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HomeMy WebLinkAbout187CONCRETE FOUNDATION NOTES AND SPECIFICATIONS: 2. ALL HOOKED REINFORCING STEEL SHALL BE AS NOTED BELOW AND AS REQUIRED IN THE A.C.I. BUILDING CODE FOUNDATION NOTES: A.C.I. STANDARD HOOK REINFORCING DEVELOPMENT LENGTH SCHEDULE (Lhb) AIR ENTRAINED 3. FOOTINGS SHALL BE POURED IMMEDIATELY AFTER EXCAVATION. (LATEST EDITION). 1. FOOTINGS SHALL BEAR ON SOIL SUITABLE FOR SUPPORTING 2000 P.S.F. NET ALLOWABLE A.C.I. REINFORCING DEVELOPMENT LENGTH SCHEDULE (Ld) 4. ALL REINFORCING STEEL MARKED "CONTINUOUS" SHALL BE LAPPED PER THE "REINFORCING 1. ALL CONCRETE WORK SHALL CONFORM TO THE "A.C.I. BUILDING CODE", ACI 318 AND ACI 301, LATEST A. Lhb NOTED IN THE SCHEDULE BELOW IS THE BASIC TENSION DEVELOPMENT LENGTH FOR STANDARD A.C.I. BEARING. IF QUESTIONABLE SOIL IS ENCOUNTERED, THE STRUCTURAL ENGINEER SHALL BE GENERAL NOTES: SIZE EDITION. HOOKS, MEASURED FROM THE CRITICAL SECTION TO THE END OF THE HOOK. NOTIFIED IMMEDIATELY. RE: REPORT #1-08-0647 BY PATRIOT ENGINEERING. ALL 1. THE FOLLOWING SPECIFICATIONS ARE AN OUTLINE OF MINIMUM MATERIAL REQUIREMENTS AND 10000 12000 B. Ldh = 1.25*Lhb FOR 75 KSI STEEL. 9" 8" 7" 6' 6" 6" 2. DETAILING, FABRICATION AND PLACING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ACI 315-99, C. Ldh = 1.2*Lhb FOR EPDXY COATED REINFORCING BARS. RECOMMENDATIONS THEREIN THAT RELATE TO THE WORK SHOWN ON THESE DRAWINGS MUST THEIR APPLICATION. MANUFACTURER SPECIFICATION AND LOCAL CODE REQUIREMENTS, 11" "ACI DETAILING MANUAL - 1999". D. Ldh = Lhb UNLESS CONDITIONS NOTED IN B. OR C. ARE NEEDED AND SHALL NOT BE LESS THAN 6" OR 8 BE FOLLOWED. WHEN IN EXCESS OF MINIMUM SPECIFICATION, SHALL CONTROL. IT IS THE CONTRACTOR'S 6" #5 BAR DIAMETERS. 12" RESPONSIBILITY TO REVIEW AND SUBMIT ALL SHOP DRAWINGS AND REPORT ALL DOCUMENT 8" RGER SHALL CONFORM TO ASTM A-615 GRADE 8" 2 EXCAVATION FOR FOOTINGS SHALL BE NEAT 17" 15" 3. UNLESS OTHERWISE NOTED, ALL REINFORCING BARS #4 AND LA 60 (60,000 PSI YIELD) AND ALL #2 AND #3 BARS SHALL CONFORM TO GRADE 40 (40,000 PSI YIELD). REINFORCING SHALL BE FREE FROM OIL, DIRT AND OTHER MATERIALS THAT WOULD REDUCE THE BOND WITH THE CONCRETE. 4. WELDED WIRE REINFORCING (WWR) SHALL CONFORM TO ASTM A-185. WELDED WIRE REINFORCING SHALL BE CHAIRED TO MAINTAIN THE REINFORCING AT ONE-THIRD THE DEPTH BELOW THE TOP SURFACE DURING CONCRETE PLACEMENT. SUPPORTS SHALL BE AT 2'-0" O.C. EACH WAY. LAP WELDED WIRE MESH ONE FULL MESH AT SIDE AND END LAPS. 5. UNLESS OTHERWISE NOTED, CONCRETE PROTECTION FOR REINFORCING SHALL BE AS SPECIFIED IN THE "A.C.I. BUILDING CODE", (ACI 318 LATEST EDITION). 6 CONCRETE STRENGTH AND PROTECTION FOR REINFORCEMENT OF POURED -IN-PLACE MEMBERS; SEE SECTION 7.7 ACI 318 LATEST EDITION. BLOTS SHALL BE EMBEDDED AT LEAST 7 INCHES INTO CONCRETE AND SPACED NOT LIVE LOAD DEAD LOAD STRUCTURAL MINIMUM COVER CONCRETE STRENGTH W/C RATIO Ldh L Ldh MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS OR - ROOF.........................................................•......--............-- 20 20 ELEMENT (INCHES) (PSI) AT 28 DAYS ANCHOR STRAPS PER PIECE WITH ONE BOLT OR ANCHOR STRAP LOCATED NOT MORE - UNITS (PRIVATE ROOMS & CORRIDORS SERVING THEM) ........... I .................... 40 25 FOOTINGS 3"ALL SURFACES 3000 .52 THAN 12 INCHES OR LESS THAN 4 INCHES FROM EACH END OF EACH PIECE. - BALCONIES (EXCEEDING 100 SQ Ff) .........................•. 40 35 GRADE BEAMS 3" BOTTOM, 3" SIDES, 1 1/2" TOP 3000 .52 CRITICAL SECTION CRITICAL SECTION A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH BOLT TO -PUBLIC AREAS (PUBLIC ROOMS &CORRIDORS SERVING THEM) ...................... 100 25 SLAB ON GRADE 3000 .52 CONVENTIONAL (MESH)- 2 5/8" BOTTOM 11. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR ANY OTHER ADDITIONAL THE PLATE. - LIGHT STORAGE . ..•••••................ "'-". 125 25 CONVENTIONAL (ONE LAYER REBAR)- 1 5/8" BOTTOM SLEEVES, ANCHORS, VENT OPENINGS, ETC., NOT SHOWN ON STRUCTURAL PLANS THAT MIGHT BE REQUIRED. CONVENTIONAL (TWO LAYER REBAR)- 1 1/2" TOP, 1 1/2" BOTTOM 12. PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND o SNOW LOAD TROWELING OPERATIONS UNTIL CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT � 0 w RETAINING WALLS & ELEVATOR PITS 1" TOP, 2" EXTERIOR, 3/4" INTERIOR 3000 .52 5000 45 SPRINKLE FREE CEMENT ON THE SLAB SURFACE. FINISHING OF SLAB SURFACES SHALL COMPLY WITH THE o L z < GROUND SNOW LOAD P ......••• .-""'"".....""""..... 20 PSF CONCRETE COLUMNS 1 1/2" RECOMMENDATIONS OF AC1 302.1 AND 304. Q - X' -XX" OF COMPACTED (Pg) 0 0 I- Iz 0 Q SELECT FILL IN SNOW LOAD IMPORTANCE FACTOR """""' """1NIDEPENDENT LIVING = 1.0 13. UNLESS NOTED OTHERWISE ON PLAN, CONTROL JOINTS TO BE LOCATED AT APPROXIMATELY 400 SQ. FT. � o v_ 5'-0' .MIN. BUILDING LINE ASSISTED LIVING = 1.1 PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. MINIMUM OF c� Q o ACCORDANCE W/ 5 SACKS OF CEMENT PER CUBIC YARD. GRIDS. ACTUAL LOCATION TO BE DETERMINED BY OWNER OR CONTRACTOR. CONTROL JOINT TO BE ZIP STRIP o z �_ z w ALL AROUND BUILDING GEOTECHNICAL REPORT 20 PSF OR EQUAL. ^ Q w = > PERIMETER IN FLAT -ROOF SNOW LOAD(Pf).............................. c� cn ACCORDANCE W/ SLAB CONSTRUCTION RECOMMENDATIONS. 7. FLYASH MAY BE USED TO REPLACE A PORTION OF THE PORTLAND CEMENT. THE RATIO OF FLYASH TO THE z cn SNOW EXPOSURE FACTOR (Ce) """' """""' """"""""""' """""""""""""""""' 0 g TOTAL OF THE FLYASH AND CEMENT IN A MIX SHALL NOT EXCEED 20%. FLYASH SHALL CONFORM TO ASTM C618, 1 /8" - 1 /4" � o z z = Q o GEOTECHNICAL REPOR SEE PLAN FINISH FLOOR TYPE C OR F. z < o z RECOMMENDATIONS. RE: ARCH THERMAL FACTOR (Ct) 1.0 8. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOBSITE. IT SHALL BE THE RESPONSIBILITY OF THE * 12 - WIND LOAD THE ADDITION OF WATER AT THE JOBSITE. THE USE OF PLASTICIZERS, TO COORDINATE WITH THE CONCRETE SUPPLIER TO ENSURE A PUMPABLE AND WORKABLE MIX WITHOUT LASTICIZERS, RETARDANTS AND OTHER ADDITIVES SHALL BE 1 MIN. �- AT THE OPTION OF THE CONTRACTOR SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER. FOLLOW THE o FINISH SURFACE BASIC WIND SPEED (3 -SECOND GUST) "" " 90 MPH RECOMMENDATIONS OF THE MANUFACTURER FOR THE PROPER USE OF ADDITIVES. THE USE OF CALCIUM CHLORIDE OF LANDSCAPING - - - - WIND IMPORTANCE FACTOR........................................................................................................INDEPENDENT LIVING = 1.0 OR OTHER CHLORIDE BEARING SALTS SHALL NOT BE PERMITTED. � 1'-0" CLAY CAP BELOW ASSISTED LIVING = 1.15 cn T - - - - - - 9. CONCRETE SLUMP TESTS SHALL BE MADE BEFORE AND AFTER THE ADDITION OF ADMIXTURES AND MAY BE m w (LONGITUDINAL OR TRANSVERSE) LANDSCAPING WHERE L NATURAL GRADE OCCUPANCY CATEGORY • •.•••.••• INDEPENDENT LIVING = II TAKEN AT THE BACK OF THE TRUCK. CONCRETE FOR THE PREPARATION OF TEST CYLINDERS SHALL BE TAKEN FROM y GEOTECHNICAL REPORT Project THE HOSE END FOR CONCRETE PLACED BY PUMP. IDENTIFIES MOISTURE MIN. 1/2 o ASSISTED LIVING = III APPROXIMATELY 400 SQ. FT. GRIDS. ACTUAL SENSITIVE SOIL.YB BARRINGTON LOCATION TO BE SUBMITTED BY CONTRACTOR WIND EXPOSURE................................................................................................................................ 1o. REINFORCING STEEL SPLICE NOTES: INTERNAL PRESSURE COEFFICIENT••.••......••...............""'.......""................. t-0.18 at CARMEL 1. ALL REINFORCING STEEL SHALL BE SPLICED AS NOTED BELOW AND AS REQUIRED IN THE A.C.I. BUILDING TYP . CONTROL J0INT DETAIL (SLAB ON G RADE)SELECT FILL IN ACCORDANCE COMPONENT AND CLADDING PRESSURES: (NET, SEE PRESSURE ZONE DETAILS) CODE (LATEST EDITION). W/ GEOTECHNICAL REPORT A. Ld NOTED IN THE DETAILS AND TABLES BELOW IS THE STRAIGHT BAR DEVELOPMENT LENGTH PER RECOMENDATIONS SEISMIC DESIGN DATA TABLE (IBC) LINE OF EXCAVATION. CARMEN, INDIANA ACI -318. 14. PROVIDE 7 DAY CURING OF SLAB IMMEDIATELY AFTER FINISHING USING ONE OF THE FOLLOWING METHODS: * INITIAL ROUGH GRADING SHALL BE THE SUBGRADE SHALL BE PREPARED IN SITE CLASSIFICATION: .......................................................................................................................... C B. CLASS B LAP SPLICE TABLE SHALL BE USED FOR ALL LAP SPLICES AND BAR DEVELOPMENT UNLESS A. CONTINUOUSLY WATERED BURLAP COMPLETED W/ NATURAL CLAY NOTED OTHERWISE. MATERIALS (NO SAND ALLOWED PRIOR ACCORDANCE W/ GEOTECHNICAL REPORT SEISMIC IMPORTANCE FACTOR: . .----•••••---•••••-----•••---.......................-----.........-.--..-..........------••••••--INDEPENDENT LIVING = 1.0 LES CONSTRUC110N COMP 0 ED B. WATERPROOF MEMBRANES ) RECOMMENDATIONS. THE TESTING C. ALL REINFORCING STEEL MARKED SHALL BE LAPPED WITH A CLASS B LAP SPLICE AND C. SPRAYED -ON LIQUID MEMBRANE TO FORM SETTING. IT SHALL SLOPE LABORATORY SHALL TEST AND APPROVE ASSISTED LIVING = 1.25 CONTINUOUS 1 "/FT. FOR THE FIRST 5' & 6" MIN. THE MOISTURE CONTENT AND DENSITY OF AROUND CORNERS OR INTERSECTIONS WITH A STANDARD 90 DEGREE HOOK. 15. PROTECT THE CONCRETE SURFACE BETWEEN FINISHING OPERATIONS ON HOT, DRY DAYS OR ANY OTHER TIME IN 10' TO INSURE POSITIVE DRAINAGE THE SUBGRADE PRIOR TO PLACEMENT OCCUPANCY CATEGORY:......---••••----•••••--••••••...........................••••.•.............................•••••--.-.•.••••.•INDEPENDENT LIVING = II AWAY FROM THE SLAB. OF ANY FILL MATERIAL. D. SPLICE TOP BARS AT CENTER OF SPAN; SPLICE BOTTOM BARS AT SUPPORTS WITH CLASS B LAP THAT PLASTIC SHRINKAGE CRACKS COULD DEVELOP BY USING WET BURLAP, PLASTIC MEMBRANE OR FOGGING. NOTE TO OWNER ASSISTED LIVING = III SPLICE. PROTECT CONCRETE SLAB AT ALL TIMES FROM RAIN, HAIL OR OTHER INJURIOUS EFFECTS. DRAINAGE OF THE SITE MUST BE MAINTAINED NOTE TO CONTRACTOR E. SPLICE ALL VERTICAL BARS IN COLUMNS AND VERTICAL AND HORIZONTAL BARS IN SHEAR WALLS WITH A THROUGHOUT THE LIFE OF THE STRUCTURE. PROVIDE PUMPS ON SITE AND MAPPED SPECTRAL RESPONSE ACCELERATIONS: S s 0.178 16. UNLESS SPECIFIED, CONCRETE MUST REACH THE FOLLOWING PERCENTAGES OF ITS 28 -DAY COMPRESSIVE THE SOIL AT THIS SITE (SEE GEOTECHNICAL REMOVE ANY WATER FROM THE STRENGTH (F'c), BEFORE FORMS MAY BE REMOVED. SITE 100% OF THE TIME. S 1 0.089 CLASS B LAP SPLICE UNLESS NOTED OTHERWISE. REPORT) MAY BE HIGHLY SENSITIVE TO STANDING WATER IN THE CHANGE IN THE SOIL MOISTURE CONTENT SPECTRAL RESPONSE COEFFICIENTS: • ••-----••••••.-----------••••• S Ds 0.142 CONSULTING F. LAP SPLICES FOR #14 AND LARGER BARS SHALL BE MADE WITH MECHANICAL COUPLERS TO DEVELOP EXCAVATION AT ANYTIME DAY 125% OF THE BARS CAPACITY. WALLS, COLUMNS, & BEAM SIDES 40% AND WILL DAMAGE THE STRUCTURE IF THE OR NIGHT IS UNACCEPTABLE. MOISTURE CONTENT DECREASES OR S D1 0.101 ENGINEERS JOIST PANS & BEAM BOTTOMS (IF RESHORED) _Y70% INCREASES. STRUCTURAL CONSULTANTS ASSOCiATeS,INC. G INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.25 FOR 75 KSI STEEL. SEISMIC DESIGN CATEGORY • ••...•••••...•••••..--"...."""'..""""' B 12511 Emily Court H. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.50 FOR EPDXY COATED BARS. SHORING FOR FLOOR SYSTEMS (IF NOT RESHORED) __ 85% SITE PREPARATION SCHEMATIC BASIC SEISMIC -FORCE RESISTING SYSTEM: •.......••••••••••••••••••••••.•• . LIGHT FRAMED WALLS W/ Sugar Land, Texas 77478 J. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.30 IF BAR IS TO BE USED AS A TOP713.779.7252 800.422.7252 17. RESHORING WHEN REQUIRED, TO EXTEND AT LEAST TWO FLOORS BELOW FLOOR SUPPORTING FALSEWORK (OR SHEAR PANELS OF ALL OTHER MATERIALS FAX: 713.779.1173 BAR IN A BEAM OR SLAB WITH 12" OF FRESH CONCRETE BELOW THE BAR. GROUND FLOOR). LAYOUT AND PROCEDURE TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL. email: sca@scabouston.com K. THE FOLLOWING TABLES ASSUME ONE OF THE BELOW CONDITIONS, PER ACI, ARE MET: DESIGN BASE SHEAR .....•••......•••••• ...................••.......••• •••••••••••••••••••INDEPENDENT LIVING = 239k www.scaengLneers.com ASSISTED LIVING = 311k 18. AN INDEPENDENT CERTIFIED TESTING LABORATORY SHALL VERIFY AND PROVIDE REPORTS CERTIFYING THE Louisville, Kentucky 502.426.6789 1. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN db, CLEAR COVER HOLLOW CORE PLANK SPECIFICATIONS: NOT LESS THAN db AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN CODE MINIMUM FOLLOWING: Orlando, Florida 407.893.6200 A. CONCRETE PLANT BATCH TICKETS FOR EACH TRUCK VERIFY THAT THE CONCRETE MATCHES THE APPROVED SEISMIC RESPONSE COEFFICIENT (Cs):••••••••••••••••••••••••••••••.............•.............•. 0.0712 2. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2db AND CLEAR OVER DESIGN MIX. 1 HOLLOW CORE PLANKS SHALL BE GATE -CORE OR EQUAL. PLANKS SHALL BE DESIGNED TO NOT LESS THAN db B. CONCRETE SLUMP IS IN ACCORDANCE WITH APPROVED DESIGN MIX. SUPPORT THE SUPERIMPOSED DEAD AND LIVE LOADS, INCLUDING DETAILS OF CONNECTION RESPONSE MODIFICATION FACTOR (R): 2 Copyright © SCA Consulting Engineers of C. CONCRETE PLACEMENT OPERATIONS ARE IN ACCORDANCE WITH ACI SPECIFICATIONS. AND BEARING CONDITIONS. This document is copyrighted and is an instrument ANALYSIS PROCEDURE (ELFP OR MAP): �����••••••••-••••••••�--••••••••••---��-�-•••-••----•••••••••••••----•�••���������•���� ELFP service for the specific project for which it was prepared. CEMENT RATIO (W/C) DISCREPANCIES TO THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR ERECTION. A.C.I. STANDARD HOOK REINFORCING DEVELOPMENT LENGTH SCHEDULE (Lhb) AIR ENTRAINED 3. FOOTINGS SHALL BE POURED IMMEDIATELY AFTER EXCAVATION. 0.52 (MAX.) REINF. A.C.I. REINFORCING DEVELOPMENT LENGTH SCHEDULE (Ld) 4. ALL REINFORCING STEEL MARKED "CONTINUOUS" SHALL BE LAPPED PER THE "REINFORCING CONCRETE STRENGTH (PSI) ISSUE DATES REINF. REINF. SIZE 3000 4000 5000 6000 7000 8000 1 9000 10000 12000 #3 9" 8" 7" 6' 6" 6" 6" 6' 6' #4 11" 10" 9" 8" 8" 7" 7' 6" 6" #5 14" 12" 11" 10" 9" 9" 8" 8" 8" #6 17" 15" 13" 12" 11" 11' 10" 9" 9" #7 20" 1 17" 15' 14' 13' 12" 12" 11" 11" #8 22' 19" 17' 16" 15' 14' 13' 12" 12" #9 25" 22" 20" 18" 17' 16" 15" 14" 14" #10 28" 25' 22' 20" 19" 18' 17' 16" 16" #11 31" 27' 24' 1 22" 1 21' 1 19' 18'17' 51' 17' 7.7 ACI 318 LATEST EDITION. BLOTS SHALL BE EMBEDDED AT LEAST 7 INCHES INTO CONCRETE AND SPACED NOT LIVE LOAD DEAD LOAD STRUCTURAL MINIMUM COVER CONCRETE STRENGTH W/C RATIO Ldh L Ldh MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS OR - ROOF.........................................................•......--............-- 20 20 ELEMENT (INCHES) (PSI) AT 28 DAYS ANCHOR STRAPS PER PIECE WITH ONE BOLT OR ANCHOR STRAP LOCATED NOT MORE - UNITS (PRIVATE ROOMS & CORRIDORS SERVING THEM) ........... I .................... 40 25 FOOTINGS 3"ALL SURFACES 3000 .52 THAN 12 INCHES OR LESS THAN 4 INCHES FROM EACH END OF EACH PIECE. - BALCONIES (EXCEEDING 100 SQ Ff) .........................•. 40 35 GRADE BEAMS 3" BOTTOM, 3" SIDES, 1 1/2" TOP 3000 .52 CRITICAL SECTION CRITICAL SECTION A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH BOLT TO -PUBLIC AREAS (PUBLIC ROOMS &CORRIDORS SERVING THEM) ...................... 100 25 SLAB ON GRADE 3000 .52 CONVENTIONAL (MESH)- 2 5/8" BOTTOM 11. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR ANY OTHER ADDITIONAL THE PLATE. - LIGHT STORAGE . ..•••••................ "'-". 125 25 CONVENTIONAL (ONE LAYER REBAR)- 1 5/8" BOTTOM SLEEVES, ANCHORS, VENT OPENINGS, ETC., NOT SHOWN ON STRUCTURAL PLANS THAT MIGHT BE REQUIRED. CONVENTIONAL (TWO LAYER REBAR)- 1 1/2" TOP, 1 1/2" BOTTOM 12. PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND o SNOW LOAD TROWELING OPERATIONS UNTIL CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT � 0 w RETAINING WALLS & ELEVATOR PITS 1" TOP, 2" EXTERIOR, 3/4" INTERIOR 3000 .52 5000 45 SPRINKLE FREE CEMENT ON THE SLAB SURFACE. FINISHING OF SLAB SURFACES SHALL COMPLY WITH THE o L z < GROUND SNOW LOAD P ......••• .-""'"".....""""..... 20 PSF CONCRETE COLUMNS 1 1/2" RECOMMENDATIONS OF AC1 302.1 AND 304. Q - X' -XX" OF COMPACTED (Pg) 0 0 I- Iz 0 Q SELECT FILL IN SNOW LOAD IMPORTANCE FACTOR """""' """1NIDEPENDENT LIVING = 1.0 13. UNLESS NOTED OTHERWISE ON PLAN, CONTROL JOINTS TO BE LOCATED AT APPROXIMATELY 400 SQ. FT. � o v_ 5'-0' .MIN. BUILDING LINE ASSISTED LIVING = 1.1 PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. MINIMUM OF c� Q o ACCORDANCE W/ 5 SACKS OF CEMENT PER CUBIC YARD. GRIDS. ACTUAL LOCATION TO BE DETERMINED BY OWNER OR CONTRACTOR. CONTROL JOINT TO BE ZIP STRIP o z �_ z w ALL AROUND BUILDING GEOTECHNICAL REPORT 20 PSF OR EQUAL. ^ Q w = > PERIMETER IN FLAT -ROOF SNOW LOAD(Pf).............................. c� cn ACCORDANCE W/ SLAB CONSTRUCTION RECOMMENDATIONS. 7. FLYASH MAY BE USED TO REPLACE A PORTION OF THE PORTLAND CEMENT. THE RATIO OF FLYASH TO THE z cn SNOW EXPOSURE FACTOR (Ce) """' """""' """"""""""' """""""""""""""""' 0 g TOTAL OF THE FLYASH AND CEMENT IN A MIX SHALL NOT EXCEED 20%. FLYASH SHALL CONFORM TO ASTM C618, 1 /8" - 1 /4" � o z z = Q o GEOTECHNICAL REPOR SEE PLAN FINISH FLOOR TYPE C OR F. z < o z RECOMMENDATIONS. RE: ARCH THERMAL FACTOR (Ct) 1.0 8. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOBSITE. IT SHALL BE THE RESPONSIBILITY OF THE * 12 - WIND LOAD THE ADDITION OF WATER AT THE JOBSITE. THE USE OF PLASTICIZERS, TO COORDINATE WITH THE CONCRETE SUPPLIER TO ENSURE A PUMPABLE AND WORKABLE MIX WITHOUT LASTICIZERS, RETARDANTS AND OTHER ADDITIVES SHALL BE 1 MIN. �- AT THE OPTION OF THE CONTRACTOR SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER. FOLLOW THE o FINISH SURFACE BASIC WIND SPEED (3 -SECOND GUST) "" " 90 MPH RECOMMENDATIONS OF THE MANUFACTURER FOR THE PROPER USE OF ADDITIVES. THE USE OF CALCIUM CHLORIDE OF LANDSCAPING - - - - WIND IMPORTANCE FACTOR........................................................................................................INDEPENDENT LIVING = 1.0 OR OTHER CHLORIDE BEARING SALTS SHALL NOT BE PERMITTED. � 1'-0" CLAY CAP BELOW ASSISTED LIVING = 1.15 cn T - - - - - - 9. CONCRETE SLUMP TESTS SHALL BE MADE BEFORE AND AFTER THE ADDITION OF ADMIXTURES AND MAY BE m w (LONGITUDINAL OR TRANSVERSE) LANDSCAPING WHERE L NATURAL GRADE OCCUPANCY CATEGORY • •.•••.••• INDEPENDENT LIVING = II TAKEN AT THE BACK OF THE TRUCK. CONCRETE FOR THE PREPARATION OF TEST CYLINDERS SHALL BE TAKEN FROM y GEOTECHNICAL REPORT Project THE HOSE END FOR CONCRETE PLACED BY PUMP. IDENTIFIES MOISTURE MIN. 1/2 o ASSISTED LIVING = III APPROXIMATELY 400 SQ. FT. GRIDS. ACTUAL SENSITIVE SOIL.YB BARRINGTON LOCATION TO BE SUBMITTED BY CONTRACTOR WIND EXPOSURE................................................................................................................................ 1o. REINFORCING STEEL SPLICE NOTES: INTERNAL PRESSURE COEFFICIENT••.••......••...............""'.......""................. t-0.18 at CARMEL 1. ALL REINFORCING STEEL SHALL BE SPLICED AS NOTED BELOW AND AS REQUIRED IN THE A.C.I. BUILDING TYP . CONTROL J0INT DETAIL (SLAB ON G RADE)SELECT FILL IN ACCORDANCE COMPONENT AND CLADDING PRESSURES: (NET, SEE PRESSURE ZONE DETAILS) CODE (LATEST EDITION). W/ GEOTECHNICAL REPORT A. Ld NOTED IN THE DETAILS AND TABLES BELOW IS THE STRAIGHT BAR DEVELOPMENT LENGTH PER RECOMENDATIONS SEISMIC DESIGN DATA TABLE (IBC) LINE OF EXCAVATION. CARMEN, INDIANA ACI -318. 14. PROVIDE 7 DAY CURING OF SLAB IMMEDIATELY AFTER FINISHING USING ONE OF THE FOLLOWING METHODS: * INITIAL ROUGH GRADING SHALL BE THE SUBGRADE SHALL BE PREPARED IN SITE CLASSIFICATION: .......................................................................................................................... C B. CLASS B LAP SPLICE TABLE SHALL BE USED FOR ALL LAP SPLICES AND BAR DEVELOPMENT UNLESS A. CONTINUOUSLY WATERED BURLAP COMPLETED W/ NATURAL CLAY NOTED OTHERWISE. MATERIALS (NO SAND ALLOWED PRIOR ACCORDANCE W/ GEOTECHNICAL REPORT SEISMIC IMPORTANCE FACTOR: . .----•••••---•••••-----•••---.......................-----.........-.--..-..........------••••••--INDEPENDENT LIVING = 1.0 LES CONSTRUC110N COMP 0 ED B. WATERPROOF MEMBRANES ) RECOMMENDATIONS. THE TESTING C. ALL REINFORCING STEEL MARKED SHALL BE LAPPED WITH A CLASS B LAP SPLICE AND C. SPRAYED -ON LIQUID MEMBRANE TO FORM SETTING. IT SHALL SLOPE LABORATORY SHALL TEST AND APPROVE ASSISTED LIVING = 1.25 CONTINUOUS 1 "/FT. FOR THE FIRST 5' & 6" MIN. THE MOISTURE CONTENT AND DENSITY OF AROUND CORNERS OR INTERSECTIONS WITH A STANDARD 90 DEGREE HOOK. 15. PROTECT THE CONCRETE SURFACE BETWEEN FINISHING OPERATIONS ON HOT, DRY DAYS OR ANY OTHER TIME IN 10' TO INSURE POSITIVE DRAINAGE THE SUBGRADE PRIOR TO PLACEMENT OCCUPANCY CATEGORY:......---••••----•••••--••••••...........................••••.•.............................•••••--.-.•.••••.•INDEPENDENT LIVING = II AWAY FROM THE SLAB. OF ANY FILL MATERIAL. D. SPLICE TOP BARS AT CENTER OF SPAN; SPLICE BOTTOM BARS AT SUPPORTS WITH CLASS B LAP THAT PLASTIC SHRINKAGE CRACKS COULD DEVELOP BY USING WET BURLAP, PLASTIC MEMBRANE OR FOGGING. NOTE TO OWNER ASSISTED LIVING = III SPLICE. PROTECT CONCRETE SLAB AT ALL TIMES FROM RAIN, HAIL OR OTHER INJURIOUS EFFECTS. DRAINAGE OF THE SITE MUST BE MAINTAINED NOTE TO CONTRACTOR E. SPLICE ALL VERTICAL BARS IN COLUMNS AND VERTICAL AND HORIZONTAL BARS IN SHEAR WALLS WITH A THROUGHOUT THE LIFE OF THE STRUCTURE. PROVIDE PUMPS ON SITE AND MAPPED SPECTRAL RESPONSE ACCELERATIONS: S s 0.178 16. UNLESS SPECIFIED, CONCRETE MUST REACH THE FOLLOWING PERCENTAGES OF ITS 28 -DAY COMPRESSIVE THE SOIL AT THIS SITE (SEE GEOTECHNICAL REMOVE ANY WATER FROM THE STRENGTH (F'c), BEFORE FORMS MAY BE REMOVED. SITE 100% OF THE TIME. S 1 0.089 CLASS B LAP SPLICE UNLESS NOTED OTHERWISE. REPORT) MAY BE HIGHLY SENSITIVE TO STANDING WATER IN THE CHANGE IN THE SOIL MOISTURE CONTENT SPECTRAL RESPONSE COEFFICIENTS: • ••-----••••••.-----------••••• S Ds 0.142 CONSULTING F. LAP SPLICES FOR #14 AND LARGER BARS SHALL BE MADE WITH MECHANICAL COUPLERS TO DEVELOP EXCAVATION AT ANYTIME DAY 125% OF THE BARS CAPACITY. WALLS, COLUMNS, & BEAM SIDES 40% AND WILL DAMAGE THE STRUCTURE IF THE OR NIGHT IS UNACCEPTABLE. MOISTURE CONTENT DECREASES OR S D1 0.101 ENGINEERS JOIST PANS & BEAM BOTTOMS (IF RESHORED) _Y70% INCREASES. STRUCTURAL CONSULTANTS ASSOCiATeS,INC. G INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.25 FOR 75 KSI STEEL. SEISMIC DESIGN CATEGORY • ••...•••••...•••••..--"...."""'..""""' B 12511 Emily Court H. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.50 FOR EPDXY COATED BARS. SHORING FOR FLOOR SYSTEMS (IF NOT RESHORED) __ 85% SITE PREPARATION SCHEMATIC BASIC SEISMIC -FORCE RESISTING SYSTEM: •.......••••••••••••••••••••••.•• . LIGHT FRAMED WALLS W/ Sugar Land, Texas 77478 J. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.30 IF BAR IS TO BE USED AS A TOP713.779.7252 800.422.7252 17. RESHORING WHEN REQUIRED, TO EXTEND AT LEAST TWO FLOORS BELOW FLOOR SUPPORTING FALSEWORK (OR SHEAR PANELS OF ALL OTHER MATERIALS FAX: 713.779.1173 BAR IN A BEAM OR SLAB WITH 12" OF FRESH CONCRETE BELOW THE BAR. GROUND FLOOR). LAYOUT AND PROCEDURE TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL. email: sca@scabouston.com K. THE FOLLOWING TABLES ASSUME ONE OF THE BELOW CONDITIONS, PER ACI, ARE MET: DESIGN BASE SHEAR .....•••......•••••• ...................••.......••• •••••••••••••••••••INDEPENDENT LIVING = 239k www.scaengLneers.com ASSISTED LIVING = 311k 18. AN INDEPENDENT CERTIFIED TESTING LABORATORY SHALL VERIFY AND PROVIDE REPORTS CERTIFYING THE Louisville, Kentucky 502.426.6789 1. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN db, CLEAR COVER HOLLOW CORE PLANK SPECIFICATIONS: NOT LESS THAN db AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN CODE MINIMUM FOLLOWING: Orlando, Florida 407.893.6200 A. CONCRETE PLANT BATCH TICKETS FOR EACH TRUCK VERIFY THAT THE CONCRETE MATCHES THE APPROVED SEISMIC RESPONSE COEFFICIENT (Cs):••••••••••••••••••••••••••••••.............•.............•. 0.0712 2. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2db AND CLEAR OVER DESIGN MIX. 1 HOLLOW CORE PLANKS SHALL BE GATE -CORE OR EQUAL. PLANKS SHALL BE DESIGNED TO NOT LESS THAN db B. CONCRETE SLUMP IS IN ACCORDANCE WITH APPROVED DESIGN MIX. SUPPORT THE SUPERIMPOSED DEAD AND LIVE LOADS, INCLUDING DETAILS OF CONNECTION RESPONSE MODIFICATION FACTOR (R): 2 Copyright © SCA Consulting Engineers of C. CONCRETE PLACEMENT OPERATIONS ARE IN ACCORDANCE WITH ACI SPECIFICATIONS. AND BEARING CONDITIONS. This document is copyrighted and is an instrument ANALYSIS PROCEDURE (ELFP OR MAP): �����••••••••-••••••••�--••••••••••---��-�-•••-••----•••••••••••••----•�••���������•���� ELFP service for the specific project for which it was prepared. CEMENT RATIO (W/C) DISCREPANCIES TO THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR ERECTION. CLASS B SPLICE (TO BE USED U.N.O.) AIR ENTRAINED 3. FOOTINGS SHALL BE POURED IMMEDIATELY AFTER EXCAVATION. 0.52 (MAX.) 3 BEARING PADS, IF REQUIRED FOR UNIFORM BEARING ASSURANCE OR TO RELIEVE STRESSES WITHIN THE STRUCTURE, SHALL BE 1/8" ELASTOMERIC PADS OF 50 - 70 DUROMETER HARDNESS OR EQUAL. A.C.I. REINFORCING DEVELOPMENT LENGTH SCHEDULE (Ld) 4. ALL REINFORCING STEEL MARKED "CONTINUOUS" SHALL BE LAPPED PER THE "REINFORCING 2. AT CONSTRUCTION ISSUE, THESE DRAWINGS REPRESENT STRUCTURAL COMPONENTS IN THEIR ISSUE DATES REINF. REINF. FINAL AND FINISHED STATE. CONSTRUCTION PROCEDURES, BRACING, METHODS, SAFETY 20. CONSTRUCTION VEHICLE LOADS SHALL NOT BE PERMITTED ON ELEVATED SLABS AT ANY TIME. 21. ALL RETAINING WALLS TO BE BRACED UNTIL UPPER SLAB IS IN PLACE AND HAS REACHED 70% OF ITS DESIGN CONCRETE STRENGTH (PSI) STEEL SPLICE NOTES". PROVIDE CORNER BARS AT INTERSECTIONS & CORNERS. PRECAUTIONS OR MECHANICAL REQUIREMENTS USED TO ERECT THEM ARE THE SOLE �1t111mtt to � �- SIZE 3000 RESPONSIBILITY OF THE GENERAL CONTRACTOR OR SUBCONTRACTOR DOING THE WORK. 5000 6000 7000 8000 5. LAP TOP BARS AT CENTER OF SPAN; LAP BOTTOM BARS AT SUPPORTS. 12000 #3 23' 6. THERE SHALL BE NO PLUMBING LINES RUNNING PARALLEL TO, WITHIN OR UNDER ANY DESIGN CRITERIA 16" 16" FOUNDATION BEAM. #4 29' 25' 7. PLACE A 10 MIL VAPOR RETARDER OF POLYETHYLENE UNDER ALL CONCRETE SLABS. CODE .................................................. IBC 2006 16" 16" 8. FOUNDATION PLATES OR SILL PLATES SHALL BE BOLTED OR ANCHORED TO THE 37" 32" 29" 26" 24" 23" DESIGN LOADS (PSF) 16" #6 FOUNDATION WITH NOT LESS THAN 1/2" 0 STEEL BOLTS OR APPROVED ANCHORS. 38' 34' 32' 29' 7.7 ACI 318 LATEST EDITION. BLOTS SHALL BE EMBEDDED AT LEAST 7 INCHES INTO CONCRETE AND SPACED NOT LIVE LOAD DEAD LOAD STRUCTURAL MINIMUM COVER CONCRETE STRENGTH W/C RATIO Ldh L Ldh MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS OR - ROOF.........................................................•......--............-- 20 20 ELEMENT (INCHES) (PSI) AT 28 DAYS ANCHOR STRAPS PER PIECE WITH ONE BOLT OR ANCHOR STRAP LOCATED NOT MORE - UNITS (PRIVATE ROOMS & CORRIDORS SERVING THEM) ........... I .................... 40 25 FOOTINGS 3"ALL SURFACES 3000 .52 THAN 12 INCHES OR LESS THAN 4 INCHES FROM EACH END OF EACH PIECE. - BALCONIES (EXCEEDING 100 SQ Ff) .........................•. 40 35 GRADE BEAMS 3" BOTTOM, 3" SIDES, 1 1/2" TOP 3000 .52 CRITICAL SECTION CRITICAL SECTION A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH BOLT TO -PUBLIC AREAS (PUBLIC ROOMS &CORRIDORS SERVING THEM) ...................... 100 25 SLAB ON GRADE 3000 .52 CONVENTIONAL (MESH)- 2 5/8" BOTTOM 11. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR ANY OTHER ADDITIONAL THE PLATE. - LIGHT STORAGE . ..•••••................ "'-". 125 25 CONVENTIONAL (ONE LAYER REBAR)- 1 5/8" BOTTOM SLEEVES, ANCHORS, VENT OPENINGS, ETC., NOT SHOWN ON STRUCTURAL PLANS THAT MIGHT BE REQUIRED. CONVENTIONAL (TWO LAYER REBAR)- 1 1/2" TOP, 1 1/2" BOTTOM 12. PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND o SNOW LOAD TROWELING OPERATIONS UNTIL CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT � 0 w RETAINING WALLS & ELEVATOR PITS 1" TOP, 2" EXTERIOR, 3/4" INTERIOR 3000 .52 5000 45 SPRINKLE FREE CEMENT ON THE SLAB SURFACE. FINISHING OF SLAB SURFACES SHALL COMPLY WITH THE o L z < GROUND SNOW LOAD P ......••• .-""'"".....""""..... 20 PSF CONCRETE COLUMNS 1 1/2" RECOMMENDATIONS OF AC1 302.1 AND 304. Q - X' -XX" OF COMPACTED (Pg) 0 0 I- Iz 0 Q SELECT FILL IN SNOW LOAD IMPORTANCE FACTOR """""' """1NIDEPENDENT LIVING = 1.0 13. UNLESS NOTED OTHERWISE ON PLAN, CONTROL JOINTS TO BE LOCATED AT APPROXIMATELY 400 SQ. FT. � o v_ 5'-0' .MIN. BUILDING LINE ASSISTED LIVING = 1.1 PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. MINIMUM OF c� Q o ACCORDANCE W/ 5 SACKS OF CEMENT PER CUBIC YARD. GRIDS. ACTUAL LOCATION TO BE DETERMINED BY OWNER OR CONTRACTOR. CONTROL JOINT TO BE ZIP STRIP o z �_ z w ALL AROUND BUILDING GEOTECHNICAL REPORT 20 PSF OR EQUAL. ^ Q w = > PERIMETER IN FLAT -ROOF SNOW LOAD(Pf).............................. c� cn ACCORDANCE W/ SLAB CONSTRUCTION RECOMMENDATIONS. 7. FLYASH MAY BE USED TO REPLACE A PORTION OF THE PORTLAND CEMENT. THE RATIO OF FLYASH TO THE z cn SNOW EXPOSURE FACTOR (Ce) """' """""' """"""""""' """""""""""""""""' 0 g TOTAL OF THE FLYASH AND CEMENT IN A MIX SHALL NOT EXCEED 20%. FLYASH SHALL CONFORM TO ASTM C618, 1 /8" - 1 /4" � o z z = Q o GEOTECHNICAL REPOR SEE PLAN FINISH FLOOR TYPE C OR F. z < o z RECOMMENDATIONS. RE: ARCH THERMAL FACTOR (Ct) 1.0 8. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOBSITE. IT SHALL BE THE RESPONSIBILITY OF THE * 12 - WIND LOAD THE ADDITION OF WATER AT THE JOBSITE. THE USE OF PLASTICIZERS, TO COORDINATE WITH THE CONCRETE SUPPLIER TO ENSURE A PUMPABLE AND WORKABLE MIX WITHOUT LASTICIZERS, RETARDANTS AND OTHER ADDITIVES SHALL BE 1 MIN. �- AT THE OPTION OF THE CONTRACTOR SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER. FOLLOW THE o FINISH SURFACE BASIC WIND SPEED (3 -SECOND GUST) "" " 90 MPH RECOMMENDATIONS OF THE MANUFACTURER FOR THE PROPER USE OF ADDITIVES. THE USE OF CALCIUM CHLORIDE OF LANDSCAPING - - - - WIND IMPORTANCE FACTOR........................................................................................................INDEPENDENT LIVING = 1.0 OR OTHER CHLORIDE BEARING SALTS SHALL NOT BE PERMITTED. � 1'-0" CLAY CAP BELOW ASSISTED LIVING = 1.15 cn T - - - - - - 9. CONCRETE SLUMP TESTS SHALL BE MADE BEFORE AND AFTER THE ADDITION OF ADMIXTURES AND MAY BE m w (LONGITUDINAL OR TRANSVERSE) LANDSCAPING WHERE L NATURAL GRADE OCCUPANCY CATEGORY • •.•••.••• INDEPENDENT LIVING = II TAKEN AT THE BACK OF THE TRUCK. CONCRETE FOR THE PREPARATION OF TEST CYLINDERS SHALL BE TAKEN FROM y GEOTECHNICAL REPORT Project THE HOSE END FOR CONCRETE PLACED BY PUMP. IDENTIFIES MOISTURE MIN. 1/2 o ASSISTED LIVING = III APPROXIMATELY 400 SQ. FT. GRIDS. ACTUAL SENSITIVE SOIL.YB BARRINGTON LOCATION TO BE SUBMITTED BY CONTRACTOR WIND EXPOSURE................................................................................................................................ 1o. REINFORCING STEEL SPLICE NOTES: INTERNAL PRESSURE COEFFICIENT••.••......••...............""'.......""................. t-0.18 at CARMEL 1. ALL REINFORCING STEEL SHALL BE SPLICED AS NOTED BELOW AND AS REQUIRED IN THE A.C.I. BUILDING TYP . CONTROL J0INT DETAIL (SLAB ON G RADE)SELECT FILL IN ACCORDANCE COMPONENT AND CLADDING PRESSURES: (NET, SEE PRESSURE ZONE DETAILS) CODE (LATEST EDITION). W/ GEOTECHNICAL REPORT A. Ld NOTED IN THE DETAILS AND TABLES BELOW IS THE STRAIGHT BAR DEVELOPMENT LENGTH PER RECOMENDATIONS SEISMIC DESIGN DATA TABLE (IBC) LINE OF EXCAVATION. CARMEN, INDIANA ACI -318. 14. PROVIDE 7 DAY CURING OF SLAB IMMEDIATELY AFTER FINISHING USING ONE OF THE FOLLOWING METHODS: * INITIAL ROUGH GRADING SHALL BE THE SUBGRADE SHALL BE PREPARED IN SITE CLASSIFICATION: .......................................................................................................................... C B. CLASS B LAP SPLICE TABLE SHALL BE USED FOR ALL LAP SPLICES AND BAR DEVELOPMENT UNLESS A. CONTINUOUSLY WATERED BURLAP COMPLETED W/ NATURAL CLAY NOTED OTHERWISE. MATERIALS (NO SAND ALLOWED PRIOR ACCORDANCE W/ GEOTECHNICAL REPORT SEISMIC IMPORTANCE FACTOR: . .----•••••---•••••-----•••---.......................-----.........-.--..-..........------••••••--INDEPENDENT LIVING = 1.0 LES CONSTRUC110N COMP 0 ED B. WATERPROOF MEMBRANES ) RECOMMENDATIONS. THE TESTING C. ALL REINFORCING STEEL MARKED SHALL BE LAPPED WITH A CLASS B LAP SPLICE AND C. SPRAYED -ON LIQUID MEMBRANE TO FORM SETTING. IT SHALL SLOPE LABORATORY SHALL TEST AND APPROVE ASSISTED LIVING = 1.25 CONTINUOUS 1 "/FT. FOR THE FIRST 5' & 6" MIN. THE MOISTURE CONTENT AND DENSITY OF AROUND CORNERS OR INTERSECTIONS WITH A STANDARD 90 DEGREE HOOK. 15. PROTECT THE CONCRETE SURFACE BETWEEN FINISHING OPERATIONS ON HOT, DRY DAYS OR ANY OTHER TIME IN 10' TO INSURE POSITIVE DRAINAGE THE SUBGRADE PRIOR TO PLACEMENT OCCUPANCY CATEGORY:......---••••----•••••--••••••...........................••••.•.............................•••••--.-.•.••••.•INDEPENDENT LIVING = II AWAY FROM THE SLAB. OF ANY FILL MATERIAL. D. SPLICE TOP BARS AT CENTER OF SPAN; SPLICE BOTTOM BARS AT SUPPORTS WITH CLASS B LAP THAT PLASTIC SHRINKAGE CRACKS COULD DEVELOP BY USING WET BURLAP, PLASTIC MEMBRANE OR FOGGING. NOTE TO OWNER ASSISTED LIVING = III SPLICE. PROTECT CONCRETE SLAB AT ALL TIMES FROM RAIN, HAIL OR OTHER INJURIOUS EFFECTS. DRAINAGE OF THE SITE MUST BE MAINTAINED NOTE TO CONTRACTOR E. SPLICE ALL VERTICAL BARS IN COLUMNS AND VERTICAL AND HORIZONTAL BARS IN SHEAR WALLS WITH A THROUGHOUT THE LIFE OF THE STRUCTURE. PROVIDE PUMPS ON SITE AND MAPPED SPECTRAL RESPONSE ACCELERATIONS: S s 0.178 16. UNLESS SPECIFIED, CONCRETE MUST REACH THE FOLLOWING PERCENTAGES OF ITS 28 -DAY COMPRESSIVE THE SOIL AT THIS SITE (SEE GEOTECHNICAL REMOVE ANY WATER FROM THE STRENGTH (F'c), BEFORE FORMS MAY BE REMOVED. SITE 100% OF THE TIME. S 1 0.089 CLASS B LAP SPLICE UNLESS NOTED OTHERWISE. REPORT) MAY BE HIGHLY SENSITIVE TO STANDING WATER IN THE CHANGE IN THE SOIL MOISTURE CONTENT SPECTRAL RESPONSE COEFFICIENTS: • ••-----••••••.-----------••••• S Ds 0.142 CONSULTING F. LAP SPLICES FOR #14 AND LARGER BARS SHALL BE MADE WITH MECHANICAL COUPLERS TO DEVELOP EXCAVATION AT ANYTIME DAY 125% OF THE BARS CAPACITY. WALLS, COLUMNS, & BEAM SIDES 40% AND WILL DAMAGE THE STRUCTURE IF THE OR NIGHT IS UNACCEPTABLE. MOISTURE CONTENT DECREASES OR S D1 0.101 ENGINEERS JOIST PANS & BEAM BOTTOMS (IF RESHORED) _Y70% INCREASES. STRUCTURAL CONSULTANTS ASSOCiATeS,INC. G INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.25 FOR 75 KSI STEEL. SEISMIC DESIGN CATEGORY • ••...•••••...•••••..--"...."""'..""""' B 12511 Emily Court H. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.50 FOR EPDXY COATED BARS. SHORING FOR FLOOR SYSTEMS (IF NOT RESHORED) __ 85% SITE PREPARATION SCHEMATIC BASIC SEISMIC -FORCE RESISTING SYSTEM: •.......••••••••••••••••••••••.•• . LIGHT FRAMED WALLS W/ Sugar Land, Texas 77478 J. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.30 IF BAR IS TO BE USED AS A TOP713.779.7252 800.422.7252 17. RESHORING WHEN REQUIRED, TO EXTEND AT LEAST TWO FLOORS BELOW FLOOR SUPPORTING FALSEWORK (OR SHEAR PANELS OF ALL OTHER MATERIALS FAX: 713.779.1173 BAR IN A BEAM OR SLAB WITH 12" OF FRESH CONCRETE BELOW THE BAR. GROUND FLOOR). LAYOUT AND PROCEDURE TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL. email: sca@scabouston.com K. THE FOLLOWING TABLES ASSUME ONE OF THE BELOW CONDITIONS, PER ACI, ARE MET: DESIGN BASE SHEAR .....•••......•••••• ...................••.......••• •••••••••••••••••••INDEPENDENT LIVING = 239k www.scaengLneers.com ASSISTED LIVING = 311k 18. AN INDEPENDENT CERTIFIED TESTING LABORATORY SHALL VERIFY AND PROVIDE REPORTS CERTIFYING THE Louisville, Kentucky 502.426.6789 1. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN db, CLEAR COVER HOLLOW CORE PLANK SPECIFICATIONS: NOT LESS THAN db AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN CODE MINIMUM FOLLOWING: Orlando, Florida 407.893.6200 A. CONCRETE PLANT BATCH TICKETS FOR EACH TRUCK VERIFY THAT THE CONCRETE MATCHES THE APPROVED SEISMIC RESPONSE COEFFICIENT (Cs):••••••••••••••••••••••••••••••.............•.............•. 0.0712 2. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2db AND CLEAR OVER DESIGN MIX. 1 HOLLOW CORE PLANKS SHALL BE GATE -CORE OR EQUAL. PLANKS SHALL BE DESIGNED TO NOT LESS THAN db B. CONCRETE SLUMP IS IN ACCORDANCE WITH APPROVED DESIGN MIX. SUPPORT THE SUPERIMPOSED DEAD AND LIVE LOADS, INCLUDING DETAILS OF CONNECTION RESPONSE MODIFICATION FACTOR (R): 2 Copyright © SCA Consulting Engineers of C. CONCRETE PLACEMENT OPERATIONS ARE IN ACCORDANCE WITH ACI SPECIFICATIONS. AND BEARING CONDITIONS. This document is copyrighted and is an instrument ANALYSIS PROCEDURE (ELFP OR MAP): �����••••••••-••••••••�--••••••••••---��-�-•••-••----•••••••••••••----•�••���������•���� ELFP service for the specific project for which it was prepared. WATER CEMENT RATIO (W/C) D. CONTROL JOINTS ARE INSTALLED WITHIN THE ACI TIME ALLOWANCE. E. PROPER CURING METHODS ARE BEING UTILIZED. CLASS B SPLICE (TO BE USED U.N.O.) AIR ENTRAINED eter In Reuse, copying or modification of this document whh hard copy or electronic format other than for the specific purpose intended, without written permission from SCA 0.52 (MAX.) 3 BEARING PADS, IF REQUIRED FOR UNIFORM BEARING ASSURANCE OR TO RELIEVE STRESSES WITHIN THE STRUCTURE, SHALL BE 1/8" ELASTOMERIC PADS OF 50 - 70 DUROMETER HARDNESS OR EQUAL. A.C.I. REINFORCING DEVELOPMENT LENGTH SCHEDULE (Ld) A.C.I. REINFORCING DEVELOPMENT LENGTH SCHEDULE (1.3 Ld) 19. NO CONCRETE SHALL BE PLACED OUTSIDE OF THESE SPECIFICATIONS WITHOUT THE OWNER'S PRIOR APPROVAL. ANY ITEMS NOT IN COMPLIANCE WITH THE OUTLINED SPECIFICATION SHALL BE REPORTED TO THE OWNER AND ISSUE DATES REINF. REINF. 5000 20. CONSTRUCTION VEHICLE LOADS SHALL NOT BE PERMITTED ON ELEVATED SLABS AT ANY TIME. 21. ALL RETAINING WALLS TO BE BRACED UNTIL UPPER SLAB IS IN PLACE AND HAS REACHED 70% OF ITS DESIGN CONCRETE STRENGTH (PSI) 6000 Design Development 06-06-11 Bid Issue xxxxx Permit Issue �1t111mtt to � �- SIZE 3000 4000 5000 6000 7000 8000 10000 12000 #3 23' 20" 17" 16" 16' 16" 16" 16" #4 29' 25' 23" 21' 20" 19" 16" 16" #5 37" 32" 29" 26" 24" 23" 16" 16" #6 43' 38' 34' 32' 29' 28" 20" 20" #7 63" 55' W. 45" 42" 39" 36" 36" #8 72" 63" 56" 51" 47" 45" 39" 39" #9 81" 71' 63" 58" 54' 50" 45" 45" #10 91" 80" 71' 65' 60' 56' 51' 51' #11 102" W. 78" 72' 67" 63" 56" 56" WATER CEMENT RATIO (W/C) D. CONTROL JOINTS ARE INSTALLED WITHIN THE ACI TIME ALLOWANCE. E. PROPER CURING METHODS ARE BEING UTILIZED. 2 BEARING SURFACES SHALL BE TRUE TO LINE AND GRADE, SMOOTH AND LEVEL AND SHALL PROVIDE A MINIMUM BEARING SURFACE OF 2 1/2 AT EACH END OF HOLLOW CORE PLANKS. AIR ENTRAINED eter In Reuse, copying or modification of this document whh hard copy or electronic format other than for the specific purpose intended, without written permission from SCA 0.52 (MAX.) 3 BEARING PADS, IF REQUIRED FOR UNIFORM BEARING ASSURANCE OR TO RELIEVE STRESSES WITHIN THE STRUCTURE, SHALL BE 1/8" ELASTOMERIC PADS OF 50 - 70 DUROMETER HARDNESS OR EQUAL. A.C.I. REINFORCING DEVELOPMENT LENGTH SCHEDULE (Ld) Consulting Engineers is a violation of federal copyright law. The ideas, concepts, inventions or methods described herein are Patent Pending and are the sole property of SCA Consulting Engineers. 19. NO CONCRETE SHALL BE PLACED OUTSIDE OF THESE SPECIFICATIONS WITHOUT THE OWNER'S PRIOR APPROVAL. ANY ITEMS NOT IN COMPLIANCE WITH THE OUTLINED SPECIFICATION SHALL BE REPORTED TO THE OWNER AND ISSUE DATES REINF. STRUCTURAL ENGINEER WITHIN 24 HOURS. 5000 20. CONSTRUCTION VEHICLE LOADS SHALL NOT BE PERMITTED ON ELEVATED SLABS AT ANY TIME. 21. ALL RETAINING WALLS TO BE BRACED UNTIL UPPER SLAB IS IN PLACE AND HAS REACHED 70% OF ITS DESIGN 4 CONCRETE TOPPING SHALL BE PLACED BY THE GENERAL CONTRACTOR WITH REGULAR WEIGHT CONCRETE OF 3,000 PSI COMPRESSIVE STRENGTH TO A MINIMUM THICKNESS OF 2" AND REINFORCED WITH A 6X6 W2.9XW2.9 WELDED WIRE MESH. THE CONCRETE TOPPING SHALL BE CONSIDERED COMPOSITE AND WILL BE USED IN ESTABLISHING THE DESIGN STRENGTH OF THE HOLLOW CORE UNITS.' 6000 Design Development 06-06-11 Bid Issue xxxxx Permit Issue �1t111mtt to � �- 3000 STRENGTH OR THE RETAINING WALL HAS REACHED 100% OF ITS DESIGN STRENGTH AND UNTIL THE BACKFILLING HAS BEEN COMPLETED. PROVIDE GRANULAR BACKFILL AND PERFORATED DRAIN PIPE CONNECTED TO SITE DRAINAGE, RE: CIVIL PLAN. 5 PLANK CONCRETE SHALL BE 3,500 PSI AT TIME OF INITIAL PRESTRESS AND 5,000 PSI AT 28 DAYS. THE DESIGN ANALYSIS SHALL BE ELECTRONICALLY COMPUTED IN CONFORMANCE WITH ACI 318 LATEST EDITION AND AVAILABLE TO THE ARCHITECT AND ENGINEER FOR REVIEW. 8000 08-01-11 Construction ue xxxxx _ X100 1 98 .a =C \ V.t ���.•1' .�>�- WATER CEMENT RATIO (W/C) CONCRETE f CLASS A SPLICE (USE ONLY IF NOTED ON DRAWINGS) AIR ENTRAINED 3000 0.52 (MAX.) 0.46 (MAX.) A.C.I. REINFORCING DEVELOPMENT LENGTH SCHEDULE (Ld) 0.44 (MAX.) 0.35 (MAX.) 4500 REINF. 0.34 (MAX.) 5000 CONCRETE STRENGTH (PSI) 0.33 (MAX.) 6000 0.41 (MAX.) SIZE 3000 4000 5000 1 6000 7000 8000 10000 12000 #3 17" 15 13" 12" 12' 12" 12" 12" #4 22' 19" 17" 16" 15' 14' 12" 12" #5 1 28' 24" V. 20" 18" 17" 12" 12' #6 1 33" 29' 26" 24" 22" 21' 15" 15- #7 48" 42" 38" 34" 32" 30" 27" 27" #8 55" 48" 43" 39" 36" M. W. 30" #9 62" 54" 48" 44" 41" 38" 34" 34' #10 70" 61" 1 54' 50" 46" 43'+329" 39" #11 78" 67' 60 55 51 483' 43" WATER CEMENT RATIO (W/C) CONCRETE f NON -AIR ENTRAINED AIR ENTRAINED 3000 0.52 (MAX.) 0.46 (MAX.) 4000 0.44 (MAX.) 0.35 (MAX.) 4500 0.43 (MAX.) 0.34 (MAX.) 5000 0.42 (MAX.) 0.33 (MAX.) 6000 0.41 (MAX.) 0.33 (MAX.) 7000 0.36 (MAX.) 0.33 (MAX.) 8000 0.33 (MAX.) 0.33 (MAX.) 9 THE TOP OF THE GROUTED KEY, PRIOR TO INITIAL SET, SHALL HAVE ANY EXCESS GROUT REMOVED, LEAVING AFTER "GROUT SHRINKAGE" A FLUSH AND FINISHED APPEARANCE TO THE JOINT ADEQUATELY SMOOTH SO AS TO PRESENT A SURFACE WITH NO SHARP OR NOTICEABLE VERTICAL RISES BETWEEN SLABS THAT MIGHT INTERFERE WITH THE PLACING OF INSULATION ROOFING AND/OR CARPETING. 10 THE GROUTED JOINT SHALL BE ALLOWED NOT LESS THAN 24 HOURS CURING TIME AFTER INITIAL SET BEFORE ANY SHORES AND LEVELING DEVICES ARE REMOVED OR ANY CONST- RUCTION LOADS APPLIED. 11 AT NO TIME SHALL CONSTRUCTION LOADS ON THE HOLLOW CORE BE OF SUCH MAGNITUDE Drawn LHB Project 211071 AS TO INDUCE MORE THAN ALLOWABLE STRESSES AS PRESCRIBED BY ACI 318 LATEST EDITION. Check Sheet Date IS9.01 DRAWING NAME S901 CONV .dwg 7-29-11 6:11 PM begnaudl 6 ALL HOLES SHALL BE FIELD CUT BY THE TRADES REQUIRING THEM BY MEANS OF POWER SAW OR CORE DRILLS AFTER LOCATION IS APPROVED BY THE ARCHITECT AND MANUFACTURER. ALL UNSIGHTLY SPALLS OR CHIPS MUST BE REPAIRED. HOLES MAY BE CUT 24 HOURS 7111; `0 Revisions AFTER GROUTING. 7 GROUT SHALL CONSIST OF A MIXTURE OF NOT LESS THAN ONE PART PORTLAND CEMENT TO THREE PARTS OF SAND AND THE CONSISTENCY SHALL BE SUCH THAT WHILE BEING FLUID ENOUGH TO FILL THE JOINTS WITHOUT EXCESSIVE SEEPAGE, WILL YIELD 3,500 PSI COMP- RESSIVE AT 28 DAYS. 8 GROUT FOR KEYWAY JOINTS SHALL BE PLACED FROM THE TOP OF THE SLABS IN A WORK- MAN -LIKE MANNER BY APPROPRIATE SKILLED TRADESMEN UTILIZING APPROVED METHODS AND GENERAL SPECIFICATIONS EQUIPMENT. ANY GROUT THAT SEEPS THROUGH THE JOINT OR SPLASHES ON THE FLOOR, AND EXCESS SHALL BE CLEANED OFF AND REMOVED FROM THE SITE. 9 THE TOP OF THE GROUTED KEY, PRIOR TO INITIAL SET, SHALL HAVE ANY EXCESS GROUT REMOVED, LEAVING AFTER "GROUT SHRINKAGE" A FLUSH AND FINISHED APPEARANCE TO THE JOINT ADEQUATELY SMOOTH SO AS TO PRESENT A SURFACE WITH NO SHARP OR NOTICEABLE VERTICAL RISES BETWEEN SLABS THAT MIGHT INTERFERE WITH THE PLACING OF INSULATION ROOFING AND/OR CARPETING. 10 THE GROUTED JOINT SHALL BE ALLOWED NOT LESS THAN 24 HOURS CURING TIME AFTER INITIAL SET BEFORE ANY SHORES AND LEVELING DEVICES ARE REMOVED OR ANY CONST- RUCTION LOADS APPLIED. 11 AT NO TIME SHALL CONSTRUCTION LOADS ON THE HOLLOW CORE BE OF SUCH MAGNITUDE Drawn LHB Project 211071 AS TO INDUCE MORE THAN ALLOWABLE STRESSES AS PRESCRIBED BY ACI 318 LATEST EDITION. Check Sheet Date IS9.01 DRAWING NAME S901 CONV .dwg 7-29-11 6:11 PM begnaudl