3301 SEAWAY BLVD WHOLE SITE 2025-10-30

• 8. PRIOR TO USE,THE GEOTECHNICAL ENGINEER SHALL EXAMINE AND TEST ALL E �- /, N (co y;-�� pp ED) MATERIALS IMPORTED TO THE SITE FOR USE AS STRUCTURAL FILL. pC�` II\\\ IIII \\V9 YCHu lFGEOTECHNICAL NOTES 9. STRUCTURAL FILL SHALL BE PLACED IN UNIFORM LOOSE LAYERS NOT EXCEEDING 12 pry SECTIONS GEOTECHNICAL H NOTES INCHES AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE SOIL'S MAXIMUM 1O0�'1 F✓��IO�� 1. PRIOR TO CONSTRUCTION ALL VEGETATION,ORGANIC SURFACE SOILS,AND DRY NG AND MATERIALS (ASEANNSTIY,AS TEST DESIGNATIONIND-698 E BY(STANDAROERICAN SPROCTOR).00IETY R THE TIMOISTURE CONTENT DELETERIOUS MATERIALS SHALL BE STRIPPED AND REMOVED FROM THE SITE. BASE OF THE SOIL AT THE TIME OF COMPACTION SHOULD BE WITHIN TWO PERCENT OF ON CONDITIONS OBSERVED IN THE TEST PITS,THE DEPTH OF THE STRIPPING CAN ITS OPTIMUM,AS DETERMINED BY THIS ASTAI STANDARD. DER BE EXPECTED TO BE BETWEEN 6 AND 18 INCHES. THESE STRIPPINGS WILL NOT BE SUITABLE FOR USE AS STRUCTURAL FILL.BUT MAY BE USED FOR LIMITED DEPTHS IX. IN NONSTRUCTURAL AREAS.THE DEGREE OF COMPACTION CAN BE REDUCED TO 90 IN NONSTRUCTURAL AREAS OR FOR LANDSCAPE PURPOSES, PERCENT. )6 SEC. 3, I WP. 28 N., NGE 4 EAST, W.M. 2. PRIOR TO PLACING FILL,ALL EXPOSED BEARING SURFACES SHOULD BE OBSERVED 11. ALL STRUCTURAL FILL IN CITY OF EVERETT RIGHTS OF WAY MUST CONFORM TO CITY YE OF WASHINGTON BY THE GEOTECHNICAL ENGINEER TO VERIFY SOIL CONDITIONS ARE AS EXPECTED MATERIALS AND COMPACTION SPECIFICATIONS. AND SUITABLE FOR SUPPORT OF NEW FILL 12. ALL EXCAVATIONS AT THE SITE ASSOCIATED PATH CONFINED SPACES,SUCH AS 3, A PROOFROLL USING HEAVY RUBBER-TIRED EQUIPMENT MAY 8E REQUIRED TO UTILITY TRENCHES,MUST BE COMPLETED IN ACCORDANCE WITH LOCAL.STATE,AND DETERMINE IF ANY ISOLATED SOFT AND YIELDING AREAS ARE PRESENT. FEDERAL REQUIREMENTS. BASED ON CURRENT WASHINGTON INDUSTRIAL SAFETY AND 'HEALTH ACT(WISHA)REGULATIONS,LOOSE TO MEDIUM DENSE WEATHERED SOILS 4. IF EXCESSIVELY YIELDING AREAS ARE OBSERVED,AND THEY CANNOT BE STABILIZED AND MEDIUM DENSE TO DENSE OUTWASH SOILS WOULD BE CLASSIFIED AS TYPE C IN PLACE BY COMPACTION,THE AFFECTED SOILS SHALL BE EXCAVATED AND SOILS. THE DENSE TO VERY DENSE UNWEATHERED TILL SOILS WOULD BE REMOVED TO FIRM BEARING AND GRADE RESTORED WITH NEW STRUCTURAL FILL. CLASSIFIED AS TYPE A SOILS. BENEATH EMBANKMENT FILLS OR ROADWAY SUBGRADE IF DEPTHS OF EXCAVATIOII TO PLACE ROCK I.ABOVE CROWN REMOVE UNSTABLE SOILS IS EXCESSIVE,THE USE OF GEOTEXIIIE FABRICS,SUCH 13. TEMPORARY EXCAVATIONS IN TYPE C SOILS SHOULD HAVE THEIR SLOPES LAID BACK AS LIIRAFI 500X,OR EQUIVALENT FABRIC,CAN BE USED IN CONJUNCTION WITH AT AN INCLINATION OF 1.5:1 (HORIZONTZL:VERTICAL)OR FLATTER,FROM THE TOE TO CLEAN GRANULAR STRUCTURAL FILL. THE CREST OF THE SLOPE. SIDE SLOPES IN TYPE A SOILS CAN BE IAD BACK AT A SLOPE INCLINATION OF 0.75 OR FLATTER. FOR TEMPORARY EXCAVATION SLOPES .-2'AIINj —m. 5. THE NATIVE TILL AND SILTIER OUTWASN SOILS ENCWNTERED AT THE SITE CONTAIN LESS THAN 8 FEET IN HEIGHT IN TYPE A SOILS,THE LOWER 3.5 FEET CAN BE CUT 1 - IOW A SUFFICIENT AMOUNT OF SOIL FINES THAT WILL!LAKE THEM DIFFICULT TO COMPACT AS STRUCTURAL FILL WHEN TOO WET OR TOO DRY. THE ABILITY TO USE THESE TO A VERTICAL CONDITION,WITH A 0.7&I SLOPE GRADED ABOVE. FOR TEMPORARY 1 ^ THIN. DISCHARGE NAME SOILS FROM SITE EXCAVATIONS AS STRUCTURAL FILL WILL DEPEND ON ITS EXCAVATION SLOPES GREATER THAN 8 FEET IN HEIGHT UP TO A MAXIMUM HEIGHT OF 12 FEET,THE SLOPE ABOVE THE 3.5-FOOT VERTICAL PORTION WILL NEED TO TIVPIPE MOISTURE CONTENT AND THE PREVAILING WEATHER CONDITIONS AT THE TIME OF BE LAUD BACK AT A MINIMUM SLOPE INCLINATION OF I:1. NO VERTICAL CUT WITH CONSTRUCTION. IF WET SOILS ARE ENCOUNTERED,THE CONTRACTOR WILL NEED TO A BACKSLOPE IMMEDIATELY ABOVE IS ALLOWED FOR EXCAVATION DEPTHS THAT DRY THE SOILS BY AERATION DURING DRY WEATHER CONDITIONS OR USE AN EXCEED 12 FEET. IN THIS CASE,A FOUR -FOOT VERTICAL CUT WITH AN ADDITIVE SUCH AS CEMENT OR LIME TO STABILIZE THE SOIL EQUIVALENT HORIZONTAL BENCH TO THE CUT SLOPE TOE IS REQUIRED. ALL ROCK THICKNESS-I'MIN.(AS SHOWN ON PLAN) 6. THE CLEANER OUTWASH SOILS ON-SITE SHOULD BE SUITABLE FOR USE AS EXPOSED TEMPORARY SLOPE FACES THAT WILL REALN OPEN FOR AN EXTENDED PERIOD OF DM SHOULD BE COVERED WITH A DURABLE REINFORCED PLASTIC STRUCTURAL FILL YEAR ROUND. MEMBRANE DURING CONSTRUCTION TO PREVENT SLOPE RAVELING MID RUTTING FILTER FABRIC LINER UNDER ROCK DURING PERIODS OF PRECIPITATION. I RIP RAP PAD SHALL BE TWICE THE WIDTH OF THE PIPE. 7. GRANULAR SOIL IMPORTED FOR USE AS STRUCTURAL FILL SHALL MEET THE �-1.y�� REQUIREMENTS BELOW: 14.ALL PERMANENT?DlR'Al10 FILL SLOPES SHALL BE GRADE°WITH A FINISH INCLINATION OF NO GREATER THAT 2:1. UPON COMPLETION OF GRADING,THE RIP RAP PAD DETAIL U.S.SIEVE SIZE PERCENT�ASSING SLOPE FACE SHOULD BE APPROPRIATELY VEGETATED OR PROVIDED WITH OTHER N.1.S. 6 INCHES PHYSICAL MEANS TO GUARD AGAINST EROSION. FINAL GRADES AT THE TOP OF THE NO.4 75 MAXIMUM SLOPE MUST PROMOTE SURFACE DRAINAGE AWAY FROM THE SLOPE CREST. WATER NO. 200 5 MAXIMUM/ RUST NOT BE ALLOWED TO FLOW UNCONTROLLED OVER THE SLOPE FACE. I ___ i 44`S 'BASED ON THE 3/4-INCH FRACTION 15. ALL FILL PLACED FOR EMBANKMENT CONSTRUCTION SHOULD MEET THE STRUCTURAL fl-FeFILL REQUIREMENTS USTED UNDER NOTE 17. IN ADDITION,WHERE NEW FILLS ARE ND - PLACED OVER EXISTING SLOPES OF 20 PERCENT OR GREATER,THE STRUCTURAL T- I - FILL SHOULD BE KEYED AND BENCHED INTO COMPETENT NATIVE SOILS.(SEE I n GENERALIZED SLOPE FILL DETAIL SHEET C9) RI.G I '-440 16.AT A MINIMUM,A TOE DRNLI,DAYLIGHTED AT EACH END,SHALL BE INSTALLED IN kONU oIwU1' THE KEY CUT AS SHOWN ON THE DETAIL ON SHEET C9. DEPENDING ON SEEPAGE ____i_ . AR-SECTION--LINE CONDITIONS,DRAINS MAY ALSO BE REQUIRED ALONG INOMDUAL BENCHES 6-HL,M__- EXCAVATED ON THE SLOPE FACE. THE GEOTECHNICAL ENGINEER SHOULD BE ! I I 1 _ PRESENT AT THE SITE DURING BENCHING OPERATIONS TO DETERMINE IF ADDITIONAL I}F 435 DRAINS HILL BE REQUIRED. Ih`' 445 —__ f \ _ _PROPOSD-STORO DETTERT '-P LONONQ__� -- `T I I -M I ._ I6.-T0P-OF-PONTIL EL,9 Shwt- C6 of t2_ a ��