HomeMy WebLinkAboutB15-0041_XBS-1_1470342600.pdfTEL: 303-791-9911 FAX: 303-791-0967
9512 TITAN PARK CIRCLE LITTLETON, COLORADO 80125
JOB NO. : 5520
SHT. 1 OF 3
XBS-1
DWG. NO.
DWN BY: EBW
CKD BY: JVW
ISSUED: 11-10-2014
FOR
SHAEFFER HYDE CONSTRUCTION
41011 HIGHWAY 6
AVON, COLORADO 81620
PHONE: 970-790-1526
PROPOSED EARTH RETENTION FOR
103 ROCKLEDGE ROAD
VAIL, COLORADO
9512 TITAN PARK CIRCLE
LITTLETON, COLORADO 80125
TEL: 303-791-9911
FAX: 303-791-0967
SHEET NO. INDEX OF SHEETS
XBS - 1 COVER SHEET
XBS - 2 PLAN VIEW
XBS - 3 ELEVATION VIEW & DETAILS
DIMENSIONS OBTAINED FROM:
x
PROGRESS PRINTS BY K.H. WEBB ARCHITECTS (DATED 10/31/2014, REVISION
DATE 02/12/2015)
x
AUTOCAD DRAWING OBTAINED FROM K.H. WEBB ARCHITECTS ON 02/23/2015
02-27-2015 REPLACED GROUT COLUMN SHORING WITH SOIL NAIL WALL.
2
11-20-2014 REVISED REFERENCE TO 2009 INTERNATIONAL BUILDING CODE TO 2012 BUILDING CODE.
1
DATE
NO. REVISIONS DESCRIPTION
103 ROCKLEDGE ROAD - VAIL COLORADO
SHAEFFER HYDE CONSTRUCTION
41011 HIGHWAY 6
AVON, COLORADO 81620
PH: 970.790.1526
1. DURING CONSTRUCTION OF THE EARTH RETENTION WALL, COGGINS & SONS, INC. WILL MONITOR THE WALL
HORIZONTALLY USING SURVEY INSTRUMENTS.
2. THE CONSTRUCTION MONITORING SHALL BE CONDUCTED ONCE A WEEK WHILE THE EARTH RETENTION IS
UNDER CONSTRUCTION.
3. AFTER COGGINS COMPLETION, THE GENERAL CONTRACTOR SHALL MONITOR THE WALL AT LEAST ONCE PER
WEEK. THE WEEKLY MONITORING SHALL BE CONTINUED UNTIL THE PERMANENT CONCRETE FOUNDATION
WALL IS COMPLETED AND BACKFILLED.
4. IF ANY SUDDEN MOVEMENT OCCURS DURING THE CONSTRUCTION OF EARTH RETENTION, WORK SHALL BE
SUSPENDED IMMEDIATELY AND COGGINS & SONS ENGINEERING STAFF SHALL BE IMMEDIATELY NOTIFIED.
5. IF ANY SUDDEN MOVEMENT IS OBSERVED AFTER EARTH RETENTION COMPLETION AND BEFORE
FOUNDATION BACKFILL, WORK SHALL BE IMMEDIATELY SUSPENDED AND COGGINS & SONS SHALL BE
IMMEDIATELY NOTIFIED.
6. LOGS OF ALL MONITORING SHALL BE PROVIDED TO COGGINS & SONS WEEKLY AS PERFORMED.
CONSTRUCTION MONITORING
SOIL NAIL GENERAL NOTES
1. DESIGN BASIS:
A. 2012 INTERNATIONAL BUILDING CODE.
B. THE EXCAVATION IS DESIGNED TO ACCOMMODATE NORMAL CONSTRUCTION SURCHARGE OF MATERIAL AND
LIGHT TRUCKS, NOT HEAVY POINT LOADS SUCH AS: CRANES (TRUCK OR OUTRIGGER), EXCAVATORS,
CONCRETE PUMP TRUCKS, OR LARGE STOCKPILES.
C. REFERENCE CODES:
x
AISC STEEL MANUAL, NINTH EDITION
x
ACI 318-08 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"
x
PUBLICATION NO. FHWA-SA-96-069 "MANUAL FOR DESIGN AND CONSTRUCTION MONITORING OF SOIL NAIL
WALLS"
x
PUBLICATION NO. FHWA-IF-03-017 "SOIL NAIL WALLS" GEOTECHNICAL ENGINEERING CIRCULAR NO. 7.
2. FOUNDATION:
A. SOIL INFORMATION WAS DERIVED FROM THE GEOTECHNICAL ENGINEERING REPORT TITLED "SUBSOIL STUDY,
FOR FOUNDATION DESIGN, PROPOSED RESIDENCE, LOT 4, BLOCK 7, VAIL VILLAGE FIRST FILING, 103 ROCKLEDGE
ROAD, VAIL COLORADO," HEPWORTH-PAWLAK GEOTECHNICAL (JOB NO: 114 198A) DATED JUNE 20, 2014.
3. MATERIALS:
A. SHOTCRETE: ALL SHOTCRETE SHALL BE READY MIX PLANT PRODUCED CONCRETE YIELDING A 3 DAY
COMPRESSIVE STRENGTH OF 2000 PSI AND 28 DAY COMPRESSIVE STRENGTH OF 4000 PSI. SUBMIT DESIGN MIX
TO COGGINS & SONS ENGINEERING STAFF FOR REVIEW. ONE SHOTCRETE PANEL SHALL BE PRODUCED AT THE
BEGINNING OF WALL CONSTRUCTION. AFTER INITIAL TESTS, FREQUENCY OF TESTING TO BE REVIEWED.
THE SHOTCRETE PANEL SHALL BE MINIMUM 18 X 18 X 5.75 INCH AND IDENTIFIED TO A WALL LOCATION. TEST
PANELS SHALL NOT BE DISTURBED FOR THE FIRST 48 HOURS AFTER SHOOTING AND DURING THIS PERIOD BE
FIELD CURED UNDER CONDITIONS SIMILAR TO WALL CONSTRUCTION. AFTER FIRST 48 HOURS, TESTING
AGENCY SHALL OBTAIN PANEL FROM FIELD AND RETURN PANEL TO LABORATORY TO CURE UNDER ROOM
TEMPERATURE. CORE PANEL AND OBTAIN SAMPLES FOR TESTING AT 3, 7, AND 28 DAY FOLLOWING ACI 506
GUIDELINES. CORES SHALL BE AT LEAST 3 INCHES IN DIAMETER. CORING AND CAPPING OF SAMPLES SHOULD
OCCUR SAME DAY OF TESTING. APPLY CORRECTION FACTORS GIVEN IN ASTM C42 TO OBTAIN COMPRESSIVE
STRENGTH AND REPORT RESULTS TO COGGINS ENGINEERING STAFF IMMEDIATELY. A PRE-CONSTRUCTION
MEETING SHALL BE HELD TO REVIEW AND COORDINATE TESTING PROCEDURES.
B. BARS: BARS TO BE GRADE 75 REINFORCING BARS OF THE SIZES SHOWN ON THE SOIL NAIL SCHEDULE.
REINFORCING STEEL SHALL MEET ASTM A-615 SPECIFICATIONS. BARS SHALL BE FURNISHED WITH BEARING
PLATES PER THE SOIL NAIL SCHEDULE.
C. WELDED WIRE FABRIC SHALL MEET ASTM A185 SPECIFICATIONS.
D. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60.
E. GROUT: PRESSURE INJECTED GROUT SHALL BE PORTLAND CEMENT TYPE I AND WATER MIX, WITH A WATER TO
CEMENT RATIO NOT EXCEEDING 0.45. THE MINIMUM 28 DAY COMPRESSIVE STRENGTH OF THE GROUT SHALL BE
4000 PSI. GROUT MAY CONTAIN SIKA CO. INTERPLAST-N SHRINKAGE COMPENSATING CEMENT IN THE MAXIMUM
AMOUNT OF 1% BY WEIGHT OF CEMENT. DURING PRODUCTION, GROUT SHALL BE TESTED FOR COMPRESSIVE
STRENGTH IN ACCORDANCE WITH ASTM C109 (USE BRASS MOLDS) AT A FREQUENCY OF THREE SETS OF THREE
GROUT CUBES FROM EACH GROUT PLANT AT THE BEGINNING OF OPERATION (ONE SET = THREE GROUT
CUBES). AFTER INITIAL TESTS, FREQUENCY OF TESTING TO BE REVIEWED. THE COMPRESSIVE STRENGTH
SHALL BE THE AVERAGE OF THE 3 CUBES TESTED PER ONE SET. GROUT SAMPLES SHALL BE TAKEN DIRECTLY
FROM THE GROUT PLANT. PROVIDE GROUT CUBE COMPRESSIVE STRENGTH RESULTS TO THE COGGINS
ENGINEER WITHIN 24 HOURS OF TESTING. BREAKS OCCUR AT 3, 7, AND 28 DAYS.
F. DRAINAGE BOARD SHALL BE OF COMPOSITE CONSTRUCTION CONSISTING OF A CUSPATED, SINGLE SIDED,
PLASTIC DRAINAGE CORE AND A GEOTEXTILE FILTER FABRIC BONDED TO THE CUSPATED SIDE OF THE
DRAINAGE CORE. MINIMUM RATED FLOW RATE SHALL BE 15 GPM/FT. OF WIDTH WITH A HYDRAULIC GRADIENT
OF 1.0. MINIMUM COMPRESSIVE STRENGTH SHALL BE 1500 PSF. ACCEPTABLE PRODUCTS ARE MIRADRAIN 6000
OR GREENSTREAK SHEET DRAIN.
4. SOIL NAILS:
A. INSTALLATION PROCEDURES:
x
EXCAVATE LEVEL BENCH AT TOP OF WALL ELEVATION.
x
INSTALL GROUT COLUMNS.
x
EXCAVATE DOWN TO LEVEL OF FIRST ROW OF SOIL NAILS.
x
DRILL AND INSTALL SOIL NAILS. FOR CASES WHERE THE EXCAVATED FACE CANNOT STAND, A
CONTINUOUS BERM WILL BE EMPLOYED TO STABILIZE THE FACE. THE SOIL NAILS ARE INSTALLED AND
GROUTED THROUGH THE STABILIZING BERM. SUBSEQUENTLY, THE BERM IS EXCAVATED AND
SHOTCRETE IS APPLIED ALONG THE ENTIRE EXCAVATION LEVEL. ALTERNATIVELY, THE STABILIZING BERM
CAN BE REMOVED IN SEQUENCE IN WHICH ALTERNATING EXCAVATION SLOTS ARE EXCAVATED AND
PANELS ARE CREATED IN BETWEEN THE NAILS. THE WIDTH OF THE EXCAVATION SLOTS SHALL NOT
EXCEED APPROXIMATELY THE SOIL NAILS HORIZONTAL SPACING. NEXT, SOIL NAILS ARE INSTALLED AND
GROUTED AND SHOTCRETE IS APPLIED ON THE FACE OF THE EXCAVATION SLOTS. SUBSEQUENTLY, THE
STABILIZING BERM PANELS ARE REMOVED AND THE INTERMEDIATE SOIL NAILS ARE INSTALLED AND
SHOTCRETE IS APPLIED.
x
APPLY WELDED WIRE FABRIC, FACING REINFORCEMENT, AND SHOTCRETE TO THE EXCAVATION FACE.
x
WET SET SOIL NAIL BEARING PLATE AND NUT. SOIL NAIL GROUT MUST HAVE A MINIMUM OF THREE DAYS
CURE BEFORE STARTING THE NEXT EXCAVATION CUT.
x
REPEAT ABOVE PROCESS TO BOTTOM OF EXCAVATION.
5. SOIL NAIL TESTING:
A. VERIFICATION TESTING
x
EACH VERIFICATION TEST NAIL SHALL BE SACRIFICIAL AND INSTALLATION PROCEDURE SHALL BE SIMILAR
TO THAT OF PRODUCTION NAILS. VERIFICATION TEST NAILS ARE INDICATED IN THE ELEVATION VIEW AND
SHALL NOT BE TESTED FOR 3 DAYS AFTER INSTALLATION. IF SOIL CONDITIONS CHANGE, ADDITIONAL
TEST NAILS WILL BE ADDED. CONTACT COGGINS ENGINEERING STAFF TO OBTAIN TEST FORM. PROVIDE
COGGINS ENGINEERING STAFF WITH RESULTS IMMEDIATELY AFTER VERIFICATION TEST (PREFERABLY
SAME DAY).
x
STRESSING EQUIPMENT USED FOR TESTING SHALL HAVE A CURRENT (LESS THAN 12 MONTHS OLD)
CALIBRATION CERTIFICATE WITH CALIBRATION CURVES BEING MADE AVAILABLE FOR REVIEW, UPON
REQUEST.
x
SOIL NAIL MOVEMENTS IN A DIRECTION COLLINEAR TO THE LINE OF ACTION OF THE ANCHOR SHALL BE
RECORDED BY A DIAL GAUGE WITH A MINIMUM RESOLUTION OF 0.001 INCHES.
VERIFICATION TEST
LOADING SEQUENCE
INCREMENT LOAD
1 AL
2 0.25 P
3 0.50 P
4 0.75 P
5 1.00 P
6 1.25 P
7 1.50 P
8 1.75 P
9 2.00 P
AL = ALIGNMENT LOAD
P = DESIGN LOAD
VT # = DENOTES VERIFICATION TEST
08/04/16