2721 WETMORE AVE MARQUEE APARTMENTS 2023-06-28

SLOPING GROUND SURFACE TRAFFIC SURCHARGE IF ANTICIPATED UP TO 1 1,1V MAX \ � r \ NO-LOAD ZONE LIMIT ► 60 \\t/ • 15 I N GK c \\//-c\ - \\�� ► ►� 75 PSF TRAFFIC SURCHARGE PRESSURE; X \��. - H/4..........._ I ivv FOR LEVEL BACKSLOPE X=35 H FOR UNRESTRAINED CONDITIONS I I � IN THE OUTWASH LAYER u ►_ X=55 H FOR FULLY RESTRAINED CONDITIONS I I \ p0 FOR MAXIMUM BACKSLOPE 1.5H:1V I I ;z SURCHARGE = 1/2 SLOPE HEIGHT 11 __. 350(D-2) PASSIVE PRESSURE ACTS OVER TWICE PILE DIAMETER PASSIVE PRESSURE TRUNCATED NOTES: 2 FEET BELOW BASE OF EXCAVATION 1. SOLDIER PILE EMBEDMENT DEPTH''D"SHOULD CONSIDER NECESSARY VERTICAL CAPACITY,KICKOUT,AND OVERTURNING RESISTANCE. 2 ALL TIEBACK ANCHORS-IF USED-SHALL BE PRESTRESSED TO 130 PERCENT OF DESIGN LOAD AND LOCKED OFF AT 100 PERCENT OF DESIGN LOAD. AT LEAST TWO ANCHORS ON EACH SIDE OF THE EXCAVATION SHALL BE PRESTRESSED TO 200 PERCENT AND MONITORED FOR CREEP. TIE-BACK ANCHOR ZONE IS TO BE LOCATED BEHIND THE NO-LOAD ZONE 3. ALLOWABLE TIEBACK-SOIL ADHESION=2KSP FOR THE DENSE GLACIAL TILL. 4. PASSIVE PRESSURES INCLUDE A FACTOR OF SAFETY OF 1.5. 5. ALLOWABLE SKIN FRICTION OF SOLDIER PILE-2 KSF OVER DEPTH"D-2". ALLOWABLE END BEARING=20 KSF CONCRETE BACKFILL. 6. DIAGRAM DOES NOT INCLUDE HYDROSTATIC PRESSURES AND ASSUMES WALLS ARE SUITABLY DRAINED TO PREVENT BUILDUP OF HYDROSTATIC PRESSURE WITH NO SLOPE AT TOP OF WALL. 7. DIAGRAM IS ILLUSTRATIVE AND NOT REFERENCED TO A PARTICULAR LOCATION. 8. DIAGRAM DOES NOT INCLUDE PRESSURES DUE TO SURFACE SURCHARGES FROM ANY ADJACENT STRUCTURES. THESE PRESSURES MUST BE PROVIDED BY THE STRUCTURAL ENGINEER. 9. BASE OF EXCAVATION SHALL BE DEFINED AS THE FOUNDATION SUBGRADE ELEVATION associated 41' earth Sciences LL c '.) is r I e :1 SOLDIER PILE RETAINING WALL DESIGN CRITERIA 2721 WETMORE EVERETT, WASHINGTON PROJ NO. DATE: FIGURE' 190168E001 5/19 3 m 18185B Page 15 of 180