HomeMy WebLinkAboutB14-0264_XBS-1_1408655100.pdfTEL: 303-791-9911 FAX: 303-791-0967
9512 TITAN PARK CIRCLE
LITTLETON, COLORADO 80125
SHT. 1 OF 4
XBS-1
NOT VALID WITHOUT DATE
& ORIGINAL SIGNATURE
NOTE:
BEFORE CONSTRUCTION COMMENCES, A UTILITY LOCATE MUST BE
PERFORMED TO FIELD VERIFY THE LOCATION OF ALL UTILITIES IN THE
VICINITY OF THE SITE. THE EARTH RETENTION DESIGN WILL BE
REVIEWED AND DRAWINGS REVISED, IF REQUIRED, WHEN FINAL UTILITY
LOCATIONS BECOMES AVAILABLE.
DWG. NO.
DWN BY: JVW
FOR
NEDBO CONSTRUCTION
PO BOX 3419
VAIL,CO 81658
PH: 970.845.1001
PROPOSED TEMPORARY
EARTH RETENTION
WEBSTER RESIDENCE
100 VAIL 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 & DETAILS
XBS - 3 ELEVATION VIEWS & DETAILS
XBS - 4 ELEVATION VIEW & DETAILS
DIMENSIONS OBTAINED FROM CONSTRUCTION SET (DATED
05-27-2014) PRODUCED BY:
x VICTOR MARK DONALDSON ARCHITECTS (ARCH.)
x GORE RANGE SURVEYING, LLC. (CIVIL)
x MONROE & NEWELL ENGINEERS, INC. (STRUCTURAL)
DATE NO. REVISIONS DESCRIPTION
PERFORMANCE TEST LOADING SEQUENCE
INCREMENT LOAD INCREMENT LOAD
1 AL 15 AL
2 0.25 P 16 0.25 P
3 AL 17 0.50 P
4 0.25 P 18 0.75 P
5 0.50 P 19 1.00 P
6 AL 20 1.20 P
7 0.25 P 21 AL
8 0.50 P 22 0.25 P
9 0.75 P 23 0.50 P
10 AL 24 0.75 P
11 0.25 P 25 1.00 P
12 0.50 P 26 1.20 P
13 0.75 P 27 AL
14 1.00 P LOCKOFF 1.00 P
NOTE: 1 KIP = 1000 POUNDS = 0.50 TONS
P IS DESIGN LOAD IN KIPS (SEE SCHEDULE)
AL = ALIGNMENT LOAD
PROOF TESTING PROCEDURE
EQUIPMENT AND METHODOLOGY:
PROOF TESTING SHALL BE CARRIED OUT FOR EACH ANCHOR WHICH IS NOT TO BE PERFORMANCE TESTED. TESTING EQUIPMENT
AND METHODOLOGY IS THE SAME AS PERFORMANCE TESTING EXCEPT THAT THE LOADING SCHEDULE BE AS FOLLOWS:
PROOF TEST LOADING SEQUENCE
INCREMENT LOAD
1 AL
2 0.25 P
3 0.50 P
4 0.75 P
5 1.00 P
6 1.20 P
LOCKOFF 1.00 P
AS WITH PERFORMANCE TESTING, ANY ANCHOR WHICH FAILS PROOF TESTING SHALL BE RATED AT 50 PERCENT OF THE PREVIOUS
LOAD SUCCESSFULLY SUSTAINED, AND ADDITIONAL ANCHORS SHALL BE PLACED AS REQUIRED.
TIEBACK GENERAL NOTES
1. DESIGN BASIS:
A. 2012 INTERNATIONAL BUILDING CODE.
B. EXCAVATION BRACING IS DESIGNED TO BE TEMPORARY SUPPORT.
C. 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.
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. A GEOTECHNICAL ENGINEERING REPORT WAS NOT PROVIDED TO COGGINS & SONS, INC. COGGINS SELECTED
GEOTECHNICAL PARAMETERS BASED ON OTHER PROJECTS COMPLETED IN THE IMMEDIATE VICINITY.
4. MATERIALS:
A. TIMBER LAGGING, UNTREATED, ROUGH SAWN, 3 X 12 #2 DOUGLAS FIR, 3 X12 #2 SOUTHERN PINE, OR 4 X 12 #2 HEM-FIR.
B. STRUCTURAL STEEL:
WIDE FLANGE, WALES, CHANNELS, AND MISCELLANEOUS ANGLES ARE STEEL MINIMUM 50 KSI YIELD. PLATES ARE STEEL
MINIMUM 36 KSI YIELD.
C. THREADED STUDS:
1 2
INCH THREADED ANCHOR STUDS SHALL BE GRADE 2 (MINIMUM 57000 PSI).
D. WELDS:
WELDS SHALL BE OF E-70 ELECTRODES
E. CONCRETE:
CONVENTIONAL CONCRETE SHALL BE MINIMUM 3000 PSI. LEAN MIX CONCRETE SHALL BE MINIMUM 100 PSI.
F. ALL REINFORCING SHALL MEET ASTM A615 GRADE 60 EXCEPT #3 TIES MAY BE 40 GRADE.
G. STRAND ANCHORS:
ANCHORS ARE TO BE CONSTRUCTED WITH 0.6" DIAMETER GRADE 270 PRESTRESSING STRAND, ASTM A416.
H. BAR ANCHORS:
ALL BARS TO BE GRADE 150 THREADED REINFORCING BARS OR GRADE 75 THREADED REINFORCING BARS.DIAMETER OF
BARS SPECIFIED ON TIEBACK SCHEDULES.
I. GROUT:
PRESSURE INJECTED GROUT SHALL BE PORTLAND CEMENT TYPE I AND WATER MIX, WITH A WATER TO CEMENT RATIO NOT
EXCEEDING 0.45.
5. GRID LINE DIMENSIONS ON EARTH RETENTION DRAWINGS SHALL BE VERIFIED BY CONTRACTOR PRIOR TO BEGINNING WORK.
6. 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 SOLDIER BEAM INSTALLATION THAT SUCH WORK IS TO TAKE PLACE.
7. ENGINEERS APPROVAL MUST BE SECURED FOR ALL SUBSTITUTIONS.
8. THE REQUIREMENTS OF THE LATEST EDITION OF THE "OSHA CONSTRUCTION STANDARDS" SHALL BE COMPLIED WITH BY
ALL CONTRACTORS, FABRICATORS AND SUPPLIERS.
9. BACKFILL BETWEEN BRACING AND COMPLETED STRUCTURE SHALL BE PLACED AND COMPACTED AS REQUIRED BY
SPECIFICATIONS OF THE PROJECT ENGINEER.
PERFORMANCE TEST PROCEDURE
EQUIPMENT:
x STRESSING EQUIPMENT USED FOR TESTING SHALL HAVE A CURRENT (LESS THAN 12 MONTHS OLD) CALIBRATION CERTIFICATE TO
A LOAD OF 200 KIPS, WITH CALIBRATION CURVES BEING MADE AVAILABLE FOR REVIEW, UPON REQUEST.
x ANCHOR 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.
METHODOLOGY:
x PERFORMANCE TESTING SHALL BE CONDUCTED BY LOADING THE ANCHOR IN THE SEQUENCE INDICATED IN THE TABLE BELOW.
x ONE PERFORMANCE TEST SHALL BE PERFORMED WITHIN THE FIRST THREE ANCHORS INSTALLED.
x ONE PERFORMANCE TEST SHALL BE PERFORMED FOR EVERY 50 ANCHORS INSTALLED THEREAFTER.
x ONCE A LOAD INCREMENT HAS BEEN OBTAINED, THE LOAD SHALL BE HELD ONLY LONG ENOUGH TO GET A STABLE READING.
WHEN 1.33 P TEST LOAD IS REACHED, THE LOAD SHALL BE HELD FOR A TOTAL OF 10 MINUTES WITH MOVEMENT READINGS TAKEN
AT 1, 2, 3, 4, 5, 7, & 10 MINUTES.
x IF, DURING THIS TEN MINUTE INCREMENT, THE LOAD CANNOT BE MAINTAINED OR THE ANCHOR MOVEMENT UNDER CONSTANT
LOAD EXCEEDS 0.040 INCHES, THE LOAD TEST SHALL BE CONTINUED TO 60 MINUTES WITH READINGS AT 20, 30, 40, 50, & 60
MINUTES. IF THE DIFFERENCE BETWEEN 6 AND 60 MINUTES IS LESS THAN 0.080 INCHES, THE ANCHOR IS ACCEPTABLE, PROCEED
TO THE LOCKOFF LOAD. IF THE DIFFERENCE IS GREATER THAN 0.080 INCHES, THE RATING OF THE ANCHOR SHALL BE RECORDED
AS 50% OF THE LARGEST LOAD MAINTAINED, AND ADDITIONAL ANCHORS SHALL BE PLACED TO PROVIDE THE INTENDED
CAPACITY OF THE ANCHOR.
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 = 1
2*(0.8*Fy*At)
Fy = BAR YIELD TENSILE STRENGTH
At = BAR CROSS-SECTIONAL AREA
VT # = DENOTES VERIFICATION TEST
CONTACT COGGINS ENGINEERING STAFF TO OBTAIN TEST FORM. PROVIDE COGGINS ENGINEERING STAFF
RESULTS IMMEDIATELY AFTER VERIFICATION TEST (PREFERABLY SAME DAY).
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.
2. REFERENCE CODES:
A. AISC STEEL MANUAL, NINTH EDITION
B. ACI 318-08 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"
C. PUBLICATION NO. FHWA-SA-96-069 "MANUAL FOR DESIGN AND CONSTRUCTION MONITORING OF SOIL NAIL WALLS"
D. PUBLICATION NO. FHWA-IF-03-017 "SOIL NAIL WALLS" GEOTECHNICAL ENGINEERING CIRCULAR NO. 7.
3. FOUNDATION:
A. A GEOTECHNICAL ENGINEERING REPORT WAS NOT PROVIDED TO COGGINS & SONS, INC. COGGINS SELECTED
GEOTECHNICAL PARAMETERS BASED ON OTHER PROJECTS COMPLETED IN THE IMMEDIATE VICINITY.
4. 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. CENTRALIZERS SHALL BE PROVIDED FOR ALL SOIL NAILS.
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.
5. SOIL NAILS:
A. INSTALLATION PROCEDURES:
x EXCAVATE LEVEL BENCH AT TOP OF WALL ELEVATION.
x INSTALL LOW STRENGTH GROUT SHAFTS
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.
6. 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. USE THE
FOLLOWING LOAD SEQUENCE. EACH LOAD SEQUENCE SHALL BE HELD FOR A PERIOD OF 10 MINUTES.
JOB NO. : 5501
ISSUED: 06-26-2014
WEBSTER RESIDENCE
NEDBO CONSTRUCTION
PO BOX 3419
VAIL, CO 81659
970-845-1001
08/21/14