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<br /> Permit#: PWW1903-001
<br /> Site Address: 4920 EVERGREEN WAY
<br /> Owner: EVERGREEN WAY HOLDING LLC
<br /> Tenant: [TenName] •
<br /> App.Date: 3/13/2019
<br /> Proposed Use:
<br /> Description: REPAIR EXISTING ROCKERY WALL WITH
<br /> NEW RETAINiNG WALL `
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<br /> SHEET INDEX GENERAL NOTES (CONT.� CHAIN LINK FENCING: m N _
<br /> SHEET TITLE TIEBACK ANCHOR GROUT CHAIN LINK FENCING SHALL BE INSTALLED FOR FULL LENGTH OF RETAINING WALL AND FIELD FIT AT ENDS WHERE �, ; v
<br /> E X I S T I N G F E N C I N G I S I N T A C T. F E N C I N G S H A L L C O N F O R M T O WSD O T STANDARD PLAN L-20-10-3 a �, �`
<br /> SH1 .0 GENERAL INF4RMATION ALL TIEBACK GROUT SHAL� HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI AND A MINIMUM 3-DAY � ; -
<br /> S H 2.0 E X I S T I N G C O N D I T l O N S C O M P R E S S I V E S T R E N G T H O F 1500 PSI. SEE THE SPECIFICATIONS FOR SPECIFIC REQUIREMENTS. TYPE I OR II RETAINING WALL DEFLECTIONS > ,
<br /> SH2.1 SITE PLAN PORTLAND CEMENT CONFORMING TO ASTM C150 /AASHTO M85 SHALL BE USED. SUBMIT MIX DESIGNS IN � � -
<br /> SH2.2 RETAINING WALL PLAN ACCORDANCE WITH THE SPECIFICATIONS. ALL TEMPORARY SHOTCRETE SHALL BE SCREED FINISH. THE RETAINING WALLS ARE DESIGNED TO DEFLECT 1-INCH OR LESS UNDER STATIC CONDITIONS.
<br /> SH3.0 RETAINING WALL ELEVATION � o
<br /> SH4.0 CROSS SECTIONS WOOD LAGGING JOB SITE SAFETY
<br /> SH5.0 DETAILS (1 OF 2) Z �
<br /> SH5.1 DETAI�S (2 OF 2) ALL WOOD LAGGING SHALL BE PRESSURE-TREATED HEM-FIR GRADE NO. 2 OR BETTER. SEE THE SPECIFICATIONS INSOFAR AS JOB SITE SAFETY IS CONCERNED, TERRACON IS RESPONSIBLE FOR THE HEALTH AND SAFETY OF ITS W �
<br /> SH6.0 SPECIFICATIONS (1 OF 3) FOR SPECIFIC REQUIREMENTS. EMPLOYEES AND SUBCONTRACTORS. NOTHING HEREIN SHALL BE CONSTRUED TO RELIEVE CLIENT OR ANY OTHER c
<br /> SH6.1 SPECIFICATIONS (2 OF 3) CONSULTANTS OR CONTRACTORS FROM THEIR RESPONSIBILITIES FOR MAINTAINING A SAFE JOB SITE. TERRACON G � ; ,
<br /> SH6.2 SPECIFICATIONS (3 OF 3) THE DECONSTRUCTION OF THE ROCKERY, EXCAVATION OF SOIL, AND REMOVAL OF LEAN CONCRETE FOR THE SHALL NOT ADVISE ON, ISSUE DIRECTIONS REGARDING, OR ASSUME CONTROL OVER SAFETY CONDITIONS AND W � � ,
<br /> LAGGING INSTALLATION SHALL PROCEED IN ADVANCE OF THE LAGGlNG BY A VERTICAL HEIGHT OF NOT MORE PROGRAMS FOR OTHERS AT THE JOB SITE. NEITHER THE PROFESSIONAL ACTIVITIES OF TERRACON, NOR THE
<br /> TH N 3 FEET OR THE HEIGHT OF THE LARGEST ROCKERY BOULDER FOR THAT LIFT, WHICHEVER IS LARGER. PRESENCE OF TERRACON OR ITS EMPLOYEES AND SUBCONTRACTORS, SHALL BE CONSTRUED TO IMPLY THAT Z U Q
<br /> GENERAL NOTES A O J �
<br /> TALLER LIFTS SHALL NOT BE PERFORMED UNLESS APPROVED OTHERWISE BY THE ENGINEER. TERRACON CONTROLS THE OPERATIONS OF OTHERS OR HAS ANY RESPONSIBILITY FOR JOB SITE SAFETY. .
<br /> GENERAL ~ �
<br /> TIEBACK TENDON STEEL LATERAL EARTH PRESSURE DIAGRAM FOR SOLDIER PILES WITH ONE TIEBACK � W Z
<br /> THE CONTRACTOR AND SUBCONTRACTORS ARE RESPONSIBLE FOR THE CONSTRUCTION PROCESS AND THE W
<br /> SAFETY OF THE W4RKERS, THIS INCLUDES BUT IS NOT LIMITED TO, THE CONSTRUCTION SEQUENCE, TEMPORARY ALL TIEBACK ANCHOR TENDONS SHALL CONF4RM TO EITHER ASTM A722, GRADE 150 OR ASTM A416 SEVEN-WIRE, � � W
<br /> HANDRAILS, EXCAVATION ACCESS, AND BARRIERS. IT ALSO INCLUDES LIFTING OF MATERIALS AND LOW-RELAXATION STRANDS, GRADE 270 KSI AS (NDICATED ON THE PLANS. SOIL ANCHORS SHALL BE DOUBLE �
<br /> CONSTRUCTION EQUIPMENT INTO AND OUT OF THE EXCAVATION, TEMPORARY BRACING OF SINGLE-SIDED CORROSION PROTECTED (DCP). 2�3H� �— � � n `
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<br /> FORMWORK, TEMPORARY SHORING OF EXCAVATIONS, AND STABILITY OF ALL TEMPORARY CUT SLOPES. H� � z W � r �
<br /> REINFORCING STEEL �
<br /> THE CONTRACTOR SHALL PROVIDE PROTECTION OF PEDESTRIANS AND VEHICULAR TRAFFIC WHEN J � W
<br /> TIEBACK Q
<br /> CONSTRUCTION ACTIVITIES REQUIRE SUCH. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 I AASHTO.M31, GRADE 60 FOR DEFORMED BARS, AND ANCHOR TIEBACK r � � �
<br /> ASTM A185 /AASHTO M55 FOR WELDED WIRE FABRIC (WWF). : FORCE NO-LOAD � .�
<br /> G CODES DESIGN MANUALS AND SPECIFICATIONS zoNE A W O
<br /> BUILDIN , , _
<br /> ' SUBMIT REINFORCING STEEL SHOP DRAWINGS TO ENGINEER IN ACCORDANCE WI HE SPECIFICATIONS. H (FT) TBONDK APPARENT W �
<br /> 2015 INTERNATIONAL BUILDING CODE (IBC) N
<br /> 1999 FHWA GEOTECHNICAL CIRCULAR No. 4 - GROUND ANCHORS AND ANCHORED SYSTEMS ALL REINFORCING STEEL DETAILS IN ACCORDANCE WITH ACI 315 MANUAL OF STANDARD PRACTICE. zoNE EARTH �n (f�
<br /> PRESSURE v � C�
<br /> DESIGN LIVE LOADS - TRAFFIC SURCHARGE = 250 PSF VERTICAL (WHERE APPLICABLE). ALL DEFORMED REINFORCING BAR LAPS SHALL BE CLASS B, IN ACCORDANCE WITH ACI 318-11 OR AS SUMMARIZED
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<br /> IN THE FOLLOWING TABLE: � � ~'
<br /> SUBSURFACE DESIGN � ~ •
<br /> 2/3(H-H�) W
<br /> BAR CLASS B LAP CLASS B LAP � � �
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<br /> SUBSURFACE SOIL AND GROUNDWATER PARAMETERS USED IN THE DESIGN WERE BASED ON THE SUBSURFACE DIA. SPLICE LENGTH SPLICE LENGTH CUT LINE 60° � �
<br /> CHARACTERIZATION PRESENTED IN THE REPORT TITLED, "GEOTECHNICAL� ENGINEERING REPORT, STAPLES SIZE (IN) (DIA) (IN) W
<br /> ROCKERY FAILURE, EVERETT, WASHINGTON," BY TERRACON C4NSULTANTS, INC., DATED MARCH 8, 2019. � 0.500 40 f� 20 �
<br /> 2' H/4
<br /> T H E F O L L O W I N G S O I L P R O P E R T I E S W E R E U S E D I N T H E D E S I G N O F T H E R E T A I N I N G W A L L S Y S T E M:
<br /> #5 0.625 40 Ql 25 �R -�-) S �----� E �-�- o M
<br /> 5 FT N
<br /> #6 0.750 40 � 30 MIN. c�''n � ,�
<br /> MOIST UNIT FRICTION COHESION ALLOWABLE B � � �
<br /> SOIL UNIT PULLOUT SEE THE PLANS FOR SPECIFIC STRUCTURAL DETAILS. SUBMIT ALL SHOP DRAWINGS IN ACCORDANCE WITH THE p �FT� f'UBLIC WOR���P ar,yt�N� 'U � �
<br /> WT. (PCF) (DEG) (PSF) RESISTANCE (K/FT) SPECIFICATIONS. UVWF LAPS SHALL BE 12 INCHES.
<br /> BY � ��� � Y ,
<br /> LOOSE TO DENSE SAND 120 -30 0 4.0 WELDING PASSIVE PRESSURE DATF �.1.,�_/��,�r� � � g
<br /> (ALLOWABLE) CITY OF c`�cFt�7T REVIE ED FOR PEKMlT N ~
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<br /> MINIMUM WELD SIZE 1/4" CONTINUOUS FILLET. MINIMUM WELD LENGTH 4 INCHES. ALL WELDING TO BE PERFORMED � � �
<br /> A NOMINAL 6-INCH DIAMETER ANCHOR DRIL�L HOLE WAS ASSUMED FOR THE PULL OUT CALCULATIONS. BY WELDERS CERTIFIED PER AWS STANDARD SPECIFICATIONS. USE E70XX ELECTRODES.
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<br /> APPARENT EARTH PRESSURE (A) = 40 (PCF) X H (FT) FOR LEVEL BACKSLOPE �p� �
<br /> GROUNDWATER STRUCTURAL STEEL T
<br /> MAXIMUM ORDINATE FOR APPARENT EARTH PRESSURE � ~
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<br /> BASED ON THE GEOTECHNICAL REPORT, GROUNDWATER WAS NOT OBSERVED. STRUCTURAL STEEL FOR THE SOLDIER PILES AND VERTICAL ELEMENTS SHALL CONFORM TO THE FOLLOWING �'
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<br /> STANDARDS UNLESS OTHERWISE SHOWN ON THE DRAWINGS OR APPROVED OTHERWISE BY THE ENGINEER. �
<br /> EXISTING UNDERGROUND OBSTRUCTIONS AND UTILITIES
<br /> PASSIVE EARTH PRESSURE (B) = 400 PCF EQUIVALENT FLUID WEIGHT (EFV1n FOR DENSE SAND � W �- �
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<br /> WIDE FLANGE (1/� SHAPES: ASTM A992 IGNORE UPPER 2 FEET OF PASSIVE EARTH PRESSURE � Q h
<br /> THE CONTRACTOR MUST FIELD VERIFY ALL EXISTING DIMENSIONS AND SITE CONDITIONS,THE CONTRACTOR IS p�qTES: ASTM A572 GRADE 50 PASSIVE PRESSURE ACT S O V E R 3 P I L E D I A M E T E R S F O R E M B E D M E N T D E P T H (D) - p � �
<br /> RESPONSIBLE FOR DETERMINWG ACTUAL LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THE PLANS AND HEADED STUDS: ASTM A307
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<br /> THOSE UTILITIES OR UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE PLANS. THE CONTRACTOR IS p�pE: ASTM A5.3 GRADE B �
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<br /> RESPONSIBLE FOR REMOVAL OF ALL ABANDONED UTILITIES OR OTHER UNDERGROUND OBSTRUCTIONS THAT
<br /> INTERFERE WITH THE NEW CONSTRUCTION. LOCATION AND/OR ABANDONMENT MUST BE COMPLETED PRIOR TO PROTECTIVE COATINGS: SURCHARGE EARTH PRESSURE (S) = 80 PSF UNIFORM DISTRIBUTED FOR LEVEL BACKSLOPE
<br /> RETAINING WALL CONSTRUCTION. THE PERMANENT SOLDIER PILE RETAINING WALLS SHALL HAVE PROTECTIVE COATING APPLIED TO THE STEEL ACTING OVER THE FULL FACE ABOVE THE CUT LINE (H)
<br /> WIDE FLANGE BEAM. THE PROTECTIVE COATING SHALL BE PRIMER, ZINC FILLED, SINGLE COMPONENT P�'� �' L�
<br /> SEWER INSPECTION MOISTURE-CURED POLYURETHANE APPLIED PER 2018 WASHINGTON STATE DEPARTMENT OF TRANSPORTATION SEISMIC EARTH PRESSURE (E) = 17.5 H PSF UNIFORMLY DISTRIBUTED FOR YIELDWG WALLS ��>t� w�s j �
<br /> (WSDOT) STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, PUBLICATION NO. ��
<br /> E R.O.W. WITHIN 10 FEET OR WITHIN 20 FEET IF SUCH LINES ARE 30 FEET OR ACTING OVER THE FULL FACE ABOVE THE CUT LINE (H)
<br /> ALL SEWER AND STORM LINES IN TH ( M41-10, SECTIONS 9-08.1(2)F AND 6-07. THE PREPARATION TO APPLY THE COATING SHALL BE FOR MODERATE �
<br /> OPOSED RETAINING WALL ELEMENT SHALL BE VIDEOTAPED OF EXPOSURE. THE COLOR SHALL BE GREENISH-GRAY OR AS APPROVED BY THE OWNER. GRAPHIC LEGEND � � �
<br /> MORE OFF OF SITE PROPERTY LINE) OF ANY PR ,
<br /> PRE-PROJECT CONDITION. ALL SIDE SEWERS LEADING TO THE SITE SHALL BE EiTHER PLUGGED OR ABANDONED �
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<br /> PRIOR TO RETAINING WALL INSTALLATION. SPECIAL INSPECTION AND TESTING SECTION MARK �`������- ���
<br /> STRUCTURAL CONCRETE IN ACCORDANCE WITH THE 2015 IBC. SPECIAL INSPECTION SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF
<br /> NUMBER 1 1 DETAIL MARK
<br /> ALL STRUCTURAL CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4000 PSI AND A 3-DAY CONSTRUCTION: . SH� .O
<br /> o� COMPRESSIVE STRENGTH OF 2000 PSI. SEE THE SPECIFICATIONS FOR SPECIFIC REQUIREMENTS. SHEET SH4.0 SH4.0
<br /> N - SOLDIER PILE INSTALLATION NUMBER 2 DESIGNED BY; ZLK
<br /> � SHOTCRETE - TIEBACK ANCHOR INSTALLATION AND TESTING VIEW MARK DRAWN BY: AMP
<br /> � SHEET SH5.0 � �� APPVD.BY: DRS
<br /> M - SHOTCRETE UNCONFINED COMPRESSIVE STRENGTH
<br /> ° ALL EXPOSED SHOTCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4500 PSI AND A MINIMUM _ REINFORCMENT PLACEMENT � SCALE: AS SNOWN
<br /> NUMBER 1 TITLE � 1 DATE: MARCH 2O19 ,
<br /> ¢ 3-DAY COMPRESSIVE STRENGTH OF 2000 PSI. SEE THE SPECIFICATIONS FOR SPECIFIC REQUIREMENTS, ALL _ TIEBACK GROUT USC �— �
<br /> PROJ. N0. 81175122 ,
<br /> � SHOTCRETE SHALL BE SCREED FINISH. - STRUCTURAL CONCRETE SHEET NO.: � OF 11
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