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Home My WebLink Aboutscan-21GENERAL NOTES A. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER THESE STANDARD STRUCTURAL NOTES. TYPICAL DETAILS SHALL BE USED WHENEVER APPLICABLE, B. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK; AND THE ENGINEER SHALL BE IMMEDIATELY NOTIFIED, IN WRITING, OF ANY DISCREPANCIES. C. IN NO CASE SHALL DIMENSIONS BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THE STRUCTURAL DRAWINGS. D. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY SERVICES IN THE AREA TO BE EXCAVATED BEFORE BEGINNING EXCAVATION. E. NO PIPES, DUCTS, SLEEVES, CHASES, ETC., SHALL BE PLACED IN SLABS OR WALLS, NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC. F. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL TEMPORARY SHORING AND BRACING OF EXISTING STRUCTURAL ELEMENTS DURING CONSTRUCTION. ALL SHORING SHALL BE ADEQUATE TO SUPPORT ALL STRUCTURAL LOADS DURING THE REMOVAL OF THE EXISTING STRUCTURE. TEMPORARY SHORING MUST REMAIN IN PLACE UNTIL ALL NEW STRUCTURAL ELEMENTS ARE SECURED INTO PLACE PER CONSTRUCTION DOCUMENTS. G. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR REQUIREMENTS, DIMENSIONS AND EXACT LOCATIONS OF FLOOR DRAINS, TRENCHES, DRAIN TILE, PUMPS AND EQUIPMENT INCLUDING ANCHORING SYSTEMS AND HOUSEKEEPING PADS. GENERAL CONTRACTOR TO COORDINATE ALL OF THESE ITEMS WITH ALL DISCIPLINES INVOLVED, H. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING CODES AND MANUALS (LATEST ADOPTED EDITION): 1. STATE BUILDING CODE, WHEN APPLICABLE. 2. INTERNATIONAL BUILDING CODE (IBC). 3. AMERICAN CONCRETE INSTITUTE (ACI). 4. CONCRETE REINFORCING STEEL INSTITUTE (CRSI) MANUAL OF STANDARD PRACTICE (FOR PLACING AND DETAILING OF ALL REINFORCING). 5. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). 6. AMERICAN WELDING SOCIETY (AWS) STANDARDS FOR WELDING AS MODIFIED BY AISC SPECIFICATION. 7. MASONRY STANDARDS JOINT COMMITTEE (MSJC) 8. AMERICAN FOREST & PAPER ASSOCIATION NATIONAL DESIGN SPECIFICATION (AF & PA NDS) DESIGN LOADS CRITERIA A. CODES USED: 1. 2015 INTERNATIONAL BUILDING CODE 2. 2010 AMERICAN SOCIETY OF CIVIL ENGINEERS STANDARD 7 (ASCE 7-10) B. RISK CATEGORY: II C. WIND LOAD CRITERIA: 1. BASIC DESIGN WIND SPEED, V = 115 MPH (3 SECOND GUST) 2. ALLOWABLE STRESS DESIGN WIND SPEED, Vasd = 90 MPH (3 SECOND GUST) 3. WIND LOAD EXPOSURE: C 4. INTERNAL PRESSURE COEFFICIENT: +1- 0.18 (ENCLOSED BUILDING) 5. WIND TOPOGRAPHIC FACTOR: KzT = 1.0 6. C & C WIND WALL PRESSURE: REFER TO COMPONENT AND CLADDING WIND PRESSURE TABLE 7. WIND NET UPLIFT: 15 PSF (NOMINAL) D. SNOW LOAD CRITERIA: 1. GROUND SNOW LOAD, PG = 30 PSF 2. FLAT -ROOF SNOW LOAD (BALANCED), PF = 23.1 PSF 3. SNOW LOAD IMPORTANCE FACTOR, Is = 1.0 4. SLOPE FACTOR, Cs = 1.0 5. THERMAL FACTOR, CT = 1.0 6. SNOW EXPOSURE FACTOR, CE = 1.0 7. UNBALANCED SNOW LOAD: ON PLAN IF APPLICABLE 8. DRIFT SURCHARGE LOADS, Pd: ON PLAN IF APPLICABLE 9. WIDTH OF SNOW DRIFT(s), w: ON PLAN IF APPLICABLE E. EARTHQUAKE LOAD CRITERIA 1. SEISMIC IMPORTANCE FACTOR: IE = 1.0 2. MAPPED SPECTRAL RESPONSE ACCELERATIONS: Ss=5.4%g S, = 3.6% g 3. SOIL SITE CLASS: D 4. SPECTRAL RESPONSE COEFFICIENT: SDs = 0.058 SD = 0.058 5. SEISMIC DESIGN CATEGORY=A 6. SEISMIC FORCE RESISTING SYSTEM: ORDINARY MASONRY SHEAR WALLS 7. SEISMIC RESPONSE COEFFICIENT, Cs = 0.038 8. RESPONSE MODIFICATION FACTOR, R = 1.5 9. OVER -STRENGTH FACTOR: Q = 2.5 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL -FORCE ANALYSIS SHOP DRAWINGS A. SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR APPROVAL, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER RESPONSIBLE FOR ITS PREPARATION, WHO IS REGISTERED IN THE STATE WHICH THE PROJECT IS LOCATED. B. PRIOR TO SUBMITTAL, THE CONTRACTOR SHALL REVIEW THE SHOP DRAWINGS AND MAKE ANY CORRECTIONS REQUIRED. THE CONTRACTOR SHALL STAMP AND SIGN THE SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE ENGINEER. C. THE ENGINEER'S REVIEW OF SHOP DRAWINGS IS FOR GENERAL CONFORMANCE OF THE DESIGN CONCEPT. CONTRACTOR SHALL SUBMIT A SCHEDULE OF SHOP DRAWING SUBMITTALS THAT IS ACCEPTABLE TO BOTH CONTRACTOR AND ENGINEER. AFTER THE CONTRACTOR HAS REVIEWED THE SHOP DRAWINGS, PROMPT REVIEW BY THE ENGINEER WILL BE MADE OF ALL SUBMITTALS. D. FOR LARGE SUBMITTALS, REASONABLE REVIEW TIME SHALL BE ALLOWED AND MAY EXCEED -WO WEEKS. THE CONTRACTOR SHALL SUBMIT NECESSARY REQUEST FOR INFORMATION (RFI's) DJRING THE DETAILING PROCESS TO AVOID SUBMITTALS THAT ARE INCOMPLETE OR NEED SIGNIFICANT VERIFICATIONS. THE CONCURRENT SUBMITTAL OF MULTIPLE SHOP DRAWINGS ("DUMPING") WILL FURTHER EXTEND THE REVIEW PROCESS AND TIME FRAME NECESSARY TO PROPERLY REVIEW EACH SUBMITTAL, E. UNLESS INDICATED OTHERWISE, THE GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF THE FOLLOWING ITEMS FOR STRUCTURAL REVIEW. REFER TO SPECIFIC SECTION OF STRUCTURAL NOTES FOR ANY ADDITIONAL CRITERIA: 1. CONCRETE MIX DESIGNS 2. PRESTRESSED CONCRETE 3. STRUCTURALSTEEL 4. OPEN -WEB BAR JOISTS 5. STEEL ROOF DECK 6. PRE-ENGINEERED METAL BUILDING DESIGN 7. PRE -FABRICATED WOOD TRUSSES 8. PRE-ENGINEERED POST -FRAME BUILDING 9. ADDITIONAL STRUCTURAL SHOP DRAWINGS REQUESTED IN THE SPECIFICATIONS F. A COPY OF ALL SHOP DRAWINGS SHALL BE MAINTAINED ON SITE AT ALL TIMES. G. SHOP DRAWINGS SHALL INCLUDE COMPLETE DETAIL SCHEDULES, PROCEDURES, AND DIAGRAMS FOR FABRICATION AND ASSEMBLY OF STRUCTURAL MEMBERS AND SUBMIT PRIOR TO FABRICATION. H. ERECTION PLANS ARE THE RESPONSIBILITY OF THE FABRICATOR. FOOTINGS AND FOUNDATIONS A. SOIL BEARING DESIGN VALUE: 1. 2000 PSF. 2. BEARING VALUE TO BE VERIFIED INFIELD BY GEOTECHNICAL ENGINEER. B. PROTECT FOUNDATION EXCAVATIONS FROM FROST; DO NOT PLACE CONCRETE ON FROZEN GROUND. C. FOUNDATION EXCAVATIONS SHALL BE KEPT FREE OF LOOSE MATERIAL AND STANDING WATER AND SHALL BE CHECKED AND APPROVED BY THE ENGINEER BEFORE THE PLACEMENT OF ANY CONCRETE, D. DESIGN FROST PENETRATION DEPTH: 42 INCHES (HEATED) OR 60 INCHES (UNHEATED) E. MINIMUM OF 6" COMPACTED GRANULAR SUBGRADE BELOW SLABS. FOOTINGS AND FOUNDATIONS (CONTINUED) MATERIAL COMPACTION CRITERIA LOCATION MINIMUM RELATIVE COMPACTION PERCENTAGE (ASTM D698 STANDARD PROCTOR DENSITY (SPD)) V-0" BELOW FOUNDATION AND SLAB SUBGRADE 98% ELEVATIONS ABOVE BOTTOM OF FOUNDATIONS AND BELOW 95% SLAB SUBGRADE ELEVATIONS BELOW EXTERIOR SLAB, WITHIN V-0" OF 98% SUBGRADE ELEVATIONS BELOW EXTERIOR SLAB, MORE THAN V-0" BELOW SUBGRADE ELEVATIONS 95% CONCRETE A. CONCRETE SHALL BE STANDARD WEIGHT MIX UNLESS NOTED OTHERWISE AND MEET THE FOLLOWING CRITERIA: LOCATIONS fc @ 28 DAYS AIR ENTRAINMENT MAX. WATER/CEMENT RATIO FOOTING_ S / FOUNDATIONS FLOORS ON GRADE COLUMNS EXTERIOR SLABS ON GRADE EXPOSED EXTERIOR WALLS 3006 PSI 3500 PSI 4000 PSI 4500 PSI 0.55 0.55 - 5 0.55 _ 0.45 0.45 6%± 1.5% __ 6% ± 1.5°/a 4500 PSI B. CEMENT SHALL CONFORM TO ASTM C150, TYPE I / II. C. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C94. D. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 (LATEST EDITION) "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", EXCEPT AS MODIFIED BY THESE NOTES. E. ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER. ADMIXTURES SHALL COMPLY WITH ASTM C494 AND BE OF A TYPE THAT INCREASES THE WORKABILITY OF THE CONCRETE, BUT SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT (CALCIUM CHLORIDE SHALL NOT BE USED). F. CONTRACTOR SHALL SUBMIT MIX DESIGNS FOR APPROVAL 10 DAYS PRIOR TO FABRICATION AND INSTALLATION. ALL CONCRETE MIXES SHALL BE DESIGNED AND CERTIFIED BY A MATERIALS TESTING COMPANY. G. PROJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC SHALL BE FORMED WITH A 3/4" CHAMFER UNLESS DETAILED OR NOTED OTHERWISE. H. PLACE VAPOR RETARDER OR VAPOR BARRIER DIRECTLY BELOW FLOOR SLAB. I. CONCRETE FLOOR SHALL BE CURED IN ACCORDANCE WITH ASTM C309. CONCRETE FLOOR SHALL BE PROTECTED FROM MOISTURE LOSS FOR A MINIMUM OF 14 DAYS, USING AN APPROVED SHEET MEMBRANE IN ACCORDANCE WITH C171. J. FLOOR FLATNESS AND LEVELNESS TOLERANCES: 1. UNLESS NOTED OTHERWISE, FLOORS SHALL CONFORM TO THE FOLLOWING SURFACE PROFILE TOLERANCES: a. FLOOR FLATNESS NUMBER (FF) SPECIFIED OVERALL VALUE = 20 MINIMUM LOCAL VALUE = 15 b. FLOOR LEVELNESS NUMBER (FL) SPECIFIED OVERALL VALUE = 20 MINIMUM LOCAL VALUE = 15 2. FLOOR TOLERANCE (FF AND FL) MEASUREMENTS SHALL BE TESTED IN ACCORDANCE WITH ASTM E 1155, ACTUAL OVERALL F-NUMBERS SHALL BE CALCULATED USING THE INFERIOR / SUPERIOR AREA METHOD, 3. CORRECT DEFECTIVE SLABS BY GRINDING OR REMOVING AND REPLACING DEFECTIVE WORK. RE- MEASLRE CORRECTED AREAS BY THE SAME PROCESS. ANCHOR BOLTS A. ALL ANCHOR RODS SHALL BE SUPPLIED AND INSTALLED BY THE CONCRETE CONTRACTOR, UNLESS NOTED OTHERWISE. B. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 HEX -HEAD, UNLESS NOTED OTHERWISE, NUTS SHALL BE ASTM A563 GRADE A HEAVY HEX. OVER -SIZED PLATE WASHERS SHALL BE ASTM A36. C. ALL ANCHOR RODS SHALL BE SET WITH TEMPLATES. D. POST -INSTALLED ANCHORS SHALL BE ADHESIVE ANCHORING SYSTEM PROVIDED AND INSTALLED BY FRAMING CONTRACTOR. ADHESIVE ANCHORS SHALL BE "HILTI HIT-HY 200 ADHESIVE ANCHOR SYSTEM" OR APPRO'✓ED ALTERNATE. ANCHORS SHALL BE "HILTI HAS-E" THREADED ROD CONFORMING TO ISO 898-1 CLASS 5.8 OR SHALL BE MADE FROM ALL -THREADED ROD CONFORMING TO ASTM A572 GRADE 60, OR APPROVED ALTERNATE, UNLESS NOTED OTHERWISE. REINFORCING STEEL A. BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60. B. MINIMUM DEVELOPMENT LENGTH OF REINFORCING BARS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE. MINIMUM LENGTH FOR STANDARD UN -COATED BARS IN NORMAL WEIGHT CONCRETE DEVELOPMENT LENGTH (Ld) FOR STRAIGHT BARS (MIN. OF 12 INCHES) FOR 90 DEGREE CONCRETE TENSION CLASS A TENSION CLASS B COMPRESSION HOOKED BARS, STRENGTH fc IN PSI =6 AND SMALLER #7 TO #11 #6 & SMALLER #7 TO #11 #18 #14, & #11 HOOK DEVELOPMENT AND SMALLER 3000 34 Db 55 Db 57 Db 71 Db LENGTH 30 Db 22 Db 3500 41 Db 51 Db_ 53 Db 6_6 Db --- 30--_ 20 Db 4000 38 Db 47 Db 49 Db 62 Db_ 30 Db - - 4500 S6 Db - - - 45 Db 47 Db - _ 58 Db_ 30 Db 18Db - 42 Db 5000 4 Db 44 Db 55 Db 30 Db 17 Db NOTE: Db = DIAMETER OF REINFORCEMENT. Ld = DEVELOPMENT LENGTH i I rl .r L OruLtS: GLAJJ 1:5 AS DEFINED IN ACI 318, UNLESS NOTED OTHERWISE D. ADJUSTMENT FAVORS FOR STRAIGHT BARS IN TENSION 1. LIGHTWEIGHT CONCRETE = 1.3. 2. EPDXY COATEC = 1.2. 3. EPDXY COATED 'NITH COVER LESS THAN 3DB OR CLEAR SPACING LESS THAN 6 DB = 1.5. 4. HORIZONTA_"TCP" BARS WITH 12" OF CONCRETE CAST BELOW = 1.3 5. EPDXY COAT=C-fORIZONTAL "TOP" BARS WITH 12" OF CONCRETE CAST BELOW = NOT GREATER THAN 1.7. E. ADJUSTMENT FA TORS FOR STRAIGHT HOOKS IN TENSION 1. LIGHTWEIGHT CONCRETE = 1.3. 2. EPDXY COATEC = 1.2. F. REINFORCING S?EEL SHALL BE PROVIDED WITH THE FOLLOWING AMOUNTS OF COVER FOR CAST -IN - PLACE CONCRETE NLESS NOTED OTHERWISE: M NIMUM CLEAR CONCRETE COVER FOR REINFORCING STEEL CONCRETE ON SO _ (C RECT CONTACT) 3„ SLAB ON GRADE - - - - - CENTERED - WALLS, STRUCTURAL SLABS EXPOSED TO SOIL OR WEATHER #6 TO #18 RE3AR 2„ #5 AND SI A_LER REBAR I 1 1/2" WALLS, STRUCTURA'_ SLABS NOT EXPOSED TO EARTH OR WEATHER #11 AND SMALLER REBAR _ 3/4" COLUMNS AND PIERS (COVER TO STIRRUPS AND TIES) 1 1/2" G. ALL REINFORCINS =`EEL, ANCHOR BOLTS, DOWELS, AND INSERTS SHALL BE SECURED IN POSITION WITH WIRE POSTICNERS, OR EQUAL, BEFORE PLACING CONCRETE OR GROUT. H. DOWELS BETWEEN=OOTINGS AND WALLS SHALL BE THE SAME GRADE, SIZE, AND SPACING AS VERTICAL WALL RE NFORCING. L CONTRACTOR SHA-L SUBMIT REINFORCING STEEL SHOP DRAWINGS FOR APPROVAL A MINIMUM OF 10 DAYS PRIOR TO=ABRICATION AND INSTALLATION. J. BARS TO BE WELDED SHALL BE ASTM A706, GRADE 60. WELDING OF REINFORCING BARS SHALL CONFORM TO A,VS 01.4. THIS DOCUMENT IS THE PROPERTY OF I & S GROUP, INC. AND MAY NOT BE USED, COPIED OR DUPLICATED WITHOUT PRIOR WRITTEN CONSENT. PROJECT CITY OF WATERLOO SULLIVAN BROTHERS PLAZA RENOVATION WATERLOO IOWA REVISION SCHEDULE DATE T DESCRIPTION - BY --- r PROJECT NO. 21-25083 FILE NAME 25083 Arch R20 DRAWN BY JLR DESIGNED BY JEH REVIEWED BY JEH ORIGINAL ISSUE DATE 08/10/21 CLIENT PROJECT NO TITLE STRUCTURAL SHEET NOTES 8/10/2021 2:25:00 PM I s O O