c C) >- C) C) 4 d W J 0 U Z Ix CL W I -- LU W Ix Z U 0 W � N W SL 0 J W >- M no O LO N N O tll II. 0Ai 41 11 Il dl II: u 16 W Z C) — Q Whe O tll II. 0Ai 41 11 II: u Io- .i°i W Z C) — Q Whe 0 c6 m _ w W V J Q W V W 1-- cn N 0 N Q z z z a Storm Capture provides cost-effective solutions for site applications where stormwater needs to be detained and allowed to discharge at a controlled rate. Storm Capture allows maximization of developable land by allowing detention to be placed efficiently and easily under parking lots and roadways with very little cover, as well as in non -traffic areas. Maintenance Module Maintainable • Designed for maintenance, not replacement • Optional direct module access • Open Interior Structurally Superior • Vehicular traffic loading design with as little as 6" of earth cover • No concrete footing required • Designed for HS -20-44 for full truck load plus impact Efficient • Large storage capacity • Not reliant on stone backfill for storage • Unique Link SlabT" design reduces concrete Economical • Competitive installed and lifetime cost • Typically backfilled with existing site materials • Large capacity yields smaller footprint • Rapid and simple installation STORM® www.stormcapture.com G o CAPTURE OldcastlePrecast' 888-965-3227 Total Stormwater Management System REVISIONS DESCRIPTION OF RE DESIGN LOADINGS: A. AASHTO HS -20-44 W/ IMPACT. B. DEPTH OF COVER = 6" - 5-0" (120 PCF ASSUMED), C. ASSUMED WATER TABLE = BELOW BOTTOM OF PRECAST. D. DRY LATERAL EARTH PRESSURE (EFP) = 45 PCF. E. LATERAL LIVE LOAD SURCHARGE = 80 PSF (APPLIED TO 8' BELOW GRADE). F. NO LATERAL SURCHARGE FROM ADJACENT BUILDINGS, WALL PIERS, OR FOU CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 6,000 PSI, STEEL REINFORCEMENT: REBAR, ASTM A-615 OR A-706, GRADE 60. CEMENT: ASTM C-150 SPECIFICATION. STORMCAPTURE MODULE TYPE = DETENTION. REQUIRED NATIVE ALLOWABLE SOIL BEARING PRESSURE = 3,000 PSF. REFERENCE STANDARDS: A. ASTM C 890 B. ASTM C 891 C. ASTM C 913 CONSTRUCTION EQUIPMENT EXCEEDING DESIGN LOADING SHALL NOT BE ALLOWEErmwate r STRUCTURE. ANY DESIGN CONSTRAINT DIFFERENT FROM ABOVE REQUIRES CUST) STRUCTURAL DESIGN AND MAY REQUIRE THICKER SUBGRADE AND REVISED PRICI BILL OF MATERIALS TYPE QUANTITY HEIGHT B 4 3' C 1 3' Fl 1 3' Gi 1 3' TOTALS T BASE 7 TOP SLAB 7 030"MANWAYACCESS 2 LADDER 1 3 FOOT VOLUME 2,249 CUBIC FEET GEOTEXTILE FABRIC 1 ROLLS BUTYL ROPE 28 ROLLS JOINT WRAP 1 ROLLS 016" OPENING FOR 012" PVC, OUTLET INVERT: 5388.0'. Sib' OPENING FOR 012" PVC, T INVERT: 5388.2'. - PRELIMINARY - NOT FOR CONSTRUCTION GEOTEXTILE FABRIC TO EXTEND 1' MINIMUM UP SIDES OF SYSTEM. COMPACTED FILL SEE INSTALLATION GUIDE, BY OTHERS. GEOTEXTILE FABRIC, SEE INSTALLATION GUIDE. CONTRACTOR WITH DRILLED IN STEPS/LADDER TD TO GRADE. TRIM: 5396.61'MAXIMUM Ij 5392.11' MINIMUM 5' MAX COVER 6" MIN COVER �EL: 5391.61' 7Y" -SEL: 5391.00' EL: 5388.00' EL: 5387.42' NOTE: TERMADUCT INSERTS TO BE KNOCKED OUT AT SPECIFIED LOCATIONS ONLY (BY OTHERS). )rmwater - PRELIMINARY - NOT FOR CONSTRUCTION 39° 45 31" N 39° 45 26" N EXHIBIT 10 Hydrologic Soil Group—Denver County Area, Colorado; and Golden Area, Colorado, Parts of Denver, Douglas, ... o 0 0 495360 495370 495380 495390 495400 495410 495420 4954.90 3 fn Map Scale: 1:763 if printed on A patait (8.5' x 11") sheet o Mete N rs N 0 10 20 40 80 ■ \ 0 35 70 140 210 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: LITM Zane 13N WG584 uSDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 496440 4954M 4954W 495470 3 0 M 0 2/17/2017 Page 1 of 5 39° 45'31"N 39° 45 26"N O H m 2 x LLl G Z W W J CL CL E U m L U T 0'0 C U N y Co c U m m a-0 w mm N E m c N — rn m 0 +L O C N N m fl O CDC com L a) E N a > ' C > .0 C �6 OL O O a) 'D O C NCL 3 T a L Co 0 m N. Ey CL m m E o H " 01 O C C O N N p7 N N U y C 'O f0 ` f6 j O N N >m cN4)cm W E U N O- m E O m d L N O_ m E L U m m O N co N m` a a) L e2 O N >. E N N m m N N a E a m O L m f0 m o 0 c `6 -0 N m c -0 rn o m a x � N E d m h N � y - d U 0 Z °' U) o x �_ 7 D D LL CL 'O m r N C o aa) C7 O O 'O N mof O N (j CL c (n 3 dU� Q � C va o 7E5 C � C9 m id 0E m Q .t-- T a) ("D a) � r' vi Q 3 m T 5 Z i n0U) O T. m co C Z 0-5 a) y d a m EE 5, H N "- N T w .m C N oQmo.a c m m E E -o E o U C m C N (D 0 E-0c vii o N a) E N -O t C N w T y EN a C E 3 N 0 3 N c L 0 O m m~ m a Q m — m `mc::°0. N N N T C N m NC 7 O N L > m N m a) O N L C N O U t.'k- O co imN'oa O1 3 Q N O f6 C CL U m m CL O N Q a N N N d 3 m m d rn m m E .N, m . <6 C 3 O a) a m I- ca O E = p N N o LP Ci- ON d a O C O � N a �a C 0 0 o a IL o 0 a m m U U 0 Z 0 Q a m m t z 0 0 ■ O (A n LO CD O N N .n () N d o 3 m N -' — m o `m u� a N 00 2�U m c 0 O L m d a 0 a) U.ca co a) r m d m a U U O N CD a 3 ami N Ev E �_ N CC'i_ O 0 a> a 2 a) 3 m 3 m 0 U 'O m ca a N o aa) C7 0 N Z d � -o Z 0- N to C d a> m N -O N 7 m Q (0 N U W m m O p a) a N m = Q 04 a) O d O w :p 0 7 U >.NY U 00 7 •- N N a) O y E Z 0 a (D 3 N U O jp U) d "O O -O -0a) O > (6 Z U Q) C a) 3J N(na"CO m- N� ma ZEE 0) Q o c mc-cdm° m y ICD: id � S Q N d N N Um m 5 N U .0 N m � .LO-. 3 C N O >, In :> E C m 3 U D O N N a> 3` O y U w 'V C L N a> 3 T 3a 0 N m O N a U y.L.. 00) 3: 2 n�Q m H o U)U) O O 'O N mof O N (j CL c (n 3 dU� Q � C va o 7E5 C � C9 m id 0E m Q .t-- T a) ("D a) � r' vi Q 3 m T 5 Z i n0U) O T. m co C Z 0-5 a) y d a m EE 5, H N "- N T w .m C N oQmo.a c m m E E -o E o U C m C N (D 0 E-0c vii o N a) E N -O t C N w T y EN a C E 3 N 0 3 N c L 0 O m m~ m a Q m — m `mc::°0. N N N T C N m NC 7 O N L > m N m a) O N L C N O U t.'k- O co imN'oa O1 3 Q N O f6 C CL U m m CL O N Q a N N N d 3 m m d rn m m E .N, m . <6 C 3 O a) a m I- ca O E = p N N o LP Ci- ON d a O C O � N a �a C 0 0 o a IL o 0 a m m U U 0 Z 0 Q a m m t z 0 0 ■ O (A n LO CD O N N .n () N d o 3 m N -' — m o `m u� a N 00 2�U m c 0 d a 0 N N O C O W C O =C 0 rn d Q N p Z. QI q d m¢ a° o a 0 'm 0 6 C m m a m U L) 0 Z rn a ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ I I y0 fp � S Q N O O 'O N mof O N (j CL c (n 3 dU� Q � C va o 7E5 C � C9 m id 0E m Q .t-- T a) ("D a) � r' vi Q 3 m T 5 Z i n0U) O T. m co C Z 0-5 a) y d a m EE 5, H N "- N T w .m C N oQmo.a c m m E E -o E o U C m C N (D 0 E-0c vii o N a) E N -O t C N w T y EN a C E 3 N 0 3 N c L 0 O m m~ m a Q m — m `mc::°0. N N N T C N m NC 7 O N L > m N m a) O N L C N O U t.'k- O co imN'oa O1 3 Q N O f6 C CL U m m CL O N Q a N N N d 3 m m d rn m m E .N, m . <6 C 3 O a) a m I- ca O E = p N N o LP Ci- ON d a O C O � N a �a C 0 0 o a IL o 0 a m m U U 0 Z 0 Q a m m t z 0 0 ■ O (A n LO CD O N N .n () N d o 3 m N -' — m o `m u� a N 00 2�U m c 0 3�0 CD o E m — Y N O NE O -0 O y - N c U �:9L O > 3 y @ y O O Q T O. � l0 E 2' m n 0-0 E d a y o a� O N O O p7 C 7 4>), O U DOL O L c N E O_ N w O p. O C O E N '.�_ H U - N n Ln co z 8LI EXHIBIT 10 Hydrologic Soil Group—Denver County Area, Colorado; and Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Denver County Area, Colorado (CO031) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI NOTCOM No Digital Data Available 23.4% 1.1 1.1 35.4% 35.4% Subtotals for Soil Survey Area Totals for Area of Interest 3.0 100.0% Hydrologic Soil Group— Summary by Map Unit — Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (C0641) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 105 Nunn -Urban land C 0.7 23.4% complex, 0 to 2 percent slopes 1.2 41.1% 106 Nunn -Urban land C complex, 2 to 5 percent slopes Subtotals for Soil Survey Area 2.0 64.6% Totals for Area of Interest 3.0 100.0% L,m),i Natural Resources Web Soil Survey 2/17/2017 Conservation Service National Cooperative Soil Survey Page 4 of 5 EXHIBIT 10 Hydrologic Soil Group—Denver County Area, Colorado; and Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher uSDA Natural Resources Web Soil Survey 2/17/2017 ;iF� Conservation Service National Cooperative Soil Survey Page 5 of 5 Utley,, PROJECT NAME: Ashland Denver Watel PROJECT #: 17.0106 POND NAME: Underground Vault DATE: 5/8/2017 5/8/2017 12:04 PM EXHIBIT 11 100 -YEAR RESTRICTOR PLATE .00" MARTIN/MARTIN C O N S U t 1 1 N G ENGI N E E R S Max 100 -Year Release Rate = 0.6 (cfs) Outlet Pipe Invert Elevation = 87.55 (ft) Water Quality WSEL = 87.76 (ft) 100 -Year WSEL = 90.50 (ft) Orifice Equation: 'Equation SO -15, UDFCD (V2), Chapter 10, Page SO -20 Q = Flow Rate Through Orifice (cfs) C = Discharge Coefficient (0.40-0.65) A = Area Of Orifice (ft2) H = Effective Head On Orifice Opening (ft) g = Gravitational Acceleration (32.2 ft/sec2) Minimum Opening Area = 0.07 (ft2) H = 2.86 (ft) g = 32.2 (ft/sec2)- T C (0.40-0.65) Outlet Pipe Diameter = 12 (in) 1.00 (ft) R = 0.50 (ft) 8 = 0.79 (rad) A, : R20 - sin B cos e) Invert To Plate = 0.15 (ft) N = 2Re = 1.8In ( ) A� _ — sin 0 cos 6 Rh = R A = 0.07 (ft2) Y 2d (a) Circular channel (0 in tad) Centroid Elevation = 87.64 (ft) Velocity = 8.14 (ft/s) 100 -Yr Restrictor Plate G:\HORN\17.0106-Ashland Decentralization Station - Parking Lot Extension\ENG\DRAINAGE\100-Year Release.xlsm ASHLAND WHEAT RIDGE, CO KEYSTONE COMPAC III (REAR -PIN CONFIGURATION, 8 DEGREE SETBACK) RETAINING WALL DESIGN Cily c,t W heat P,icic COMMUNITY DEVELOPMENT APPROVED Reviewed for Code Compliance Plans Examiner Date VaMity of permit The nsuanre ofo pemut or opproval of p1on, %prof ronnns ondeomputotiorrs,hull not be opernw Jar, ur an approval of, anv to any of the provisions of Me building code or of any Cty ord,nonres. Permits owseming to give outhority to violate of cancel the provisions of the Budding codes or other ordmonces of the City shall not be valid. City of Wheat Ridge �. - F �o,�yEN J. 8-2-17 ��;� o 46681 S�CN L -E SK Wall Desion NO. I DATE REVISION TITLE: TITLE SHEET DATE: 8/2/2017 SHEET NO. 12800 South Logan Street s Englewood, 80113 Fee M JOB NAME: PREPARED FOR: PROJECT NO: 17067 SARGON CONSTRUCTION 3woodCOO 8 ASHLAND DESIGNED BY: SJK www.skwalidesign.com wA" Know whars below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 Steve@skwalldesign.com DrsG^ Call before you dig. LITTLETON, CO 80120 SCALE: NTS _z'_ Cy --7 C S �-,-.71,(.-- SHEETINDEX No. Title RW -1 TITLE PAGE RW -2 GENERAL NOTES RW -3 SPECIFICATIONS (1 OF 2) RW4 SPECIFICATIONS (2 OF 2) RW -5 CONSTRUCTION DETAILS RW -6 CONSTRUCTION DETAILS RW -7 CONSTRUCTION DETAILS RW -8 CONSTRUCTION DETAILS RW -9 CONSTRUCTION DETAILS RW -10 CONSTRUCTION DETAILS RW -11 CONSTRUCTION DETAILS RWA2 WALL IDENTIFICATION RW -13 ELEVATION PROFILE - WALL A RW -14 ELEVATION PROFILE - WALL B RW -15 ELEVATION PROFILE - WALL C RWA6 ELEVATION PROFILE - WALL D Cily c,t W heat P,icic COMMUNITY DEVELOPMENT APPROVED Reviewed for Code Compliance Plans Examiner Date VaMity of permit The nsuanre ofo pemut or opproval of p1on, %prof ronnns ondeomputotiorrs,hull not be opernw Jar, ur an approval of, anv to any of the provisions of Me building code or of any Cty ord,nonres. Permits owseming to give outhority to violate of cancel the provisions of the Budding codes or other ordmonces of the City shall not be valid. City of Wheat Ridge �. - F �o,�yEN J. 8-2-17 ��;� o 46681 S�CN L -E SK Wall Desion NO. I DATE REVISION TITLE: TITLE SHEET DATE: 8/2/2017 SHEET NO. 12800 South Logan Street s Englewood, 80113 Fee M JOB NAME: PREPARED FOR: PROJECT NO: 17067 SARGON CONSTRUCTION 3woodCOO 8 ASHLAND DESIGNED BY: SJK www.skwalidesign.com wA" Know whars below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 Steve@skwalldesign.com DrsG^ Call before you dig. LITTLETON, CO 80120 SCALE: NTS _z'_ Cy --7 C S �-,-.71,(.-- General Notes: 1) Contractor shall contact all utility companies prior to construction for location of all underground utilities (i.e. water, sewer, electric, gas, telephone, & cable TV). 2) The subgrade at the base of the proposed retaining walls shall be native, undisturbed material or well compacted, controlled fill material (95% of Maximum Standard Proctor ASTM D698, and ±2.0% of optimum moisture content). Consult with site geotechnical engineer as necessary. 3) All segmental retaining wall units shall be Keystone Compac III (8 degree batter - rear pin configuration). The manufacturer's specifications for each product shall be used during construction. Should a conflict occur between the manufacturer's specifications and the normal construction methods used by the contractor, the contractor shall contact the engineer to resolve said conflicts prior to construction. 4) Drainage fill shall be installed a minimum of 12" behind all block facing. 5) This Retaining Wall Design is based on a Detailed Grading Plan prepared by Denver Water, Job No. 18827, dated 6/2/2017. SK Wall Design assumes no responsibility for grading, finished wall heights or lengths, easement or property line encroachments, or landscape irrigation removals & improvements. 6) The soil assumptions in this design are based on a geotechnical report prepared by Kumar & Associates, Job No. 93-108, dated 2/1/1993. The soil design parameters are assumed to be as follows: Area 0 Unit Weight Soil Description Reinforced Soil 340 125 pcf Well -Compacted CDOT Class 1 Retained Soil 260 135 pcf Onsite Soil Foundation Soil 260 135 pcf Onsite Soil 7) The retaining wall design assumes zero hydrostatic pressure. Water should be managed so that no water build-up occurs behind wall. 8) Retaining wall design calculations are in accordance with NCMA. 9) The retaining wall contractor shall notify the SK Wall Design prior to construction to coordinate site observations and associated fees, should conformance by SK Wall Design be required. 10) The engineer shall not be held responsible for the retaining wall design when subjected to concentrated drainage due to direct runoff, or broken water, irrigation, or sewer lines. Trees shall never be installed over the reinforced backfill or within 5 feet of the face of wall. 11) The engineer shall not be responsible for providing adequate surface drainage, grading, and erosion control during and upon completion of retaining wall construction. Proper drainage must be maintained to avoid damage to retaining walls. 12) This mechanically stabilized earth retaining wall design is based on an "active condition"; i.e. wall movement between 0.5% and 1.0% of the wall height can be expected. 13) All soil backfill shall be tested by others for moisture, density and compaction periodically (every 2' vertically, 100'-200' c/c) meeting minimum requirements. 14) The owner or owner's representative is responsible for reviewing and verifying that the actual site conditions are as described in General Note #6 prior to and during construction. If imported fill is used, contractor shall supply test data to show that material meets parameters in note #6. The owner or owner's representative shall be on- site to assure the provisions of the construction notes are followed. 15) If any rock formations and/or ground water are encountered during construction, immediately contact SK Wall Design and the owner's representative. 0" ®1 �Nreac R�d9z �?,ND 0 8-2-17 46681 S7pN �'ti • SK Wall Desian NO. I DATE REVISION TITLE: GENERAL NOTES DATE: 8/2/2017 SHEET NO. 1 2800 South Logan Street S Englewood, CO 80113 � JOB NAME: PREPARED FOR: PROJECT NO: 17067 K SARGON CONSTRUCTION 303-900-8714 ASHLAND DESIGNED BY: SJK RW -2 WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 wwwskwalldesign.com i - - Know what's below. Steve@skwalldesign.com G Call before you dig. LITTLETON, CO 80120 SCALE: NTS Retaining Wall Specifications: SECTION 1 PART 1: GENERAL 1.1 Scope Work includes furnishing and installing modular concrete block retaining wall units to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Sections of Related Work Geogrid Wall Reinforcement (see section 2) 1.3 Reference Standards A. ASTM C-1372 Specification for Segmental Retaining Wall Units B. ASTM D-422 Particle Size Analysis C. ASTM D-698 Laboratory Compaction Characteristics of Soil Standard Effort D. ASTM D-4318 Liquid Limit, Plastic Limit and Plasticity Index of Soils 1.4 Delivery Storage and Handling A. Contractor shall check the materials upon delivery to assure proper material has been received. B. Contractor shall prevent excessive mud, wet cement, and like materials from coming in contact with the materials. C. Contractor shall protect the materials from damage. Damaged material shall not be incorporated in the project. PART 2: MATERIALS 2.1 Modular Wall Units A. Wall units shall be Keystone Compac III (8 degree batter - rear pin configuration) units as produced by Colorado Best Block. B. Wall units shall have minimum 28 day compressive strength of 3000 psi in accordance with ASTM C1372-97. C. Exterior dimensions shall be uniform and consistent. Maximum dimensional deviations shall be 1/8 inch, not including textured face. D. Exterior face shall be textured. Color shall be a standard color as manufactured by Colorado Best Block, and selected by owner. Block color shall be approved by the local jurisdiction. 2.2 Wall Rock A. Unit Fill and drain rock shall consist of crushed recycled concrete or similar crushed stone meeting the following gradation tested in accordance with ASTM D-422: Sieve Size Percent Passing 1 " 90-100 3/4" 75-100 No. 4 0-10 No. 50 0-5 No. 200 0-3 SK Wall Design 1 2800 South Logan Street Englewood, CO 80113 303-900-8714 www.skwalldesign.com steve@skwalldesign.com NO. I DATE S X WAIL DESIGn PART 3: WALL CONSTRUCTION 3.1 Excavation A. Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall use caution not to over -excavate beyond the lines shown, or to disturb the base elevations beyond those shown. 3.2 Foundation Soil Preparation A. Foundation soil shall be native, undisturbed soil, or fill material compacted to 95% minimum Standard Proctor density per ASTM D-698. B. Foundation soil shall be examined by the Site Geotechnical Engineer to insure that the actual foundation soil strength meets or exceeds assumed design strength. Soil not meeting the required strength shall be removed and replaced with acceptable material. 3.3 Base A. Base material shall be placed as shown on construction drawing. Top of base shall be located to allow bottom wall units to be buried to proper depths as per wall heights and specifications. B. Base material shall be installed on undisturbed native soils or suitable replacement fills compacted at 95% Standard Proctor density. C. Base shall provide a level surface on which to place the first course of blocks. The base shall be constructed to insure proper wall embedment and the final elevation shown on the plans. D. Base material shall be a 6 inch minimum depth for all walls. 3.4 Unit Installation A. The first course of wall units shall be placed on the prepared base with the front edges tight together. The units shall be checked for level and alignment as they are placed. B. Insure that units are in full contact with base. Proper care shall be taken to develop straight lines and smooth curves on base course as per wall layout. C. All cavities in and around the base row shall be filled with base materials. Backfill front and back of entire base row to firmly lock in place. Check again for level and alignment. All excess material shall be swept from top of units. D. Install next course of wall units on top of base row. Check each block for proper alignment and level. Fill all cavities in and around wall units and to a 12 inch depth behind block with drainage material. Spread backfill in uniform lifts not exceeding 8 inches in thickness and compact to 95% of Standard Proctor density per ASTM D-698. Employ methods using lightweight compaction equipment that will not disrupt the stability or batter of the wall. Only hand -operated, plate compaction equipment shall be used within 3 feet of wall face. E. Install each subsequent course in like manner. Repeat procedure to the extent of wall height. F. Allowable construction tolerance at the wall face is 1 inch in 10 feet vertically and 1 inch in 10 feet horizontally. REVISION • • Know what's below. Call before you dig. SECTION 2: GEOGRID REINFORCED WALLS PART 1: GENERAL 1.1 Scope Work includes furnishings and installing geogrid reinforcement, wall fill, and backfill to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Section of Related Work Section 1: Keystone Compac III (8 degree batter - rear pin configuration) Retaining Wall Systems. 1.3 Reference Standards A. ASTM D-4595 - Tensile Properties of Geotextiles, Wide Width Strip B. ASTM D-5262 - Unconfined Tension Creep Behavior of Geosynthetics C. GRI-GG4 - Determination of Long Tern Design Strength of Geogrids D. GRI-GGS - Determination of Geogrid (soil) Pullout E. NCMA SRWU-1 - Test Method for Determining Connection Strength of SRW F. NCMA SRWU-2 - Test Method for Determining Shear Strength of SRW 1.4 Delivery Storage and Handling A. Contractor shall check the geogrid upon delivery to assure that the proper material has been received. B. Geosynthetic labeling, shipment, and storage shall follow ASTM D- 4873. Product labels shall clearly show the manufacturer or supplier name, style name, and roll number. C. Each geosynthetic roll shall be wrapped with a material that will protect the geosynthetic from damage due to shipment, water, sunlight, and contaminants. D. During storage, geosynthetic rolls shall be elevated off the ground and adequately covered to protect them from the following: site construction damage, precipitation, extended ultraviolet radiation including sunlight, chemicals that ore strong acids or strong bases, flames including welding sparks, excess temperatures, and any other environmental conditions that may damage the physical property values of the geosynthetic. 4pD0 t/�F �.� 8-2-17 ��;�, o 46681 city of �4 Wheat Ridge L E DIVISO TITLE: SPECIFICATIONS (1 of 2) JOB NAME: PREPARED FOR: ASHLAND SARGON CONSTRUCTION WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 LITTLETON, CO 80120 DATE: 8/2/2017 SHEET NO. PROJECT NO: 17067 DESIGNED BY: SJK R V V`/�, —3 SCALE: NTS Retaining Wall Specifications, cont'd PART 2: GRID MATERIALS 2.1 Definitions A. Concrete retaining wall units are as detailed on the drawings and shall be Keystone Compac III (8 degree batter - rear pin configuration) Units. B. Drainage material is free draining material as defined in section: Modular Concrete Retaining Wall systems as "Drainage Material." C. Backfill is defined as the soil used as fill for the reinforced soil mass. D. Foundation soil is the in-situ soil. 2.2 Products A. Geogrid shall be Synteen SF20 minimum or pre -approved equivalent structural geogrid reinforcement as shown on the construction drawings. PART 3: WALL CONSTRUCTION 3.1 Foundation Soil Preparation A. Foundation soil shall be excavated to the lines and grades as shown on the construction drawings, or as directed by the Engineer. B. Foundation soil shall be examined by the Site Geotechnical Engineer to assure that the actual foundation soil strength meets or exceeds assumed design strength. C. Over -excavated areas shall be filled with approved compacted backfill material. 3.2 Wall Construction A. Wall construction shall be as specified under Section 1, Part 3, Wall Construction. 3.3 Geogrid Installation A. Install block wall to designated height of first geogrid layer, backfill and compact behind wall to depth equal to designed grid length. B. Cut geogrid to designed embedment length and place on top of block. Extend horizontally on compacted backfill. C. Place next course of block on top of grid and fill block cores with drainage fill to lock in place. Remove slack in grid and stoke as necessary to maintain tension. D. Lay geogrid at the proper elevation and orientations shown on the construction drawings or as directed by the Engineer. E. Correct orientation (strength direction) of the geogrid shall be verified by the contractor. F. Follow manufacturer's guidelines for overlap requirements. 3.4 Fill Placement and Backfill Placement A. Backfill material shall be placed in 8" maximum lifts and compacted to 95% of the maximum Standard Proctor Density per ASTM D-698. B. Backfill shall be placed, spread and compacted in such a manner that minimizes the development of wrinkles in and/or movement of the geogrid. C. Only hand -operated equipment shall be allowed within 3 feet, of the wall face. D. Tracked construction equipment shall not be operated directly on the geogrid. A minimum backfill thickness of 8 inches is required prior to operation of tracked vehicles over the geogrid. Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. E. Rubber -tired equipment may pass over the geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. F. The backfill shall be placed in 8" maximum lifts. The Engineer may direct the contractor to remove, correct or amend any soil found not in compliance with these specifications. SECTION 3 PART 1: QUALTY CONTROL 1.1 Quality Assurance A. The Owner's geotechnical engineer will provide compaction testing based upon general note number 13 on Sheet RW -2. 1.2 Field Quality Control A. Owner's geotechnical engineer will provide compaction testing based upon general note number 13 on Sheet RW -2. B. Quality control inspection and testing shall include soil and backfill testing to verify soil types and compaction, and verification that the retaining walls are being constructed in accordance with the design plans and project specifications. city of Wheat Ridge O\�ptq N SEJ. �: •2J' 8-2-17 46681 SK Wall Desian NO. I DATE REVISION TITLE: SPECIFICATIONS (2 of 2) DATE: 8/2/2017 SHEET NO. 12800 South Logan Street JOB NAME: PREPARED FOR: PROJECT NO: 17067 Englewood, CO 80113 SARGON CONSTRUCTION ASHLAND RW -4 303-900-8714 � DESIGNED BY: SJK WDLL www.skwalldesign.com Know. what's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 Steve@skwalldesign.com D4^ Call before you dig. LITTLETON, CO 80120 SCALE: NTS APPROXIMATE LIMITS OF EXCAVATION RETAINED SOIL 8" MIN LOW PERMEABLE SOIL GEOGRID 24„ REINF. TYP--\ REINFORCED SOIL GRID DEPTH KEYSTONE CAP UNIT KEYSTONE UNIT UNIT DRAINAGE FILL FREE DRAINING = CRUSHED STONE OR 9 RECYCLED CONCRETE = 1" - 1 1/4" z (D U) 8" w 0 FINISHED GRADE FOUNDATION SOIL UNREINFORCED CONCRETE OR CRUSHED STONE LEVELING PAD OR RECYCLED CONCRETE 6" MIN, HEIGHT 4" PERFORATED DRAIN TILE, VENTED TO DAYLIGHT ON 50 -FEET CENTERS TYPICAL REINFORCED WALL SECTION City of Wheat Ridge D ,?,pDO �O N J. 8-2-17 46681 SK Wall Desian NO. DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 8/2/2017 SHEET NO. 12800 South Logan Street Englewood, CO 80113 - is JOB NAME: PREPARED FOR: PROJECT NO: 17067 303-900-8714 =' SARGON CONSTRUCTION DESIGNED BY: SJK ASHLAND RW -5 wwwsWALL kwaildesign.com Know what's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE steve@skwa[Idesign.com oF ,'. Call before you dig. I LITTLETON, CO 80120 SCALE: NTS CD w 8" MIN LOW KEYSTONE CAP UNIT PERMEABLE SOIL KEYSTONE W UNIT o RETAINED SOIL 1" - 1 1/4" 81, 24" FINISHED GRADE FREE DRAINING CRUSHED STONE OR RECYCLED CONCRETE APPROXIMATE LIMITS OF EXCAVATION UNREINFORCED FOUNDATION SOIL CONCRETE OR CRUSHED 4" PERFORATED STONE LEVELING PAD DRAIN TILE, VENTED OR RECYCLED CONCRETE TO DAYLIGHT ON 50 -FEET CENTERS TYPICAL GRAVITY WALL SECTION City of Wheat Ridge D ,?,pDO �O N J. 8-2-17 46681 SK Wall Desian NO. DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 8/2/2017 SHEET NO. 12800 South Logan Street Englewood, CO 80113 - is JOB NAME: PREPARED FOR: PROJECT NO: 17067 303-900-8714 =' SARGON CONSTRUCTION DESIGNED BY: SJK ASHLAND RW -5 wwwsWALL kwaildesign.com Know what's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE steve@skwa[Idesign.com oF ,'. Call before you dig. I LITTLETON, CO 80120 SCALE: NTS (2) 4" CAP UNITS OR ONE CAP UNIT -ONE UNIT NOTE: SECURE ALL CAP UNITS WITH KEYSTONE KAPSEAL OR EQUAL TOP OF WALL STEPS \ �8" OR 16" WALL STEP LEVELING PAD EXCAVATION LIMITS NOTE: THE LEVELING PAD IS TO BE CONSTRUCTED OF CRUSHED STONE OR 2000 PSI ± UNREINFORCED CONCRETE rl r\/A TI/lAI W 6" 1/2" x 5 1/4" FIBERGLASS PINS 6" LEVELING PAD -,,--FRONT FACE 1 EXCAVATION W + 12" LIMITS SECTION LEVELING PAD DETAIL r1r1hADAr' III ELEVATION GEOGRID IS TO BE PLACED ON LEVEL BACKFILL AND EXTENDED OVER THE FIBERGLASS PINS. PLACE NEXT UNIT. PULL GRID TAUGHT AND BACKFILL. STAKE AS REQUIRED. GRID & PIN CONNECTION 18" / 12" CAP UNIT ELEVATION 12" N , 0 18" CAP UNIT PLAN UNIVERSAL CAP UNIT OPTION DIMENSIONS & AVAILABILITY WILL CARY BY REGION COMPAC III PLAN COMPAC III UNIT DIMENSIONS & AVAILABILITY WILL CARY BY REGION v 18" CAP UNIT ELEVATION 18" CAP UNIT PLAN STRAIGHT SPLIT CAP UNIT OPTION DIMENSIONS & AVAILABILITY WILL CARY BY REGION C►iv °s Wheat Ridge ,Ainn Owkson N J. 8-2-17 46681 SK Wall Design NO. DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 8/2/2017 SHEET NO. 12800 South Logan Street JOB NAME: PREPARED FOR: PROJECT NO: 17067 Englewood, CO 80113 303-900-8714 ASHLAND SARGON CONSTRUCTION DESIGNED BY: SJK RW -6 www.skwaildesign.com Know what's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 steve@skwalidesign.com _ Call before you dig. ILITTLETON, CO 80120 SCALE: NTS 3" OF SOIL FILL IS REQUIRED BETWEEN OVERLAPPING GEOGRID FOR PROPER H / 4 ADDITIONAL GEOGRID OVERLAP ANCHORAGE, TYPICAL -N--- /- EXTEND WALL HEIGHT/ 4 ADDITIONAL DRAINAGE FILL, EXTEND WALL HEIGHT / 2 -7 H/2 Et° J 8-2-17 46681 DRAINAGE FILL NOTE: -CHECK WITH MANUFACTURER SPECIFICATIONS ON CORRECT DIRECTION OF ORIENTATION FOR GEOGRID TO OBTAIN PROPER STRENGTH -CORNER UNITS RECOMMENDED FOR OUTSIDE CORNERS. AVAILABILITY MAY VARY c+tY °f What Ridge SK Wall Desian NO. I DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 8/2/2017 SHEET NO. 12800 South Logan Street S Englewood, CO 80113 � JOB NAME: PREPARED FOR: PROJECT NO: 17067 303-900-8714 ASHLAND SARGON CONSTRUCTION DESIGNED BY: SJK RW -7 c=1 MINE&Nall www.skwalldesign.com Knowallbeoreyou WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 steve@skwalldesign.com nG, C81lbeforeyoudig. LITTLETON, CO 80120 SCALE: NTS A[ E} I PLACE ADDITIONAL PIECES SK Wall Design NO. I DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 8/2/2017 SHEET NO. 12800 South Logan Street 15 JOB NAME: PREPARED FOR: PROJECT NO: 17067 Englewood, CO 80113 303-900-8714 ASHLAND SARGON CONSTRUCTION DESIGNED BY: SJK RW -8 www.skwalidesign.com a" Know what's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 steve@skwa0design.com = 4, Call before you dig. I LITTLETON, CO 80120 SCALE: NTS KEYSTONE BLOCK CUT NOTCH IN UNIT BLOCK TO ALLOW FOR DRAIN PIPE. RODENT SCREEN AS REQUIRED. FINISHED GRADE TO SLOPE AWAY FROM THE WALL FACE WITH IMPERVIOUS SOIL OR SURFACE LOW PERMEABILITY GRANULAR MATERIAL PLACED IN CORES OF THE MESA BLOCK AS WELL AS IN THE INFILL SOIL 4 in (100 mm) TOE DRAIN PIPE VENTED THROUGH THE FACE OF THE WALL AT THE LOWEST POSSIBLE ELEVATION ON 50 ft ( 15 m) CENTERS MAXIMUM LEVEL GRADE BELOW WALL Alternate Drain KEYSTONE BLOCK UNIT SLOPED GRADE BELOW etails — 4 in ( 100 mm) TOE DRAIN PIPE VENTED TO DAYLIGHT in ( 300 mm) SK Wall Desian NO. I DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 8/2/2017 SHEET NO. 12800 South Logan Street 4, Englewood, CO 80113 JOB NAME: PREPARED FOR: PROJECT NO: 17067 303-900-8714 Wi ~ 10 ASHLAND SARGON CONSTRUCTION DESIGNED BY: SJK RW -9 www.skwalidesign.com "p" WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 9 Know what's below. steve@skwalldesign.com �'nG, Call before you dig. LITTLETON, CO 80120 SCALE: NTS r Fence Plan Detail Backfill or Concrete Post in Place Steel Fence or Railing Backfill or Concrete .]r R A.— Geogrid Fence Section Detail TYPICAL RAILING DETAIL - BY OTHERS �p,DD CCF 8-2-17 46681 ` Keystone 4" Cap Unit Keystone Compac Unit FENCE POST* SET POSITION OF SLEEVE IMMEDIATELY BEHIND TOPMOST SRW UNIT. �L11�LI�� X SRW UNIT SLEEVE -IT TM 1224R 12" OX24" DEEP CUT THE GEOGRID FILL SLEEVE WITH AROUND THE CONCRETE, SET SLEEVE -ITT"' SYSTEM FENCE POST AS NECESSARY COMPACT TO 95% MDD /PER ASTM D698. REINFORCED BACKFILL ZONE GEOGRID *FENCING SYSTEMS APPROVED FOR USE WITH SLEEVE -IT TM 1224R ARE LIMITED TO THE FOLLOWING HEIGHTS: CHAIN LINK - UP TO 8 -FT, PRIVACY - UP TO 6 -FT (WOODEN, PVC, METAL). POST SIZE 4"X4" MAX. DETAIL OF FENCE POST INSTALLATION USING SLEEVE -IT TM 1224R N.T.S. FOR PEDESTRIAN RAILINGS DIRECTLY BEHIND BLOCKS BY OTHERS U SK Wall Desian NO. DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 8/2/2017 SHEET NO. 12800 South Logan Street S JOB NAME: PREPARED FOR: PROJECT NO: 17067 Englewood, CO 80113 303-900-8714 ASHLAND SARGON CONSTRUCTION DESIGNED BY: SJK RW -10 www.skwalldesign.com "-p-" WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 9 - - Know what's below. steve@skwalldesign.com nEv'« Call before you dig. LITTLETON, CO 80120 SCALE: NTS Concrete Collar Saw Cut Units to Fit (if applicable) Within 1/2" of Pipe Control Joints as required Scour Protection as Required Use Rip Rap or Concrete Slab in Outlet Area Typical Pipe Outlet Detail 8" Min. Low Permeable Soil 0 o^ ^o Control Joint Cut Geogrid Storm Drain Pipe Note: For pipes larger than 24", a concrete collar may be cast around pipe for ease of construction and appearance. 1' Min. Thickness Concrete Collar if Applicable Keystone Cap Unit Keystone Standard Unit Concrete Collar if Applicable Scour Protection as Required Unreinforced Concrete or Crushed Stone Leveling Pad Typical Pipe Outlet Section ,N00 t c Standard Unit - Near Vertical Setback 0 c 8-2-17 4�;• o 46681 City of Wheat Ridge SK Wall Desian NO. I DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 8/2/2017 SHEET NO. 12800 South Logan Street S JOB NAME: PREPARED FOR: PROJECT NO: 17067 Englewood, CO 80113 KSARGON CONSTRUCTION 303-900-8714 ASHLAND DESIGNED BY: SJK RW -11 www.skwalidesign.com wp Know what's below.WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 steve@skwalldesign.com p4^' Call before you dig. I LITTLETON, CO 80120 SCALE: NTS NOTE: THIS SHEET IS FOR WALL IDENTIFICATION ONLY. ACTUAL WALL LAYOUT SHOULD BE BASED ON THE CONTRACT SITE PLANS i N 101107.1044 E 125599.0379 x 1 OF EXIST SEGMENTAL I / RETAINING WALL, BEGIN EXT OF SEGMENTAL RETAINING WALL � 00 N 101157.0061 XX E 125598.7517 r� ASPHALT PVM T STATION 231.81 I ; I I , �I x — 6" CONC SLAB ' I 6' VINYL WOOD CHAIN 1 x LINK FENCE SEE C-9 1 I 1 B SEGMENTAL RETAINING WALL � � x C-12 I , I 5392 1 `90• p I't OAi, 0 Sig 0� I I o , x � �— x x --- --D W F— x x x x xn x x __ x— i x- 101107.7124 1011 125; F,.. I I 1�5388"—~ C,ty of Wheat &Idge Building Diviso h n x o�RDo C/C .�p�.•VN J. VI �� c, 8-2-17 46681 SK Wall Desian NO. DATE REVISION TITLE: WALL IDENTIFICATION DATE: 8/2/2017 SHEET NO. 12800 South Logan Street S JOB NAME: PREPARED FOR: PROJECT NO: 17067 Englewood, CO 80113 S SARGON CONSTRUCTION 303-900-8714 ASHLAND DESIGNED BY: SJK RW -12 WALL65984 SOUTH PRINCE ST #103 www.skwalldesign.com Know what's below. WHEAT RIDGE, CO steve@skwalldesign.com D4,, Call before you dig. LITTLETON, CO 80120 SCALE: NTS 94 93- 92- 91. 39291. 90. 89- 88- 87- 86- 85- WALL 988- 8786- 85 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 20 OR GREATER WALL ELEVATION -A SCALE: 1" = 5' SCALE o. s' 10, 15' City of Wheat Ridge V4 N J. 8-2-17 46681 SK Wall Desian NO. DATE REVISION TITLE: ELEVATION PROFILE WALL A DATE: 8/2/2017 SHEET NO. 12800 South Logan Street Englewood, CO 80113 JOB NAME: PREPARED FOR: PROJECT NO: 17067 303-900-8714 ° =� ASHLAND SARGON CONSTRUCTION DESIGNED BY: SJK RW— 3 . 'NAL L www.skwalldesign.com Know what's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 — steve skwalldesi n.com LITTLETON, CO 80120 SCALE: 1 — 5 @ 9 �_' _'_ Call before you dig. 94 93 92 91 90 89 88 87 86 85 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 20 OR GREATER WALL ELEVATION -B SCALE: 1" = 5' SCALE 01 s' 10' 15' City of Wheat Ridge CPDD CCF �N d 8-2-17 �m o 46681 SK Wall DesianNO. DATE REVISION TITLE: ELEVATION PROFILE WALL B DATE: 8/2/2017 SHEET NO. 1 2800 South Logan Street*WA JOB NAME: PREPARED FOR: PROJECT NO: 17067 Englewood, CO 80113 ASHLAND RW -1 4 303-900-871415 SARGON CONSTRUCTION DESIGNED BY: SJK WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 www.skwalldesign.com Know what'sbelow. Steve@skwalldesign.com C811 before you dig. LITTLETON, CO 80120 SCALE: 1" = 5' 94 93 92 91 90. 89• 88- 87- 86- 85- WALL 8878685- NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS SYNTEEN SF 20 OR GREATER WALL ELEVATION -C SCALE: 1" = 5' SCALE o. s' 10, 15' city of . Wheat Ridge 8-2-17 46681 ` s7�lU L ti SK Wall Desion -` NO. DATE REVISION TITLE: ELEVATION PROFILE WALL C DATE: 8/2/2017 SHEET NO. 12800 South Logan Street JOB NAME: PREPARED FOR: PROJECT NO: 17067 Englewood, CO 80113 SARGON CONSTRUCTION 303-900-8714 ASHLAND DESIGNED BY: SJK RW -15 www.skwalldesign.com NA" Know what's below. 155984 SOUTH PRINCE ST #103 — WHEAT RIDGE, CO steve@skwalldesign.com �oFSGr, Call before you dig. LITTLETON, CO 80120 SCALE: 1 — 5 NMIc W w W 94 U) TW 92.72 93 TW 92.06 92 0 o S�NTF�N �F201�I D - x.50 91 - 91.72 E SF M - ft - —BW 91.06 90 - _ __------ ------------------------ BW 90.39 EN SF2 M ft .- iBW 89.72 89 - BW 89.06 88 YN EE SF ft _ [BW88.39 87 ------ BW 87.72 � BW 87.06 86 3W 86.39 BW 86.39 85 Lu z i FINISH GRADE @ B.O.W. TYP. RE:CIVIL U H Q LEVELING PAD @ BOT. OF WALL NOT SHOWN, RE: CONSTRUCTION DETAILS SHEET RW -5 cn c� (n c/) U) cn cl) U) 07 cn D D D D D D D D D D D N N N N N N N N t t t t t t t t t t t 00 CO C0 O O N N W W cn O Q1 O cn O CJ1 O cn O N v WALL ELEVATION -D SCALE: 1" = 5' RDO LlC F NOTES: SCALE V ,.�► J. -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS 01 s' 10, is' 8-2-17 FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY vt 46681 {; AND SURVEY City BASED ON FRETAININGTIONS SHOWN ON ORMAT ON BYY OTHERS AN ARE APPROXIMATE. INhE�t fWd9t? INSTALL RETAINING WALL AS THE SITE GRADING ENGINEER. NECESSARY TO MEET THE INTENT Buitd;�B �QN L E - GEOGRID TYPE IS SYNTEEN SF 20 OR GREATER SK Wall Desian NO. DATE REVISION TITLE: ELEVATION PROFILE WALL D DATE: 8/2/2017 SHEET NO. 12800 South Logan Street Englewood, 80113 JOB NAME: PREPARED FOR: PROJECT NO: 17067 303-90 woodCOO 8 K ASHLAND SARGON CONSTRUCTION DESIGNED BY: SJK RW -1 6 WALL a www.skwalldesign.com WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 steve@skwalldesign.com n.com Know what'sb@IOW. LITTLETON, CO 80120 SCALE: 1" = 5' @ g n'G^ Call before you dig. City of Wheat Ridge ] ICommercial Electric PERMIT - 201705171 PERMIT NO: 201705171 ISSUED: 08/31/2017 JOB ADDRESS: 5260 W 29th AVE EXPIRES: 08/31/2018 JOB DESCRIPTION: Permit to install light fixtures and controls; Electrical outlets and buried feeder conduit; Install a fused disconnect switch *** CONTACTS *** OWNER (303)628-6000 CITY & COUNTY OF DENVER SUB (303)221-5383 Randall Wambsganss 170390 Glacier Construction Co., Inc. SUB (303)286-8000 Evla Diana Lynch 018567 Sturgeon Electric Co. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 20,000.00 FEES Total Valuation 0.00 Plan Review Fee 235.82 Use Tax 420.00 Permit Fee 362.80 ** TOTAL ** 1,018.62 Ak. AA *** COMMENTS *** *** CONDITIONS *** qq Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge Commercial Electric PERMIT - 201705171 PERMIT NO: 201705171 ISSUED: 08/31/2017 JOB ADDRESS: 5260 W 29th AVE EXPIRES: 08/31/2018 JOB DESCRIPTION: Permit to install light fixtures and controls; Electrical outlets and buried feeder conduit; Install a fused disconnect switch 1, by my signature, do her attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable wilding codes, and all applicable municipal codes, policies and procedures, and that [ am tie legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermtt. I further attest that I am legally authorized to include all entities named within this document as panes to the work to be performed and that a work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. i I7r- Signature of OWNERC—ONTRACTOR (Circle one) I Date I . This permit was issued bas-edhen-the-information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po plans and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees andprocedures for approval of any new pen -nit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. CPV1,.. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of WheatN, z. COMMUNiTy DEVELOPMLN"i Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 31�s A*—Z FOR OFFICE USE ONLY Date: s 1 Plan/Permit # Plan Review Fee: Email: permits cDci.wheatridge.co.us t Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. I Property Address: 5260 West 29th Ave., Wheat Ridge, CO., 80214 Property Owner (please print): Denver Water Phone: (303) 628-6000 Property Owner Email: tim.lapan@denverwater.org Mailing Address: (if different than property address) Address: 1600 West 12th Ave., Denver, CO., 80204 City, State, Zip: Denver, CO., 80204 Architect/Engineer: Denver Water Architect/Engineer E-mail:-tim.lapan@denverwater.org Phone: (303)628-6329 Contractor: Glacier Construction Company Contractors City License M. 170390 Contractor E-mail Address: slemley@gcci.com Sub Contractors: Electrical: Sturgeon Electric Plumbing: W.R. City License # 018567 W.R. City License # Other City Licensed Sub: City License # Phone: (303)221-5383 Mechanical: W.R. City License # Other City Licensed Sub: City License # Complete all information on BOTH sides of this form c4— S/6- V_ ) c-' �` ' 43 0_3 — 7 ci / c�-;v X COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ,ri-COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Furnish and install lighting fixtures and controls, electrical outlets, and buried feeder conduit. Furnish and install a fused disconnect switch. Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) CONTRACTOR r (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Electronic Signature (first and last name): Schuyler Lemley ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: DEPARTMENT USE ONLY DATE: 7/11/17 5lST-)' VI.%) JWP0,0JO OCCUPANCY CLASSIFICATION: (-Cv l o r,—tTfZ-k C— ( n —ca - Building Division Valuation: $