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Home My WebLink AboutCaisson Drilling, Excavation Shoring, Tieback AnchorsCaisson _0 Shor,ing tieback SHEET NO. XBS - 1 XBS - 2 XBS - 3 XBS - 4 XEIS - 5 XBS 6 XBS 7 XBS 8 INDEX OF SHEETS COVER SHEET, GENERAL NOTES PLAN VIEW ELEVATION VIEW SOUTH WEST WALL, SOIL NAIL SCHEDULE ELEVATION VIEWS WEST WALLS ELEVATION VIEWS NORTH WALL ELEVATION VIEWS EAST AND SOUTH WALLS CROSS SECTIONS STRUCTURAL DETAILS FOR LAYION CONSTRUCTION COMPANY 9090 SOUTH SANDY PARKWAY SANDY, UTAH 84070 6 0 DIMENSIONS OBTAINED FROM DRAWINGS PRODUCED BY, T 8 -28__0 MICROPILFS TO SOLDIER BEAMS HILL GLAZIER (ARCH.) DA TED 4/7/06 NISHKIAN MENNINGER (STRUCTURAL.) 4/7/06 ALPINE ENGINEERING (CIVIL) 3/21/06 CONSTRUCTION MONITORING: 1. DURING THE CONSTRUCTION OF THE EARTH RETENTION WALL COGGINS & SONS, INC. WILL MONITOR THE WALL HORIZONTALLY USING SURVEYING INSTRUMENTS, 2. THE CONSTRUCTION MONITORING SHALL BE CONDUCTED ONCE A WEEK WHILE THE EARTH RETENTION SYSTEM UNDER CONSTRUCTION. 3. AFTER COGGINS COMPLETION, THE GENERAL CONTRACTOR SHALL MONITOR THE WALL AT LEAST ONCE A WEEK. THE WEEKLY MONITORING SHALL BE CONTINUED UNTIL THE PERMANENT CONCRETE FOUNDATION WALL 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 OBSERVED AFTER EARTH RETENTION COMPLETION AND BEFORE FOUNDATION BACKFILL, WORK SHALL BE IMMEDIATELY SUSPENDED AND COGGINS & SONS SHALL BE IMMEDIATELY NOTIFIED. 6. WEEKLY AS PERFORMED. _0301L NAIL GENERAL NOTES 1. DESIGN BASIS A. 2003 INTERNATIONAL BUILDING CODE B EXCAVATION BRACING IS DESIGNED TO BE A TEMPORARY STRUCTURE NORMAL C. THE EXCAVATION IS DESIGNED TO ACCOMODATE M A CONSTRUCTION SURCHARGE OF MATERIAL AND LIGHT TRUCKS, NOT HEAVY POINT LOADS SUCH AS: CRANES (TRACK OR OUTRIGGER), EXCAVATORS, CONCRETE PUMP TRUCKS, OR LARGE STOCKPILES. D. REFERENCE CODES, R 4 '(" 1. RISC -ASD STEEL MANUAL, NINTH EDITION 2. ACI 318-99 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". 3. PUBLICATION NO. FHWA-SA--96-969 "MANUAL FOR DESIGN AND CONSTRUCTION MONITORING OF SOIL NAIL WALLS 4, PUBLICATION NO. FHWA-IF-03-,017 "SOIL NAIL WALLS" GEOTECHNICAL ENGINEERING CIRCULAR NO. 7 2. FOUNDATION: A, SOIL DATA WAS TAKEN FROM INFORMATION PROVIDED IN REPORT NO, 105 291 BY HEPWORTH-PAWLAK GEOTECHNICAL, INC., GLENWOOD SPRINGS, CO 81601, DATED JUNE 22, 2005. 3, MATERIALS NOT VALID WITHOUT DATE A. SHOTCRETE: ALL SHOTCRETE SHALL BE READY MIX PLANT PRODUCED CONCRETE YIELDING A 3 DAY COMPRESSIVE STRENGTH OF 2000 PSI & ORIGINAL SIGNATURE 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 AND ONCE EVERY TWO WEEKS THEREAFTER, 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, 0 CORE PANEL AND OBTAIN 3 SAMPLES FOR TESTING AT 3 AND 28 DAYS FOLLOWING 0 L0 ACI 506 GUIDELINES, CORES SHALL BE AT LEAST 3 INCHES IN DIAMETER. Z CORING AND CAPPING OF SAMPLES SHOULD OCCUR SAME DAY OF TESTING, L0 APPLY CORRECTION FACTORS GIVEN IN ASTM C42 TO OBTAIN COMPESSIVE STRENGTH ✓ AND REPORT RESULTS TO COGGINS ENGINEERING STAFF IMMEDIATELY, 0 B. SOIL NAILS: ALL SOIL NAILS SHALL BE GRADE 75 REINFORCING BARS OF THE SIZES SHOWN ON THE SOIL NAIL SCHEDULE, REINFORCING STEEL. J) SHALL L MEET ASTM A 615 SPECIFICATIONS. BARS SHALL BE FURNISHED WITH BEARING PLATES PER HE SOIL NAIL SCHEDULE. CENTRALIZERS SHALL BE PROVIDED FOR ALL SOIL. NAILS. < L0 C. WELDED WIRE FABRIC SHALL MEET ASTM A185 SPECIFICATIONS. a- < D. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60, E. GROUT FOR SOIL NAILS SHALL BE TYPE 11 PORTLAND CEMENT, MEETING ASTM 0150 SPECIFICATIONS AND POTABLE WATER. THE MAXIMUM 0 WATER/CEMENT RATIO SHALL BE 0.45, GROUT MAY CONTAIN SIKA CO. INTERPL.AST-N SHRINKAGE COMPENSATING CEMENT IN THE MAXIMUM < AMOUNT OF 1% BY WEIGHT OF CEMENT F. DRAINAGE BOARD, IF NEEDED, SHALL BE OF COMPOSITE CONSTRUCTION CONSISTING OF A CUSPATED SINGLE SIDED, PLASTIC DRAINAGE CORE AND A GEOTEXTILE < x FILTER FABRIC 60NDED TO THE CUSPATED SIDE OF THE DRAINAGE CORE. _J - CJ_ MINIMUM RATED FLOW RATE SHALL BE 15 GPM/FT. OF WIDTH, WITH A 0 LJ_ HYDRAULIC GRADIENT OF 1.0, MINIMUM COMPRESSIVE STRENGTH SHALL BE LIB 1500 PSF. ACCEPTABLE PRODUCTS ARE MIRADRAIN 6000 OR GREENSTREAK I F- >- 0 SHEET DRAIN. 0 f-, 0 4, SOIL NAILS AND GROUT COLUMNS - 0 M A. INSTALLATION PROCEDURE '41 0 1, DRILL AND INSTALL GROUT COLUMNS PER PLAN AND ELEVATION MEWS, < 2. EXCAVATE DOWN TO LEVEL OF THE FIRST ROW OF SOIL NAILS. 3, DRILL AND INSTALL SOIL NAILS. 4. APPLY WELDED WIRE FABRIC, FACING REINFORCMENT, (X) AND SHOTCRETE TO THE EXCAVATION FACE. 0 z < (r) 5, WET SET SOIL NAIL BEARING PLATE AND NUT. SOIL NAIL GROUT AND SHOTCRETE MUST (J-) 0 LO HAVE A MINIMUM OF THREE DAYS CURE BEFORE STARTING THE NEXT < 0 D EXCAVATION CUT, LJJ 0 6. REPEAT ABOVE PROCESS TO BOTTOM OF EXCAVATION, z (f) 5, SOIL NAIL TESTING 0 >: 0 A. VERIFICATION TESTING l_ 0 00 1. EACH VERIFICATION TEST NAIL SHALL BE SACRIFICIAL AND INSTALLTION PROCEDURE SHALL BE SIMILAR TO THAT OF PRODUCTION NAIL.S. VERIFICATION TEST NAILS ARE (7) INDICATED IN THE ELEVATION VIEWS AND SHALL NOT BE TESTED FOR 3 DAYS AFTER INSTALLATION. 0 < 0 < :E VERIFICATION TESTS SHALL HAVE A BONDED LENGTH BETWEEN 5 AND 10 FEET. LJ_ _J M USE THE FOLLOWING LOAD SEQUENCE, EACH LOAD SEQUENCE SHALL BE HELD FOR A PERIOD OF 10 MINUTES. I INCREMENT LOAD I AL AL ALIGNMENT LOAD 2 0.25 P P 1/2 (0.8 x Fy x At) 0 3 0.56 P Fy BAR YIELD TENSILE STRENGTH 4 0,76 P At = 13AR CROSS-SECTIONAL AREA 5 1.00 P U 6 1.25 P 7 1,56 P 1.75 P 9 2.00 P CONTACT COGGINS ENGINEERING STAFF TO OBTAIN TEST FORM, PROVIDE COGGIiNS ENGINEERING STAFF RESULTS IMMEDIATELY AFTER VERIFICATION TEST (PREFERABLY SAME DAY). swam 8, PROOF TESTING 1. PROOF TEST AT LEAST 5 PERCENT OR A MINIMUM OF 2 PRODUCTION NAILS IN EACH ROW, WHICHEVER IS MORE TO 1.5 TIMES THE DESIGN LOAD. DESIGN LOAD AND TEST FORM TO BE PROVIDED BY COGGINS ENGINEERING STAFF WHEN CONTACTED BY FIELD PERSONNEL. USE THE FOLLOWING LOAD SEQUENCE, INCREMENT LOAD HOLD TIME I AL UNTIL MOVEMENT STABILIZE$ P = TO BE PROVIDED 2 0.25 P UNTIL. MOVEMENT STABILIZES 3 0.50 P UNTIL MOVEMENT STABILIZES 4 0.75 P UNTIL MOVEMENT STABILIZES 5 1.00 P UNTIL MOVEMENT STABILIZES 6 1.25 P UNTIL MOVEMENT STABILIZES Q0 7 1.50 P CREEP TEST (SEE BELOW) WHEN THE 1.50 P TEST LOAD IS REACHED, THE LOAD SHALL BE HELD FOR A TOTAL OF 10 MINUTES WITH MOVEMENT READINGS TAKEN AT 1, 2, 3, 0 4, 5, 7, & 10 MINUTES, IF DURING THIS TEN MINUTE INCREMENT THE LOAD CANNOT BE MAINTAINED OR THE 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 10 AND 60 MINUTES IS', LESS THAN 0.080 INCHES, THE NAIL IS ACCEPTABLE. IF THE DIFFERENCE IS GREATER THAN 0.080 INCHES, CONTACT COGGINS ENGINEERING STAFF IMMEDIATELY, PROVIDE COGGINS ENGINEERING STAFF RESULTS IMMEDIATELY AFTER PROOF TEST (PREFERABLY SAME DAY). Ln LJ 0 X _J ()0 < LL_ 0 N_ 0 'V_ < M man" 0:� 0) 0 < _J ( < F_ Z 0 0 F-- 0 LIJ _J U LO LLJ 00 _J JOB NO. 5158 ISSUED: 8/28/06 This drawing, as or) instrument of professional service, is the DWN BY: CC property of Coggins & Sons, Inc. it is furnished to the Gen erdV DWG. NO. Contractor for information purposes and for approval for construction, by Coggins & Sons, Inc., of the shoring and bracing shown on X B -w.._ I the designated project only. It shall be returned to Coggins & Sons upon demand. PLOTTED: 8/28/d6 SHT, 1 OF 8 PH. 801 - 568 - -9090 FX. 8 (J1 -569-5450 NOTE: BEFORE CONSTRUCTION COMMENCES, A UTILITY LOCATE NEEDS TO BE PERFORMED TO FIELD VERIFY THE LOCATION OF ALL UTILITIES SURROUNDING THE SITE. THE SHORING DESIGN WILL BE REVIEWED AND DRAWINGS REVISED, IF REQUIRED, WHEN FINAL REVISIONS UTILITY LOCATION BECOMES AVAILABLE, - ------ 6 0 DIMENSIONS OBTAINED FROM DRAWINGS PRODUCED BY, T 8 -28__0 MICROPILFS TO SOLDIER BEAMS HILL GLAZIER (ARCH.) DA TED 4/7/06 NISHKIAN MENNINGER (STRUCTURAL.) 4/7/06 ALPINE ENGINEERING (CIVIL) 3/21/06 CONSTRUCTION MONITORING: 1. DURING THE CONSTRUCTION OF THE EARTH RETENTION WALL COGGINS & SONS, INC. WILL MONITOR THE WALL HORIZONTALLY USING SURVEYING INSTRUMENTS, 2. THE CONSTRUCTION MONITORING SHALL BE CONDUCTED ONCE A WEEK WHILE THE EARTH RETENTION SYSTEM UNDER CONSTRUCTION. 3. AFTER COGGINS COMPLETION, THE GENERAL CONTRACTOR SHALL MONITOR THE WALL AT LEAST ONCE A WEEK. THE WEEKLY MONITORING SHALL BE CONTINUED UNTIL THE PERMANENT CONCRETE FOUNDATION WALL 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 OBSERVED AFTER EARTH RETENTION COMPLETION AND BEFORE FOUNDATION BACKFILL, WORK SHALL BE IMMEDIATELY SUSPENDED AND COGGINS & SONS SHALL BE IMMEDIATELY NOTIFIED. 6. WEEKLY AS PERFORMED. _0301L NAIL GENERAL NOTES 1. DESIGN BASIS A. 2003 INTERNATIONAL BUILDING CODE B EXCAVATION BRACING IS DESIGNED TO BE A TEMPORARY STRUCTURE NORMAL C. THE EXCAVATION IS DESIGNED TO ACCOMODATE M A CONSTRUCTION SURCHARGE OF MATERIAL AND LIGHT TRUCKS, NOT HEAVY POINT LOADS SUCH AS: CRANES (TRACK OR OUTRIGGER), EXCAVATORS, CONCRETE PUMP TRUCKS, OR LARGE STOCKPILES. D. REFERENCE CODES, R 4 '(" 1. RISC -ASD STEEL MANUAL, NINTH EDITION 2. ACI 318-99 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". 3. PUBLICATION NO. FHWA-SA--96-969 "MANUAL FOR DESIGN AND CONSTRUCTION MONITORING OF SOIL NAIL WALLS 4, PUBLICATION NO. FHWA-IF-03-,017 "SOIL NAIL WALLS" GEOTECHNICAL ENGINEERING CIRCULAR NO. 7 2. FOUNDATION: A, SOIL DATA WAS TAKEN FROM INFORMATION PROVIDED IN REPORT NO, 105 291 BY HEPWORTH-PAWLAK GEOTECHNICAL, INC., GLENWOOD SPRINGS, CO 81601, DATED JUNE 22, 2005. 3, MATERIALS NOT VALID WITHOUT DATE A. SHOTCRETE: ALL SHOTCRETE SHALL BE READY MIX PLANT PRODUCED CONCRETE YIELDING A 3 DAY COMPRESSIVE STRENGTH OF 2000 PSI & ORIGINAL SIGNATURE 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 AND ONCE EVERY TWO WEEKS THEREAFTER, 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, 0 CORE PANEL AND OBTAIN 3 SAMPLES FOR TESTING AT 3 AND 28 DAYS FOLLOWING 0 L0 ACI 506 GUIDELINES, CORES SHALL BE AT LEAST 3 INCHES IN DIAMETER. Z CORING AND CAPPING OF SAMPLES SHOULD OCCUR SAME DAY OF TESTING, L0 APPLY CORRECTION FACTORS GIVEN IN ASTM C42 TO OBTAIN COMPESSIVE STRENGTH ✓ AND REPORT RESULTS TO COGGINS ENGINEERING STAFF IMMEDIATELY, 0 B. SOIL NAILS: ALL SOIL NAILS SHALL BE GRADE 75 REINFORCING BARS OF THE SIZES SHOWN ON THE SOIL NAIL SCHEDULE, REINFORCING STEEL. J) SHALL L MEET ASTM A 615 SPECIFICATIONS. BARS SHALL BE FURNISHED WITH BEARING PLATES PER HE SOIL NAIL SCHEDULE. CENTRALIZERS SHALL BE PROVIDED FOR ALL SOIL. NAILS. < L0 C. WELDED WIRE FABRIC SHALL MEET ASTM A185 SPECIFICATIONS. a- < D. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60, E. GROUT FOR SOIL NAILS SHALL BE TYPE 11 PORTLAND CEMENT, MEETING ASTM 0150 SPECIFICATIONS AND POTABLE WATER. THE MAXIMUM 0 WATER/CEMENT RATIO SHALL BE 0.45, GROUT MAY CONTAIN SIKA CO. INTERPL.AST-N SHRINKAGE COMPENSATING CEMENT IN THE MAXIMUM < AMOUNT OF 1% BY WEIGHT OF CEMENT F. DRAINAGE BOARD, IF NEEDED, SHALL BE OF COMPOSITE CONSTRUCTION CONSISTING OF A CUSPATED SINGLE SIDED, PLASTIC DRAINAGE CORE AND A GEOTEXTILE < x FILTER FABRIC 60NDED TO THE CUSPATED SIDE OF THE DRAINAGE CORE. _J - CJ_ MINIMUM RATED FLOW RATE SHALL BE 15 GPM/FT. OF WIDTH, WITH A 0 LJ_ HYDRAULIC GRADIENT OF 1.0, MINIMUM COMPRESSIVE STRENGTH SHALL BE LIB 1500 PSF. ACCEPTABLE PRODUCTS ARE MIRADRAIN 6000 OR GREENSTREAK I F- >- 0 SHEET DRAIN. 0 f-, 0 4, SOIL NAILS AND GROUT COLUMNS - 0 M A. INSTALLATION PROCEDURE '41 0 1, DRILL AND INSTALL GROUT COLUMNS PER PLAN AND ELEVATION MEWS, < 2. EXCAVATE DOWN TO LEVEL OF THE FIRST ROW OF SOIL NAILS. 3, DRILL AND INSTALL SOIL NAILS. 4. APPLY WELDED WIRE FABRIC, FACING REINFORCMENT, (X) AND SHOTCRETE TO THE EXCAVATION FACE. 0 z < (r) 5, WET SET SOIL NAIL BEARING PLATE AND NUT. SOIL NAIL GROUT AND SHOTCRETE MUST (J-) 0 LO HAVE A MINIMUM OF THREE DAYS CURE BEFORE STARTING THE NEXT < 0 D EXCAVATION CUT, LJJ 0 6. REPEAT ABOVE PROCESS TO BOTTOM OF EXCAVATION, z (f) 5, SOIL NAIL TESTING 0 >: 0 A. VERIFICATION TESTING l_ 0 00 1. EACH VERIFICATION TEST NAIL SHALL BE SACRIFICIAL AND INSTALLTION PROCEDURE SHALL BE SIMILAR TO THAT OF PRODUCTION NAIL.S. VERIFICATION TEST NAILS ARE (7) INDICATED IN THE ELEVATION VIEWS AND SHALL NOT BE TESTED FOR 3 DAYS AFTER INSTALLATION. 0 < 0 < :E VERIFICATION TESTS SHALL HAVE A BONDED LENGTH BETWEEN 5 AND 10 FEET. LJ_ _J M USE THE FOLLOWING LOAD SEQUENCE, EACH LOAD SEQUENCE SHALL BE HELD FOR A PERIOD OF 10 MINUTES. I INCREMENT LOAD I AL AL ALIGNMENT LOAD 2 0.25 P P 1/2 (0.8 x Fy x At) 0 3 0.56 P Fy BAR YIELD TENSILE STRENGTH 4 0,76 P At = 13AR CROSS-SECTIONAL AREA 5 1.00 P U 6 1.25 P 7 1,56 P 1.75 P 9 2.00 P CONTACT COGGINS ENGINEERING STAFF TO OBTAIN TEST FORM, PROVIDE COGGIiNS ENGINEERING STAFF RESULTS IMMEDIATELY AFTER VERIFICATION TEST (PREFERABLY SAME DAY). swam 8, PROOF TESTING 1. PROOF TEST AT LEAST 5 PERCENT OR A MINIMUM OF 2 PRODUCTION NAILS IN EACH ROW, WHICHEVER IS MORE TO 1.5 TIMES THE DESIGN LOAD. DESIGN LOAD AND TEST FORM TO BE PROVIDED BY COGGINS ENGINEERING STAFF WHEN CONTACTED BY FIELD PERSONNEL. USE THE FOLLOWING LOAD SEQUENCE, INCREMENT LOAD HOLD TIME I AL UNTIL MOVEMENT STABILIZE$ P = TO BE PROVIDED 2 0.25 P UNTIL. MOVEMENT STABILIZES 3 0.50 P UNTIL MOVEMENT STABILIZES 4 0.75 P UNTIL MOVEMENT STABILIZES 5 1.00 P UNTIL MOVEMENT STABILIZES 6 1.25 P UNTIL MOVEMENT STABILIZES Q0 7 1.50 P CREEP TEST (SEE BELOW) WHEN THE 1.50 P TEST LOAD IS REACHED, THE LOAD SHALL BE HELD FOR A TOTAL OF 10 MINUTES WITH MOVEMENT READINGS TAKEN AT 1, 2, 3, 0 4, 5, 7, & 10 MINUTES, IF DURING THIS TEN MINUTE INCREMENT THE LOAD CANNOT BE MAINTAINED OR THE 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 10 AND 60 MINUTES IS', LESS THAN 0.080 INCHES, THE NAIL IS ACCEPTABLE. IF THE DIFFERENCE IS GREATER THAN 0.080 INCHES, CONTACT COGGINS ENGINEERING STAFF IMMEDIATELY, PROVIDE COGGINS ENGINEERING STAFF RESULTS IMMEDIATELY AFTER PROOF TEST (PREFERABLY SAME DAY). Ln LJ 0 X _J ()0 < LL_ 0 N_ 0 'V_ < M man" 0:� 0) 0 < _J ( < F_ Z 0 0 F-- 0 LIJ _J U LO LLJ 00 _J JOB NO. 5158 ISSUED: 8/28/06 This drawing, as or) instrument of professional service, is the DWN BY: CC property of Coggins & Sons, Inc. it is furnished to the Gen erdV DWG. NO. Contractor for information purposes and for approval for construction, by Coggins & Sons, Inc., of the shoring and bracing shown on X B -w.._ I the designated project only. It shall be returned to Coggins & Sons upon demand. PLOTTED: 8/28/d6 SHT, 1 OF 8