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HomeMy WebLinkAboutB14-0165_S1_1401828600.pdf GENERAL NOTES: 775 POTATO PATCH DECK ADDMON JOB#0210-13 F DESIGN CRITERIA: BACKFILUNG PROCEDURES: ABBREVIATIONS LIST DECK LIVE LOAD: 100 PSF 1. VERIFY TYPE OF FILL WITH GEOTECHNICAL ENGINEER. A.B. ANCHOR BOLT :CIA 0111111111111111111111144:11t DECK LIVE LOAD W/HOT TUB: 200 PSF DECK DEAD LOAD: 10 PSF ADJ. ADJACENT11 SEISMIC DESIGN CATEGORY: C GENERAL REQUIREMENTS: ALT. ALTERNATE La Tin IBC/IRC EDITION: 2012 ARCH. ARCHITECT illiti 1. CHECK ALL DIMENSIONS AGAINST ARCHITECTURAL DRAWINGS PRIOR TO BD. BOARD FOUNDATION DESIGN: CONSTRUCTION. DO NOT SCALE DRAWINGS.CONTACT ENGINEER IF BLKG. BLOCKING DISCREPANCIES IN DIMENSIONS ARE DISCOVERED. CE 1. DESIGN OF FOOTINGS IS BASED ON AN ASSUMED MAXIMUM ALLOWABLE BM. BEAM BEARING PRESSURE OF 2000 PSF. 2. THE STRUCTURAL DRAWINGS DESCRIBE THE COMPLETED STRUCTURE. BM.PKT. BEAM POCKET11*11. THESE DRAWINGS HAVE BEEN PREPARED FOR THE USE OFAQUAUFIED BRG. BEARING 2. FOOTINGS SHALL BE PLACED BELOW FROST DEPTH ON UNDISTURBED SOIL CONTRACTOR WITH EXPERIENCE IN THE CONSTRUCTION SYSTEMS AND CANT. CANTILEVER OR ON STRUCTURAL FILL COMPACTED AS REQUIRED BY THE GEOTECHNICAL TECHNIQUES DESCRIBED. THE CONTRACTOR SHALL PROVIDE ADEQUATE CLR, CLEAR ENGINEER. SHORING AND BRACING IN THE PROPER SEQUENCE,AS MAY BE REQUIRED TO CMU CONCRETE MASONRY UNIT 01) ACHIEVE THE FINAL COMPLETED STRUCTURE.THE SEQUENCE OF COL. COLUMN 3. SOIL VALUES AND CONDITIONS SHALL BE VERIFIED BY A REPRESENTATIVE OF CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR.CONSULT WITH CONC. CONCRETE THE GEOTECHNICAL ENGINEER. BECAUSE SOILS INFORMATION WAS NOT THE ENGINEER FOR SHORING DESIGN AND RECOMMENDATIONS(NOT IN CONT. CONTINUOUS vv AVAILABLE AT THE TIME OF PREPARATION OF THE CONSTRUCTION DOCUMENTS, CONTRACT). WE HAVE USED ASSUMED VALUES BASED ON SIMILAR SITES IN THE AREA. C.P. CRIPPLE POST CONSTRUCTION OF THE FOUNDATION MAY NOT PROCEED WITHOUT VERIFYING 3. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS,METHODS SEQUENCES DWL. DOWEL 06/03/14 THESE VALUES. REPORT ANY DISCREPANCIES FROM THE DESIGN ASSUMPTIONS AND PROCEDURES FOR CONSTRUCTION OF THIS PROJECT.NOTIFY EA. EACH TO THE STRUCTURAL ENGINEER. STRUCTURAL ENGINEER OF ERRORS OR OMISSIONS IN THE CONSTRUCTION EQ. EQUAL DOCUMENTS IMMEDIATELY. DO NOT PROCEED UNTIL ERRORS OR OMISSIONS EXP. EXPANSION REINFORCED CONCRETE: ARE RESOLVED. COORDINATE REQUIREMENTS FOR ALL PENETRATIONS EXSTG. EXISTING - THROUGH STRUCTURAL MEMBERS WITH STRUCTURAL ENGINEER.JOBSITE F.D. FLOOR DRAIN L 1. CONCRETE DESIGN IS BASED ON THE MOST CURRENT PUBLICATION OF SAFETY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 1 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"(ACI 318). FNDTN. FOUNDATION ,. 4. OBSERVATION VISITS BY THE STRUCTURAL ENGINEER ARE FOR FTG. FOOTING - J I f Z 2. STRUCTURAL CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE DETERMINATION OF GENERAL COMPLIANCE WITH THE CONSTRUCTION G.L. GLUED LAMINATED STRENGTH OF 3000 PSI. DOCUMENTS. THIS OBSERVATION VISIT IS NOT AN INSPECTION. THE HDR. HEADER CC W CONTRACTOR SHALL CONTACT THE ENGINEER AT THE APPROPRIATE TIME TO HORIZ. HORIZONTAL 3. CONCRETE SHALL BE PROPORTIONED USING TYPE I-II SULFATE RESISTANT SCHEDULE THIS VISIT. INFO. INFORMATION II III ill W CEMENT. DO NOT USE ADMIXTURES CONTAINING CHLORIDE SALTS. JSTS. JOISTS 5. IF NEW CONSTRUCTION ADJOINS AN EXISTING STRUCTURE,THE K.S. KING STUD _ CONNECTION SCHEDULE iIP Z 4. FOR COLD WEATHER CONCRETING PROCEDURES REFER TO THE'ACI MANUAL CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING DIMENSIONS, LLV LONG LEG VERTICAL OF CONCRETE PRACTICE." ELEVATIONS AND ALL EXISTING CONDITIONS. UNDERPINNING AND SHORING OF LONGIT. LONGITUDINAL ® SIMPSON LUS210 I CD EXISTING STRUCTURES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 5. EXPANSION ANCHORS SHALL BE LOCATED NO LESS THAN 6 BOLT DIAMETERS CONSULT WITH THE ENGINEER FOR SHORING DESIGN AND RECOMMENDATIONS LTWT. LIGHTWEIGHT - z FROM CONCRETE EDGES AND SPACED AT NO LESS THAN 12 BOLT DIAMETERS (NOT IN CONTRACT). LVL LAMINATED VENEER LUMBER © SIMPSON LUS210 2 L. IIIA w 11 UNLESS NOTED OTHERWISE. MANE. MANUFACTURER 6. WHILE EVERY EFFORT IS MADE TO PROVIDE A COMPLETE AND ACCURATE SET Q.C. ON CENTER - 6. CONCRETE FLOOR SLABS ON GRADE SHALL HAVE SAWN OR TOOLED OF CONSTRUCTION DOCUMENTS,ERRORS OR OMISSIONS MAY OCCUR. CONTROL JOINTS AT A MAXIMUM SPACING OF 12 FEET IN EACH DIRECTION. IF RELEASE OF THESE DRAWINGS ANTICIPATES CONTINUED COOPERATION AND R PLATE © SIMPSON ABU66 w COMMUNICATION BETWEEN THE CONTRACTOR,ARCHITECT AND ENGINEER TO REF, REFERENCE POSSIBLE,LOCATE CONTROL JOINTS ALONG COLUMN GRIDLINES. REINF. REINFORCING J PROVIDE THE BEST POSSIBLE STRUCTURE. SCHED. SCHEDULE 7. CONCRETE COVERAGE FOR REINFORCING STEEL(ACI 318-95): S.I.P. STRUCTURAL INSULATED PANEL 0 . CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" z 0 . CONCRETE EXPOSED TO EARTH OR WEATHER: STL. STEEL 1 L . #6 BAR THROUGH#18 BAR: 2' T.B. THROUGH BOLT - Q . #5 BAR,W31 OR D31 WIRE,AND SMALLER: 1 1/2" T&G TONGUE&GROOVE U 1- . CONCRETE NOT EXPOSED TO WEATHER NOR IN CONTACT WITH GROUND: TO TOP OF 0 Q (` . a. SLABS,WALLS AND JOISTS(#11 BAR AND SMALLER): TOF TOP OF FOOTING Q 0 J . #14 AND NO 18 BARS: 1 1/2" TOW TOP OF WALL I- Q Q 1- . #11 BAR AND SMALLER: 3/4" TRANSV. TRANSVERSEU b. BEAMS AND COLUMNS: Y CO TRTD.PRIMARY REINFORCEMENT,TIES,STIRRUPS,SPIRALS: 1 1/2" TREATED < 0 -I- TS TS TUBE STEEL Li i REINFORCING STEEL: TYP. TYPICAL CO 0 1. EXCEPT WHERE OTHERWISE NOTED,REINFORCING BARS SHALL BE GRADE 60 VERT. VERTICAL ^ EXCEPT TIES,FIELD BENT BARS AND BARS TO BE WELDED WHICH MAY BE GRADE VIE VERIFY IN FIELD `MV 40. ALL REINFORCING BARS SHALL CONFORM TO ASTM SPEC. W.P. WATERPROOF M W/ WITH 1- 2. 2. FOR BARS#8 AND SMALLER,LAP BARS 36 DIAMETERS AT SPLICES IN CONCRETE. DO NOT WELD OR USE MECHANICALSPUCING DEVICES UNLESS APPROVED BY ENGINEER. 3. HORIZONTAL BARS SHALL BE CONTINUOUS OR LAPPED WITH CORNER BARS PROJECT: 0210-13 AT CORNERS, PROVIDE(2)-#5 BARS EXTENDING A MINIMUM OF 2 FEET BEYOND EDGE OF ALL OPENINGS OR STEPS. DRAWN B Y: TFA 4. EXTEND REINFORCING STEEL A MINIMUM OF 2 FEET THROUGH COLD JOINTS. REVIEWED BY: JPL COORDINATE ALL COLD JOINT LOCATIONS WITH ENGINEER. DATE : 10.11 .2013 5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM SPEC.A-185. LAP WELDED REVISIONS : WIRE FABRIC A MINIMUM OF TWO FULL MESH GRIDS. STRUCTURAL WOOD FRAMING: O rJ.2 .2 01 4 1. BOTTOM PLATES IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED LUMBER OR A LUMBER OF NATURALLY DURABLE MATERIAL. 2. BOLTS USED IN FRAMING CONNECTIONS SHALL BE INSTALLED WITH STANDARD WASHERS AND NUTS. GENERAL 3. REFER TO THE 2012 IRC TABLE R602.3(1)OR 20012 IBC TABLE 2304.9.1 FOR NOTES MINIMUM FASTENING SCHEDULE. A COPY OF THIS TABLE CAN BE PROVIDED UPON REQUEST.AS STATED IN SECTION 2304.9.5 OF THE 20012 IBC SECTION 2304.9.5:FASTENERS FOR PRESERVATIVE-TREATED AND FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL,STAINLESS STEEL,SILICON BRONZE OR COPPER. FASTENINGS FOR WOOD FOUNDATIONS SHALL BE AS REQUIRED IN AF&PA TECHNICAL REPORT No.7. S J 4. UNLESS NOTED OTHERWISE,STEEL CONNECTORS SHALL BE USED TO JOIN _I JOISTS AND BEAMS SUCH AS SIMPSON STRONG-TIE CONNECTORS OR EQUIVALENT.