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� � .� � . � � I. I.. 1: I � I .1 . . . I ' CONDITIONS OF APPROVAL: . I I . I .1.1., I I 1. .. . I
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:! 1. . - . � . SW 114 SECTION.29 TOWNSHIP 2J N RANGE 5 E .1
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I � C\1 . I . . . THE PROPOSED PRELIMINARY PUD MEETS ALL APPLICABLE CRITERIA QU07ED IN THIS DECISION AND FOR THAT REASON IS APPROVED. .
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,� �� . I. � (D I , . . I I 1. . � . . . . . REQUESTED REVISIONS TO .DEVELOPMENT STANDARDS IDENTIFIED ,IN FINDING OF FACT NO, 3 ARE ALL APPROVED EXCEPT FOR REVISIONS. . I .
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.!! , , I I . . I � . . . .. . . . . I . . � . . ..� 11 I - -150.E2. THE APPLICANT'S REQUEST FOR AN ADDITIONAL 1.5 FEET IN BUILDING 14EIGHT FOR � THE . WEST B G I S I - . : . . �'�. '�- `
1, I � . . I � RMC 4 9 . � I . UILOINI A PROPOSED W . . .
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I , . j . � IN GEO ECHNICAL RECOMMENDA TIONS: I , . ...''. 1. I A VAM R, ID6# � I .. . � I . � . �;..
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, . � I . �.. � I . . . 11 I . I . . � - I I I I I I �, I � I .. 11 I I I . . . � . � : . . . I., . I 4EX. 27 IS ALSO APPROVED. THE PROPOSAL IS SUBJECT TO THE FOLLOWING CONDITIONS OF APPROVAL: I . .. . I
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�: - . . � N SLOPE 3TABILITY . . . - I � . �� � . .. CUT AND FILL SLOPE . �. . . . . . .. I 1. THEAPPLICANT SHALL COMPL Y WTH THE A41TIGA T1.0N MEASURES ISSUED AS PART OF THE DETERMINA TION OF NON -SIGNIFICANCE � .. . : � . . ,
�'. _ . . I . CT) SURFACE EVIDENCE OF SLOPE INSTABILITY, PRIMARIL Y ALONG THE STREAM CHANNEL WHICH IS TO REMAIN UNDEVELOPED. A E 0 P C . � � . . I I I I � . I . . . I.... :.�:. I .
I I . WE DID NOT OBSERVE B S D ON TOP GRA H/ CU T SL OPES I I * . . I I . . MITIGATED ERC ADDENDUM, DATED APRIL 7,2016. 1 . I � I . . � . .1 . ': � I ...�
i� I ,� . ,�_ . I �� CY) 16, - 8 AND THE UNDERGROUND PARKING FOR THE NORTH BUILDING. 2. T14E APPLICANT SHALL BE REQUIRED To RECORD FORMAL LOT COMBINATION OR BINDING S17E PLAN IN . � . *
. . SURVE', PLANS AND OUR SITE OBSERVATIONS, SLOPES W1774IN THE SPRINGBROOK RIDGE PROPERTY ARE LESS THAN 25 PERCENT GRADE AND ARE THEREFORE NOT I T IS EXPEC TED THA T TEMPORAR Y CU IS OF UP TO FEET WILL BE REQUIRED FOR S TORM WATER VA UL T . . . I ORDER TO ENSURE THE PROPOSED i . , i
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lk I REGUb TED AS A SENSITIVE OR PROTEC I THE APPROPRIATE SLOPE FOR TEMPORARY CUTS IS DEPENDANT ON SEVERAL FACTORS INCLUDING THE PRESENCE OF GROUND WATER, THE TYPE AND DENSI TY OF BUILDINGS ARE NOT BUILT A CROSS . .
. � � - . . I .... � . � I � . I . . . I � PROPERTY LINES. THE INSTRU41ENT SHALL BE RECORDED PRIOR TO BUILDING PER IT APPROVAL;� 11 . .
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. I .. - CUT, SURCHARGE LOADING ADJACENT TO THE CUT AND THE TIME OF CONSTRUCTION. BECA . _ .
- 0 I . ... SOILS, THE DEPTH Or I . USE MANY VARIABLES ARE INVOLVED, THE ACTUAL . J. THE APPLICANT. SHALL,BE REQUIRED TO SUBMIT A DETAILED LANDSCAPE PLAN TO THE CURRENT PLANNING PROJECT MANAGER.PRIOR TO . � I . ..,
11 - HIGH 9AL MINE HAZARD AREA CONSIDERATIONS I . I I I � I 11 I . I . � . . I I " . I . I
I � I .. . I 6 " � . . - � . CONSTRUCTION PERMIT APPROVAL COMPLYING MTH RMC 4 1 1 , . � I . I.
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'' . 141, I- SLOPE REQUIRED TO MAINTAIN STABILITY CAN ONL Y BE APPROXIMA TED. THE FOLLOWING RECOMMENDA TIONS APPL Y TO TEMPORARY CUTS. ' -4-070. 1 . I . 1. . I I I .
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. I TEST P TP-9 APPEARED TO ENCOUNTER THE FORMER A41NE ENTRY BECAUSE OF THE PRESENCE OF FILL TO DEPTH (AT LEAST 15-FEET DEEP). CURRENTLY, THIS AREA is . I I . � 1. � . I � '
; !;. � I � I I � � I � . . . I � � 0 TEMPORARY CUTS IN EXCESS OF 4 FEET SHOULD BE SLOPED NO S TEEPER THAN 1.5H.- IV. THE CUTS MAY HAVE TO BE FLATTENED FOR STABILITY IF GROUND 14. THE APPLICANT SHA A DETAILED LA (OR I .... .
. � � I . . � . LL BE REQUIRED TO SUBMIT NOSCAPE PLAN DEPICTING AT LEAST 132, TWO-INCH CALIPER, TREES' I.
.� PLANNA) FOR PARKING AND AN UNDERGROUND STORMWATER DETENTION VAULT (VAULT 8). IN OUR'OPINION, THIS FORMER MINE ENTRY, THOUGH APPARENTLY FILLED TO A WATER SEEPAGE IS -ENCOUNTERED � I . I . . . � �. . I I I � .. . I I . I
i:'' - I THE GROSS EQUIVALENT INCHES) ON SITE; NOT INCLUDING THE THOSE TREES LOCATED WITHIN THE NATIVE GROWTH PROTECTION EASEMENT .
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1'. 1, I DEPTH �FATLEAST 15 FEET, WILL NEED TO BE EXCA VA TED DURING CONSTRUCTION TO EXPOSE THE PLAN DIMENSIONS OF THE TUNNEL AREA AND TO REFINE OUR 0 TEMPORARY CUT -SLOPE INCLINATIONS SHOULD BE,MADE IN ACCORDANCE WITH APPLICABLE OSHA AND WISHA REGULA TONS. . I ,� ()O, , ,
I . � THE DETAILED LANDSCAPE PLAN SHALL BE SUBMITTED TO, AND APPROVED BY, THE CURRENT PLANNING PROJECT MANAGER PRIOR TO ;
I 1:1 . � I � . . RECOM, I ENDATIONS FOR RECLAMATION AS DESCRIBED BELOW. WE EXPECT THE FORMER A41NE ENTRY TO BE ABOUT 5- TO 8-FEET IN DIAMETER AND INCLINED AT ABOUT 55 PERMANENT CUT SLOPES SHOULD BE INCLINED NO STEEPER THAN 2H. IV. THE UPPER PORTION OF CUT SLOPES WILL EXPOSE LOOSE TO MEDIUM DENSE WEATHERED .1 . . . � . 1. I . I � . I . . . . 11 I I �( .
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I � I I � I . CONSTRUCTION PERMIT APPROVAL. . ,D � .
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i . . TO 60 IEGREES BELOW HORIZONTAL DOWN TO THE SOUTH. THE DIAMETER OF THE FORMER MINE ENTRY SHOULD BE CONFIRMED DURING SITE PREPARATION AND GRADING. GLACIAL TILL SOIL THAT MAY BE SEVERAL FEET THICK. THE WEATHERED GLACIAL 77LL SOIL WILL BE SUBJECT TO LOCALIZED RAvELING AND SLOUGHING AND MUST .
1, � I I . I I �'.. . � � I I . I . . I � I � �5. THE APPLICANT SHALL .SUBMIT A REVISED LANDSCAPING PLAN DEPICTING A MINIMUM THREE-FOOT LANDSCAPED SETBACK FROM THE � 00 .
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1, I � � THE ANA77ON OF THE A41NE ENTRY SHOULD CONSIST OF A,S7RUC7URAL PLUG (CONTROLLED DENS/ TY FILL - CDF) THA T WILL REDUCE THE RISK OF FU TURE CA VING THEREFORE BE � SL OPED NO s TEEPER INA N JH: 1 V - .
! i I � ... � I . . 1. I . I I -SIDEWALK AT THE BASE OF RETAINING WALLS ABUTTING, OR W7741N, PUBLICRIGHTS-OF-WAY LANDSCAPING SHALL INCLUDE A A41XTURE OF I 00., .1
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j ,, I L_ AND ORT SURFACE FACILITIES SUCH AS A PARKING LOT ANDIOR UNDERGROUND STORM& TER VAULT. THE STRUCTURAL PLUG SHOULD CONSIST OF LEAN CONCRETE FILL SL OPES � . .1 . I . � . I
I � . .. . I � 1. � I . SHRUBS AND GROUNDCOVER (TREES ARE OPTIONAL IN CONFORMANCE .WITH THE STANDARDS OF RMC 4-4-07OH4, PERIMETER PARKING LOT C)
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j.; . I THAT I I . STRUCTURAL FILL SLOPES MA Y BE SLOPED A T 2H.- I V OR FLATTER. ALL SURFACES WHICH WILL RECEIVE FILL SHOULD BE PROPERLY STRIPPED OF VEGETATION AND LANDSCAPING. THE REVISED LANDSCAPING PLAN SI�ALL BE SUBMITTED TO, AND APPROVED BY, THE CURRENT PLANNING PROJECT MANAGER
!I USED TO FILL A "PREPARED EXCAVATION." A DIAGRAM SHOWING THE SCHEMATIC DETAILS OF THIS RECLAMATION FOR A PARKING LOT CONDITION IS SHOWN IN THE I
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.!,� � HIGH L A41NE HAZARD RECLAMA 77ON PLAN (PARKING AREA), FIGURE 3 AND FOR AN UNDERGROUND STORMWA TER VAUL T IN THE HIGH COAL 44INE HAZARD RECLAMA TION ORGANIC MATTER PRIOR TO PLACING FILL. FILL PL A CED ON EXISTING SLOPES WHICH ARE STEEPER THAN 4H. IV SHOULD BE PROPERLY KEYED INTO I .
I �_ '. . . I . . I THE NA TI VE SLOPE . PRIOR TO ENGINEERING PERMIT APPROVAL. � .
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. HE APPLICANT SHALL SUBMIT A REVISED A41TIGATION PLAN WHICH ADDRESSES THE CRITERIA FOUND IN'RMC 4-,3-0,50.H.2 I .. .. I . I
�..Ip. I PLAN IORMWATER VAULT), FIGURE 4. BASED ON OUR EXPERIENCE, THIS TYPE OF MINE OPENING RECLAMATION HAS BEEN USED FREQUENTLY BY THE U.S. DEPARTMENT OF SURFACE. THIS CAN BE ACCOMPLISHED BY CONSTRUCTING THE FILL IN A SERIES OF 4- TO 8-FOOT-WIDE HORIZONTAL BENCHES CUT INTO THE SLOPE. THE FILL I � 6. T . � . I . . I . I . � - I . . 1. � . LO
L, IN TERR OFFICE OF SURFACE MINING.. THE PREPARED EXCAVATION SHOULD BE COMPLETED DURING SITE GRADING BY REMOVAL OF EXIS77NG FILL SOILS TO A DEPTH OF AT S. I T__ I
I . . . . SHOULD BE PLACED IN HORIZONTAL LIFT WE RECOMMEND THAT FILL BEFLACED ON ,THE CUT BENCHES As SOON As POSSIBLE FOLLOWING CONSTRUCTION OF THE '77NG T . I M I I .
;I I . I . . . . . I I � I DEMONSTRA HE REDUCED � BUFFER WOULDN'T NEGA T VEL Y I PACT THE FUNCTION OF THE STREAM., THE REVISED A41 TIGA TION PLAN SHALL
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1: �, . I LEAST '5 FEET OR TO AT LEAST 5 FEET BELOW THE BASE OF THE UNDERGROUND STORMWA TER VAULT, OR AS DETERA41NEO BY A GEOTECHNICAL ENGINEER OR GEOLOGIST BENCHES. . I I , THE CURRENT PLANNING PRO,JECT MANAGERPRIOR TO ENGINEERING PERMIT APPROVAL. I I i ,
1 . I I � * � . . .BE SUBMITTED TO_ AND APPROVED BY � 0 � �
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I � . � DURINC EXCAVATION. THE PREPARED EXCAVATION SHOULD BE WIDENED INTO THE NATIVE GLACIAL TILL AREAS THAT SURROUND THE MINE OPENING BY AT LEAST 5 FEET TO . . I -3-050.H.2 11
L! I � . ; . . .. I I I FOUNDATION SUPPORT . 7. THE APPLICANT SHALL SUBA41T A REVISED A4177GATION PLAN WHICH ADDRESSES THE CRITERIA FOUND IN RMC 4 1 . .. I I .
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r I W FORM 11E "PLUG- AND SHOULD ALSO BE OBSERVED BY A GEOTECHNICAL ENGINEER OR GEOLOGIST DURING EXCAVATION THE VAULT, WHERE UNDERLAIN BY THE FORMER � Um I .
! WE RECOMMEND THAT ALL FOOTINGS BE FOUNDED ON EITHER THE MEDI DENSE OR DENSER WEATHERED OR UNWEATHERED GLACIAL TILL, OR STRUCTURAL FILL . DEMONSTRA TING THE BRIDGED CROSSING WOULDN'T NEGA 77VEL Y IMPACT THE FUNCTION. OF THE STREAM. THE REVISED A4177GA TION PLAN % .
:� � (D MINE E ITTY, SHOULD HAVE THE BASE DESIGNED TO SPAN. AT LEAST /a FEET As A DESIGN REDUNDANCY I . , . . I I . I �
p I . I . � . OVERLYING GLACIAL TILL, IF LOOSE wEATHERED GLACIAL TILL IS ENCOUNTERED AT FOOTING SUBGRADE LEVELS, ,IT MAY BE NECESSARY TO COMPACT THE WEATHERED SHALL BE SUBMITTED TO, AND APPROVED BY, THE CURRENT PLANNING PROJECT MANAGER PRIOR TO ENGINEERING PERMIT APPROVAL. . �
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� I I . SITE PREPARATION AND EARTHWORK I I . I TILL TO STRUCTURAL FILL SPECIFICATIONS. CONTINUOUS STRIP FOOTINGS SHOULD BE AT LEAST 18-INCHES MDE; ISOLATED SPREAD F0077NGS SHOULD HAVE A MINIMUM . & THE APPLICANT SHALL ESTABLIS14 A NATIVE GROWTH PROTECTION EASEMENT OVER THAT PART OF THE SITE ENCOMPASSING THE STREAM .
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I HE LOWEST ADJACENT FINISHED GRADE. THE BASE OF AND BUFFER AREA AND PLACE SPLIT RAIL FENCING AND SIGNAGE ALONG THE OUTER EDGE OF THE BUFFER. THE FINAL MITIGATION PLAN .� � I
. I I St IF ARA TION �, � - I I I WIDTH OF 2 FEET WE RECOMMEND THAT ALLEVERIOR. FOOTINGS BE FOUNDED AT LEAST 18 INCHES BELOW T , � .1
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.: CON 77ONAL SITE PREPARATION PROCEDURES FOR THE TYPE OF TERRAIN AND FOREST PRESENT ON THE Sit ARE EXPECTED., WE RECOMMEND THA TALL TREES, FALLEN INTERIOR FOOTINGS SHOULD BE FOUNDED AT LEAST 12 INCtIES BELOW THE FINISHED FLOOR GRADE. AN ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF MAY BE SHALL INCLUDE ALL SPECIFICATIONS FOR FENCING AND sIGNAGE AND.SHALL BE SUBMITTED TO, AND ,APPROVED BY, THE CURRENT PLANNING . I I
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� ., . USED FOR DESIGN OF ISOLATED AND CONTINUOUS SPREAD FOOTINGS FOUNDED IN ACCORDANCE PR JECT MANAGER PRIOR TO ENGINEERING PERA41T APPROVAL. I I .
1. . CC LOGS, USH, LOW-GROWNG VEGETATION AND FOREST DUFF BE REMOVED FROM THE PLANNED DEVELOPMENT AREA. WE RECOMMEND THAT ANY HAZARDOUS TREES (E.G., WITH OUR RECOMMENDATIONS. AN ALLOWABLE SOIL BEARING PRESSURE, 0 ' . � . I . 1. � .
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I TREES AT LEAN TOWARD OR MAY EVENTUALLY FALL ONTO PARKING OR BUILDING AREAS) BE REMOVED OR TRIMMED. WE EXPECT T14AT STRIPPING MLL BE ON THE ORDER OF 4,000 PSF CAN BE USED FOR FOOTINGS BEARING ON THEPENSE OR VERY DENSE UNWEATHERED GLACIAL TILL. THESE VALUES APPLY TO THE SW OF ALL DEAD 9. 714E APPLICANT SHALL BE REQUIRED TO PROVIDE, TO 774E CURRENT PLANNING PROJECT MANAGER, TREE RETENTION I I I � . .
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; I � . PLUS LONG-TERM LIVE LOADS, EXCLUDING THE WEIG14T OF THE FOOTING AND ANY OVERLYING BACKFILL. T14ESE VALUES MAY BE INCREASED BY ONE-THIRD WHEN . INSPECRON/MONITORING REPORTS AFTER INITIAL CLEARING, FINAL GRADING, AND ANNUALLY FOR TWO YEARS BY A QUALIFIED PROFESSIONAL I
1�. OF 12 18 INCHES UNLESS EXCESSIVE DISTURBANCE IS CAUSED BY CLEARING OPERATIONS. LOCAL AREAS OF BRUSH AND TREE STUMPS MLL REQUIRE ADDITIONAL . I I . . . I I � I . . I . . I . .. .
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�: z STRIPP G. TREE ROOT BALLS SHOULD BE REMOVED AND REPLACED WITH STRUCTURAL FILL. DISTURBANCE TO A GREATER DEPTH CAN BE EXPECTED IF CLEARING EARTHQUAKE OR WIND LOADS ARE CONSIDERED. THE SETTLEMENT OF FOUNDATION ELEMENTS BEARING ON DENSE TO VERY DENSE GLACIAL TILL WILL BE NOMINAL (LESS FORESTER. THE INSPECTION1440NITORING REPORTS SHALL IDENTIFY ANY RETAINED TREES THAT DEVELOP PROBLEMS DUE TO CHANGING SITE .
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; . OPERA 'ONS ARE DONE IN WET WEATHER. .THE EXCAVATED WEATHERED AND UNWEATHERED GLACIAL TILL SOILS ARE MOISTURE -SENSITIVE AND DIFFICULT TO OPERATE ON THAN Z INCH). THE EXPECTED SETTLEMENT MLL INCREASE AS THE STRUCTURAL FILL UNDERLYING THE FOOTINGS INCREASES. WE EXPECT THE MAXIMUM TOTAL , CONDITIONS AND PRESCRIBE A41 TIGA 77ON. � I . I � I
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1'' � . AND COMPACT DURING WET WEATHER. RUBBER-77REO VEHICLES AND EVEN FOOT TRAFFIC WILL DISTURB THIS MATERIAL WHEN IT IS ABOVE -OPTIMUM MOISTURE. THIS SETTLEMENT OF FOOTINGS FOUNDED ON STRUCTURAL FILL PREPARED AS RECOMMENDED WILL BE LESS THAN ABOUT 1 INCH. THEREFORE, PROVIDED MERE IS NOT AN 10. THE APPLICANT SHALL PROVIDE INTERPRETIVE SIGNAGEIINFORMATION REGARDING DIFFERENRARNG ELEMENTS. (TREES, LANDSCAPING, I . �
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.1 > MA, �L READILY ABSORBS MOISTURE, IS DIFFICULT TO DRY OUT, AND ALSO HAS A FAIRLY HIGH EROSION POTENTIAL. ACCORDINGLY, SILT FENCES AND OTHER EROSION ABRUPT TRANSITION BETWEEN FOOTINGS UNDERLAIN BY FILL AND THEUNWEATHERED GLACIAL TILL, WE EXPECT .DIFFERENTIAL SETTLEMENTS WILL BE LIA41TED TO ABOUT DRAINAGE, ARCHITECTURE, ETC.) OF THE PROPOSED DEVELOPMENT AT A STRATEGIC PLACE(S) ON SITE. THE SITE PLAN DEPICTING THE
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L. I I < PRO TION MEASURES WILL BE NECESSARY. . 112 INCH BETWEEN COMPA I RABLY LO � ADED ISOLATED COLUMN FOOTINGS OR KITHIN . 50 FEET ALONG CONTINUOUS STRIP FOOTINGS. IF A SHARP TRANSITION BETWEEN THE - . . � -AND APPROVED BY 11 B I . I I � I I �: �
, I . . I I � SIGNAGE SHALL BE SUBMITTED TO,' , THE CURRENT PLANNING PROJECT MANAGER PRIOR TO UILOING PERA41TIFINAL PLAT I
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��;: I . .. I . FILL AND THE UNWEATHERED GLACIAL TILL IS ENCOUNTERED DURING CONSTRUCTION, THE TRANSITION CAN BE MADE A40RE GRADUAL BY EXCAVATING SOME OF THE I � . . .. . . I I
I! .., I STRUC JPAL FILL ". . . I .11. .11.11-1 . � . I . I I I - . . APPROVAL WHICHEVER COMES FIRST I I . .� I . I ,� .
I ; - I I 1� I - URAL FILL. STRUCTURAL FILL MATERIAL S14OULD BE FREE OF DEBRIS ORG . � I . I I I I . I . I .. . . . .. - �
.11 I . I � ALL NEW FILL IN BUILDING AND PARKING AREAS SHOULD BE PLACED AS STRUC7 � , ANIC UNWEATHERED GLACIAL TILL AND REPLACING IT KITH STRUCTURAL FILL OR TAKING THE FOOTINGS FOUNDED ON WEATHERED GLACIAL TILLISTRUCTURAL FILL DEEPER. WE 1 1. A DETAILED FENCING. PLAN SHALL BE PROWDED IDENTIFYING THE LOCATION AND SPECIFICATIONS FOR ALL FENCING ON SITE. :ALL FENCING ,;d
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i - CON TA INANTS AND ROCK FRAGMENTS LARGER 7HAN 6 INCHES. THE SU/ TABILI TY OF MA TERIAL FOR USE AS STRUCTURAL FILL WILL DEPEND ON THE, GRADATION AND RECOMMEND THAT THE PREPARA77ON OF THE SHALLOW FOUNDATION SUBGRADES AND STRUCTURAL FILL PLACEMENT BE OBSERVED BY A REPRESENTATIVE OF OUR � . , SHALL BE MADE OF QUALITY MATERIALS IN KEEPING WITH THE ARCHITECTURAL AESTHETIC OF THE PROPOSED STRUCTURES. THE FENCING. - m . �
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. STAFF SO THAT OUR RECOMMENDATIONS CAN BE A4001FIED AS NEEDED BASED ON THE ACTUAL FIELD CONDITIONS ENCOUNT, L PLAN SHALL BE SUBMITTED TO, AND APPROVED BY, THE CURRENT PLANNING PROJECT MANAGER PRIOR TO BUILDING PERA41T APPROVAL. . .. �
il .. I . . A401S CONTENT OF THE SOIL. AS THE AA40UNT OF FINES (SOIL PARTICLES PASSING THE U.S. STANDARD NO. 200 SIEVE) INCREASES, SOIL BECOMES INCREASINGLY � � .. � � I .. � . m ..
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. LOADS CAN BE RESISTED BY PASSIVE RESISTANCE ON THE SIDES OF THE FOOTINGS AND BY FRICTION ON THE BASE OF THE FOOTINGS AND FLOOR SLAB. PASSIVE 12. THE APPLICANT SHALL PROWOE A LIGHTING PLAN THAT ADEQUATELY PROVIDES FOR PUBLIC SAFETY w1TH6UT CASTING EXCESSIVE GLARE .1 � I I
I . . SENSI 1E TO SMALL CHANGES IN A401STURE CONTENT AND ADEQUATE COMPACTION BECOMES MORE DIFFICULT TO ACHIEVE. I I . - ENGINEERING PERA41T REVIEW. PEDESTRIAN SCALE AND DOWN LIGHTING SHALL BE USED IN ALL 0
I I . . I . � I � . I . . . . I I �. . I RESISTANCE MA Y BE EVALUA TED� USING AN EQUIVALENT FLUID DENSITY OF JOO PCF, ASSUMING THAT THE SOIL AROUND THE FOOTINGS FOR A DISTANCE OF TWICE THE - , ON ADJACENT PROPERTIES; AT THE TIME OF
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. . � COMMO I BORROW - WE RECOMMEND THA T COMMON BORROW FILL. CONFORM WITH SECTION 9-0j, 14(3) OF 774E 2008 WSDOT STANDARD SPECIFICA TIONS FOR ROAD, BRIDGE FOOTING DEPTH CONSISTS OF EITHER DENSE CLACIAL TILL OR COMPACTED STRUCTURAL FILL. THE TOP OF THE TRIANGULAR PASSIVE PRESSURE DISTRIBUTION SHOULD CASES TO ASSURE SAFE PEDESTRIAN AND VEHICULAR M I 0
! �, . . I . � 11 � I �. OVEMENT, UNLESS ALTERNA77VE PEDESTRIAN SCALE LIGHTING HAS BEEN APPROVED .
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I..;� , - . 1 I � � AND M NICIPAL CONSTRUCTION (STANDARD SPECIFICATIONS). COMMON BORROW WILL BE SENS177VE TO CHANGES IN A401STURE CONTENT AND COMPACTION KILL BE DIFFICULT BEGIN A T THE BOTTOM OF ADJACENT FLOOR SLABS OR PA VING OR BELOW A DEPTH OF'I FOOT WHERE THE ADJACENT AREA IS UNPA VED, AS APPROPRIA TE. ADMINISTRATIVELY OR IS SPECIFICALLY LISTED AS EXEMPT FROM PROVISIONS LOCATED IN RMC 4-4-075 LIGHTING, EXTERIOR ON-S17E. � 0
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. " . � OR IMF � VE DURING WET WEATHER, WE RECOMMEND THAT COMMON BORROW BE USED AS STRUCTURAL FILL ONLY DURING DRY WEATHER CONDITIONS WHEN FRICTIONAL RESISTANCE CAN BE EVALUA7ED USING 0.4 FOR THE COEFFICIENT OF BASE FRICTION AGAINST . � I I . .. . . . . ..
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- . I - I . PROPE MOISTURE CONDITIONING CAN BE ACHIEVED.. . . I I .1 . . INCORPORATF A FACTOR OF.SAFETY OF ABOUT 1.5. . I . . I � . ALONG SE 172ND ST A REVISED SITE PLAN SHALL BE SUBMITTED TO, AND APPROVED BY, 7HE PLAN REVIEWER PRIOR TO.E.NGINEERIN.G I : LO .1. �
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�, I .. I . I . GR I A BORROW - WE RECOMMEND THAT GRAVEL BORROW CONFOR . M W1 TH SECTION 9-6j. 14(i) OF THE 2008 STANDARD SPECIFICA TIONS. WE RECOMMEND THA T GRA VEL . SLAB -ON -GRADE I � I � . . � . PERA41T APPROVAL. . I .� . .T__ ., � I
I ,� I . � . . . . .14. PRIOR TO THE ISSUANCE OF ANY OCCUPANCY PERMITS, ALL COMA40N FACILITIES, INCLUDING BUT NOT LIA41TED TO UTILITIES, STORM ,� -, � . I . .
�. . BORRO e CONTAIN NO MORE THAN 5 PERCENT FINES DURING WET WEATHER AND IN WET SUBGRADE CONDITIONS. I .. THE SLAB -ON -GRADE SUBGRADE SHOULD BE PREPARED IN ACCORDANCE W17H THE PREVIOUSLY DESCRIBED SITE PREPARATION AND E`AR7HW0RK RECOMMENDATIONS. . � I . � . < .� .
� I I ''.. . . � I . I I . � - I � . I � . . -CREA T .
I I . ' � . REE IS, R4 ION FACILITIES, ETC., SHALL BE COMPLETED BY THE DEVELOPER OR, IF DEFERRED BY THE .
�. DRAINAGE. ST I . I
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� . REUSE �F ON -SITE MATERIALS - THE NATIVE SOILS (WEATHERED AND UNWEATHERED GLACIAL TILL) MAY BE REUSED FOR STRUCTURAL FILL DURING PERIODS OF EXTENDED WE RECOMMEND THAT THE SUBGRADE. SURFACE BE COMPACTED SUCH T14AT A MINIMUM COMPACRON OF 95 PERCENT OF THE MOD (ASTM TEST METHOD D 1557) IS � . I I . . . I .. -
� I . I 11 � I � I . � PLANNINGIBUILDINGIPUBLIC WORKS ADA41NISTRA TOR OR HISIHER DESIGNEE, ASSURED THROUGH A SECURITY DEVICE TO THE . Cl TY EQUA L , TO =... .
,- I DRY M THER. SOIL CONTAINING A40RE THAN 20 PERCENT ORGANIC MATTER (ROOTS, FORESTOUFF AND TOPSOIL) SHOULD ONLY BE USED ,IN LANDSCAPING AREAS OR FOR ACHIEVED BEFORE PLACING S7RUCTURAL FILL OR CAPILLARY BREAK MA TERIAL. WE RECOMMEND THA T A COMPACTED BASE -COURSE LA YER CONSISTING OF A T LEAST 4 1 I . .. I . I . � � . . I ... I
I I � 1. I THE PROWSIONS.OF R,MC 4-9-060. 1 . .�j � ,
0 THER :1URPOSES WHERE SPECIFIC COMPACTION CRITERIA 15 NOT REQUIRED. . . � . . I INCHES OF GRAVEL CONTAINING LESS. THAN 3 PERCENT FINES BE PLACED ON THE SUBGRADE TO PROVIDE UNIFORM SUPPORT AND ACT AS A CAPILLARY BREAK . I I I . I I . . ; I . 1. . .. . .
1� � I , I . I I . ; I . I . . :.. I'll � I I I . I . .15, ALL COMA40N FACILITIES NOT DEDICATED ,TO THE CITY SHALL BE PERMANENTLY MAINTAINED BY THE PLANNED URBAN DEVELOPMENT .
�:-. BENEA7H THE SLAB. A VAPOR RETARDER SHOULD BE PLACED BENEATH THE SLAB IF MOISTURE CONTROL IN THE SLAB Is CRITICAL (I.E., WHERE TILE Of? CARPE77NG IS * I I I .. .1 . . I I . I -
PLACEA ENT AND COMPACTION - FOR PLACEMENT DURING WET WEATHER OR ON WET -SUBGRADES,.STRUCTORAL FILL SHOULD CONTAIN NO MORE THAN 5 PERCENT FINES. I . I I I I .1 I - owNER, IF THERE IS ONLY ONE OWNER, OR BY 774E PROPERTY OWNERS' ASSOCIATION, OR THE AGENT(S) THEREOF. IN THE EVENT THAT I
I I FILL PL ICEMENT OVER WET GROUND SHOULD COMMENCE WITH AN INITIAL LIFT OF ABOUT 24 INCHES OF GRAVEL BORROW WIN LESS THAN 5 PERCENT FINES. THIS LIFT TO BE GLUED TO THE SLAB). THIS VAPOR RETARDER SkIOULD CONSIST OF POLYETHYLENE SHEETING. A LAYER OF CLEAN SAND NOT A40RE THAN 2 INCHES IN - 11 .. .
1. � . � . I I . .. * SUCH FACILITIES ARE NOT MAINTAINED IN A RESPONSIBLE MANNER, AS DETERMINED BY THE CITY, THE CITY SHALL HAVE THE RIGHT TO
%1. I . . THICKNESS MA Y BE PLACED OVER THE POL YETHYLENE SHEETING. THE VAPOR RETARDER SHOULD BE PLACED IMMEDIA TEL Y BELOW THE SLAB, WE ESTIMA TE THA T THE . I � ., I � . � � I . I . . 1. �. I .
j: I" � SHOULI BE COMPACTED BY ROLLING WITHOUT VIBRATION TO REDUCE THE POTEN77AL FOR INDUCING "PUMPING" OR "YIELDING" OF THE UNDERLYING SOILS. DURING DRY . . .. I I . � � � PROVIDE FOR THE MAINTENANCE THEREOF AND BILL THE OWNER OR PROPERTY OWNERS' ASSOCIATION ACCORDIN Y SUCH.BILL, IF UNPAID,
��:,, I I . � . SETTLEMENT OF FLOOR SLABS DUE TO UNIFORM AREAL LOADS OF 150 PSF WILL BE LESS THAN 112 INCH. THESE SETTLEMENTS ARE EXPECTED TO OCCUR RAPIDLY . . . . I . - OL . ... �1� .. I .
: j, I I WEA . , .THE FINES CONTENT MAY BE UP TO ABOUT JO PERCENT, PROVIDED THAT THE FILL CAN BE MOISTURE- CONDITIONED AND COMPACTED TO THE DEGREE SPECIFIED I 1. . . � . � I SHALL BECOME A LIEN AGAINST EACH INDIVIDUAL PROPERTY I I �. ...
1 ,, - 1. 11 � . UPON LOAD APPLICATION. . I I 11 . . 11 11 I I I 1. I . - I . . '
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. I BELOW STRUCTURAL FILL SHOULD BE COMPACTED TO AT LEA T PE CENT OF THE MAXIMUM DRY DENSITY (MOD) OBTAINED FROM ASTA4 TEST METHOD D 1557, THIS I � I � . I I . . 16, THE APPLICANT SHALL CREATE A PUBLIC OUTREACH SIGN IN COORDINATION WITH CITY OF RENTON TO COMMUNICATE WITH ROAD USER5�,
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;i . . . . I I APPLI ' TO ALL U77LITY TRENCH BACKFILL AS WELL. wAstE FILL IN LANDSCAPING AREAS NEED ONLY BE COMPACTED TO THE EXTENT REQUIRED FOR TRAFFICABILITY OF STORMWATER DETENTION VAULTS I I . tHE GENERAL PUBLIC, AREA RESIDENCESAND BUSINESSES, AND APPROPRIATE PUBLIC EN77TIES ABOUT PROJECT INFORMATION; ROAD
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CONS �JCTION EQUIPMENT AS A GUIDELINE, WE RECOMMEND THAT STRUCTURAL FILL BE PLACED IN HORIZONTAL LIFTS WHICH ARE 10 INCHES OR LESS IN LOOSE WE EXPEC T 7HA T THE S TORM WA TER DE TEN TI ON VAULT STRUCTURES (VAULTS A AND B) WILL BE ,SUPPORTED ON UNDISTURBED UNWEATHERED GLACIAL TILL IN A DENSE CONDITIONS IN THE WORK ZONE. AREA; AND THE SAFETY AND MOBILITY EFFECTS OF THE WORK, ZONE. THE SIGN SHALL BE PLACED ON SITE
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I I THICKN4SS. THE ACTUAL LIFT THICKNESS WILL DEPEND OF THE COMPACTION EQUIPMENT USED AND THE QUALITY OF THE FILL. EACH LIFT SHOULD BE C044PACTED WITH OR DENSER CONDITION. WE ESTIMATE THAT SETTLEMENT OF THE VAULT STRUCTURES WILL BE LESS THAN I INCH USING AN ALLOWABLE BEARING PRESSURE OF 4,000 1
4.� , � I I . � PRIOR TO CONSTRUCTION COMMENCEMENT I I I .
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1, I �. I . � VIBRA Y EQUIPMENT TO AT LEAST 95 PERCENT OF THE MOD. THE MOISTURE CON7ENT OF THE FILL 14ATERIAL SHOULD BE ADJUSTED AS NECESSARY TO ACHIEVE THE I PSF. SETTLEMENTS ARE EXPECTED TO OCCUR RAPIDLY AS LOADS ARE APPLIED. BACKFILL AROUND THE VAULT STRUCTURES SHOULD BE PLACED IN HORIZONTAL LIFTS
I � . . � . - I . I . I 1z 7HE APPLICANT SHALL PROVIDE A REVISED SITE PLAN DEMONSTRATING COMPLIANCE WITH THE PRIVATE OPEN SPACE STANDARD OF AT
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! RE DEGREE OF COMPACTION. EACH LIFT SHOULD BE COMPACTED TO THE REQUIRED SPECIFICATION BEFORE PLACING SUBSEQUENT LAYERS. NONSTRUCTURAL FILL WITH A MAXIMUM LOOSE THICKNESS OF ABOUT 8 INCHES AND COAdPACTED TO AT LEAST 90 PERCENT OF THE MOD (ASTM TEST METHOD D 15,57). ONLY LEAST 15-FEET IN EVERY DIMENSION FOR ALL GROUND RELATED UNITS THE REVISED SITE PLAN SHALL BE SUBMITTED TO, AND APPROVED
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I, � I I .1 - EXIST TH 14AND-OPERATED COMPACTION EQUIPMENT SHOULD BE PERMITTED WITHIN 5 FEET OF THE VAULT STRUCTURE WALLS TO AVOID EXCESSIVE LATERAL PRESSURES ON THE BY, .THE CURRENT PLANNING PROJECT MANAGER PRIOR TO BUILDING PERMIT APPROVAL WHICHEVER COMES FIRST I I I
1 I.. � I I � PLA IN LANDSCAPE ,AND WASTE -FILL AREAS WHERE THE ING SURFACE SLOPE IS NO STEEPER AN 4H.-LV (HORIZONTAL TO VER77CAL) NEEDS TO BE COMPACTED I I .1 .. . .
. .. 11 "OR BACKFILL PLACED AS DESCRIBED, WE RECOMMEND USING A DESIGN LATERAL PRESSURE IMPOSED BY AN EQUIVALENT FLUID WEIGHING 55 PCF THE DESIGN 18, THE APPLICANT SHALL PROVIDE REVISED ELEVA TIONS DEA40NSTRA 77N CO PLIANCE W7H THE PRIVA TE OPEN SPACE STANDARD OF A T
- ONLY THE DEGREE REQUIRED FOR TRAFFICABILITY OF CONSTRUCTION EQUIPMENT AND EFFECTIVE SURFACE DRAINAGE. ALL NONSTRUCTURAL FILLS SHOULD BE SLOPED NO WALLS. F G M � I
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� ,� S THAN 4H.- I V. NONSTRUCTURALFILL 13 VERY SUSCEPTIBLE TO EROSION. THEREFORE, WE RECOMMEND THAT ALL NONSTRUCTURAL FILL. AREAS BE IMMEDIATELY I LATERAL PRESSURE IS BASED ON MAINTAINING DRAINED CONDITIONS IN THE SOILS SURROUNDING THE VAULT STRUCTURES. IF A DRAINAGE SYSTE I I
11. . � . . � . .1 . . I M CANNOT BE � . LEAST 60 SQUARE FEET IN SIZE WTH NO D144ENSION LESS THAN 5 FEET FOR ALL UPPER - STORY UNITS. THE REVISED ELEVA TIONS SHALL BE
I PROTECTED FROM EROSION. WE RECOMMEND THAT A REPRESENTATIVE FROM OUR FIRM OBSERVE THE PREPARATION FOR, PLACEMENT, AND PROVIDED AT THE BASE OF THE VAULT STRUCTURES, WE RECOMMEND DESIGNING THE STORMW47ER DETENTION VAULT STRUCTURES FOR A LATERAL PRESSURE . SUBMITTED TO, AND APPROVED BY, THE CURRENT PLANNINGPROJECT MANAGER PRIOR TO BUILDING PERMIT APPROVAL WHICHEVER COMES
I ,SEED PLANTED, OR OTHERWISE . .. . I I... �.. . . . I . . . I I I I . . .1 . I
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I ... I . COMPA '77ON OF STRUCTURAL FILL. AN ADEQUA TE NUA48ER OF IN -PLACE DENSITY TESTS SHOULD BE COMPLETED IN THE FILL TO. EVALUATE IF THE DESIRED DEGREE OF RESULTING FROM AN EQUIVALENT FLUID WEIGHING 90 PCF FROM A DEPTH OF 2 FEET BELOW THE GROUND SURFACE TO THE BOTTOM OF THE VAULT A RECTANGULAR . FIRST � ,� .. � . � I I . 1-1 I I
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, COMPA 'TION IS BEING ACHIEVED. PRESSURE EQUAL TO 0 45 TIMES THE WEIGHT OF SUPERIMPOSED DEAD OR LIVE LOADS AT THE SURFACE SHOULD BE ADDED WHERE PRESENT UPLIFT FORCES ON THE I 1. � . . .
JF_ . � I . 19. PRIOR TO THE ISSUANCE OF ANY OCCUPANCY PERMIT, THE. DEVELOPER SHALL FURNISH A SECURITY DEVICE TO. THE CITY /N,,41 M
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�...� 11 � . I 111. . � UNDERGROUND STORMWATER. VAULT CAN BE RESISTED BY THE WEIGHT OF SOIL LOCATED ABOVE THE STRUCTURE OR SLABS WHICH PROTRUDE BEYOND THE WALLS AND 'EQUAL TO THE PROVISIONS OF RUG 4-9-060. LANDSCAPING SHALL BE PLANTED. WITHIN ONE YEAR OF ,THE OA TE OF FINAL APPROVAL OF
11 . FILL St rTLEMENT I I � I I . I . . . .1 I . . . I . . �
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� I . I I I . . - I . I : BY FRICTION BETWEEN THE WALL AND THE ADJACENT SOIL. WE RECOMMEND THAT SOIL WEIGHT BE COMPUTED USING. A DENSITY OF 125 PCF A80VE THE WATER TABLE. . THE PLANNED URBAN DEVELOPMENT, AND MAINTAINED FOR A PERIOD OF 2 YEARS THEREAFTER PRIOR TO THE RELEASE OF THE SECURITY.
. I" WE EXf ,vC T THA T FILL AREA 5 ML L BE UNDERLAIN B Y MEDIUM DENSE TO . VER Y DENSE SIL TY SAND W1 TH VARIA BLE AA40UN IS OF GRA VEL AND COBBLES (WEA THERED AND I . - . I � � .
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ii. � . � . � I . .1 . FRIC77ON BETWEEN THE WALL AND THE ADJACENT BACKFILL SOIL MAY BE ESTIMATED USING A COEFFICIENT OF FRICTION OF 0.2. THIS COEFFICIENT OF FRICTION VALUE , :: DEVICE. A SECURITY DEVICE FOR PROVIDING MAINTENANCE OF LANDSCAPING MAY BE WAIVED IF A LANDSCAPING. MAINTENANCE CQN7RACT I :
:1 . UNWEA HERED GLACIAL TILL). SETTLEMENT OF THESE UNDERLYING MATERIALS IS EXPECTED TO RANGE FROM 54 TO I INCH AND SHOULD OCCUR RAPIDLY AS FILL is �
,�. . � � . I � � INCLUDESA FACTOR OF SAFETY OF 1,5. IF A PROJECTING BASE SLAB IS USED, THE PERIMETER AREA OF THE SOIL ON THE SIDES OF 77-IE PRISM FORMED BY THE WITH A REPUTABLE LANDSCAPING FIRM LICENSED TO DO BUSINESS IN THE CITY OF RENTON IS EXECUTED AND KEPT ACTIVE FOR A 2 YEAR
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.. PLACEL SOME SETTLEMENT WILL ALSO OCCUR WITHIN THE FILL ITSELF, ESPECIALLY WHERE THE FILL THICKNESS IS GREATER THAN ABOUT 5 FEET WE ESTIMATE THAT THE . . I I . .1 I .1 I . . I . � I
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�% li . . I I I I BASE SLAB AND THE VERTICAL DISTANCE TO THE GROUND SURFACE MAY BE, USED WITH A COEFFICIENT OF FRIC77ON OF 0.25 TO CALCULATE RESISTANCE TO UPLIFT PERIQD..A.COPY OF SUCH CONTRACT SHALLBE KEPT ON FILE WITH THE PLANNING DIVISION. I I I .. I
I I I . MAXIML W AMOUNT OF SETTLEMENT WITHIN THE FILL WILL BE NO A40RE THAN 1 PERCENT OF THE FILL THICKNESS. THUS. FOR A 10-FOOT THICK FILL SECTION, SETTLEMENTS � � I � 1. . . . I
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,1: I ON THI ORDER OF I TO 1.5 INCHES MIGHT OCCUR. I I I I I I I � 20. 7HE BUILDING ENTRIES FROM A STTEET SHALL BE CLEARLY MARKED WITH CANOPIES, ARCHITECTURAL ELEMENTZ ORNAMENTAL LIGHTINGi I
.i:, I I � � I . SUBGRADE (,2A_SEA4ENZ) WALLS I � 1, : . I . . I 11 � - I . I � .. . .. .11 I I.,
� I . I I . : I SUBGRADE WALLS MAY BE REQUIRED FOR BUILDING CONSTRUCRON. THE LATERAL SOIL PRESSURES ACTING ON SUBGRADE WALLS DEPEND ON THE TYPE, DENSITY AND ANDIOR LANDSCAPING AND INCLUDE WEATHER PROTECTION AT LEAST FOUR AND ONE--�HALF FEET'(4-112) WIDE. THE REVISED. ELEVATIONS ... �
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�� I I I - .11 � � SHALL BE SUBA41TTED TO, AND APPROVED.BY THE CURRENT PLANNING PROJECT MANAGER PRIOR TO BUILDING PERMIT APPROVA �
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1, I � � � IN GEN AL, A40ST MATTRIALS ENCOUNTERED IN OUR TEST PITS AND BORINCS CAN BE EXCAVATED USING CONVENTIONAL HEAVY CONSTRUCTION EQUIPMENT SUCH As A GEOMETRY OF THE SOIL BEHIND THE WALL AND THE AA40UNT OF LATERAL WALL *MOVEMENT WHICH CAN OCCUR AS BACKFILL IS PLACED. FOR ALLS 7HA T ARE FREE TO
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�'_ I ... I . . � ' 21. THE APPLICANT SHALL BE REQUIRED TO SUBA41T A REVISED SITE AND LANDSCAPING PLAN DEPICTING ENTRANCES AND PEDESTRIAN. . I � .
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I YIELD AT THE TOP AT LEAST ONE ONE-THOUSANDTH.'OF THE HEIGHT OF THE WALL, AN AC77VE PRESSURE OF 3 45 AND 60 PCF SHOULD BE USED FOR LEVEL � 1. I I I I . . I
"... I HI TA Ch UNWEATHERED GLACIAL TILL. IS GENERALLY IN A DENSE TO VERY DENSE CONDITION AND MAY BE DIFFICULT TO . � . I I ., . 15, 1 11 . � CONNECTIONS FROM GROUND RELATED RESIDENTIAL UNITS, ALONG SE 172ND ST, TO THE PUBLIC SIDEWALk THE REvIsED LANDSCAPE AND I I
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I EXCA V� TE. WE EXPECT THAT OCCASIONAL BOULDERS WILL BE ENCOUNTERED IN THE GLACIAL TILL. TYPICALLY, BACKSLOPES. 4H.- IV BACKSLOPES AND 2H. IV BACKSLOPES, RESPECTIVELY THESE VALUES ASSUME THAT THE SOIL BEHIND THE WALL IS FREE DRAINING. FOR "AT - � . .
I I THESE BOULDERS ARE LESS THAN 6 FEET IN DIAMETER . I 11 I I I . I . I SITE PLAN SHALL BE SUBMITTED TO AND APPROVED BY THE CURRENT PLANNING PROJECT MANAGER PRIOR TO BUILDING PERMIT. APPROVAL. ,
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; I BASED 9N OUR EXPERIENCE IN THIS AREA, HOWEVER IT IS POSSIBLE INA T LARGER BOULDERS 44A Y BE PRESkNT BEDROCK MA Y BE ENCOUNTERED LOCALL Y IN DEEP REST" CONDITIONS WHERE THE WALL IS RESTRAINED AGAINST MOVEMENT AN ACTIVE PRESSURE OF 50, 55, AND, 75 PCF SHOULD BE USED FOR LEVEL BACKSLOPES, I I . �
I:- . I ' � STAFF IS AWARE THERE MAY BE TOPOGRAPHIC CHALLENGES MTH EN7RANCES ALONG SE 172ND ST AND.THE APPLICANT.1 ENCOURAGED. TO ,
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�. � . ,� .. I . EXCA V, TIONS, ESPECIALLY FOR THE STORMWATER DETENTION VAULTS THE BEDROCK MAY BE DIFFICULT, IF NOT IMPOSSIBLE, TO EXCAVATE IF THE TRENCH EXTENDS 4H.- 1 V BACKSLOPES AND 2H. 1 V BACKSLOPES, RESPECTIVEL Y THESE VALUES ASSUME THA T THE SOIL BEHIND THE WALL Is FREE DRAINING. SURCHARGE EFFECTS PROVIDE STAIRS TO THE UNITS OR DEA40NSTRATE SEPARATE ENTRANCES ARE NOT FEASIBLE PRIOR TO BUILDING PER441T APPROVAL. I
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k. . . I GREA THAN 5 FEET INTO THE UNWEATHERED BEDROCK. HARD BEDROCK MAY REQUIRE MECHANICAL SPLITTING OR BLASTING TO LOOSEN. ALL TEMPORARY CUT SLOPES SHOULD BE CONSIDERED AS- APPROPRIATE. IN SETTLEMENT -SENSITIVE AREAS, THE BACKFILL FOR SUBGRADE WALLS SHOULD BE COMPACTED TO AT LEAST 95 PERCENT 22. THE APPLICANT SHALL SUBMIT REVISED REFUSE'AND RECYCLE ENCLOSURE ELEVATIONS WHICH INCLUDE A ROOF. THE REVISED . 1. I
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! . I . I -(W - WE OF THE MOD (ASTM TEST METHOD D 1557). AT OTHER LOCATIONS, WALL BACKFILL SHOULD BE COMPACTED TO BETWEEN 90 AND 92 PERCENT OF THE MOD (ASTM � ELEVATIONS S14ALL BE SUBA . 4ITTED TO, AND APPROVED BY, THE CURRENT PLANNING PROJECT MANAGER PRIOR TO BUILDING PERMIT I : j: � I I I I
L . AND ORING MUST COMPLY WITH THE PROVISIONS OF TITLE 296 WASHINGTON ADA41NISTRA77VE COD,� A C), PAR T N, "EXCA VA TION, TRENCHING AND SHORING. . - I I I �. I I I I . I . . �
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", I CON IRA C TOR IS PRESEN T A T TEST METHOD D 15 7). MEASURES SHOULD BE TAKEN TO PREVENT THE BUILDUP OF EXCESS LATERAL SOIL PRESSURES DUE TO OVE GO PACTION OF THE BACKFILL . I I
im. .. I i I RECO THAT TEMPORARY EXCAVATIONS, INCLUDING ANY TEMPORARY SHORING, BE MADE THE RESPONSIBILITY OF THE CONTRACTOR. THE 5 R M APPROVAL.
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. . . . . THE S1 CONTINUOUSLY AND is BEST ABLE TO OBSERVE CHANGES IN SITE AND SOIL COND177ONS AND MONITOR THE PERFORMANCE OF EXCAVATIONS. . � BEHIND THE WALL. CARE MUST 13E EXERCISED BY THE CONTRACTOR TO AVOID OVERCOMPACTION. A DRAINAGE ZONE CONSISTING OF CLEAN, FREE-ORAINING GRANULAR: 23. THE APPLICANT SHALL REVISE THE SITE PLAN TO DEPICT A DIFFERENRATION IN MATERIALS FOR ALL PEDESTRIAN CONNECTIONS WITHIN : .
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;i, I I SH � . I . I MATERIAL CONTAINING LESS THAN 5 PERCENT FINES AT LEAST 18-INCHES WIDE SHOULD BE PLACED AGAINST THE BACK FACE OF THE WALL FOR ITS FULL HEIGHT. � PARKING AREAS ANDIOR DRIVE AISLES ON SITE. THE REVISED SITE PLAN SHALL BE SUBA41TTED TO AND APPROVED BY THE CURRENT I I
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� I ' . I %, I POSITIVE DRAINAGE BEHIND SUBGRADE WALLS SHOULD ALSO INCLUDE INSTALLING A FOOTING DRAIN AT THE BASE OF THE WALL AS DESCRIBED IN THE DRAINAGE PLANNING PROJECT MANAGER PRIOR TO BUILDING ENGINEERING PERMIT APPROVAL. IF THIS COND177ON OF APPROVAL IS MET THEPROPOSAL ,
1. � . � . I T MA NECESSARY TO SUPPORT TEMPORARY EXCAVATIONS TO MAINTAIN THE INTEGRITY OF THE SURROUNDING UNDISTURBED SOILS AND A41NIA41ZE DISRUPTION OF . � I I I I � � I . . I . � . I . I
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: I � I . � . .1 I . . CONSIDERATIONS SECTION OF THIS REPORT I I I I - . .
I � . . A OJA .. VT AREAS, AS WELL AS TO PR07ECT THE PERSONNEL WORKING KITHIN THE EXCAVATIONS. BECAUSE OF THE DIVERSITY OF A VAkABLE SHORING SYSTEMS AND .. . I � WOULD SA RSFY THIS STANDARD. . . I .1
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;.. .. ... . . . - . . . 124. THE APPLICANT SHALL PROVIDE DETAILED SPECIFICATIONS FOR ALL SITE FURNITURE, AND ART, IN ORDER TO ENSURE DURABLE, VANDAL-
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,; � . CONS ICTION TECHNIQUES, THE DESIGN OF TEMPORARY SHORING IS A40ST APPROPRIA TEL Y LEFT UP TO THE CONTRACTOR PROPOSING TO COMPLETE THE INSTALLATION. LATERAL RESISTAN 11 � 1. : . I I I � I � I I
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. . . .. THAT.THE SHORING BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER IN WASHINGTON, AND THAT THE PE -STAMPED SHORING PLANS AND LATERAL LOADS CAN BE RESISTED BY PASSIVE RESISTANCE ON THE SIDES OF THE FOOTINGS AND BY FRICTION ON THE BASE OF THE FOOTINGS AND FLOOR SLAB, I AND WEATHER -RESISTANT MATERIALS ARE USED. THE SPECIFICATIONS SHALL BE SUBMITTED TO, AND APPROVED BY, THE CURRENT
., .. . . I HOWE , WE RECOMMEND � . I � . . I � I . I . � . .
,[;.. %:.... I . . . .� I . I I I - . - - . .
. .:.� . . . .PLANNING PROJECT MANAGER PRIOR BUILDING PERMIT APPROVAL.
I .. % I � . ... . CALCU TIONS BE SUBA41TTED TO THE PROJECT ENGINEER FOR REVIEW AND COMMENT PRIOR TO CONSTRUCTION. THE FOLLOWING PARAGRAPHS PRESENT RECOMMENDATIONS PASSIVE RESISTANCE 10A Y BE EVALI)A TED USING AN EQUIVALENT FLUID DENSITY OF 300, 240, 290 AND 150 PCF FOR A LEVEL FORESLOPE, 4H. L V FORESLOPE, 3H. L V . I I � . 1, I � � � I I �
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: I - SUBMIT REVISED ELEVATIONS DEPICTING ENTRANCE ETAILING/ A THER PROTECTON FOR GROUND RE A
t . 1. Z I HAT WE CONCLUDE ARE APPROPRIATE FOR, THE SUBSURFACE CONDITIONS AT THE SPRINGBROOK RIDGE . FORESLOPE AND 2H.-LV FORESLOPE, RESPECTIVELY, ASSUMING THAT THE SOIL AROUND THE FOOTINGS FOR A DISTANCE OF AT LEAST TWICE THE FOOTING DEPTH . 25. THE APPLICANT SHALL 0 WE I L TED UNI IS,
V ): .. . . . . � . I . - , Ck� . FOR TYPE OF SHORING SYSTEM AND DESIGN PARAMETERS T . . . I I I . � . . � 1. � I.. . 1. . I � I .
,:, . I . 1. i .. % � . . -TOP OF THE TRIANGULAR PASSIVE PRESSURE DISTRIBUTION SHOULD BEGIN AT ONG SE 172NDST: THE �
� � I . FENCING, PEDESTRIAN CONNECTIVITY, LIGH77NG Fl,�TURESCON A TING ATE 1ALS ANDIOR SPECIAL DETA LING AL
. . PR TY THE MAJORITY OF THE MATERIALS WITHIN THE PROJECT AREA CAN BE RETAINED USING CONVEN77ONAL TRENCH SHORING SYSTEA43 SUCH AS TRENCH SHIELDS OR CONSISTS OF EITHER MEDIUM DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL THE I TR S M I? , I
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If � � " � 1. n SHEET ES, WITH LATERAL RESTRAINT THE DESIGN OF TEMPORARY SHORING SHOULD ALLOW FOR LATERAL PRESSURES EXERTED BY THE ADJACENT SOIL, AND SURCHARGE THE BOTTOM OF ADJACENT FLOOR SLABS, ROAOWAY PAVEMENT, OR BELOW A DEPTH OF I FOOT WHERE THE ADJACENT AREA is UNPAVED, AS APPROPRIATE. . � . . REVISED ELEVATIONS SHALL 13E SUBA41TTED TO AND APPROVED BY THE CURRENT PLANNING PROJECT MANAGER PRIOR TO BUILDING. PFRMIT
I. .. .. . I � . : . � .1 I I I . I., : . I _.
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#... I I . �. (a I LOADS UE TO TRAFFIC, CONSTRUCTION EQUIPMENT, AND TEMPORARY STOCKPILES ADJACENT TO THE EXCAVATION, ETC. LATERAL LOAD RESISTANCE CAN BE MOBILIZED FRICT70NAL RESISTANCE CAN BE EVALUATED USING 0.4 FOR THE COEFFICIENT OF BASE FRICTION AGAINST FOOTINGS AND THE BUILDING SLAB. THE ABOVE VALUES � APPROVAL WHICHEVER COMES FIRST � I I . . .. �
� I I I . I � . - . . . . . - . . ... . - - .
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i , I . .� ...'� � THRO THE USE OF BRACES, TIEBACKS, ANCHOR BLOCKS AND PASSIVE PRESSURES ON MEA48ERS THAT EXTEND BELOW THE BOTTOM OF THE EXCAVATION. TEMPORARY � INCORPORATE A FACTOR OF SAFETY OF ABOUT 1.5. . . � . . . I 90. THE APPLICANT SHALL SUBA41T A MATERIALS BOARD SUBJECT TO THE A
� . . . I . ... . I . . . . PPROVAL OF THE. CURRENT PLANNING PROJECT MANAGER PRIOR, -
!: .� It - � I I .. -TO BUILDING PERMIT APPROVAL. THE BOARD SHALL INCLUDE COLOR AND MA7ERIALS FOR THE FOLLOWING. GUARDRAILS, FACADE, TREA TWENTS,.� -
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4 I � I . . SH U77LIZED TO SUPPORT TRENCH EXCAVATIONS TYPICALLY USES INTERNAL BRACING SUCH AS ALUMINUM HYDRAULIC SHORING OR TRENCH SHIELD BRACING. I . I
.; . � ' � PA VEMEN T SUBGRA DE I I I � I I � � - I . � . I I
:1.- . I .. i , a) . � � . I �
_ I - - TEMP RY TRENCH SHORING KITH INTERNAL BRACING CAN BE DESIGNED USING ACTIVE SOIL PRESSURES. WE RECOMMEND THAT TEMPORARY SHORING BE DESIGNED USING ABLE MATERIALS INCLUDE A COMBINATION CK,
� .. . - . . . . I I . . -IOULD BE COMPACTED TO AT LEAS RETAINING WALLS, RAISED PLANTERS, SIDING, WNDOW51FRAMES, AND CANOPIES. ACCEPT, I � OF BRI
-
! � , I . . ; lz�, � I I . . PA VEMEN T SUBGRA DE S1 . . I I I T 95 PERCENT OF THE MOD (ASTA4 TEST METHOD D 1557) PRIOR TO PLACING THE PAVEMENT SECRON. I .1 . I -FINISHED ETA -IN-PLACE CONCRETE, OR 0 THER SUPERIOR
� ; pI . A LA ... EQUIVALENT FLUID DENSITY OF 40 POUNDS PER CUBIC FOOT (PCF), FOR CONDITIONS WITH: A LEVEL GROUND SURFACE ADJACENT TO DURING INTEGRALLY COLORED CONCRETE MASONRY, PRE M L, 5 TONE, S TEEL, GL A SS, CA S T . . I
:� � . . . I � . I .1 I
ill I I � Z� . WET SEASON CONSTRUCTION OR IF THE SUBGRAOE SOILS ARE SOFT OR LOOSE, IT MAY BE NECESSARY TO EXCAVATE SOFTILOOSE SOILS, REPLACE THESE. � I � , . . . I � .
. 1. . � I � . .1 I . . ...
I � TRMHE VA TION. IF THE GROUND WITHIN 5 FEET OF THE EXCA VA TION RISES A T AN INCLINA TION OF IH: L V OR STEEPER, THE SHORING SHOULD BE DESIGNED USING AN � � ., MA TERIALS APPROVED A T THE DISCRETION OF THE ADMINIS7RA TOR. I . I
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I I 11 I I") SOILS WITH .FREE -DRAINING, COMPACTABLE SAND AND GRAVEL, ANDIOR A SUITABLE GEOTEXTILE FABRIC SUCH AS 441RAFI 50OX OR OTHER FABRIC AS SUGGESTED BY I
� . , EQUIVA ENT FLUID DENSITY OF 75 PCF FOR.ADJACENT SLOPES FLATTER THAN IH: IV, SOIL PRESSURES, CAN BE INTERPOLATED BETWEEN THIS RANGE OF VALUES. OTHER I I I . . 2Z THE CURRENT LEFT. TURN AND RIGHT TURN soumBouw LANES FROM BENSON ROAD SOUTH TO SR 515 SHALL BE RECHANNELED BY
1: I . �1\ I ; I OFF 1. . . . . � . . . � ., I - . . .
I 1 I - . �. -BY-CASE BASIS. THESE LATERAL SOIL 'PRESSURES DO NOT INCLUDE TRAFFIC OR CONSTRUCTION SURCHARGES THAT THE GEOTECHNICAL ENGINEER. THE FREE-ORAINING SAND AND GRAVEL SHOULD CONTAIN LESS THAN 5 PERCENT FINES. IT IS CRITICAL THAT ALL TRAFFIC BE KEPT . � . I I
� . , � I .� CONDIT PNS SHOULD BE EVALUATED ON A CASE I I � � * . THE APPLICANT TO ONE LEFT TURN LANE AND ONE COMBINED LEFT TURNIRIGHT TURN LANE AND THE APPLICANT SHALL ALSO MODIFY. THE I
. I I . -SIT . � . 1, . I ... I ... � � .
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1�. . . I SHOULL i BE ADDED SEPARA TEL Y IF APPROPRIATE. I T is TYPICAL FOR SHORING TO BE DESIGNED FOR A TRAFFIC INFLUENCE EQUAL To A UNIFORM LATERAL PRESSURE OF THE SUBGRADE SOIL IF THE ON E SILTY SUBGRADE SOILS ARE WET. IT IS ALSO IMPORTANT THAT BACKFILL IN UTILITY LINE TRENCHES BE COMPACTED TO . ,. . .
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. I k I LIGHT SIGNAL AT THE BENSON ROAD SOUTHISR 515 TO ACCOMMODATE THE RE-CHANNELIZA770N. I .
1, -0 I.. . ' I I STRUC SPECIFI CONSISTING OF 2 INCHES OF CLASS B ASPHAL TIC CONCRETE (AC) SURFACING OVER 4 INCHES � . � 1. � I . .. �. I .
j I . 240 P(pNDS PER SQUARE FOOT (PSF) ACTING OVER A DEPTH OF 10 FEET FROM THE GROUND SURFACE. A40RE CONSERVATIVE PRESSURE VALUES SHOULD BE USED IF THE . I I . . I 1. I I 1. ' � 1. . . I . I . 11 I I I . I I . � � . . I �
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I . . 4 � OF CRUSHED ROCK BASE COURSE (CRBC) FOR AUTOA40BILE PARKING AREAS, AND 6 INCHES OF CRBC AND 3 INCHES . . 1.
� I � DESI DEEMS THEM APPROPRIATE THESE SOIL PRESSURE RECOMMENDATIONS ARE PREDICATED UPON THE CONSTRUCTION BEING ESSENTIALLY oEwATERED, THEREFORE, . . I . I OF AC IN MAIN ACCESS AND TRUCK USE AREAS. I . I . �
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/. 11 .1 . � � Q � I I I . . AL TERNA TIVEL Y, A LA YER OF ASPHAL T TREA TED BASE (A TY) COULD BE PLACED DIRECTL Y OVER THE PREPARED SUBGRADE (NO CRBC), AND A FINAL LA YER OF CLASS I ERC A41TIGATION MEASURES., I � . 1 . 1. . . . I- I
- � ., LQ HYDRO TA TIC WATER PRESSURES ARE NOT INCLUDED. . . . I . . I � ' . . . ..
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,�. . I �� . . . . . . I I . . I � . B AC PLACED OVER THE AT9 AT A LATER TIME. THE ADVANTAGE OF USING AT3 IS THAT IT COULD BE USED AS A RELATIVELY DURABLE SURFACE DURING � 1. � AN UPDATES . COAL MINE HAZARD REPORT SHALL BE'SUBMITTED DEA40NSTRA TING 774E PROPOSAL WILL NOT INCREASE . THE THREAT OF THE :, :
� � -
P CONS C77ON OEW4 TERING .. �%� I . . � I . . � I I � . I I . .
;1: I ��_ I . . � I . I . _1 . . I I . CONS7RUCTION. PRIOR TO PLACING A FINISH COAT OF CLASS 8 AC, THE ROAD SURFACE COULD BE RELEVELED WITH AT9 OR CRBC. IF AT3 IS USED, WE RECOMMEND A GEOLOGICAL HAZARD TO ADJACENT OR ABUTTING PROPERTIES BEYOND PRE -DEVELOPMENT CONDITIONS AND THE DEVELOPMENT CAN BE .
I � ' � . . 11 I .
�, � j �) BASED OUR TEST PIT EXPLORA TIONS AND GENERAL KNOWLEDGE OF THE SITE AREA, WE DO NOT EXPECT 1 INA T CONSTRUCTION DEW4 TERING WILL BE NECESSARY. . . I I I . I � . I I . � . .
''. .1 I . � " MINIMUM THICKNESS OF 4 INCHES. wE RECOMMEND A MINIMUM THICKNESS OF 2 INCHES OF CLASS B AC OVER THE A T9 FOR A FINISHED WEARING COURSE FOR I'ELY ACCOMMODA TED ON THE SITE THE REPORT SHALL ALSO DISCUSS ANY .
4 .. . HOWE , IF POCKETS OF GROUND WATER SEEPAGE ARE ENCOUNTERED, WE EXPECT THAT PUMPING FROM A SUMP WITHIN THE TRENCH MAY BE USED FOR SMALL TO SA 44EASURES EMPLOYED IN THE FINAL SITEIBUILDING DESIGN
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1�. . 1. I . � " AUTOA40BILE PARKING AREAS, AND .3 INCHES OF AC IN MAIN ACCESS AND TRUCK USE.AREAS. ANY DISTRESSED AREAS IN THE AT9 MUST BE REPAIRED PRIOR TO - WHICH SERVE TO A41TIGATE COAL MINE SUBSIDENCE RISK. IF NO MEASURES ARE EMPLOYED, THE APPLICANT SHALL PROVIDE JUSTIFICATION . - .. -
. - I MOD TE AA40UNTS OF GROUND WATER SEEPAGE WELL POINTS OR PUMPED WELLS WILL BE NECESSARY IF LARGE AA40UNTS OF GROUND WATER SEEPAGE ARE . PLACING THE AC. � . I I 11 . I I I � I .. I . .. . . I I - . I I .. I I I I . I � I I . I .1 � �
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� . ENCO TERED. WE RECOMMEND THAT THE CONTRACTOR BE REQUIRED TO SUBMIT THE PROPOSED DEWATERING SYSTEM DESIGN AND PLAN LAYOUT TO THE PROJECT . I FOR THE EXCLUSION OF ADDITIONAL MEASURES. THE UPDA7ED COAL MINE HAZARD REPORT SHALL BE SUBMITTF0 TO, AND APPROVED 8 Y. .
1_1� .1 I . I . 6 � I I � i .1 I I I � I ''I I I . I . I 11 . I � . I � � � .. . �. I . . . I I . - � - .1 I ..
.I'. . ENGI FOR REVIEW AND COMMENT PRIOR TO BEGINNING CONSTRUCTION. . I SEISA41C SITE CLASSIFICATION I � THE CURRENT PLANNING PROJECT MANAGER PRIOR TO ENGINEERING PERA41T APPROVAL. . I . . .
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10, ; � I . � . 11 . I BASED ON OUR REVIEW OF AVAILABLE GEOLOGIC INFORMATION AND OUR SITE EXPLORATIONS, WE INTERPRET THE SHALLOW (LESS THAN 10 FEET) SOC COND17IONS To 2. ONE (1) ELECTRONIC SPEED RADAR SIGN, SHALL BE INSTALLED IN THE NORTHBOUND DIRECTION ON BOTH 106TH AVE SE AND 404TH A VE , I . ,. -
i I : 1 . . I�K UNDER OUND U77LITY TRENCH BACKFILL I'll I . I I I � I I � . . I . 1. . � 11 I . . I . .1 I * .1 . I �.. �.: . 1. .
� 11 � I I _� I CORRESPOND TO SEISMIC SITE CLASS D, As DEFINED BY THE 2006 IBC. THIS CL . . 1. I � - . I
�!, � I I ALL CH BACKFILL SHOULD CONSIST OF STRUCTURAL FILL QUALITY MATERIAL AS PREVIOUSLY DESCRIBED IN THE STRUCTURAL FILL SECTION OF THIS REPORT UNLESS . .. I , ASSIFICATION PERTAINS TO A VERY STIFF SOIL PROFILE WTH AN AVERAGE STANDARD SE.. THE APPLICANT SHALL INSTALL THE SIGNS, MOUNTING POLES, AND ASSOCIATED EQUIPMENT, AT THE DIRECTION OF' THE CITY. ALL � �
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, . � � CZ . I I . I � . . ' . I I IMPROVEMENTS SHALL BE INCLUDED IN THE ENGINEERING PERMIT SUBA41TTAL FOR REVIEW AND APPROVAL,: AND SHALL BE.CONSTRUCTED I .
� � 11 . I �Q ING, PENETRATION TEST (5PT) VALUE OF 15 TO 50. - I . � . � . . I . I . . , .. ...- . I I . - . I
�, 1. , I I . PRIOR TO . I - . I
i�;, 1. � - I IN .THIS REPORT_ THE FOLLOWING GENERAL REQUIREMENTS SHALL APPLY TO ALL FILL PLACEMENT, INCLUDING PIPE BEDDING, AND TRENCH BA CKFIL L � . I � TE14PORARY OCC NCY I � I - . . . .1
. I , I . . . I . . . .UPA I . I � . I
i 1, . � � I I lq-) *� U GROUND U77LITIES SHOULD BE BEDDED IN CRUSHED GRAVEL AS SPECIFIED IN THE 200a W5DOT STANDARD SPECIFICATIONS, SECTION ,9-0,3.12(,3) FOR "GRA VEL EROSION CONTROL AND DRAINAGE CONSIDERATIONS �, . - . I . I . . 11 . I I I I I . .1 I ..
I � . . I I . . � I .. I I I I - � I � I I I J. THE APPLICANT SHALL PROVIDE AN I . . 1. I I I
. Of, I I � . � I
,__ ., 1 . �1, I : BA L FOR PIPE ZONE BEDDING. " . I I � 1EN DISTURBED BY C N TRUCTON .: . I
( I � I . I I . I I I � THE SURFICIAL SOILS ON THE SITE HAVE A HIGH POTENTIAL F*oR EROSION ON SLOPES GREATER THAN ABOUT 20 PERCENT W1 Q s I OFF -SITE SIDEWALK, ALONG THE SOUTH . � . � I .. I .1
�_ .. 1 Q 1 0 THE UTILITY LINE AND 6 INCHES ABOVE THE U77LITY LINE. BEDDING SHOULD BE WORKED UNDER ACTIVITIES. EROSION CONTROL MEASURES SHOULD BE IMPLEMENTED PRIOR TO THE START OF SITE PREPARATION, INCLUD'NG PROPER CONTROL OF SURFACE WATER - SIDE OF SE , 172ND ST AND THE WEST , . . 1� I . ..
ZONE BEDDING SHOULD BE EXTENDED AT LEAST 4 INCHES BELOW , . . � .. � 1. I � I . . I . I I . I . .. I �
i" I I , I � ' I . � � RUNOFF, USE OF STRAW BALES OR APPROPRIATE GEOTEX77LE FILTERS AND TEMPORARY SEDIMENTATION BASINS. EROSION CONTROL MEASURES SHOULD COMPLY WITH . 1�. .. � I 1,
, I . . . �
11 1. I . -11 HAND TOOLS AS EQUIRED. BEDDING MATERIAL, SHOULD BE TAMPED OR VIBRATED (COMPACTEO) INTO PLACE. I . ' .. . I SIDE OF BENSON RD 5, APPROACHING 1. . . . I . I
!.: I PIPE HAUNCHES USING . R � . I .. I . . � I . . I � R-392202 '.. .. I . .
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: I I � 6 0 . . THE GUIDELINES OF THE. APPROPRIATE REGULATORY A GENC Y BASED ON CONDITIONS ENCOUNTERED IN OUR TEST PIT EXPLORATIONS, IT Is POSSIBLE THAT GROUND . 7HE.INTERSECtION THE WIDTH OD 1HE I �. . I � % . .
. I . I PIF ZONE BEDDING FOR ,ALL NON- WATER UNDERGROUND UTILITIES SHOULD BE COMPACTED TO AT LEAST 90 PERCENT OF THE MOD (ASTA4 TEST METHOD D 1557). PIPE I I . 1. � I I I - _. . 1. I
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1. � � � � �_ . . I . 1 . . WATER MAY BE ENCOUNTERED IN 7EMPORARY EXCAVATIONS OR PERMANENT CUTS. WE EXPECT THAT SEEPAGE MAY BE ADEQUATELY HAN19LED BY INSTALLATION OF . .1 . .. .1 11 I I . . I . . I 1. % I I :.. 1, .1 . I . C\1 �. 1. I
I . � - 44DD (A S TA4 TEST METHOD D 1557). . � I . � I .
I I .1 . . . � ZOi E BEDDING FOR ALL WATER MAINS SHOULD BE COMPACTED TO AT LEAST 95 PERCENT OF TH� � . I . . ' � . I I . � . I . . OFF-SITF SIDEWALKS SHALL BE
I . _�2 � . I . . I .. I ml . .1 FRENCH DRAINS, OPEN DITCHES ANDIOR PUMPING AS NECESSARY THE GRADING SHOULD BE DONE TO AVOID CONCENTRATION OF RUNOFF ONTO NATURAL SLOPES. WE 55 W 0 D � APPROVED FOR CONSTRUCTIQN � I I N. �
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j., - . 1. I � ,. _zz 0 BA, KFILL PLACED ABOVE THE BEDDING 44ATERIAL SHOULD CONSIST OF STRUCTURAL FILL QUALITY ON -SITE MATERIAL, OR "COMMON BORROW" AS SPECIFIED IN 2006 . . . CON I TENT WITH THE OTHS PR POSE � � I 1. . . I � . I
1 4 I. .- 1; . I ZZI I � I I . . � . � . I I RECOMMEND SLOPING THE GROUND SURFACE AWAY FROM STRUCTURES. ROOF DOWNSPOUTS MUST BE TIGHTLINED TO AN APPROVED DISPOSAL AREA. OTHER SURFACE . AL HE FRONTAGE OF THE SUBJECT I � 1. � . . . I I : m
,:1 I . � _Q WS1 9T STANDARD SPECIFICATIONS, SECTION 9-OJ.14(.3). DURING WET WEATHER PERIODS, BACKFILL MATERIAL SHOULD HAVE LESS THAN 5 PERCENT FINES CONTENT ONG T . I . � . .
1: I . 11 I � I . I I . . o ND OMISSIONS , . . I I .
� � � . . I I � RUNOFF MAY BE ADDRESSED BY USING SWALE DRAINS, DRAINAGE DITCHES OR OT14ER DRAINAGE MEASURES. WE RECOMMEND THAT PERIMETER FOOTING DRAINS BE .1 I I I 1. 'y I I
1. I I � * . . . WOE. 'ADA RAMPS SHALL ALSO BE I . I � I I ( -)
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7,.,. . . , (9 0 AS GUIDELINE, BACKFILL SHOULD BE PLACED IN LIFTS OF 10 INCHES OR LESS (LOOSE THICKNESS). EACH LIFT SHOULD BE COMPACTED PRIOR TO PLACING THE INSTALLED ADJACENT TO THE OUTSIDE FOORNGS OF ALL STRUCTURES. THESE DRAINS SHOULD CONSIST OF A MINIMUM 4-INCH DIAMETER PERFORATED SMOOTH -WALLED CONSTRUCTED AT THE SOUTHWEST I I .
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i . . ., � . �_ .SUI SEQUENT LIFT. PRIOR TO COMPACTION, THE BACKFILL SHOULD BE MOISTURE CONDITIONED TO NEAR OPTIMUM MOISTURE CONTENT PIPE SURROUNDED WITH A T LEAST 6 INCHES OF FREE -DRAINING SAND, SAND AND . GRA VEL OR PEA GRA VEL, WITH THE PERFORA 77ONS DOWN AND THE BASE OF THE, - CORNER OF' THE INTERSECTION, FINALLY, . � I I * ., I
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I .11 � (n . � I I . . . � . . � � I I . � . . . I . ...
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� �. .. , I qzn 0 ALL TRENCH BACKFILL SHOULD BE COMPACTED IN LIFTS TO AT LEAST 95 PERCENT OF THE MOD (ASTA4 TEST METHOD D 1,557). BACKFILL COMPACTION. SHOULD BE PIPE AT THE BASE OF THE ADJACENT FOOTINGS. THE BEDDING SHOULD BE ENCLOSED WITHIN A NONWOVEN GEOTEXTILE FABRIC TO REDUCE THE POTENTIAL FOR FINES A STREET LIGHTING ANALYSIS IS . - ,: . I .
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� I . AC) IEVED BY MECHANICAL MEANS. NO JETTING, PONDING, OR FLOODING WILL BE ALLOWED FOR COMPACTION. I .. 1, I . .
� I . I I I � . . � � . CONTAMINATION FROM THE NATIVE SOIL. THE PERIMETER FOOTING DRAIN SHOULD BE CONNECTED TO A TIGHTLINE COLLECTION SYSTEM THAT DISCHARGES AWAY FROM � REQUIRED To BE CONDUCTED BY THE BY: . � - - DATE. I . � .
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�11 I to � . .. I .. � I.. I . ..
. . # DU) WG TRENCH BACKFILL PLACEMENT, IN -PLACE DENSITY TESTS SHOULD BE C044PLETED AT PPROXIMATELY 100-FOOT,IN7ERVALS ALONG THE TRENCH ALIGNMENT TO DEVELOPER AT THE SOUTHWEST CORNER �
i � 1. I � I I , . . . . . . A , . . I . . I T14E DEVELOPED AREAS. ROOF DRAINS ON STRUCTURES SHOULD BE CONNECTED DIRECTLY TO A TIGHTLINE COLLECTION AND DISPOSAL SYSTEM, SEPARATE FROM THE , .� . 10 ;
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� . . . . 1� EV, UATE IF THE REQUIRED COMPAC77ON IS BEING ACHIEVED. I . FOOTING DRAIN. PERCHED GROUND WATER MAY RESULT IN THE DEVELOPMENT OF WET AREAS AT FINISHED GRADES. INTERCEPTOR DRAINS OR FRENCH DRAINS . OF THE INTERSECTION OF SE 172ND ST I . . � . . I . . I . . I I . I
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I I . I � � . . I INSTALLED IN SELECTED LOCA77ONS IS AN EFFECTIVE WAY TO MANAGE PERCHED GROUND WATER. THE NEED FOR AND LOCATION OF THESE DRAINS SHOULD BE A FIELD S BY: I DATE. ., �.. ., .
I -_ 11 I - . AND BEN ON RD S. IF NECESSARY, .. I I I I I � . I I ... . ..., :, . ,.. I I a .....) ,.
11 . � I . 1.00 � 1. . AS-m-BUILT. . DECISION A T THE TIME OF CONSTRUCTION- THE DRAIN SHOULD CONSIST OF A TRENC14 A T LEAST I 8-INCHES WIDE AND 24-INCHES DEEP. A RIGID SMOOTH- WALLED I I I . . I . . .. .: � I I ... . I .. .
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I . '. . , I . �. REQUIRED STREET LIGH77NG SHALL BE I � . I . I . I I
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1. .: It : � 2. . I � � � PERFORATED PIPE AT LEAST 4 INCHES'IN DIAMETER SHOULD BE PLACED IN 77-IE BOTTOM OF THE TRENCH, SURROUNDED WITH AT LEAST 6 INCHES WASHED ROCK OR PROVIDED ACCORDING TO CITY, I I I I I 0 . .
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11.� 1. n I NO AS -BUILT INFORMA770N ON 7HIS SHEET � PEA GRA VEL AND WRAPPED WITH A NONWOVEN GEOTEX77LE FABRIC SUCH AS MIRAFI. 140N. WE RECOMMENO THA T PA VEMENT SURFACES BE SLOPED A WA Y FROM THE STANDARDS. ALL IMPROVEMENTS SHALL By.. i , � DATE: - - - , 11'.t : � . .
J,. . � - I . . I I I . I I I I . . . - . . ... � I
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. I � I "I CER77FY THAT 7HE INFORMA710N SHOWN HEREON WHICH WAS As -BUILT BUILDING AREA TO ROUTE DRAINAGE A WA Y FROM FOUNDA TIONS AND FLOOR SLABS AND TOWARD THE STORM DRAIN SYSTEM. DRAINAGE. OF THE PA VEMENT BASE � I- . 1. . �
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�' I Q I . I BE INCLUDED IN THE ENGINEERING -
1, � . . . � I I . . I .
�. .1 � I . � . COURSE AND SUBBASE WLL DECREASE T14E RISK OF' PA VEMENT DISTRESS. - SMALL HOLES CAN BE PROVIDED IN THA T POR77ON OF CA TCH BASIN ADJACENT TO THE � . I PERA41 T SUBMI T TA L FOR RE VIE W A NO � I . � � . . _. . � m
I . , I . __ .1 . , I . BY D.R. STRONG, AND MAY INCLUDE LOCA77ONS, ELEVATIONS, DEPTHS, . . I . .. s I I .. I I � . . I I . . I 1. . .,..� I I �. .. I
!�; L0 . � SUBBASE OR BASE LAYER, PROVIDED THAT THE EXPECTED WATER LEVEL WITHIN THE CATCH BASIN KILL ALWAYS BE BELOW THE ELEVATION OF THE HOLES. THE HOLES - APPROVAL, AND SHALL BE CONSTRUCTED . . I .1 I I .
I � I . v- PIPE SIZES, AND AS�BUILT COMMENTS, ACCURATELY REFLECTS EXIS77NG . I 1 BY: � . � � I . 1. - DATE:— . - I
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11. Q . 11 . . � � . SHOULD BE COVERED WITH A SUITABLE GEOTEX77LE FABRIC PLACED AGAINST THE OUTSIDE OF THE CATCH BASIN TO . . . I . . . .
1 I ; � I . . . . - I . I � . Uj I ,
. I IN I I � � . � . . I . � . . I I PREVENTPIPING O.F THE SUBBASE ORBASE I � PRIOR TO TEMPORARY OCCUPANCY I I . 11 . �
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!� : , I __ I � I A. .FIELD CONDIRONS AS DETERMINED BY ME OR UNDER MY DIRECT I . I . - � . .� � . . . . . � �. I � I . ..
ii . . a I I � I I I . I MATERIAL INTO THE CATCH BASIN.. I I . . I . � I . � I � . I.. . I . I - � I � . 0. I
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,.': 1� I . OF A SUPERWSION ON 7HIS DATE' 1211012018, 1 1 . I 1. I I . . . � I I I
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