HomeMy WebLinkAboutB17-0285_XBS-1_1507155420.pdfGALVIN RESIDENCE
TEL: 303-791-9911 FAX: 303-791-0967
9512 TITAN PARK CIRCLE LITTLETON, COLORADO 80125
JOB NO. : 5568
SHT. 1 OF 4
XBS-1
DWG. NO.
DWN BY: JHH
CKD BY: JHH
ISSUED: 08-18-2017
FOR
BECK BUILDING COMPANY
POST OFFICE BOX 4030
VAIL, COLORADO 81658
(970) 904-1302
PROPOSED EARTH RETENTION FOR:
GALVIN RESIDENCE
303 GORE CREEK DRIVE, UNITS 9 & 10
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 & SCHEDULES
XBS - 3 ELEVATION VIEWS & SCHEDULES
XBS - 4 DETAILS
DIMENSIONS OBTAINED FROM:
- 50% CD DRAWINGS BY MARTIN/MARTIN PROJECT NO. 14.0699.S.01
DATE NO. REVISIONS DESCRIPTION
GALVIN RESIDENCE
BECK BUILDING COMPANY
POST OFFICE BOX 4030
VAIL, COLORADO 81658
(970)
904-1302
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 A MINIMUM OF 4' FROM FACE OF EARTH RETENTION, NOT HEAVY POINT LOADS SUCH AS:
CRANES (TRUCK OR OUTRIGGER), EXCAVATORS, CONCRETE PUMP TRUCKS, OR LARGE STOCKPILES.
C. REFERENCE CODES:
x
AISC STEEL MANUAL, THIRTEENTH 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 "GEOTECHNICAL
REPORT, PROPOSED ROW HOUSE REMODEL, 303 GORE CREEK DRIVE, UNITS 9 AND 10, VAIL COLORADO, BY
KOECHLEIN CONSULTING ENGINEERS, INC. (JOB NO. 09-044), DATED JULY 28, 2009, AND LETTER TITLED
"GEOTECHNICAL RECOMMENDATIONS, NEW GALVIN RESIDENCE, LOTS 9 AND 10, FILING 5, VAIL ROW HOUSES,
GORE CREEK DRIVE, VAIL COLORADO, BY CESAR, INC. (PROJECT NO. 14.5012), DATED AUGUST 12, 2015.
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.
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
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
MICROPILE GENERAL NOTES
1. DESIGN BASIS:
A. 2012 INTERNATIONAL BUILDING CODE.
B. EXCAVATION BRACING IS DESIGNED TO BE PERMANENT SUPPORT.
C. THE EXCAVATION IS DESIGNED TO ACCOMMODATE NORMAL CONSTRUCTION SURCHARGE OF MATERIAL AND
LIGHT TRUCKS A MINIMUM OF 4' FROM FACE OF EARTH RETENTION, NOT HEAVY POINT LOADS SUCH AS:
CRANES (TRUCK OR OUTRIGGER), EXCAVATORS, CONCRETE PUMP TRUCKS, OR LARGE STOCKPILES.
2. REFERENCE CODES:
A. AISC STEEL MANUAL, THIRTEENTH EDITION
B. ACI 318-08 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"
C. PUBLICATION NO. FHWA-IF-99-015 "GROUND ANCHORS AND ANCHORED SYSTEMS"
3. FOUNDATION:
A. SOIL INFORMATION WAS DERIVED FROM THE GEOTECHNICAL ENGINEERING REPORT TITLED "GEOTECHNICAL
REPORT, PROPOSED ROW HOUSE REMODEL, 303 GORE CREEK DRIVE, UNITS 9 AND 10, VAIL COLORADO, BY
KOECHLEIN CONSULTING ENGINEERS, INC. (JOB NO. 09-044), DATED JULY 28, 2009, AND LETTER TITLED
"GEOTECHNICAL RECOMMENDATIONS, NEW GALVIN RESIDENCE, LOTS 9 AND 10, FILING 5, VAIL ROW HOUSES,
GORE CREEK DRIVE, VAIL COLORADO, BY CESAR, INC. (PROJECT NO. 14.5012), DATED AUGUST 12, 2015.
3. MATERIALS:
A. PIPE: PIPE TO BE SCH40 AND BE OF SIZE INDICATED ON MICROPILE PLANS.
B. GROUT: PRESSURE INJECTED GROUT SHALL BE PORTLAND CEMENT TYPE I OR TYPE II MEETING ASTM C150
SPECIFICATIONS AND POTABLE WATER.THE MAXIMUM WATER/CEMENT RATIO SHALL BE 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.
4. ALL DIMENSIONS ON EARTH RETENTION DRAWINGS SHALL BE VERIFIED BY CONTRACTOR PRIOR TO BEGINNING
WORK.
5. GRID LINE DIMENSIONS ON EARTH RETENTION DRAWINGS SHALL BE VERIFIED BY CONTRACTOR PRIOR TO BEGINNING
WORK.
5. PROCEDURE:
A. ALL UTILITIES WITH EQUIPMENT OR FACILITIES SERVING AN AREA WITHIN 300 FEET OF THE PLANNED
EXCAVATION SHALL BE NOTIFIED NOT LATER THAN 2 DAYS PRIOR TO MICROPILE INSTALLATION THAT SUCH
WORK IS TO TAKE PLACE. GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING INSTALLATION OF
MICROPILES WITH SUCH UTILITIES.
B. ADVANCE DRILL BIT FULL MICROPILE LENGTH UTILIZING ROTARY PERCUSSION DRILLING TECHNIQUES. INSTALL
REINFORCING PIPE CENTERED AND PLUM IN HOLE. PLACE GROUT FULL LENGTH OF MICROPILE.
C. MICROPILE INSTALLATION SHALL BE MONITORED AND RECORDED. MONITORED AND RECORDED DATA SHALL
INCLUDE TOTAL DEPTH, GROUT PRESSURE, GROUT QUANTITIES, SOIL/ROCK ENCOUNTERED DURING
INSTALLATION, AND ANY OBSTRUCTION OR IRREGULARITIES.
6. ENGINEERS APPROVAL MUST BE SECURED FOR ALL SUBSTITUTIONS.
7. THE REQUIREMENTS OF THE LATEST EDITION OF THE "OSHA CONSTRUCTION STANDARDS" SHALL BE COMPLIED WITH
BY ALL CONTRACTORS, FABRICATORS AND SUPPLIERS.
8. BACKFILL BETWEEN BRACING AND COSPLETED STRUCTURE SHALL BE PLACED AND COMPACTED AS REQUIRED BY
SPECIFICATIONS OF THE PROJECT ENGINEER.
VICINITY MAP
10/04/17