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HomeMy WebLinkAboutCS1 - DESIGN CRITERIA AND NOTESAB ANCHOR BOLT ADDL ADDITIONAL AFF ABOVE FINISHED FLOOR AHR ANCHOR ALT ALTERNATE APPROX APPROXIMATE ARCH ARCHITECT B PL BASE PLATE BC BOTTOM CHORD BLDG BUILDING BM BEAM BOS BOTTOM OF STEEL BOT BOTTOM BRDG BRIDGING BRG PL BEARING PLATE BRG BEARING BTWN BETWEEN CANTIL CANTILEVER CFMF COLD FORMED METAL FRAMING CIP CAST IN PLACE CJ CONTROL JOINT CL CENTERLINE CLR CLEAR COL COLUMN CONC CONCRETE CONN CONNECT CONST JT CONSTRUCTION JT CONSTR CONSTRUCTION CONT CONTINUOUS CMU CONCRETE MASONRY UNIT CTR CENTER DET DETAIL DIA DIAMETER DIM DIMENSION DIST DISTANCE DL DEVELOPMENT LENGTH DR DRAIN DWG DRAWING EA EACH EE EACH END EF EACH FACE EJ EXPANSION JOINT EL ELEVATION ENGR ENGINEER EQ EQUAL EQUIP EQUIPMENT EQUIV EQUIVALENT EXIST EXISTING EXP EXPANSION EXT EXTERIOR EW EACH WAY FD FLOOR DRAIN FDTN FOUNDATION FF EL FINISHED FLOOR ELEVATION FIN FINISH FLR FLOOR FS FAR SIDE FTG FOOTING GA GAGE / GAUGE GALV GALVANIZED GALV STL GALVANIZED STEEL GC GENERAL CONTRACTOR H HIGH HDR HEADER HORIZ HORIZONTAL HS HIGH STRENGTH HT HEIGHT INT INTERIOR JT JOINT K KIPS KO KNOCKOUT KSF KIPS PER SQUARE FOOT KSI KIPS PER SQUARE INCH L ANGLE LBS POUND LDH LONG DIMENSION HORIZONTAL LDV LONG DIMENSION VERTICAL LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL MATL MATERIAL MAX MAXIMUM MC MOMENT CONNECTION MECH MECHANICAL MFR MANUFACTURER MFR REC MANUFACTURER'S RECOMMENDATION MIN MINIMUM MISC MISCELLANEOUS MTL METAL NIC NOT IN CONTRACT NOM NOMINAL NS NEAR SIDE NTS NOT TO SCALE OC ON CENTER OPNG OPENING OPP OPPOSITE PCC PRECAST CONCRETE PLYWD PLYWOOD PREFAB PREFABRICATE PRELIM PRELIMINARY PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESSURE TREATED PT POST TENSIONED R RADIUS RCP REINFORCED CONCRETE PIPE RD ROOF DRAIN REBAR REINFORCING STEEL BARS REF REFERENCE REINF REINFORCE REQD REQUIRED REV REVISION RST REINFORCING STEEL RTU ROOF TOP UNIT SCHED SCHEDULE SE STRUCTURAL ENGINEER SECT SECTION SIM SIMILAR SP EL SPOT ELEVATION SPEC SPECIFICATION SQ SQUARE SST STAINLESS STEEL STD STANDARD STL STEEL STRUCT STRUCTURAL SYMM SYMMETRICAL T&B TOP AND BOTTOM THK THICKNESS THRD THREADED TOC TOP OF CONCRETE TOF TOP OF FLOOR / FOOTING TOJ TOP OF JOIST TOM TOP OF MASONRY TOS TOP OF STEEL / SLAB TS TUBE STEEL TYP TYPICAL UNO UNLESS NOTED OTHERWISE UON UNLESS OTHERWISE NOTED VERT VERTICAL VIF VERIFY IN FIELD WF WIDE FLANGE W/ WITH W/O WITHOUT WD WOOD WT WEIGHT WH WEEPHOLE WP WORKING POINT WWF WELDED WIRE FABRIC XBRA CROSSBRACING @ AT & AND LIST OF STRUCTURAL ABBREVIATIONSGENERAL A. THESE GENERAL NOTES ARE NOT INTENDED TO REPLACE SPECIFICATIONS. SEE SPECIFICATIONS FOR REQUIREMENTS IN ADDITION TO GENERAL NOTES. B. NOT ALL EXISTING CONDITIONS, PROPOSED CONDITIONS, OR UTILITIES ARE SHOWN ON THE STRUCTURAL DRAWINGS. COORDINATE STRUCTURAL WORK WITH THE WORK OF OTHER TRADES. IN CASE OF CONFLICT, NOTIFY THE ENGINEER OF RECORD. C. THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS A COMPLETE STRUCTURE. APPLICATIONS OF CONSTRUCTION LOADS TO THE PARTIALLY COMPLETED STRUCTURE SHALL BE CONSIDERED AND SO INCLUDED IN THE DESIGN OF SHORING, BRACING, FORMWORK, AND STRUCTURE DURING ERECTION AND UNTIL ALL PERMANENT CONNECTIONS ARE MADE. TEMPORARY BRACING FOR THE STRUCTURE MUST BE PROVIDED IN ALL DIRECTIONS. D. ONLY USE DIMENSIONS INDICATED ON THE DRAWINGS. DO NOT SCALE DRAWINGS. E. ELEVATIONS INDICATED ON THE STRUCTURAL DRAWINGS ARE BASED ON A PROJECT DATUM INDICATED ON THE ARCHITECTURAL DRAWINGS. F. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS AT THE SITE AND SHALL NOTIFY THE ARCHITECT / ENGINEER OF DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS BEFORE PROCEEDING WITH WORK. G. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE COMPLETE DESIGN OF THE STRUCTURE. THEY DO NOT INDICATE THE MEANS AND METHODS OF CONSTRUCTION UNLESS SO STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE WORKERS, OR THEIR PERSONS DURING CONSTRUCTION. H. OBSERVATION VISITS TO THE SITE BY ENGINEER OF RECORD OR REPRESENTATIVES OF THE ENGINEER OF RECORD MAY BE MADE DURING CONSTRUCTION. ANY SUPPORT SERVICES PERFORMED HEREIN SHALL BE DISTINGUISHED FROM INSPECTION AND / OR TESTING SERVICES PERFORMED BY OTHERS, AND ARE NOT TO BE CONSTRUED AS SUPERVISION AND / OR MANAGEMENT OF CONSTRUCTION. I. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL STRUCTURAL MEMBERS AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT / ENGINEER OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS WITHIN THE STRUCTURE. J. CONSTRUCTION MATERIALS SHALL NOT BE STACKED ON FLOORS OR ROOFS IN EXCESS OF THE DESIGN LIVE LOADS WHICH ARE INDICATED IN THE GENERAL NOTES. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT THE SUBCONTRACTORS ARE INFORMED AND DO NOT VIOLATE THIS IMPORTANT REQUIREMENT. IMPACT SHALL BE AVOIDED WHEN PLACING MATERIALS ON FLOORS OR ROOFS. K. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO THE DETAILS RESENTED, SIMILAR DETAILS SHALL BE USED SUBJECT TO THE REVIEW OF ENGINEER OF RECORD. L. SUBMIT WRITTEN REQUEST TO THE ARCHITECT FOR APPROVAL OF ANY PROPOSED CHANGE TO THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. SPLICING, CUTTING, NOTCHING OR OTHER ALTERATIONS TO STRUCTURAL MEMBERS ARE NOT PERMITTED WITHOUT WRITTEN AUTHORIZATION OF THE ENGINEER. ANY UNAUTHORIZED DEVIATION FROM THE CONTRACT DOCUMENTS, AND CORRECTION THEREOF, IS THE RESPONSIBILITY OF THE CONTRACTOR. SUBSEQUENT DOCUMENTATION REQUESTS TO BUILDING ENGINEER OF RECORD FROM GENERAL CONTRACTOR SHALL INCLUDE EVALUATION OF DEVIATIONS BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. a = 6' - 0" MIN. FLAT ROOF 7-27 DEG.aa1 2 2 22 33 a a 3 3 DESIGN CRITERIA A. FLORIDA BUILDING CODE 6TH EDITION 2017, AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS. B. ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. C. ACI 318-14, STRUCTURAL CONCRETE BUILDING CODE. D. AISC MANUAL OF STEEL CONSTRUCTION, 14TH EDITION. E. NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, 2012 (AISI S100-12). F. NDS-15, NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. G. SERVICEABILITY AND DEFLECTION CRITERIA PER GOVERNING COMPONENT DESIGN STANDARD. 01003 SUBMITTALS A. SHOP DRAWINGS / DATA TO BE SUBMITTED FOR APPROVAL. 1. STRUCTURAL STEEL SHOP DRAWINGS (INCLUDING STEEL JOISTS AND GIRDERS) a. ERECTION DRAWINGS b. PIECE DRAWINGS c. METAL DECK DRAWINGS d. PREP PROCEDURE AND PRIMING MATERIAL e. CURRENT WELDERS CERTIFICATIONS 2. CONCRETE a. MIX DESIGN b. MATERIAL CERTIFICATES c. HISTORICAL TESTING BACKGROUND 3. CONCRETE REINFORCING SHOP DRAWINGS a. PLACEMENT DRAWINGS b. FABRICATION AND BENDING DETAILS B. SEE SECTION 01003 IN THE PROJECT MANUAL AND SPECIFICATIONS FOR THE LIST OF REQUIRED STRUCTURAL SUBMITTALS / SHOP DRAWINGS. C. SEE SECTION 01002-14 “SHOP DRAWINGS SUBMITTAL” IN THE PROJECT MANUAL AND SPECIFICATIONS FOR SUBMITTAL RESPONSIBILITIES AND REQUIREMENTS. D. SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT. CORRECTIONS OR COMMENTS MADE ON THIS REVIEW DO NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY FOR ERRORS AND OMISSIONS, AND FROM COMPLIANCE WITH THE PLANS AND SPECIFICATIONS. CORRECTIONS OR COMMENTS DO NOT AUTHORIZE AN INCREASE IN THE CONSTRUCTION BUDGET. E. APPROVAL OF SHOP DRAWINGS DOES NOT INDICATE ACCEPTANCE OF DEVIATIONS FROM CONTRACT DOCUMENTS OR PREVIOUS SHOP DRAWING REVIEW, UNLESS SPECIFICALLY NOTED THEREIN BY ENGINEER OF RECORD. F. ANY CHANGES TO THE DESIGN CONCEPT SHOWN IN CONTRACT DOCUMENTS SHALL BE SUBMITTED IN WRITING AND APPROVED BY THE ARCHITECT AND ENGINEER PRIOR TO SUBMITTING SHOP DRAWINGS. ALL SUCH CHANGES SHALL BE "BUBBLED" ON THE SHOP DRAWINGS AND REFERENCED TO THE PROPER RFI. G. SUBMITTALS SHALL CONFORM TO THE REQUIREMENTS OF THE CONTRACT DRAWINGS (SEE ITEM F ABOVE FOR EXCEPTION). NON-CONFORMING OR NON-REVIEWED SUBMITTALS WILL BE RETURNED WITHOUT REVIEW. 1. SHOP DRAWINGS SHALL BE "APPROVED", SIGNED AND DATED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO ENGINEER AND ARCHITECT OF RECORD. 2. SHOP DRAWINGS SHALL NOT CONTAIN REPRODUCTIONS OF THE CONTRACT DRAWINGS. H. PROVIDE COPIES OF MANUFACTURERS LITERATURE FOR ALL MATERIALS AND PRODUCTS USED IN CONSTRUCTION ON THE PROJECT. 03301 CAST-IN-PLACE CONCRETE A. SEE SECTION 03301 IN THE PROJECT MANUAL AND SPECIFICATIONS TO INCLUDE BUT NOT LIMITED TO: 1. GENERAL REQUIREMENTS a. SUBMITTALS b. QUALITY ASSURANCE / CODE REQUIREMENTS 2. PRODUCT / MATERIAL REQUIREMENTS 3. EXECUTION OF WORK REQUIREMENTS a. SHORING b. VAPOR RETARDER c. JOINTS d. PLACEMENT / FINISHING e. CURING 4. QUALITY CONTROL – TESTING REQUIREMENTS B. SUMMARY OF PROJECT MANUAL AND SPECIFICATIONS SECTION 03301-02 PRODUCTS: 1. CONCRETE STRENGTH: 4,000 PSI 2. STEEL REINFORCEMENT: 60 KSI, (ASTM A615) 3. PLAIN-STEEL WIRE FABRIC: ASTM A185, FLAT SHEETS C. LAP SPLICE REINFORCEMENT LENGTH D. CONCRETE COVER FOR REINFORCEMENT: 1. CAST AGAINST AND PERMANENTLY IN CONTACT WITH THE GROUND: 3" 2. EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND: 2" 3. NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND: 1 1/2" E. THERE SHALL BE NO HORIZONTAL JOINTS IN ANY CONCRETE POURS UNLESS SHOWN ON THE STRUCTURAL DRAWINGS. THE ENGINEER OF RECORD SHALL APPROVE ALL DEVIATIONS OR ADDITIONAL JOINTS IN WRITING. 16 20 24 30 48 60 LAP SPLICES (INCHES) 4000 PSI CONCRETE STREGTH REINF SIZE #3 #4 #5 #6 #7 #8 REF: CRSI, CLASS B, FY=60 KSI, UNCOATED BARS, NORMAL WEIGHT CONC. 05120 STRUCTURAL STEEL A. SEE SECTION 05120 IN THE PROJECT MANUAL AND SPECIFICATIONS TO INCLUDE BUT NOT LIMITED TO: 1. GENERAL REQUIREMENTS a. FABRICATOR REQUIREMENTS b. SUBMITTALS c. CODE REQUIREMENTS 2. PRODUCT / MATERIAL REQUIREMENTS 3. PAINTING REQUIREMENTS 4. EXECUTION OF WORK REQUIREMENTS a. FABRICATION b. ERECTION 5. QUALITY ASSURANCE REQUIREMENTS (INSPECTIONS & TESTING) B. SUMMARY OF PROJECT MANUAL AND SPECIFICATIONS 05120 PRODUCTS: 1. MATERIALS: a. W SHAPES: ASTM A992 (50 KSI) b. TUBE SHAPES: ASTM A500 GR B (46 KSI) c. PIPE SHAPES: ASTM A53, GR B d. CHANNELS AND ANGLES: ASTM A36 (36 KSI) e. PLATES: ASTM A36 (36 KSI) f. BOLTS: ASTM A 325 g. ANCHOR BOLTS / RODS: ASTM F 1554, GRADE 55 (S1) h. ANCHOR BOLT NUT: HEAVY HEX HEAD ASTM A563 i. ANCHOR BOLT WASHERS: ASTM F436 j. ELECTRODES FOR WELDING: AWS CODE E70XX C. TEMPLATES SHALL BE PROVIDED FOR ALL ANCHOR BOLTS / RODS CAST IN CONCRETE. D. GALVANIZE STEEL MEMBERS INDICATED ON PLANS: 1. GALVANIZE STEEL MEMBERS, FABRICATIONS AND ASSEMBLIES AFTER FABRICATION BY THE HOT-DIP PROCESS IN ACCORDANCE WITH ASTM A123. 2. COATING REQUIREMENTS: a. CONFORM TO PARAGRAPH 6.1 OF ASTM A123, TABLE 1 OF ASTM A153, OR TABLE 2 OF ASTM A767 AS APPROPRIATE. b. SURFACE FINISH: CONTINUOUS, ADHERENT, AS SMOOTH AND EVENLY DISTRIBUTED AS POSSIBLE AND FREE FROM ANY DEFECT DETRIMENTAL TO THE END USE OF THE COATED ARTICLE. c. ADHESION: WITHSTAND NORMAL HANDLING CONSISTENT WITH THE NATURE AND THICKNESS OF THE COATING AND NORMAL USE OF THE ARTICLE. 3. REPAIR OF DAMAGED COATING: REPAIR DAMAGED AREAS BY WELDING, FLAME CUTTING OR DURING HANDLING, TRANSPORT OR ERECTION BY ONE OF THE APPROVED METHODS IN ACCORDANCE WITH ASTM A780 WHENEVER DAMAGE EXCEEDS 3/16" IN WIDTH. MINIMUM THICKNESS REQUIREMENTS FOR THE REPAIR ARE THOSE DESCRIBED IN ASTM A123 SECTION 6.2, CURRENT EDITION. E. CONNECTIONS, UNLESS OTHERWISE NOTED: 1. TIGHTEN BOLTS BY THE "SNUG-TIGHT" METHOD 2. FIELD CONNECTIONS SHALL BE MADE WITH 3/4" DIA MINIMUM, HIGH-STRENGTH BEARING TYPE BOLTS (A325N) WITH THREADS ASSUMED TO BE INCLUDED IN SHEAR PLANES F. GROUT UNDER BEARING PLATES SHALL BE NON-METALLIC, NON-SHRINK TYPE WITH A COMPRESSIVE STRENGTH OF AT LEAST 6000 PSI WHEN BEARING ON 3000 PSI CONCRETE AND 8000 PSI WHEN BEARING ON 4000 PSI CONCRETE. G. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED OR OTHERWISE PROTECTED. H. ALL STEEL EXPOSED TO SOIL SHALL BE ENCASED IN CONCRETE OR COATED PER ASPHALTIC BASED CORROSION NOTE. 09960 COATINGS FOR STEEL A. SEE SPECIFICATIONS FOR GENERAL REQUIREMENTS, PRODUCTS, AND EXECUTION OF WORK. B. ASPHALTIC BASED CORROSION RESISTANCE COATING SHALL BE MADE WITH AN ASPHALT BASE EMULSION COATING SYSTEM PER ASTM D1187. C. APPLY A MINIMUM 1/16" THICK COATING IN TWO APPLICATIONS. D. COATING TO BE APPLIED ON ALL SIDES OF MEMBERS – TO INCLUDE STEEL TO BE ADJACENT TO CAST-IN-PLACE CONCRETE. E. COAT STRUCTURAL ANCHOR BOLTS, WELDS, AND ALL COMPONENTS IN THE AFFECTED AND DEFINED AREA. F. ALL STEEL AND STEEL COMPONENTS (I.E., BASE PLATES AND ANCHOR BOLTS) EXPOSED TOP SOIL SHALL BE COATED FROM THE FOUNDATION (LOWEST LEVEL) UP TO 6" ABOVE THE SLAB OR FINAL GRADE – WHICHEVER IS GREATER. STRUCTURAL INSPECTION A. THE CONTRACTOR OR OWNER SHALL EMPLOY A QUALIFIED INDEPENDENT INSPECTION AGENCY. THIS AGENCY (REFERRED TO AS INSPECTOR HEREIN) SHALL BE RESPONSIBLE FOR VERIFYING THAT PROJECT STRUCTURAL WORK IS ACCOMPLISHED IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. B. DURATION AND FREQUENCY OF JOB VISITS SHALL BE SUFFICIENT FOR THE INSPECTOR TO STATE AT THE COMPLETION OF THE PROJECT THAT THE STRUCTURAL WORK IS ACCOMPLISHED, AND ITS RELATED ELEMENTS HAVE BEEN ERECTED IN ACCORDANCE WITH THE CONTACT DOCUMENTS. SPECIFIC SYSTEMS TO BE INSPECTED INCLUDE: 1. FOUNDATION REINFORCING & CONCRETE 2. STRUCTURAL STEEL 3. PRE-ENGINEERED METAL PANEL DECKING 4. PRE-ENGINEERED LAM. PANEL DECKING C. THE FOREGOING LIST IS NOT INTENDED TO BE ALL INCLUSIVE. THE INSPECTOR SHALL USE HIS PROFESSIONAL JUDGEMENT AND HIS KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE OFFICIAL CONTRACT DOCUMENTS. THE INSPECTOR WILL NOT REPLACE THE QUALITY CONTROL PERSONNEL OF THE CONTRACTOR. D. THE INSPECTOR DOES NOT RELIEVE THE CONTRACTORS CONTRACTUAL OR STATUTORY OBLIGATIONS. THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT DOCUMENTS. THE INSPECTOR WILL NOT REPLACE THE QUALITY CONTROL PERSONNEL OF THE CONTRACTOR. E. ALL INSPECTION REPORTS SHALL BE FORWARD BY THE INSPECTOR TO THE ENGINEER AND ARCHITECT OF RECORD. DESIGN LOADING A. ROOF LIVE LOADS 20 PSF B. DEAD LOADS (D) 1. ROOF: 16 PSF, INCLUDING STRUCTURE 2. SIGN: 20 PSF, INCLUDING STRUCTURE 3. COLUMNS & TRUSSES STEEL SELF WEIGHT (490 PCF) C. UPLIFT LOAD COMBINATIONS (D) 1. ROOF: 10 PSF, INCLUDING STRUCTURE 2. SIGN: 10 PSF, INCLUDING STRUCTURE 3. COLUMNS & TRUSSES: STEEL SELF WEIGHT (490 PCF) D. WIND LOADING 1. WIND DESIGN: (ASCE 7-10) 2. ULTIMATE DESIGN WIND SPEED, VULT: 160 MPH 3. NOMINAL DESIGN WIND SPEED, VNOM: 124 MPH 4. MIN SITE SPECIFIC WIND SPEED, VULT: 157 MPH 5. RISK CATEGORY: II 6. WIND EXPOSURE: C 7. ENCLOSURE CLASSIFICATION: OPEN 8. INTERNAL PRESSURE COEFF: +/- +/- 0.0 E. DESIGN LOAD-BEARING VALUES OF SOIL 2000 PSF 02001 EARTHWORK / FOUNDATION A. FOUNDATION DESIGN IS BASED UPON THE FOLLOWING: NO REPORT PROVIDED: PRIOR TO CONSTRUCTION, CONTRACTOR SHALL RETAIN THE SERVICES OF A QUALIFIED GEOTECHNICAL ENGINEER. THE GENERAL CONTRACTOR HEREIN IS RESPONSIBLE FOR PERFORMING ALL EARTHWORK OPERATIONS IN STRICT ACCORDANCE WITH GEOTECHNICAL ENGINEERING REQUIREMENTS. IF THE FOUNDATION RECOMMENDATIONS AND / OR DESIGN VALUES DIFFER FROM THAT ASSUMED, MODIFICATIONS TO THE DRAWINGS MAY BE REQUIRED. DO NOT PLACE CONCRETE PRIOR TO GEOTECHNICAL APPROVAL.THE DESIGN ALLOWABLE SOIL BEARING PRESSURE IS LISTED IN THE DESIGN LOADING CRITERIA. NET ALLOWABLE SOIL PRESSURE ASSUMED TO BE AT 6'-0" DEPTH. SHALLOW FOUNDATION SYSTEM IS ASSUMED TO BE ADEQUATE. ESTIMATED SETTLEMENT ASSUMED TO BE NO GREATER THAN 1" OVERALL AND 1/2" DIFFERENTIAL SETTLEMENT. IT IS ASSUMED THAT ALL PROBLEMATIC SOILS (ORGANIC, EXPANSIVE, ETC.) WILL BE REMOVED AND REPLACED WITH SUITABLE STRUCTURAL FILL. B. SEE SECTION 02001-04 IN THE PROJECT MANUAL AND SPECIFICATIONS FOR EARTHWORKS TO INCLUDE BUT NOT LIMITED TO: 1. PREPARING AND GRADING SUBGRADES FOR SLABS-ON-GRADE 2. EXCAVATING AND BACKFILLING FOR BUILDINGS AND STRUCTURES 3. DRAINAGE AND MOISTURE - CONTROL FILL COARSE FOR SLABS-ON-GRADE 4. EXCAVATING AND BACKFILLING TRENCHES WITHIN BUILDING LINES 5. MATERIAL, INSPECTION, AND TESTING REQUIREMENTS C. ANY FILL REQUIRED TO BACKFILL EXCAVATED AREA OR ACHIEVE FINISHED GRADE IN STRUCTURAL AREAS SHALL BE AS INDICATED BY GEOTECHNICAL ENGINEER. THE FILL SHALL BE PLACED IN LEVEL LIFTS NOT EXCEED 12" LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF THE SOIL'S MODIFIED PROCTOR MAXIMUM DRY DENSITY AS DETERMINED BY ASTM SPECIFICATION D-1557. D. IN-PLACE DENSITY TESTS SHALL BE PERFORMED BY AN EXPERIENCED ENGINEERING TECHNICIAN. TESTS SHALL BE PERFORMED FOR EACH 2,000 SQUARE FEET, IN EVERY COLUMN FOOTING LOCATION AND EACH 50'-0" ALONG WALL FOOTINGS. COPIES OF THE TEST REPORTS SHALL BE FURNISHED TO THE STRUCTURAL ENGINEER. E. REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE. WATER TABLE ASSUMED BELOW 6'-0" PRECLUDING BUOYANCY CONDITIONS ON FOOTINGS. F. CAUTION SHOULD BE USED WHEN OPERATING VIBRATORY COMPACTING EQUIPMENT NEAR THE EXISTING STRUCTURE TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE. G. REFER TO ARCHITECTURE DRAWINGS FOR ANY NECESSARY WATERPROOFING REQUIREMENTS. A 380 50 20 EFFECTIVE AREA 10 (SQ FT) ZONE 3ZONE 2ZONE 1 46.1 PSF -44.3 PSF PRESSURE SUCTION 69 PSF NOTES: 1. 'a' DENOTES EDGE STRIP = 6'-0" 2. POSITIVE & NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARDS AND AWAY FROM THE BUILDING SURFACES, RESPECTIVELY . 3. WIND PRESSURES INDICATED ABOVE ARE ALLOWABLE STRESS DESIGN WIND PRESSURES. DIVIDE THE PRESSURES BY A FACTOR OF 0.6 TO OBTAIN STRENGTH DESIGN WIND PRESSURES SUCTION SUCTIONPRESSURE PRESSURE (160 MPH) ALLOWABLE (ASD) WIND PRESSURES FOR COMPONENTS & CLADDING (ASCE 7-10) 92 PSF 92 PSF 69 PSF -109.4 PSF -109.4 PSF -67.1 PSF -36.6 PSF 100 -67.1 PSF 69 PSF -67.1 PSF 46.1 PSF 46.1 PSF 46.1 PSF 46.1 PSF 46.1 PSF46.1 PSF -44.3 PSF -44.3 PSF -44.3 PSF -44.3 PSF -44.3 PSF -67.1 PSF -67.1 PSF -67.1 PSF 69 PSF 69 PSF 69 PSF NON-BLDG STRUCTURE WIND LOAD A. MONOSLOPE OPEN ROOF 1. MWFRS, TRANSVERSE WIND 2. MWFRS, LONGITUDINAL WIND 3. ROOF WL PRESSURES (MWFRS & C&C) ARE THE COMBINED EFFECT OF WIND IN BOTH SURFACES (TOP & BOTTOM) B. 2D TRUSSES, 53 PSF ON SOLID AREA, EACH TRUSS SIMULTANEOUSLY C. SIGN, 53 PSF. CASES A,B, AND C CONSIDERED D. COLUMNS, SQUARE, 53 PSF ALL COLUMNS SIMULTANEOUSLY IN THE WIND DIRECTION BEING CONSIDERED 43 PSF 30 PSF W 22 PSF 17 PSF 10 PSF 22 PSF 17 PSF 10 PSF W W W 47 PSF 12 PSF 31 PSF 21 PSF 45 PSF W W SHEET TITLECLIENT NAMEPROJECT NAMECHECKEDDRAWNDATEPROJECT NO.COPYRIGHT © - All reports, plans, specifications, computer files, field data, notes and other documents are instruments of service prepared by: Cuhaci & Peterson, (C & P) as instruments of service remain the property of C & P. C & P shall retain all common law, statutory and other reserved rights, including the copyright thereto. Any use or reproduction of this document without written permission from C & P is a violation of Federal copyright laws.4/16/2020 5:39:59 PMCS1218071904-17-2020RCWSMDESIGN CRITERIA AND NOTESORANGE AVE. & KINGS HWY, FT. PIERCE, FLWAWA260 WEST BALTIMORE PIKEWAWA, PENNSYLVANIA 19063WAWA STACKED 8 GAS CANOPY 2019.01 STORE #5380-ORNCOMPONENTS & CLADDING PRESSURES WIND PRESSURES & VELOCITIES GIVEN HEREIN ARE NOMINAL (V nom) CS1 1 3D View - Perspective Revision ScheduleNo.DescriptionDatePERMIT SET04/17/2020