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Home My WebLink AboutSTRUCTURAL DRAWINGS REVISIONS 2 - 17-00667-682,747,749 - 430 W 2nd S - Providence SquareMISCELLANEOUS LEGEND NON- STRUCTURAL WALL WALL ABOVE SPOT ELEVATION ELEVATION OPENING T.O. STEEL ELEV: 1' - 0" 95' - 0" T.O. FLOOR LOAD ARROW1 OPEN KEY NOTE1 REVISION WOOD LEGEND BEARING WALL BEAM OR HEADER STRAP AT OPENING HOLDOWN/ TIE DOWN POST HANGER LEDGER SHEAR WALL HDU4 CS16 1 A P1 FOUNDATION LEGEND COLUMN FOOTING WALL FOOTINGWF 1.5 F2.0 STEP IN SLAB ST E P ℄ GENERAL STRUCTURAL NOTES STANDARD ABBREVIATIONS CENTERLINE (E) EXISTING AB ANCHOR BOLT ADDL ADDITIONAL AFF ABOVE FINISHED FLOOR ALT ALTERNATE ARCH ARCHITECTURAL ASD ALLOWABLE STRESS DESIGN BLDG BUILDING BLKG BLOCKING BN BOUNDARY NAILING OR FASTENERS BO BOTTOM OF BOT BOTTOM CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONT CONTINUOUS DBA DEFORMED BAR ANCHOR DBL DOUBLE DIA OR Ø DIAMETER DIAG DIAGONAL DIM DIMENSION DWG DRAWING EA EACH ELEV ELEVATION EN EDGE NAILING EQ EQUAL EQUIP EQUIPMENT EW EACH WAY FDN FOUNDATION FF FINISH FLOOR FLR FLOOR FN FIELD NAILING FT FOOT FTG FOOTING GA GAUGE GALV GALVANIZED GSN GENERAL STRUCTURAL NOTES GT GIRDER TRUSS HI HIGH HORIZ HORIZONTAL HSS HOLLOW STRUCTURAL SHAPE HT HEIGHT K KIP (1,000 LBS) KLF KIPS PER LINEAR FOOT KSF KIPS PER SQUARE FOOT KSI KIPS PER SQUARE INCH LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LO LOW LONG LONGITUDINAL LRFD LOAD AND RESISTANCE FACTOR DESIGN LT LIGHT MAX MAXIMUM MECH MECHANICAL MFD MANUFACTURED MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS NTS NOT TO SCALE O.C. ON CENTER OPP OPPOSITE HAND PL PLATE PLF POUNDS PER LINEAR FOOT PREFAB PREFABRICATION PRELIM PRELIMINARY PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESSURE TREATED REINF REINFORCING REQ'D REQUIRED RME ROOF MOUNTED EQUIPMENT SCHED SCHEDULE SIM SIMILAR SMS SHEET METAL SCREW SPEC SPECIFICATION STD STANDARD T&B TOP AND BOTTOM T&G TOUNGE AND GROOVE T.O. TOP OF TRANS TRANSVERSE TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/ WITH W/O WITHOUT WT WEIGHT WWF WELDED WIRE FABRIC GENERAL REQUIREMENTS DRAWINGS THESE DRAWINGS HAVE BEEN PREPARED USING STANDARDS OF PROFESSIONAL CARE AND COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY REPUTABLE STRUCTURAL ENGINEERS IN THIS OR SIMILAR LOCALITIES. THEY NECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN EXPERIENCED CONTRACTOR AND/OR WORKERS WHO HAVE A WORKING KNOWLEDGE OF THE APPLICABLE CODE STANDARDS AND REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT EVERY CONDITION OR ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON THESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRY ACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOT EXPLICITLY SHOWN. MISCELLANEOUS ITEMS CALCULATION AND DESIGN OF MISCELLANEOUS NON-STRUCTURAL ITEMS, SUCH AS STAIRS, RAILINGS, NON-STRUCTURAL WALLS AND PREFABRICATED STRUCTURAL ITEMS, SUCH AS FLOOR AND ROOF TRUSSES, ARE NOT INCLUDED AND ARE TO BE PROVIDED BY OTHERS UNLESS SPECIFICALLY NOTED ON THESE DRAWINGS. CONSTRUCTION MEANS AND METHODS THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DESIGN AND PROVIDE ADEQUATE SHORING, BRACING, FORM-WORK, ETC... AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY (INCLUDING UTILITIES) DURING CONSTRUCTION. CONSTRUCTION MATERIALS SHALL BE PLACED ON THE STRUCTURE SUCH THAT THE DESIGN LOADS ARE NOT EXCEEDED. DIMENSIONS, INSERTS AND OPENINGS THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. THE CONTRACTOR SHALL INFORM THE ARCHITECT IN WRITING OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED BEFORE START OF CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. WHERE DISCREPENCIES OCCUR IN THESE DRAWINGS, NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STUCTURAL NOTES AND TYPICAL DETAILS. CONTRACTOR SHALL ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. STANDARDS WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE EDITION REFERENCED IN THE GOVERNING BUILDING CODE. TYPICAL DETAILS AND NOTES TYPICAL DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY INDICATED AT A SPECIFIC LOCATION ON PLANS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLY ONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY. SHOP DRAWINGS SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS. SHOP DRAWINGS ARE REVIEWED ONLY FOR GENEREAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS. REVIEW DOES NOT INDICATE THAT THE SHOP DRAWINGS ARE CORRECT OR COMPLETE. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THE AFOREMENTIONED SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW UNLESS SPECIFICALLY NOTED ACCORDINGLY. THE SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE ORIGINAL CONTRACT DRAWINGS. ANY ENGINEERING PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF AN APPROPRIATELY REGISTERED ENGINEER. ENGINEERING SYSTEM SOLUTIONS SHALL NOT BE RESPONSIBLE FOR THE ADEQUACY OF ENGINEERING DESIGNS PERFORMED BY OTHERS. FIVE WORKING DAYS SHALL BE ALLOWED FOR THE ENGINEER'S REVIEW. CONTRACTOR SHALL PROVIDE A COPY OF EACH SUBMITTAL FOR ENGINEERING SYSTEM SOLUTIONS RECORDS. SHOP DRAWINGS SHALL REFERENCE DATE AND DELTA (IF ANY) OF CONTRACT DRAWINGS. MOLD MOLD CONCERNS AND PREVENTION IS OUT OF ENGINEERING SYSTEM SOLUTIONS SCOPE OF SERVICES. ENGINEERING SYSTEM SOLUTIONS SHALL BE HELD HARMLESS, TO THE EXTENT OF THE LAW, FOR ALL MOLD PREVENTION AND MOLD RELATED CONCERNS. SHEET INDEX SHEET NO. SHEET TITLE S0.1 GENERAL STRUCTURAL NOTES S0.2 GENERAL STRUCTURAL NOTES S1.1 FOUNDATION PLAN S1.1A FOUNDATION PLAN S2.1 1ST FLOOR FRAMING PLAN S3.1 2ND FLOOR FRAMING PLAN S4.1 3RD FLOOR FRAMING S5.1 ROOF FRAMING PLAN S6.1 TYPICAL DETAILS S6.2 TYPICAL DETAILS S6.3 TYPICAL DETAILS S6.4 TYPICAL DETAILS S7.1 FOUNDATION DETAILS S8.1 FRAMING DETAILS S8.2 FRAMING DETAILS BASIS FOR DESIGN GOVERNING BUILDING CODE 2012 IBC GRAVITY ROOF DEAD 20 PSF ROOF LIVE 20 PSF FLOOR DEAD 21 PSF FLOOR LIVE 40 PSF LANDING DL:60 PSF LANDING LL:100 PSF RISK CATEGORY RISK CATEGORY II SNOW Pg 50 PSF ROOF SNOW LOAD 35 PSF *DRIFT AND UNBALANCED LOADS PER BUILDING CODE SEISMIC ANALYSIS PROCEDURE EQUIVALENT LATERAL-FORCE PROCEDURE SEISMIC FORCE RESISTING SYSTEM WOOD SHEAR WALL PORTION OF SNOW LOAD INCLUDED 20% R 6.5 I 1.0 Ss 0.440 S1 0.156 SDS (SHORT PERIOD)0.425 SD1 (1-SECOND PERIOD)0.220 SITE CLASS D SEISMIC DESIGN CATEGORY D Cs 0.065 V (ASD)42.6K WIND BASIC WIND SPEED 115 MPH EXPOSURE C I 1.0 GCpi ±0.18 C&C ZONE 4 (WALLS) (SERVICE)22.2/-24 PSF C&C ZONE 5 (WALLS) (SERVICE)22.2/-30 PSF C&C NET UPLIFT (ROOF) (SERVICE)10PSF DEFLECTION LIMITS WOOD FLOOR ELEMENTS: TRUSSES AND JOISTS TOTAL LOAD L/480 LIVE LOAD L/600 WOOD ROOF ELEMENTS: TRUSSES AND JOISTS TOTAL LOAD L/240 LIVE LOAD L/360 SOILS SOIL BEARING PRESSURE (D+L+Lr)1500 PSF SOIL BEARING PRESSURE x 1.33 (+W OR +E) 1995 PSF MINIMUM FROST COVER 36 INCHES GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S0.1 MARCH 2015 SLK DF/MP 15.2006 15.2006 G E N E R A L S T R U C T U R A L N O T E S FOUNDATION DESIGN RECOMMENDATIONS FOUNDATION DESIGN BASED ON GEOTECHNICAL REPORT ENTITLED: "SQUIRES BRICK 175 SOUTH 5TH WEST REXBURG, ID" BY MATERIAL TESTING AND INSPECTION DATED SEPTEMBER 13, 2012 PROJECT NO: E120130g CONSTRUCTION ALL SITE PREPARATION, GRADING, COMPACTION TESTS, INSPECTIONS, ETC. SHALL BE FOLLOWED WITH STRICT ADHERENCE AND SHALL BE COMPLETED PRIOR TO ANY CONCRETE PLACEMENT. SEE ACI 325.3 FOR FURTHER REQUIREMENTS. ENGINEERING SYSTEM SOLUTIONS ASSUMES NO LIABILITY FOR GROUNDWATER OR OTHER MEANS OF FLOODING. FOOTING EMBEDMENT ALL FOOTINGS SHALL EXTEND BELOW GRADE THE MINIMUM EMBEDMENT DEPTH AS NOTED ON THE GSN. GRADE IS DEFINED AS FOLLOWS THE LOWEST OF THE FOLLOWING (BEFORE LANDSCAPING): • BUILDING PAD SUBGRADE • LOWEST SURROUNDING SOIL GRADE WITHIN 5'-0" OF BUILDING SLAB ON GRADE SUPPORT PER THE GEOTECHNICAL RECOMMENDATIONS. FOLLOW ACI 302.1 RECOMMENDATIONS FOR PLACING CONCRETE, CURING, AND QUALITY CONTROL. BACKFILL BACKFILL SHALL NOT BE PLACED AGAINST EXTERIOR WALLS UNTIL THE INTERIOR FLOOR SYSTEM CAN ADEQUATELY BRACE THE WALL. BACKFILL AND RECOMPACT ALL TRENCHES PER THE GEOTECHNICAL REPORT. (MIN 90% DRY DENSITY) DRAINAGE PROVIDE ADEQUATE DRAINAGE AWAY FROM THE STRUCTURE. PER GEO TECH REPORT, GROUND SURFACES SHOULD SLOPE AWAY FROM STRUCTURE @ 5% MIN CONCRETE MATERIAL MINIMUM 28 DAY COMPRESSIVE STRENGTH FOR SLAB ON GRADE, FOOTING, AND WALLS IS 4500 PSI (DESIGNED FOR 2500). CEMENT SHALL BE TYPE II. MAXIMUM W/C RATIO SHALL BE 0.45. CONCRETE SLUMP SHALL BE 4 INCHES. AIR ENTRAINMENT SHALL BE 6% AT EXTERIOR AND 3% AT INTERIOR CONCRETE. ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 POUND PER CUBIC FOOT UNLESS NOTED OTHERWISE, USING HARD ROCK AGGREGATES CONFORMING TO ASTM C33. BATCHING, MIXING, AND TRANSPORTING BATCHING, MIXING, AND TRANSPORTING CONCRETE SHALL BE PER ACI 301. CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY AND APPROVED BY THE ENGINEER OF RECORD. PORTLAND CEMENT SHALL CONFORM TO ACI 301. WATER SHALL NOT BE ADDED AT THE JOB SITE SUCH THAT THE APPROVED MIX DESIGN W/C RATIO IS EXCEEDED. FORM WORK FORM WORK SHALL BE PER ACI 301. PLACING PLACING OF CONCRETE SHALL BE PER ACI 301. PLACING OF CONCRETE BY MEANS OF PUMPING SHALL BE PER ACI 301. WHERE THERE IS A RISK OF PREMATURE DRYING, SUCH AS IN HOT OR WINDY WEATHER, CURING MEASURES SHALL BE IMPLEMENTED PER THE RECOMMENDATIONS OF ACI 301. CONSOLIDATION CONSOLIDATION OF CONCRETE SHALL BE PER ACI 301. EMBEDDED ITEMS EMBEDDED ITEMS SHALL BE PLACED PER ACI 301. CONDUITS AND PIPES SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE WITHOUT WRITTEN APPROVAL FROM THE ENGINEER OF RECORD. EMBEDDED CONDUITS, PIPES, AND SLEEVES SHALL NOT BE LARGER IN DIAMETER THAN 1/3 THE OVERALL THICKNESS OF THE SLAB, BEAM, OR WALL IN WHICH THEY ARE EMBEDDED AND SHALL NOT BE SPACED CLOSER THAN 3 DIAMETERS OR ELEMENT WIDTHS ON CENTER. NO ALUMINUM EMBEDS SHALL BE IN DIRECT CONTACT WITH CONCRETE. COLD WEATHER CONCRETING WHEN THE AIR TEMPERATURE IS BELOW 40°F, COLD WEATHER CONCRETE PROCEDURES SHALL BE USED PER ACI 301. A CONSTRUCTION PLAN SHALL BE SUBMITTED TO THE ENGINEER DETAILING THE PROTECTION PROCEDURES PRIOR TO PLACEMENT OF CONCRETE. HOT WEATHER CONCRETING PRIOR TO CONCRETE PLACEMENT, TOP 3 INCHES OF SUB-BASE SHALL BE WETTED SUFFICIENTLY TO SATURATE SUB-BASE WITHOUT ANY STANDING WATER. CONCRETE PLACEMENT TEMPERATURE MAY NOT EXCEED 90° FAHRENHEIT WHEN MEASURED IN ACCORDANCE WITH ASTM C1064. STEEL FORMS AND REINFORCEMENT SHALL BE COOLED PRIOR TO CONCRETE PLACEMENT WHEN STEEL TEMBERATURES EXCEED 120° FAHRENHEIT. MIX WATER, AGGREGATES, CONVEYING AND PLACING EQUIPMENT OR ANY COMBINATION OF THE ABOVE SHALL BE COOLED IF NECESSARY TO MAINTAIN PROPER CONCRETE PLACING TEMPERATURE. SLAB ON GRADE CONTRACTOR SHALL FOLLOW ACI 301 AGGREGATE SPECIFICATION INCLUDING #8 AND #4 AGGREGATES TO PROVIDE A WELL-GRADED AGGREGATE MIX. CONTRACTOR SHALL PROVIDE CONTROL JOINTS. SEE TYPICAL CONTROL JOINT IN CONCRETE SLAB ON GRADE DETAIL. HOLDOWN ANCHORAGE INSTALLATION HOLDOWNS SHALL BE SIMPSON STRONG-TIE OR EQUAL AND SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. VERIFY LOCATION OF HOLDOWNS WITH ROUGH FRAMING LAYOUT TO ENSURE PROPER AND ACCURATE INSTALLATION. HOLDOWN ANCHORS AT ENDS OF SHEARWALLS MAY BE ANCHORED TO THE FOUNDATION WITH EPOXY-GROUTED ALL-THREAD BAR IN DRILLED HOLE. SEE EPOXY ANCHORAGE SECTION OF GSN. SEPARATE PERMIT AND APPROVAL MAY BE REQUIRED BY THE BUILDING DEPARTMENT FOR EPOXY INSTALLATION. HOLDOWN REQUIREMENTS EMBEDDED ANCHOR BOLTS FOR HOLDOWNS SHALL CONFORM TO THE HOLDOWN SCHEDULE IN THE TYPICAL DETAILS. BOLT DIAMETER SHALL BE AS SPECIFIED BY HOLDOWN MANUFACTURER. BOLTS SHALL HAVE STANDARD HEX HEAD AT EMBEDDED END OR SHALL BE A36 GRADE THREADED ROD WITH DOUBLE NUT IN LIEU OF HEX HEAD AND 3/16"x2" SQUARE PLATE WASHER AT EMBEDDED END. HOLDOWN ANCHORAGE SHALL BE MADE ACCORDING TO THE HOLDOWN SCHEDULE IN TYPICAL DETAILS FOR INTERIOR AND EXTERIOR CONDITIONS. MINIMUM EMBEDMENT LISTED ACCOMMODATES 5" MINIMUM DISTANCE FROM A CORNER (AS OCCURS) AND 1 3/4" MINIMUM DISTANCE FROM EDGE. AT STEMWALLS EMBEDMENT SHALL BE MEASURED FROM TOP OF STEMWALL TO PLATE WASHER OR BOTTOM OF SSTB BOLT. HOLDOWN FASTENERS TO BE 3" LONG MINIMUM FOR (2) 2x AND SOLID SAWN POSTS AND 4 1/2" LONG FOR (3) 2x POSTS. EMBEDMENT DEPTH OF HOLDOWN ANCHOR BOLTS SHALL BE MEASURED FROM TOP OF SLAB TO BOTTOM OF ANCHOR BOLT FOR MONO POUR FOOTING AND FROM TOP OF COLD JOINT TO BOTTOM OF ANCHOR BOLT FOR TWO POUR FOOTING, UNLESS NOTED OTHERWISE ON PLAN. INCREASE LENGTH OF BOLT AT STEMWALL AS REQUIRED. INCREASE DEPTH OF FOOTING AT ANCHOR BOLT AS REQUIRED. WOOD GENERAL SAWN FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY. DO NOT NOTCH OR DRILL JOISTS, BEAMS, OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT. FABRICATION AND HANDLING SHALL CONFORM WITH THE LATEST AITC AND ASTM STANDARDS. ALL ENGINEERED WOOD PRODUCTS SHALL BE MANUFACTURED IN ACCORDANCE WITH ESR-1387 OR APPROVED EQUAL. SAWN LUMBER SAWN LUMBER SHALL BE DOUGLAS FIR LARCH, NO. 2 UNLESS NOTED OTHERWISE. 2x4 STUDS, BLOCKING, AND TOP PLATES SHALL BE DOUGLAS FIR LARCH, STUD GRADE. 6x6 POSTS AND LARGER SHALL BE NO. 1 GRADE. LAMINATED VENEER LUMBER (LVL) LVL SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: ▪ E=2,000,000 PSI ▪ Fb=2,600 PSI ▪ Fc (PERPENDICULAR)=750 PSI ▪ Fc (PARALLEL)=2,510 PSI ▪ Fv=285 PSI PREFABRICATED PLYWOOD WEB I-JOIST PREFABRICATED PLYWOOD WEB I-JOIST/PURLINS SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF ICC REPORT ESR-1153. CONNECTIONS AND BEARING MATERIAL SHALL BE DESIGNED AND FURNISHED BY A JOIST MANUFACTURER. ADDITIONAL MEMBERS SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. WHERE BRIDGING INTERFERES WITH MECHANICAL OR OTHER INSTALLATIONS, REMOVE BRIDGING AFTER DECK IS IN PLACE AND REPLACE WITH ADDITIONAL MANUFACTURER SUPPLIED HORIZONTAL STRUT BRACING AT TOP AND BOTTOM CHORDS. PROVIDE 2" (NOMINAL) SOLID BLOCKING BETWEEN JOISTS AT SUPPORTS. JOIST HANGERS AND OTHER MISCELLANEOUS FRAMING ANCHORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE COMPANY OR EQUIVALENT W/ CURRENT ICC APPROVAL. BOTTOM PLATES (SOLE PLATES) EXTERIOR WALLS OR SHEARWALLS: BOTTOM PLATES RESTING ON CONCRETE OR MASONRY SHALL BE TREATED DOUGLAS FIR. BOTTOM PLATES SHALL BE ANCHORED TO THE FOUNDATION WITH CAST-IN-PLACE ANCHOR BOLTS EMBEDDED 7" MINIMUM IN CONCRETE UNLESS NOTED OTHERWISE. PROVIDE MINIMUM (1) ANCHOR BOLT LOCATED NOT MORE THAN 9" OR LESS THAN 4" FROM EACH END OF EACH BOTTOM PLATE PIECE. ANCHOR BOLTS FOR HOLDOWNS SHALL NOT BE CONSIDERED AS A SHEARWALL ANCHOR BOLT. CAST-IN-PLACE ANCHOR BOLTS MAY BE SUBSTITUTED WITH POST-INSTALLED ANCHORS WITH SAME DIAMETER AND SPACING WITH 7" MINIMUM CONCRETE EMBEDMENT. FOUNDATION ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER UNDER EACH NUT NOT LESS THAN 1/4"x3"x3" IN SIZE (1/4"x3"x4 1/2" AT 2x6 WALLS WITH SHEATHING BOTH FACES). THE HOLE IN THE PLATE WASHER SHALL BE PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1 3/4" PROVIDED A STANDARD CUT WASHER (0.109"x1 3/8" OUTSIDE DIAMETER AT 1/2" DIAMETER BOLT OR 0.134"x1 3/4" OUTSIDE DIAMETER AT 5/8" DIAMETER BOLT) IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. INTERIOR BEARING AND PARTITION WALLS: BOTTOM PLATES RESTING ON CONCRETE OR MASONRY AT NON-SHEARWALL LOCATIONS SHALL BE TREATED DOUGLAS FIR. BOTTOM PLATES SHALL BE ANCHORED TO FOUNDATION WITH 1/2" DIAMETER EXPANSION ANCHORS WITH 3" EMBEDMENT AT 48" ON CENTER MAXIMUM OR 0.145" DIAMETER POWDER ACTUATED FASTENERS WITH 1" EMBEDMENT AT 32" ON CENTER MAXIMUM. NAILS ALL NAILS, EXCEPT 16d, SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE. 16d NAILS MAY BE SINKERS OR BOX UNLESS NOTED OTHERWISE ON PLANS OR SCHEDULES. NAILS SHALL BE DRIVEN SO THAT THE HEADS ARE FLUSH WITH WOOD SURFACE. OVER OR UNDER DRIVEN NAILS WILL NOT BE ACCEPTABLE. 16d NAILS HAVE A MINUMUM SHANK DIAMETER OF 0.135" AND ARE 3 1/2" LONG. 10d NAILS HAVE A SHANK DIAMTER OF 0.148" AND ARE 3" LONG. 8d NAILS HAVE A SHANK DIAMETER OF 0.131" AND ARE 2 1/2" LONG. BOLTS AND LAG SCREWS ALL BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16" LARGER THAN THE DIAMETER OF THE BOLT. CUT WASHERS SHALL BE PLACED UNDER BOLT HEADS AND NUTS. SPOIL THREADS TO PREVENT LOOSENING. LAG BOLTS SHALL BE INSTALLED IN PRE-DRILLED HOLES 40% TO 70% OF THE DIAMETER OF THE LAG SCREW AND INSTALLED BY TURNING WITH A WRENCH. ANCHORS FRAMING ANCHORS, HANGERS, AND OTHER MISCELLANEOUS HARDWARE SPECIFIED ON PLANS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, INC OR EQUIVALENT WITH CURRENT ICC APPROVAL. WHERE METAL CONNECTORS, ANCHORS, FASTENERS, ETC. ARE INSTALLED IN OR EXPOSED TO POTENTIALLY CORROSIVE ENVIRONMENTS OR MATERIALS (I.E. PRESSURE TREATED WOOD, FIRE RETARDANTS, DISSIMILAR METALS, ETC.), APPROPRIATE MEASURES SHALL BE TAKEN (I.E. USE OF CORROSIVE RESISTANT METAL, PROPER APPLICATION OF ADEQUATE PROTECTIVE COATING, ETC.) IN ORDER TO PROTECT THE HARDWARE AGAINST DAMAGE THAT MAY ADVERSELY AFFECT ITS LOAD CARRYING CAPACITY. REFER TO MANUFACTURER FOR SPECIFIC APPLICATION, LIMITATIONS, OR ADDITIONAL REQUIREMENTS. PREFABRICATED WOOD TRUSS MANUFACTURER ALL PREFABRICATED TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER. DESIGN BOTTOM CHORDS OF ROOF TRUSSES ACTING AS CEILING MEMBERS MUST BE ABLE TO SUPPORT A 10 PSF NON-CONCURRENT LIVE LOAD PER THE GOVERNING BUILDING CODE REQUIREMENTS. DESIGN OF TRUSS SHALL BE PER THE LOADS LISTED IN THE BASIS FOR DESIGN. THE TRUSSES SHALL BE DESIGNED TO CARRY ANY ADDITIONAL LOADS DUE TO MECHANICAL UNITS, OVERHEAD DOORS, ROOF OVERBUILTS, UP OR DOWN LATERAL OVERTURNING FORCES, ETC... DESIGN MUST ALSO TAKE INTO ACCOUNT UNBALANCED SNOW LOADS, SNOW DRIFTING, INCREASED SNOW LOADS ON EAVES AND IN VALLEYS, IMPACT LOADS FROM FALLING SNOW AND ICE, ETC... TRUSS MEMBERS SHALL BE DESIGNED FOR COMBINED STRESSES BASED ON THE WORST LOADING CONDITION. TRUSS BEARING LENGTHS SHALL NOT EXCEED WIDTH OF SUPPORTING ELEMENTS AS INDICATED ON PLANS. TRUSS MANUFACTURER RESPONSIBLE FOR HANGER SPECIFICATIONS FOR: TRUSS-TO-TRUSS; TRUSS-TO-BEAM; TRUSS-TO-LEDGER. TRUSS BRACING THE TRUSS MANUFACTURER SHALL INDICATE PROPER BRACING OF MEMBERS AS WELL AS BRACING FOR TRUSS ERECTION. INSTALLATION THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF THE TRUSSES PER THE TRUSS MANUFACTURER'S RECOMMENDATIONS AND SPECIFICATIONS. NO WEB OR CHORD MEMBERS SHALL BE MODIFIED IN THE FIELD WITHOUT PRIOR WRITTEN APPROVAL OF THE TRUSS MANUFACTURER. GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S0.2 MARCH 2015 SLK DF/MP 15.2006 15.2006 G E N E R A L S T R U C T U R A L N O T E S REINFORCING STEEL REINFORCING BARS SHALL BE DEFORMED, EXCEPT AS NOTED IN ACI 301. USE OF EPOXY-COATED BARS IS NOT PERMITTED. GRADE ALL WELDED BARS SHALL BE GRADE 60, REFER TO ASTM STANDARD A706. #4 BARS OR LARGER SHALL BE GRADE 60, REFER TO ASTM STANDARD A615. #3 BARS OR SMALLER SHALL BE GRADE 40, REFER TO ASTM STANDARD A615. WELDED WIRE FABRIC SHALL BE GRADE 60, REFER TO ASTM STANDARD A185. CLEAR COVER ALL DIMENSIONS NOT NOTED AS "CLR" ARE TO THE CENTER OF THE BAR. FOR CLEAR COVER REQUIREMENTS REFER TO TYPICAL DETAIL "MINIMUM COVER FOR NON-PRESTRESSED STEEL". REINFORCEMENT SUPPORTS REINFORCEMENT SUPPORT SHALL BE PROVIDED TO MAINTAIN CLEAR DIMENSIONS SHOWN ON PLANS AND SHALL CONFORM TO ONE OF THE FOLLOWING SUPPORT TYPES: WIRE, COATED WIRE, PRECAST CONCRETE, PLASTIC. REINFORCEMENT SUPPORT SHALL COMPLY WITH ACI 301. LAP SPLICING UNLESS NOTED OTHERWISE TACK WELDING OF REINFORCING BARS NOT ALLOWED. FOR LAP LENGTH REQUIREMENTS REFER TO TYPICAL DETAIL "LAP LENGTH SCHEDULE". MECHANICAL SPLICE COUPLERS MECHANICAL SPLICE COUPLERS SHALL HAVE CURRENT ICC-ES APPROVAL AND SHALL BE CAPABLE OF DEVELOPING 125% OF THE STRENGTH OF THE BAR. WELDING WELDING OF REINFORCING BARS, METAL INSERTS, AND CONNECTIONS SHALL CONFORM TO AWS D1.4. BENDING BENDING SHALL BE MADE ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS. ALL REINFORCING SHALL BE BENT COLD. BARS SHALL NOT BE UNBENT AND REBENT. #5 BAR AND SMALLER MAY BE COLD FIELD BENT. #6 BAR AND LARGER SHALL NOT BE FIELD BENT WITHOUT PRIOR APPROVAL FROM ENGINEER. PLACE AND DETAIL ALL BARS SHALL BE DETAILED AND PLACED PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. SPECIAL INSPECTIONS SPECIAL INSPECTION INDEPENDENT OF THE CONTRACTOR, ARCHITECT, AND ENGINEER OF RECORD SHALL BE PROVIDED BY OWNER ACCORDING TO IBC CHAPTER 17. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS, NOT THE SHOP DRAWINGS. THE SPECIAL INSPECTOR SHALL SEND REPORTS TO THE OWNER, BUILDING OFFICIAL, ARCHITECT, ENGINEER, AND CONTRACTOR FOR CORRECTION. THE SPECIAL INSPECTOR SHALL SUBMIT A BI-WEEKLY AND A FINAL SIGNED REPORT STATING THAT THE SPECIAL INSPECTION WORK WAS, TO THE BEST OF HIS KNOWLEDGE, IN CONFORMANCE WITH THE PLANS, SPECIFICATIONS, AND APPLICABLE WORKMANSHIP PROVISIONS OF THE IBC. CONTINUOUS OR PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING WORK: SOILS VERIFICATION AND INSPECTION CONT PERIODIC VERIFY MATERIALS BELOW FOOTING ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY ■ VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL ■ PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS ■ VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESS DURING PLACEMENT AND COMPACTION OF COMPACTED FILL ■ PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT THE SITE HAS BEEN PREPARED PROPERLY ■ CONCRETE VERIFICATION AND INSPECTION CONT PERIODIC INSPECTION OF REINFORCING STEEL AND/OR PRESTRESS TENDONS AND PLACEMENT ■ INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT ■ VERIFYING USE OF REQUIRED DESIGN MIX ■ SAMPLING FRESH CONCRETE AND PERFORMING SLUMP, AIR CONTENT, AND DETERMINING THE TEMPERATURE OF FRESH CONCRETE AT THE TIME OF MAKING SPECIMENS FOR STRENGTH TESTS PER ACI 318 ■ WELDING OF REINFORCING STEEL: ●VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A 706 ■ ●REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT ■ ●SHEAR REINFORCEMENT ■ ●OTHER REINFORCING STEEL ■ INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES ■ VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS ■ INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED ■ EPOXY-ANCHORED DOWELS VERIFICATION AND INSPECTION CONT PERIODIC AS APPLICABLE, THE INSPECTION PROGRAM SHALL VERIFY: DOWEL SIZE, HOLE DIAMETER, DEPTH AND CLEANOUT, EPOXY MIXING, AND PLACEMENT PROCEDURES IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND CURRENT ICC REPORT (ESR) ■ 2' - 0 " 22 ' - 1 1 " 22 ' - 1 0 " 2' - 0 " 49 ' - 9 " 12' - 4"19' - 11 5/8"4' - 8 3/8" 4' - 0" 13' - 0"20' - 0" 37' - 0" 37' - 0" CW1 CW1 CW1 CW1 CW1 CW 1 CW 1 CW 1 CW 1 WF3.0 WF3.0 WF3.0 WF3.0 WF3.0 WF 3 . 0 WF 3 . 0 WF 3 . 0 WF 3 . 0 49 ' - 9 " MI R R O R L I N E 4" THICK SLAB W/ #4 AT 18" O.C. RE: CONCRETE NOTE (B) WF2.0 4" THICK SLAB W/ #4 AT 18" O.C. RE CONCRETE NOTE (B) 2' - 4 3 / 4 " 8' - 9 3 / 4 " 11 ' - 7 1 / 2 " 6" 3' - 6" WF 1 . 5 CW 2 1 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- WF 3 . 0 3 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 5 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 6 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 6 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- WF 2 . 0 WF 2 . 0 HDU8 HDU8HDU8 HDU8 C B A 4" T H I C K S L A B W / # 4 A T 1 8 " O . C . R E : CO N C R E T E N O T E ( B ) T.O.F. = 90'-4" TYP T.O.F. = 97'-0" TYP. T.O.F. = 94'-5" TYP S1 S1 S1 HDU11HDU11 HDU11HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU8 HDU8 HDU8 HDU8 4" THICK SLAB W/ #4 AT 18" O.C. RE: CONCRETE NOTE (B) HDU8 HDU8 B 3' - 8" 4' - 0 3/4" 4' - 0 " 4 ' - 0 " 6 ' - 1 1 " 4 ' - 0 " 4 ' - 0 " 4' - 6" 4' - 0" 4' - 6" 3' - 11 1/4" 4' - 0 3/4" 4' - 7 1/16" 3' - 11 13/16" 3' - 5 1/8" S10 S10 S10 S1 0 S1 0 S1 0 S10 WF3.0 HDU8 HDU8 HDU8 HDU8 WF 3 . 0 C C 6' - 0 " F3.0 CW2 WF1.5 CW2 WF1.5 HDU8 KEYNOTES S1 2x4 BEARING WALL STUDS BELOW 1ST FLOOR TO BE SPACED AT 8" O.C. S10 VERIFY BASEMENT WALL OPENINGS W/ ARCH. FOUNDATION PLAN NOTES EMBEDMENT: A. MIN EMBEDMENT DEPTH: 36". ALL FTGS SHALL EXTEND BELOW GRADE THE MIN EMBEDMENT DEPTH AS NOTED. GRADE SHALL BE DEFINED AS T.O. LOWEST ADJACENT COMPACTED SUBGRADE. CONCRETE: A. ELEVS: TYP T.O. WALL = 98'-8" UNO; TYP T.O. FTG AT BASEMENT = 90'-4" UNO; T.O. FTG AT STEM WALL = 98'-0" B. SUB-BASE PREPERATION: 4" THICK MAT CONSISTING OF SAND AND GRAVEL MIXTURE PER SOILS REPORT W/ 3/4" (TYPE 1) CRUSHED AGGREGATE. USE MIN 15 MIL MOISTURE RETARDER BENEATH FLOOR SLAB. (FIELD VERIFY SLOPE AND ELEVATION WITH ARCH) C. PROVIDE CONTROL JOINTS IN CONC SLAB ON GRADE PER "TYPICAL CONTROL JOINT IN CONCRETE SLAB ON GRADE" DETAIL. OPTIMIZE LOCATIONS W/ ARCH DWGS. D. CONTINUE WALL AND FTG REINF INTO WALLS AND FTGS THAT ARE PERPENDICULAR TO EA OTHER PER TYP DETAILS. E. SEE "TYP STEPPED FTG" DETAIL FOR FDN STEP. F. SEE "TYPICAL 2'-6" SQUARE OR SMALLER OPENINGS IN CONCRETE WALL" DETAIL FOR OPENINGS IN CONC WALL. COORDINATE OPENINGS W/ ARCH DWGS. ANCHORAGE: A. "LSTHD8"..., "LSTHD8RJ"..., "HDU5"..., "HDU8"... INDICATE HOLDOWNS AT FDN PER TYP SHARED HOLDOWN DETAIL, UNO. B. ALL HOLDOWNS AND MISC HARDWARE AT ENDS OF SHEARWALLS WHERE INDICATED ON THE PLAN ARE SIMPSON TYPE HOLDOWNS. ATTACHMENT REQUIREMENTS TO WALL AND FDN ARE PER MFR SPECS. C. FOR HOLDOWN AB, SIZE, AND EMBEDMENT REFER TO HOLDOWN SCHED IN TYP DETAILS. D. 5/8" Ø AB W/ MIN OF (2) BOLTS PER SOLE PL PIECE SHALL BE INSTALLED AT 48" O.C. MAX, UNO. FOR SHEARWALL BOT PL AB SEE SHEARWALL SCHED. SEE GSN FOR ADDL ANCHORAGE REQUIREMENTS. E. FOR AB SIZE AND EMBEDMENT OF METAL BUILDING REFER TO ANCHOR BOLT SCHED IN TYP DETAILS. WALLS: A. APPROXIMATE LOCATIONS OF NON-STRUCTURAL, INTERIOR PARTITION WALLS ARE SHOWN FOR REFERENCE ONLY. SEE ARCH DWGS FOR EXACT LOCATIONS. MISC: A. TYP DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY INDICATED AT A SPECIFIC LOCATION ON PLANS. B. CONTRACTOR TO VERIFY ALL DIMS PRIOR TO CONSTRUCTION. RESOLVE ANY DISCREPENCIES W/ THE ARCHITECT. C. CONTRACTOR TO VERIFY LOCATION OF ALL INSERTS IN SLAB W/ APPROVED MECH, PLUMBING, AND ELECTRICAL DWGS PRIOR TO CONSTRUCTION. SEE ARCH FOR DRAIN LOCATIONS. D. ITEMS NOT SPECIFICALLY DIMENSIONED ON THE PLANS SUCH AS INTERIOR SHEARWALLS, POSTS, HOLDOWNS, ETC. SHALL BE LOCATED BY COORDINATION BETWEEN APPROVED STRUCTURAL AND ARCH PLANS AND DETAILS. E. ADEQUATE DRAINAGE AWAY FROM BLDG SHALL BE PROVIDED. SEE APPROVED ARCH/CIVIL DWGS. F. BACKFILL AT UTILITY TRENCHES SHALL BE PLACED AND COMPACTED PER THE GEOTECHNICAL REPORT. SCALE: 1/4" = 1'-0"FOUNDATION PLANFOUNDATION PLANFOUNDATION PLAN GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S1.1 MARCH 2015 SLK DF/MP 15.2006 15.2006 F O U N D A T I O N P L A N CONCRETE WALL SCHEDULE MARK WIDTH VERTICAL REINFORCING HORIZONTAL REINFORCING CW1 8" #5 AT 8" O.C. #4 AT 12" O.C. CW2 6" #5 AT 8" O.C. #4 AT 12" O.C. FOOTING SCHEDULE MARK THICKNESS WIDTH FOOTING LENGTH FOOTING REINFORCING F3.0 12" 3' - 0" 3'-0" #5 AT 12" O.C. EA WAY BOT WF1.5 12" 1' - 6" CONT (2) #4 BARS CONT WF2.0 12" 2' - 0" CONT (2) #5 BARS CONT WF3.0 18" 3' - 0" CONT (2) #5 BARS CONT T&B SHEARWALL SCHEDULE MARK SHEATHING EDGE NAILING FIELD NAILING ANCHOR BOLTS AND SPACING ELEVATED SHEARWALL WIND CAPACITY (PLF) SEISMIC CAPACITY (PLF) A 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 6" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 36" O.C. 16d AT 5" O.C. STAGGERED 364 260 B 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 4" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 28" O.C. 16d AT 4" O.C. STAGGERED 490 350 C 7/16" O.S.B. BLOCKED ONE SIDE OF WALL FRAMING AT ADJOINING PANEL EDGES SHALL BE *DBL 2x OR SINGLE 3x 8d AT 3" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 33" O.C. 3x BOT PL OR 18" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 9" O.C. 2x BOT PL 686 490 D 7/16" APA-RATED BLOCKED ONE SIDE OF WALL. FRAMING AT ADJACENT PANEL EDGES SHALL BE 3x MIN 8d AT 2" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 26" O.C. 3x BOT PL OR 14" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 8" O.C. 2x BOT PL 840 600 S1.1 FOUNDATION PLAN OCCURS WHERE BUILDING HAS A BASEMENT. 2 2 2 1 Revision 12/20/2017 2 Revision 04/25/2018 4' - 8 3/8" WF3.0 WF3.0 WF3.0 WF3.0 WF3.0WF 3 . 0 WF 3 . 0 WF 3 . 0 WF 3 . 0 MI R R O R L I N E 4" THICK SLAB W/ #4 AT 18" O.C. E.W. RE: CONCRETE NOTE (B) WF2.0 4" THICK SLAB W/ #4 AT 18" O.C. E.W. RE CONCRETE NOTE (B) WF 1 . 5 1 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- WF 3 . 0 3 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 8 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 7 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 7 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 7 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 7 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- WF 2 . 0 WF 2 . 0 HDU8 HDU8HDU8 HDU8 C B A 4" T H I C K S L A B W / # 4 A T 1 8 " O . C . E. W . R E : C O N C R E T E N O T E ( B ) T.O.F. = 98'-6" TYP T.O.F. = 98'-0" TYP. T.O.F. = 98'-6" TYP S1 S1 S1 HDU11HDU11 HDU11HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU8 HDU8 HDU8 HDU8 4" THICK SLAB W/ #4 AT 18" O.C. E.W. RE: CONCRETE NOTE (B) HDU8 HDU8 B S10 S10 S10 S10 WF3.0 HDU8 HDU8 HDU8 HDU8 WF 3 . 0 C C F3.0 WF1.5 WF1.5 HDU8 GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S1.1A MARCH 2015 SLK DF/MP 15.2006 15.2006 F O U N D A T I O N P L A N SCALE: 1/4" = 1'-0"FOUNDATION PLANFOUNDATION PLANFOUNDATION PLAN FOUNDATION PLAN NOTES EMBEDMENT: A. MIN EMBEDMENT DEPTH: 36". ALL FTGS SHALL EXTEND BELOW GRADE THE MIN EMBEDMENT DEPTH AS NOTED. GRADE SHALL BE DEFINED AS T.O. LOWEST ADJACENT COMPACTED SUBGRADE. CONCRETE: A. ELEVS: TYP T.O. WALL = 98'-8" UNO; TYP T.O. FTG AT BASEMENT = 90'-4" UNO; T.O. FTG AT STEM WALL = 98'-0" B. SUB-BASE PREPERATION: 4" THICK MAT CONSISTING OF SAND AND GRAVEL MIXTURE PER SOILS REPORT W/ 3/4" (TYPE 1) CRUSHED AGGREGATE. USE MIN 15 MIL MOISTURE RETARDER BENEATH FLOOR SLAB. (FIELD VERIFY SLOPE AND ELEVATION WITH ARCH) C. PROVIDE CONTROL JOINTS IN CONC SLAB ON GRADE PER "TYPICAL CONTROL JOINT IN CONCRETE SLAB ON GRADE" DETAIL. OPTIMIZE LOCATIONS W/ ARCH DWGS. D. CONTINUE WALL AND FTG REINF INTO WALLS AND FTGS THAT ARE PERPENDICULAR TO EA OTHER PER TYP DETAILS. E. SEE "TYP STEPPED FTG" DETAIL FOR FDN STEP. F. SEE "TYPICAL 2'-6" SQUARE OR SMALLER OPENINGS IN CONCRETE WALL" DETAIL FOR OPENINGS IN CONC WALL. COORDINATE OPENINGS W/ ARCH DWGS. ANCHORAGE: A. "LSTHD8"..., "LSTHD8RJ"..., "HDU5"..., "HDU8"... INDICATE HOLDOWNS AT FDN PER TYP SHARED HOLDOWN DETAIL, UNO. B. ALL HOLDOWNS AND MISC HARDWARE AT ENDS OF SHEARWALLS WHERE INDICATED ON THE PLAN ARE SIMPSON TYPE HOLDOWNS. ATTACHMENT REQUIREMENTS TO WALL AND FDN ARE PER MFR SPECS. C. FOR HOLDOWN AB, SIZE, AND EMBEDMENT REFER TO HOLDOWN SCHED IN TYP DETAILS. D. 5/8" Ø AB W/ MIN OF (2) BOLTS PER SOLE PL PIECE SHALL BE INSTALLED AT 48" O.C. MAX, UNO. FOR SHEARWALL BOT PL AB SEE SHEARWALL SCHED. SEE GSN FOR ADDL ANCHORAGE REQUIREMENTS. E. FOR AB SIZE AND EMBEDMENT OF METAL BUILDING REFER TO ANCHOR BOLT SCHED IN TYP DETAILS. WALLS: A. APPROXIMATE LOCATIONS OF NON-STRUCTURAL, INTERIOR PARTITION WALLS ARE SHOWN FOR REFERENCE ONLY. SEE ARCH DWGS FOR EXACT LOCATIONS. MISC: A. TYP DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY INDICATED AT A SPECIFIC LOCATION ON PLANS. B. CONTRACTOR TO VERIFY ALL DIMS PRIOR TO CONSTRUCTION. RESOLVE ANY DISCREPENCIES W/ THE ARCHITECT. C. CONTRACTOR TO VERIFY LOCATION OF ALL INSERTS IN SLAB W/ APPROVED MECH, PLUMBING, AND ELECTRICAL DWGS PRIOR TO CONSTRUCTION. SEE ARCH FOR DRAIN LOCATIONS. D. ITEMS NOT SPECIFICALLY DIMENSIONED ON THE PLANS SUCH AS INTERIOR SHEARWALLS, POSTS, HOLDOWNS, ETC. SHALL BE LOCATED BY COORDINATION BETWEEN APPROVED STRUCTURAL AND ARCH PLANS AND DETAILS. E. ADEQUATE DRAINAGE AWAY FROM BLDG SHALL BE PROVIDED. SEE APPROVED ARCH/CIVIL DWGS. F. BACKFILL AT UTILITY TRENCHES SHALL BE PLACED AND COMPACTED PER THE GEOTECHNICAL REPORT. CONCRETE WALL SCHEDULE MARK WIDTH VERTICAL REINFORCING HORIZONTAL REINFORCING CW1 8" #5 AT 8" O.C. #4 AT 12" O.C. CW2 6" #5 AT 8" O.C. #4 AT 12" O.C. FOOTING SCHEDULE MARK THICKNESS WIDTH FOOTING LENGTH FOOTING REINFORCING F3.0 12" 3' - 0" 3'-0" #5 AT 12" O.C. EA WAY BOT WF1.5 12" 1' - 6" CONT (2) #4 BARS CONT WF2.0 12" 2' - 0" CONT (2) #5 BARS CONT WF3.0 18" 3' - 0" CONT (2) #5 BARS CONT T&B SHEARWALL SCHEDULE MARK SHEATHING EDGE NAILING FIELD NAILING ANCHOR BOLTS AND SPACING ELEVATED SHEARWALL WIND CAPACITY (PLF) SEISMIC CAPACITY (PLF) A 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 6" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 36" O.C. 16d AT 5" O.C. STAGGERED 364 260 B 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 4" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 28" O.C. 16d AT 4" O.C. STAGGERED 490 350 C 7/16" O.S.B. BLOCKED ONE SIDE OF WALL FRAMING AT ADJOINING PANEL EDGES SHALL BE *DBL 2x OR SINGLE 3x 8d AT 3" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 33" O.C. 3x BOT PL OR 18" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 9" O.C. 2x BOT PL 686 490 D 7/16" APA-RATED BLOCKED ONE SIDE OF WALL. FRAMING AT ADJACENT PANEL EDGES SHALL BE 3x MIN 8d AT 2" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 26" O.C. 3x BOT PL OR 14" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 8" O.C. 2x BOT PL 840 600 KEYNOTES S1 2x4 BEARING WALL STUDS BELOW 1ST FLOOR TO BE SPACED AT 8" O.C. S10 VERIFY BASEMENT WALL OPENINGS W/ ARCH. 2 S1.1A FOUNDATION PLAN OCCURS WHERE BUILDING DOES NOT HAVE A BASEMENT. 1 Revision 12/20/2017 2 Revision 04/25/2018 MI R R O R L I N E 1 1 1 1 L1 L1 1 L1 L1 L1 L1 L1 1 FLOOR SHEATHING PER NOTES FLOOR SHEATHING PER NOTES SE E S 3 . 1 F O R L A N D I N G F L O O R F R A M I N G C CC CC D B B B D D C D 5 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 6 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 6 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 S7.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- D D CMSTC12 CMSTC12 CMSTC16 CMSTC16 B A CMSTC16 CMSTC16 CMSTC12 CMSTC12 HDU11HDU11 HDU11HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU11 HDU8 HDU8 HDU8 HDU8 C S1 5 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- SIM P1 P2 P1 P4 CONCRETE SLAB SEE S1.1 S1 S1 S8 S8 S8 S8 S8 S8 S8 B 3 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 12 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 12 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- B C P1 P1 P1 P1 P1 P1 A A P2 P1 P1 HDU8 B L1 SCALE: 1/4" = 1'-0"1ST FLOOR FRAMING PLAN1ST FLOOR FRAMING PLAN1ST FLOOR FRAMING PLAN FLOOR FRAMING PLAN NOTES WALLS: A. 2x6 BEARING WALLS SHALL BE FRAMED AT 16" O.C. UNO. BEARING WALLS ARE DEFINED AS EXTERIOR WALLS, SHEAR AND INTERIOR WALLS AS SHOWN. C. WHERE DBL TOP PL ARE BROKEN, STEPPED, OR PENETRATED W/ PIPES AT THE EXTERIOR WALLS OR INTERIOR SHEARWALLS, CONNECT TOGETHER W/ SIMPSON MSTC40 OR TS22 STRAP, UNO. D. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED AS "A" TYPE SHEARWALLS, UNO. E. PROVIDE (36) 16d NAILS AT ALL TOP PL SPLICES. SPLICE TOP PL PER "TYPICAL TOP PLATE SPLICE" DETAIL. AT LOCATION WHERE PL CANNOT BE SPLICED, USE MSTC40, CENTERED ON SPLICE AND NAILED PER MFR. F. "KS" INDICATES KING STUD. "TS" INDICATES TRIMMER STUD. 2x6 WALLS: PROVIDE MIN (2) KS AND (1) TS FOR OPENING WIDTH UP TO 6'-0". FOR OPENING WIDTH UP TO 8'-0" PROVIDE (2) KS AND (2) TS. FOR OPENING WIDTH UP TO 10'-0" PROVIDE (3) KS AND (2) TS. FOR OPENING WIDTH UP TO 12'-0" PROVIDE (3) KS AND (3) TS. G. ALL DBL TOP PL PENETRATIONS SHALL BE PER "TYPICAL HOLE IN DOUBLE TOP PLATE" DETAIL. H. PROVIDE CONT BEARING OF ALL POSTS AND MULTIPLE STUDS TO FDN PER "TYPICAL SOLID BLOCKING BETWEEN FLOORS" DETAIL. I. WALL SHADE INDICATES EXTENT OF MIN LENGTH OF SHEARWALL AS INDICATED ON PLANS. WHERE SHADE EXTENDS THROUGH HEADER PROVIDE SHEARWALL SHEATHING AROUND OPENING PER TYPICAL SIMPSON CS16 STRAP AT WINDOW OPENING DETAIL. FRAMING: A. PROVIDE FULL BEARING UNDER COL BETWEEN FLRS PER "TYPICAL SOLID BLOCKING BETWEEN FLOORS" DETAIL. B. "CS16", "(2) CS16", "CMSTC14", OR "MSTC40" NOTATION AT END OF UPPER STORY SHEARWALL INDICATES VERT HOLDOWN STRAP(S) TO BE INSTALLED AT END STUD(S) OF SHEARWALL. UPPER END OF STRAP SHALL LAP ONTO SHEARWALL END STUD W/ END LENGTH AND NAILING AS REQ'D BY MFR FOR FULL STRAP CAPACITY. LOWER END OF STRAP SHALL LAP ONTO SIDE OF FLR TRUSS, OR PANEL BLOCK, ALIGNED BELOW PER "TYPICAL HOLDOWN BETWEEN FLOORS" DETAIL. IF WALL ALIGNED BELOW, STRAPS SHALL SPAN ACROSS FLR TRUSS AND ATTACH TO STUD BELOW PER TYP DETAIL. NOTE THAT STRAPS MAY BE INSTALLED ON INTERIOR OR EXTERIOR SIDE OF SHEARWALL END STUDS, AT CONTRACTOR'S OPTION. C. FLR SHEATHING SHALL BE 3/4" T&G PLYWOOD W/ 10d AT 6" O.C. BN AND EN AND 12" O.C. FN. E. MAX WEIGHT OF CONCRETE TOPPING ON CORRIDOR/STAIR IS 37 PSF JOISTS: A. TYP FRAMING MEMBERS ON PLAN INDICATE PREFAB WOOD I-JOISTS (14" MAX DEPTH) AT 19.2" O.C. MAX UNO. B. LAYOUT SHOWN IS A CONCEPTUAL LAYOUT AND NOT THE ACTUAL DESIGN. JOIST MFR IS RESPONSIBLE FOR THE ACTUAL LAYOUT. JOIST DESIGN TO BE COORDINATED W/ AND APPROVED BY ENGINEER OF RECORD. C. WOOD I-JOISTS SHALL BE DESIGNED FOR LOADS AS SPECIFIED ON GSN. D. WOOD I-JOIST FLANGE SHALL BE CONSTRUCTED OF A MATERIAL W/ A SPECIFIC GRAVITY EQ TO OR EXCEEDING 0.49 AND SHALL HAVE A MIN TOP FLANGE WIDTH OF 2 1/2" F. "UP/DN" INDICATES VERT UP OR DOWN POINT LOAD RESULTING FROM WIND OR SEISMIC. I-JOIST MFR SHALL DESIGN I-JOIST FOR APPROPRIATE COMBINATION AS SPECIFIED IN THE BUILDING CODE, AND PROVIDE VERT WEB MEMBERS IN I-JOIST ALIGNED BENEATH END STUDS OF SHEARWALL TO RECEIVE HOLDOWN STRAPS FROM ABOVE. G. WOOD I-JOIST MFR IS RESPONSIBLE FOR ALL JOISTS HANGER SPECS. H. WEB STIFFENERS SHALL BE INSTALLED IN WOOD I-JOIST PER JOIST MFR. MISC: A. ALL HANGERS, CLIPS, AND STRAP CONNECTORS ON THE PLANS AND SHOWN IN DETAIL ARE SIMPSON STRONGTIE PRODUCTS UNO. B. CONTRACTOR TO VERIFY ALL DIMS AND CONDITIONS PRIOR TO CONSTRUCTION. RESOLVE ANY DISCREPENCIES W/ ARCHITECTS. D. ADDL MECH OPENINGS IN DECK OR WALLS NOT SHOWN SHALL BE COORDINATED W/ THE ENGINEER PRIOR TO PENETRATING STRUCTURE. E. REFER TO NOTES ON ROOF FRAMING PLAN FOR ANY LOW ROOFS SHOWN ON THIS SHEET. F. TYP DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY INDICATED AT A SPECIFIC LOCATION ON THE PLANS. GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S2.1 MARCH 2015 SLK DF/MP 15.2006 15.2006 1 S T F L O O R F R A M I N G P L A N SHEARWALL SCHEDULE MARK SHEATHING EDGE NAILING FIELD NAILING ANCHOR BOLTS AND SPACING ELEVATED SHEARWALL WIND CAPACITY (PLF) SEISMIC CAPACITY (PLF) A 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 6" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 36" O.C. 16d AT 5" O.C. STAGGERED 364 260 B 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 4" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 28" O.C. 16d AT 4" O.C. STAGGERED 490 350 C 7/16" O.S.B. BLOCKED ONE SIDE OF WALL FRAMING AT ADJOINING PANEL EDGES SHALL BE *DBL 2x OR SINGLE 3x 8d AT 3" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 33" O.C. 3x BOT PL OR 18" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 9" O.C. 2x BOT PL 686 490 D 7/16" APA-RATED BLOCKED ONE SIDE OF WALL. FRAMING AT ADJACENT PANEL EDGES SHALL BE 3x MIN 8d AT 2" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 26" O.C. 3x BOT PL OR 14" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 8" O.C. 2x BOT PL 840 600 WOOD BEAM SCHEDULE MARK WOOD BEAM TYPE 1 (3) 2x10 2 5.125x12 GLB 3 (2) 2x8 WOOD POST SCHEDULE MARK WOOD POST TYPE CONNECTION P1 (3) 2x6 ACE LEFT & RIGHT P2 (3) 2x8 PC6Z P3 12x12 ACE LEFT & RIGHT P4 (3) 2x4 PC4Z KEYNOTES S1 2x4 BEARING WALL STUDS BELOW 1ST FLOOR TO BE SPACED AT 8" O.C. S8 HORIZONTAL REINFORCING SHALL HAVE 3" OF COVER AND DEVELOP HORIZONTAL REBAR PAST WINDOW OPENING PER TYPICAL LAP SCHEDULE CONCRETE LINTEL SCHEDULE MARK WIDTH DEPTH HORIZONTAL REINFORCING VERTICAL REINFORCING L1 8" 12" (3) #5 AT BOTTOM OF BEAM #3 TIES AT 18" O.C. SHEET S2.1 DOES NOT APPLY WHERE NO BASEMENT OCCURS 2 1 Revision 12/20/2017 2 Revision 04/25/2018 1 1 1 1 1 1 1 1 1 11 MI R R O R L I N E FLOOR SHEATHING PER NOTES FLOOR SHEATHING PER NOTES C CC CC D B B B D D C C D P1 CMSTC16CMSTC16CMSTC16 CMST14 CMST14 CMST14 CMST12 1 ROOF SHEATHING PER NOTES 1 9 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- TYP TYP 3 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 3 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 5 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 OPEN 2 2 1 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 3 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- B P4 S2 S5.2 10 S3 S3B B D D SEE ENTRY ROOF FRAMING CMSTC16 CMST12 CMST12 CMST12 CMST12 CMST12 CS16CMST12 CMST12 CMST12 CMST12 CMST14 CMSTC16 CS16 CMSTC16 CMSTC16 CMSTC16 CMSTC16 CMSTC16 3 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S11 S9 12 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 12 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 1 2 B B B S2 S9 TYP TYP P1 A A P1 P1 B P1 P2 P1 P1 P2 P1 FLOOR FRAMING PLAN NOTES WALLS: A. 2x6 BEARING WALLS SHALL BE FRAMED AT 16" O.C. UNO. BEARING WALLS ARE DEFINED AS EXTERIOR WALLS, SHEAR AND INTERIOR WALLS AS SHOWN. C. WHERE DBL TOP PL ARE BROKEN, STEPPED, OR PENETRATED W/ PIPES AT THE EXTERIOR WALLS OR INTERIOR SHEARWALLS, CONNECT TOGETHER W/ SIMPSON MSTC40 OR TS22 STRAP, UNO. D. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED AS "A" TYPE SHEARWALLS, UNO. E. PROVIDE (36) 16d NAILS AT ALL TOP PL SPLICES. SPLICE TOP PL PER "TYPICAL TOP PLATE SPLICE" DETAIL. AT LOCATION WHERE PL CANNOT BE SPLICED, USE MSTC40, CENTERED ON SPLICE AND NAILED PER MFR. F. "KS" INDICATES KING STUD. "TS" INDICATES TRIMMER STUD. 2x6 WALLS: PROVIDE MIN (2) KS AND (1) TS FOR OPENING WIDTH UP TO 6'-0". FOR OPENING WIDTH UP TO 8'-0" PROVIDE (2) KS AND (2) TS. FOR OPENING WIDTH UP TO 10'-0" PROVIDE (3) KS AND (2) TS. FOR OPENING WIDTH UP TO 12'-0" PROVIDE (3) KS AND (3) TS. G. ALL DBL TOP PL PENETRATIONS SHALL BE PER "TYPICAL HOLE IN DOUBLE TOP PLATE" DETAIL. H. PROVIDE CONT BEARING OF ALL POSTS AND MULTIPLE STUDS TO FDN PER "TYPICAL SOLID BLOCKING BETWEEN FLOORS" DETAIL. I. WALL SHADE INDICATES EXTENT OF MIN LENGTH OF SHEARWALL AS INDICATED ON PLANS. WHERE SHADE EXTENDS THROUGH HEADER PROVIDE SHEARWALL SHEATHING AROUND OPENING PER TYPICAL SIMPSON CS16 STRAP AT WINDOW OPENING DETAIL. FRAMING: A. PROVIDE FULL BEARING UNDER COL BETWEEN FLRS PER "TYPICAL SOLID BLOCKING BETWEEN FLOORS" DETAIL. B. "CS16", "(2) CS16", "CMSTC14", OR "MSTC40" NOTATION AT END OF UPPER STORY SHEARWALL INDICATES VERT HOLDOWN STRAP(S) TO BE INSTALLED AT END STUD(S) OF SHEARWALL. UPPER END OF STRAP SHALL LAP ONTO SHEARWALL END STUD W/ END LENGTH AND NAILING AS REQ'D BY MFR FOR FULL STRAP CAPACITY. LOWER END OF STRAP SHALL LAP ONTO SIDE OF FLR TRUSS, OR PANEL BLOCK, ALIGNED BELOW PER "TYPICAL HOLDOWN BETWEEN FLOORS" DETAIL. IF WALL ALIGNED BELOW, STRAPS SHALL SPAN ACROSS FLR TRUSS AND ATTACH TO STUD BELOW PER TYP DETAIL. NOTE THAT STRAPS MAY BE INSTALLED ON INTERIOR OR EXTERIOR SIDE OF SHEARWALL END STUDS, AT CONTRACTOR'S OPTION. C. FLR SHEATHING SHALL BE 3/4" T&G PLYWOOD W/ 10d AT 6" O.C. BN AND EN AND 12" O.C. FN. E. MAX WEIGHT OF CONCRETE TOPPING ON CORRIDOR/STAIR IS 37 PSF JOISTS: A. TYP FRAMING MEMBERS ON PLAN INDICATE PREFAB WOOD I-JOISTS (14" MAX DEPTH) AT 19.2" O.C. MAX UNO. B. LAYOUT SHOWN IS A CONCEPTUAL LAYOUT AND NOT THE ACTUAL DESIGN. JOIST MFR IS RESPONSIBLE FOR THE ACTUAL LAYOUT. JOIST DESIGN TO BE COORDINATED W/ AND APPROVED BY ENGINEER OF RECORD. C. WOOD I-JOISTS SHALL BE DESIGNED FOR LOADS AS SPECIFIED ON GSN. D. WOOD I-JOIST FLANGE SHALL BE CONSTRUCTED OF A MATERIAL W/ A SPECIFIC GRAVITY EQ TO OR EXCEEDING 0.49 AND SHALL HAVE A MIN TOP FLANGE WIDTH OF 2 1/2" F. "UP/DN" INDICATES VERT UP OR DOWN POINT LOAD RESULTING FROM WIND OR SEISMIC. I-JOIST MFR SHALL DESIGN I-JOIST FOR APPROPRIATE COMBINATION AS SPECIFIED IN THE BUILDING CODE, AND PROVIDE VERT WEB MEMBERS IN I-JOIST ALIGNED BENEATH END STUDS OF SHEARWALL TO RECEIVE HOLDOWN STRAPS FROM ABOVE. G. WOOD I-JOIST MFR IS RESPONSIBLE FOR ALL JOISTS HANGER SPECS. H. WEB STIFFENERS SHALL BE INSTALLED IN WOOD I-JOIST PER JOIST MFR. MISC: A. ALL HANGERS, CLIPS, AND STRAP CONNECTORS ON THE PLANS AND SHOWN IN DETAIL ARE SIMPSON STRONGTIE PRODUCTS UNO. B. CONTRACTOR TO VERIFY ALL DIMS AND CONDITIONS PRIOR TO CONSTRUCTION. RESOLVE ANY DISCREPENCIES W/ ARCHITECTS. D. ADDL MECH OPENINGS IN DECK OR WALLS NOT SHOWN SHALL BE COORDINATED W/ THE ENGINEER PRIOR TO PENETRATING STRUCTURE. E. REFER TO NOTES ON ROOF FRAMING PLAN FOR ANY LOW ROOFS SHOWN ON THIS SHEET. F. TYP DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY INDICATED AT A SPECIFIC LOCATION ON THE PLANS. KEYNOTES S2 SIMPSON U-HANGER S3 2x4 BEARING WALL STUDS AT 1ST FLOOR TO BE SPACED AT 12" O.C. S9 SIMPSON HU-HANGER S11 1 3/4x11.875 LVL LEDGER W/ (5) 1/4"Ø SDS AT EA STUD. SCALE: 1/4" = 1'-0"2ND FLOOR FRAMING PLAN2ND FLOOR FRAMING PLAN2ND FLOOR FRAMING PLAN GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S3.1 MARCH 2015 SLK DF/MP 15.2006 15.2006 2 N D F L O O R F R A M I N G P L A N SHEARWALL SCHEDULE MARK SHEATHING EDGE NAILING FIELD NAILING ANCHOR BOLTS AND SPACING ELEVATED SHEARWALL WIND CAPACITY (PLF) SEISMIC CAPACITY (PLF) A 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 6" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 36" O.C. 16d AT 5" O.C. STAGGERED 364 260 B 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 4" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 28" O.C. 16d AT 4" O.C. STAGGERED 490 350 C 7/16" O.S.B. BLOCKED ONE SIDE OF WALL FRAMING AT ADJOINING PANEL EDGES SHALL BE *DBL 2x OR SINGLE 3x 8d AT 3" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 33" O.C. 3x BOT PL OR 18" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 9" O.C. 2x BOT PL 686 490 D 7/16" APA-RATED BLOCKED ONE SIDE OF WALL. FRAMING AT ADJACENT PANEL EDGES SHALL BE 3x MIN 8d AT 2" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 26" O.C. 3x BOT PL OR 14" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 8" O.C. 2x BOT PL 840 600 WOOD BEAM SCHEDULE MARK WOOD BEAM TYPE 1 (3) 2x10 2 5.125x12 GLB 3 (2) 2x8 WOOD POST SCHEDULE MARK WOOD POST TYPE CONNECTION P1 (3) 2x6 ACE LEFT & RIGHT P2 (3) 2x8 PC6Z P3 12x12 ACE LEFT & RIGHT P4 (3) 2x4 PC4Z 1 Revision 12/20/2017 1 1 1 1 1 1 1 1 1 11 MI R R O R L I N E FLOOR SHEATHING PER NOTES FLOOR SHEATHING PER NOTES C C D D C P1 2 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- TYP TYP 3 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 3 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 5 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 OPEN 2 2 1 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 3 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- B A P4 S2 S5.2 10 S3 S3 A B B B B B B A A A CS16CS16CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 CS16 SEE ENTRY ROOF FRAMING CS16 CS16 CS16 CS16 CS16 3 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S11 S9 12 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 12 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 S8.1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 1 2 B B B B B B B B S2 S9 TYP TYP P1 A P1 P1 B P1 P2 P1 P1 P2 P1 GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S4.1 MARCH 2015 SLK DF/MP 15.2006 15.2006 3 R D F L O O R F R A M I N G SCALE: 1/4" = 1'-0"3RD FLOOR FRAMING PLAN3RD FLOOR FRAMING PLAN3RD FLOOR FRAMING PLAN FLOOR FRAMING PLAN NOTES WALLS: A. 2x6 BEARING WALLS SHALL BE FRAMED AT 16" O.C. UNO. BEARING WALLS ARE DEFINED AS EXTERIOR WALLS, SHEAR AND INTERIOR WALLS AS SHOWN. C. WHERE DBL TOP PL ARE BROKEN, STEPPED, OR PENETRATED W/ PIPES AT THE EXTERIOR WALLS OR INTERIOR SHEARWALLS, CONNECT TOGETHER W/ SIMPSON MSTC40 OR TS22 STRAP, UNO. D. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED AS "A" TYPE SHEARWALLS, UNO. E. PROVIDE (36) 16d NAILS AT ALL TOP PL SPLICES. SPLICE TOP PL PER "TYPICAL TOP PLATE SPLICE" DETAIL. AT LOCATION WHERE PL CANNOT BE SPLICED, USE MSTC40, CENTERED ON SPLICE AND NAILED PER MFR. F. "KS" INDICATES KING STUD. "TS" INDICATES TRIMMER STUD. 2x6 WALLS: PROVIDE MIN (2) KS AND (1) TS FOR OPENING WIDTH UP TO 6'-0". FOR OPENING WIDTH UP TO 8'-0" PROVIDE (2) KS AND (2) TS. FOR OPENING WIDTH UP TO 10'-0" PROVIDE (3) KS AND (2) TS. FOR OPENING WIDTH UP TO 12'-0" PROVIDE (3) KS AND (3) TS. G. ALL DBL TOP PL PENETRATIONS SHALL BE PER "TYPICAL HOLE IN DOUBLE TOP PLATE" DETAIL. H. PROVIDE CONT BEARING OF ALL POSTS AND MULTIPLE STUDS TO FDN PER "TYPICAL SOLID BLOCKING BETWEEN FLOORS" DETAIL. I. WALL SHADE INDICATES EXTENT OF MIN LENGTH OF SHEARWALL AS INDICATED ON PLANS. WHERE SHADE EXTENDS THROUGH HEADER PROVIDE SHEARWALL SHEATHING AROUND OPENING PER TYPICAL SIMPSON CS16 STRAP AT WINDOW OPENING DETAIL. FRAMING: A. PROVIDE FULL BEARING UNDER COL BETWEEN FLRS PER "TYPICAL SOLID BLOCKING BETWEEN FLOORS" DETAIL. B. "CS16", "(2) CS16", "CMSTC14", OR "MSTC40" NOTATION AT END OF UPPER STORY SHEARWALL INDICATES VERT HOLDOWN STRAP(S) TO BE INSTALLED AT END STUD(S) OF SHEARWALL. UPPER END OF STRAP SHALL LAP ONTO SHEARWALL END STUD W/ END LENGTH AND NAILING AS REQ'D BY MFR FOR FULL STRAP CAPACITY. LOWER END OF STRAP SHALL LAP ONTO SIDE OF FLR TRUSS, OR PANEL BLOCK, ALIGNED BELOW PER "TYPICAL HOLDOWN BETWEEN FLOORS" DETAIL. IF WALL ALIGNED BELOW, STRAPS SHALL SPAN ACROSS FLR TRUSS AND ATTACH TO STUD BELOW PER TYP DETAIL. NOTE THAT STRAPS MAY BE INSTALLED ON INTERIOR OR EXTERIOR SIDE OF SHEARWALL END STUDS, AT CONTRACTOR'S OPTION. C. FLR SHEATHING SHALL BE 3/4" T&G PLYWOOD W/ 10d AT 6" O.C. BN AND EN AND 12" O.C. FN. E. MAX WEIGHT OF CONCRETE TOPPING ON CORRIDOR/STAIR IS 37 PSF JOISTS: A. TYP FRAMING MEMBERS ON PLAN INDICATE PREFAB WOOD I-JOISTS (14" MAX DEPTH) AT 19.2" O.C. MAX UNO. B. LAYOUT SHOWN IS A CONCEPTUAL LAYOUT AND NOT THE ACTUAL DESIGN. JOIST MFR IS RESPONSIBLE FOR THE ACTUAL LAYOUT. JOIST DESIGN TO BE COORDINATED W/ AND APPROVED BY ENGINEER OF RECORD. C. WOOD I-JOISTS SHALL BE DESIGNED FOR LOADS AS SPECIFIED ON GSN. D. WOOD I-JOIST FLANGE SHALL BE CONSTRUCTED OF A MATERIAL W/ A SPECIFIC GRAVITY EQ TO OR EXCEEDING 0.49 AND SHALL HAVE A MIN TOP FLANGE WIDTH OF 2 1/2" F. "UP/DN" INDICATES VERT UP OR DOWN POINT LOAD RESULTING FROM WIND OR SEISMIC. I-JOIST MFR SHALL DESIGN I-JOIST FOR APPROPRIATE COMBINATION AS SPECIFIED IN THE BUILDING CODE, AND PROVIDE VERT WEB MEMBERS IN I-JOIST ALIGNED BENEATH END STUDS OF SHEARWALL TO RECEIVE HOLDOWN STRAPS FROM ABOVE. G. WOOD I-JOIST MFR IS RESPONSIBLE FOR ALL JOISTS HANGER SPECS. H. WEB STIFFENERS SHALL BE INSTALLED IN WOOD I-JOIST PER JOIST MFR. MISC: A. ALL HANGERS, CLIPS, AND STRAP CONNECTORS ON THE PLANS AND SHOWN IN DETAIL ARE SIMPSON STRONGTIE PRODUCTS UNO. B. CONTRACTOR TO VERIFY ALL DIMS AND CONDITIONS PRIOR TO CONSTRUCTION. RESOLVE ANY DISCREPENCIES W/ ARCHITECTS. D. ADDL MECH OPENINGS IN DECK OR WALLS NOT SHOWN SHALL BE COORDINATED W/ THE ENGINEER PRIOR TO PENETRATING STRUCTURE. E. REFER TO NOTES ON ROOF FRAMING PLAN FOR ANY LOW ROOFS SHOWN ON THIS SHEET. F. TYP DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY INDICATED AT A SPECIFIC LOCATION ON THE PLANS. KEYNOTES S2 SIMPSON U-HANGER S3 2x4 BEARING WALL STUDS AT 1ST FLOOR TO BE SPACED AT 12" O.C. S9 SIMPSON HU-HANGER S11 1 3/4x11.875 LVL LEDGER W/ (5) 1/4"Ø SDS AT EA STUD. SHEARWALL SCHEDULE MARK SHEATHING EDGE NAILING FIELD NAILING ANCHOR BOLTS AND SPACING ELEVATED SHEARWALL WIND CAPACITY (PLF) SEISMIC CAPACITY (PLF) A 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 6" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 36" O.C. 16d AT 5" O.C. STAGGERED 364 260 B 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 4" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 28" O.C. 16d AT 4" O.C. STAGGERED 490 350 C 7/16" O.S.B. BLOCKED ONE SIDE OF WALL FRAMING AT ADJOINING PANEL EDGES SHALL BE *DBL 2x OR SINGLE 3x 8d AT 3" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 33" O.C. 3x BOT PL OR 18" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 9" O.C. 2x BOT PL 686 490 D 7/16" APA-RATED BLOCKED ONE SIDE OF WALL. FRAMING AT ADJACENT PANEL EDGES SHALL BE 3x MIN 8d AT 2" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 26" O.C. 3x BOT PL OR 14" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 8" O.C. 2x BOT PL 840 600 WOOD BEAM SCHEDULE MARK WOOD BEAM TYPE 1 (3) 2x10 2 5.125x12 GLB 3 (2) 2x8 WOOD POST SCHEDULE MARK WOOD POST TYPE CONNECTION P1 (3) 2x6 ACE LEFT & RIGHT P2 (3) 2x8 PC6Z P3 12x12 ACE LEFT & RIGHT P4 (3) 2x4 PC4Z 1 Revision 12/20/2017 GT (4 PLY MIN) PONY WALL (TYP) 3 1 1 1 1 1 1 1 1 3 3 1 3 3 3 GT ROOF SHEATHING PER NOTES OVERBUILD OVERBUILD GT (4 PLY MIN) 3 3 MI R R O R L I N E PONY WALL (TYP) SEE ENTRY ROOF FRAMING 2 7 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 8 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- A 11 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- A A AAA A A A A A A A A A A S4 S4 S4 S4 S5 S5 S5 S5 3 3 S5 A GT A S6 S6 S6 S6 S6 S6 S6 S6 S6 S6 7 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 3 S5 6 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ATTIC ACCESS PER ARCH 10 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ATTIC ACCESS PER ARCH ATTIC ACCESS PER ARCH D=5.1K 8 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- US E S I M P S O N H U H A N G E R S U . N . O . US E S I M P S O N H U H A N G E R S U . N . O . D=5.1K D= 7 . 5 K D= 7 . 5 K A A D= 7 . 5 K 10 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S12 S12 S12 A P1 S6 S6 S6 D= 7 . 5 K D= 7 . 5 K D=5.1K D=5.1K 3B MI R R O R LI N E 9 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 10 S8.2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ROOF SHEATHING PER NOTES 2 AT 2 4 " O . C . USE SIMPSON HU HANGERS UNO GT SIM P1 P1 P3 P3 S9 S9 2 2 KEYNOTES S4 STRAP GIRDER TRUSS TO TOP PLATE (OR BEAM) W/ CMST12 STRAP S5 MIN BACKSPAN OF STRUCTURAL FASCIA TO BE 6'-0". FACE MOUNTED HU HANGERS TO BE USED. S6 INVERTED HU FACE HANGER TYPICAL. S9 SIMPSON HU-HANGER S12 SEE 10/S8.1 FOR FAKE TRUSS AND WOOD CORBEL CONNECTION. ROOF FRAMING PLAN NOTES WALLS: A. 2x6 AND 2x4 BEARING WALLS SHALL BE FRAMED AT 16" O.C. UNO. ADD (2) 2x6 OR (2) 2x4 (BASED ON WALL THICKNESS) BELOW EA GT, UNO ON PLANS. BEARING WALLS ARE DEFINED AS EXTERIOR WALLS, SHEAR AND INTERIOR WALLS AS SHOWN. B. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED AS "A" TYPE SHEARWALLS, UNO. C. PROVIDE 16d NAILS AT ALL TOP PL SPLICES. SPLICE TOP PL PER "TYPICAL TOP PLATE SPLICE" DETAIL. AT LOCATION WHERE PL CANNOT BE SPLICED, USE MSTC40, CENTERED ON SPLICE AND NAILED PER MFR. D. "KS" INDICATES KING STUD. "TS" INDICATES TRIMMER STUD. 2x6 WALLS: PROVIDE MIN (2) KS AND (1) TS FOR OPENING WIDTH UP TO 6'-0". FOR OPENING WIDTH UP TO 8'-0" PROVIDE (2) KS AND (2) TS. FOR OPENING WIDTH UP TO 10'-0" PROVIDE (3) KS AND (2) TS. FOR OPENING WIDTH UP TO 12'-0" PROVIDE (3) KS AND (3) TS. E. ALL DBL TOP PLATE PENETRATIONS SHALL BE PER "TYPICAL HOLE IN DOUBLE TOP PLATE" DETAIL. F. PROVIDE CONT BEARING OF ALL POSTS AND MULTIPLE STUDS TO FDN PER "TYPICAL SOLID BLOCKING BETWEEN FLOORS" DETAIL. FRAMING: A. SHADED AREA DENOTES OVERBUILD LOCATION. B. OVERBUILD FRAMING AT SHADED AREAS SHALL BE 2x6 AT 16" O.C. MAX, W/ A MAX UNSUPPORTED SPAN OF 5'-0". AT CONTRACTOR'S OPTION TRUSSES MAY BE USED TO FRAME OVERBUILD. C. 1/2" THICK APA RATED ROOF SHEATHING (MIN SPAN RATING 32/16). USE 10d NAILS AT 6" O.C. AT BOUNDARIES AT SUPPORTED PANEL EDGES AND 12" O.C. FIELD INTO WOOD FRAMING BELOW D. ALIGN A JOIST OR TRUSS W/ T.O. SHEARWALL WHERE ROOF FRAMING RUNS PARALLEL W/ WALL. E. FASTEN ROOF JOISTS AND TRUSSES AT BEARING POINTS W/ (1) H2.5 CLIP AT EVERY JOIST OR TRUSS. FASTEN GT AT BEARING POINTS W/ (1) H2.5 CLIPS, UNO. (RE: ROOF DETAILS). F. "C=" INDICATES UPWARD CAMBER OF GLULAM BEAM MEASURED AT MID-SPAN EXCEEDING MIN SPECS AS NOTED IN THE GSN. TRUSSES: A. TYP FRAMING MEMBERS ON PLAN INDICATE PREFAB WOOD TRUSSES AT 24" O.C. UNO. TRUSS SHALL BE DESIGNED AND FABRICATED PER THE WOOD TRUSS SECTION ON THE GSN. LAYOUT SHOWN IS A CONCEPTUAL LAYOUT AND NOT THE ACTUAL DESIGN. TRUSS MFR IS RESPONSIBLE FOR THE ACTUAL LAYOUT. TRUSS DESIGN TO BE COORDINATED W/ AND APPROVED BY ENGINEER OF RECORD. B. TRUSSES SHALL BE DESIGNED FOR LOADS AS SPECIFIED ON THE GSN. C. "D=" INDICATES DRAG TRUSS W/ SPECIFIED AXIAL LOAD (TENSION OR COMPRESSION) DUE TO WIND OR SEISMIC FORCES. ASD - DRAG TRUSS SHALL BE DESIGNED FOR DRAG IN THE APPROPRIATE LOAD COMBINATION. FASTEN SHEATHING FULL LENGTH OF DRAG TRUSS W/ (1) ROW OF SHEATHING BN. PROVIDE (2) ROWS OF FASTENERS AT ALL INTERIOR DRAG TRUSSES. ALL DRAG TRUSSES SHALL BE DESIGNED W/ DIAG WEB MEMBERS THROUGHOUT TRUSS LENGTH. D. TRUSSES SHALL BE DESIGNED FOR A 500 LBS (ASD) MECH UNIT LOAD TO BE PLACED AT ANY LOCATION ALONG THE LENGTH OF THE TRUSS OR THE ACTUAL MECH RME LOADS MEMBER. F. WHERE TRUSS IS PARALLEL W/ SHEARWALL, ALIGN TRUSS W/ SHEARWALL. RE: 1/S8.2 G. "GT" INDICATES GIRDER TRUSS W/ SPECIAL LOADING. PROVIDE (1) STUD FOR EA GIRDER PLY, MIN (2) STUDS AT ALL GT BEARING LOCATIONS, UNO. H. TRUSS TOP CHORD MATERIAL SHALL HAVE A SPECIFIC GRAVITY EQ TO OR EXCEEDING 0.49. I. TRUSS MFR IS RESPONSIBLE FOR ALL TRUSS HANGER SPECS. J. ALL EXPOSED TRUSSES DESIGN TO BE VISUALLY COORDINATED WITH ARCH DRAWINGS MISC: A. TYP DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY INDICATED AT A SPECIFIC LOCATION ON THE PLANS. B. CONTRACTOR TO VERIFY ALL DIMS AND CONDITIONS PRIOR TO CONSTRUCTION. RESOLVE ANY DISCREPENCIES W/ ARCHITECTS. C. ALL HANGERS, CLIPS, AND STRAP CONNECTORS ON THE PLANS AND SHOWN IN DETAIL ARE SIMPSON STRONGTIE PRODUCTS UNO. D. ADDL MECH OPENINGS IN DECK OR WALLS NOT SHOWN SHALL BE COORDINATED W/ THE ENGINEER PROR TO PENETRATING STRUCTURE. E. ROOF SLOPE SHALL BE VERIFIED WITH ARCH DWGS. GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S5.1 MARCH 2015 SLK DF/MP 15.2006 15.2006 R O O F F R A M I N G P L A N SCALE: 1/4" = 1'-0"ROOF FRAMINGROOF FRAMINGROOF FRAMING SHEARWALL SCHEDULE MARK SHEATHING EDGE NAILING FIELD NAILING ANCHOR BOLTS AND SPACING ELEVATED SHEARWALL WIND CAPACITY (PLF) SEISMIC CAPACITY (PLF) A 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 6" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 36" O.C. 16d AT 5" O.C. STAGGERED 364 260 B 7/16" APA-RATED BLOCKED ONE SIDE OF WALL 8d AT 4" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 28" O.C. 16d AT 4" O.C. STAGGERED 490 350 C 7/16" O.S.B. BLOCKED ONE SIDE OF WALL FRAMING AT ADJOINING PANEL EDGES SHALL BE *DBL 2x OR SINGLE 3x 8d AT 3" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 33" O.C. 3x BOT PL OR 18" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 9" O.C. 2x BOT PL 686 490 D 7/16" APA-RATED BLOCKED ONE SIDE OF WALL. FRAMING AT ADJACENT PANEL EDGES SHALL BE 3x MIN 8d AT 2" O.C. 8d AT 12" O.C. 5/8" DIA AB AT 26" O.C. 3x BOT PL OR 14" O.C. 2x BOT PL SDS 1/4x4 1/2 AT 8" O.C. 2x BOT PL 840 600 WOOD BEAM SCHEDULE MARK WOOD BEAM TYPE 1 (3) 2x10 2 5.125x12 GLB 3 (2) 2x8 WOOD POST SCHEDULE MARK WOOD POST TYPE CONNECTION P1 (3) 2x6 ACE LEFT & RIGHT P2 (3) 2x8 PC6Z P3 12x12 ACE LEFT & RIGHT P4 (3) 2x4 PC4Z SCALE: 1/4" = 1'-0"ENTRY ROOF FRAMINGENTRY ROOF FRAMINGENTRY ROOF FRAMING 1 Revision 12/20/2017 REBAR LAP LENGTH SCHEDULE NORMAL-WEIGHT CONCRETE (145 PCF) BAR f'c = 2500 PSI f'c = 4000 PSI TOP OTHER OTHER NOTES: A.LENGTHS ARE IN INCHES. LENGTHS BASED ON 60 GRADE REINF (NOT COATED) WITH CLASS B LAP SPLICES B.TOP REINF IS DEFINED AS HORIZ REINF W/ MORE THAN 12" OF CONC BELOW C.FOR LAP LENGTHS NOTED, MIN CLR COVER SHALL BE 1.5" FOR #5 AND SMALLER AND 2" FOR #6 AND LARGER D.FOR LAP LENGTHS NOTED, MIN BAR SPACING SHALL BE 4" FOR #5 AND SMALLER AND 5 1/2" FOR #6 AND LARGER E.CONC STRENGTH SELECTED IN TABLE SHALL NOT EXCEED DESIGN CONC STRENGTH A C,D B TOPB 12" 15" 19" 23" 33" 37" 46" 57" 68" 15" 20" 25" 29" 43" 49" 60" 74" 90" 15" 19" 24" 29" 41" 47" 60" 72" 86" 19" 25" 31" 37" 54" 61" 76" 94" 112" #3 #4 #5 #6 #7 #8 #9 #10 #11 STRUCTURAL ELEMENT COVER TOLERANCE FOOTING AND SLAB ON GRADE WALLS (#5 OR SMALLER) WALLS (#6 OR LARGER) ELEVATED SLABS, BEAMS, AND COLUMNS 3" 1 1/2" 2" 1 1/2" 3/8" 3/8" 1/2" 3/8" 4d 1 6 ALL OTHER REINF STIRRUP AND TIE HOOKS OFFSET BAR d 6 d 12 d 2 1/2" MIN d 2 3 1 KEYNOTES: 1.MIN FINISHED BEND DIA; 8d FOR #3 THRU #8; 10d FOR #9, 10 AND 11; 12d FOR #14 AND #18 2.EXTENSION 6d FOR #5 AND SMALLER, 12d FOR #6 THROUGH #8 3.MIN FINISHED BEND DIA FOR STIRRUPS AND TIES ONLY 5d FOR #5 AND SMALLER 6d FOR #6 THROUGH #8 NOTES: A.d = BAR DIA B.ALL REINF SHALL BE BENT COLD UNO ON PLANS OR DETAILS C.REINF SHALL NOT BE UN-BENT OR RE-BENT EXCEPT FOR VERT DOWELS IN THE RING BEAM TYP TY P TY P d 1 1 1 SHALLOW TRENCH BELOW FOOTING DEEP TRENCH BELOW FOOTING TRENCH PARALLEL TO FTG KEYNOTES: 1 1 1 1 2' - 0" MIN 8 3 5 5 5 3 1 4 2 3' - 0 " M I N 6 7 3 1 1.BOT OF CONC FTG OR FDN 2.SLEEVE SIZE PER CIVIL DWG. IF CIVIL SCHED NOT PROVIDED, USE SCHED 40 PIPE. PROVIDE 1/2" MIN CLEARANCE AROUND UTILITY PIPE 3.UTILITY PIPE 4.LEAN CONC FILL PLACE PRIOR TO FTG PLACEMENT, FORM SAME WIDTH AS FTG 5.CLEARANCE EQ TO SLEEVE DIA (6" MIN) 6.3"-0" MAX WIDTH. WHERE TRENCH WIDTH EXCEEDS 3'-0" NOTIFY STRUCTURAL ENGINEER PRIOR TO PLACEMENT OF FTG 7.BACKFILL AND RECOMPACT TRENCH PER SOIL REPORT AND SPECS 8.BOT OF TRENCH PARALLEL TO FDN SHALL NOT BE CLOSER THAN 1 TO 1 SLOPE FROM BOT EDGE OF FTG KEYNOTES: FTG W/ BOT STL FTG W/ T&B STL CL R 3" 3 5 4 1 2 CL R 2" CLR 3" C L R 3 " 3 5 1 4 2 1.SEE PLAN AND FTG DETAILS FOR CONSTRUCTION ABOVE FOOTING 2.FTG REINF 3.FTG WIDTH AND/OR LENGTH PER FTG SCHED 4.COMPACTED SUBGRADE PER GSN 5.FTG THICKNESS PER FTG SCHED 6.T.O. FINAL COMPACTED SUBGRADE 7.MIN FTG EMBEDMENT DEPTH PER PLAN KEYNOTES: TYP CORNER INTERSECTION TYP LAP LENGTH T Y P L A P L E N G T H 1 1.PROVIDE CORNER DOWEL TO MATCH HORIZ REINF (LAP PER GSN) 1 KEYNOTES: 23 1 3 2 4 1.BAR LOCATION NOT TO EXCEED HALF OF VERT WALL SPACING 2.WALL REINF SPACING PER APPROPRIATE PLAN OR SECTIONS 3.BAR LOCATION (COVER +2") 4.PROVIDE CORNER DOWEL TO MATCH HORIZ REINF (LAP PER GSN) 1 2 2 4 SINGLE MAT DBL MAT C .J . C .J . C.J. C.J. C.J. MAX SPACING JOINT SPACING SCHEDULE SLAB THICKNESS KEYNOTES: OPTION A - SAWCUT JOINTS OPTION B - KEYED JOINT OPTION C - DOWELED JOINT NOTES: "W " "L" 1 1 1 4 3 2 2 2 5 9 1 " C L R M I N 6 " 3'-0" 3'-0" 1 " C L R M I N 6 " 3'-0" 3'-0" 1 " C L R 8 6 9 9 8 7 1.JOINT SPACING PER SCHED 2.PROVIDE (2) #4x48 MID-HT SLAB BARS ADJACENT TO ALL DISCONTINUOUS JOINT LOCATIONS 3.ALIGN CONTROL JOINTS W/ COL (WHERE OCCURS) 4.WHERE CONTROL JOINT SECTIONS ARE RECTANGULAR, THE LENGTH "L" SHALL NOT EXCEED 1.5 TIMES THE WIDTH "W" 5.SAWCUT JOINT DEPTH EQ TO 1/4 SLAB THICKNESS 6.2x4 CONT TAPERED KEY 7.1/2"Øx12" SMOOTH DOWEL AT 24" O.C. WRAP TO PREVENT BOND TO CONC (CENTER IN SLAB THICKNESS AT JOINT) 8.CONSTRUCTION JOINT 9.COMPACTED SUBGRADE PER GSN A.C.J. DENOTES CONTROL JOINT B.USE DOWELED OR KEYED JOINT AT SLOPE TRANSITIONS IN RAMPS AT CONC SLAB ON GRADE OR CONSTRUCTION JOINTS C.SAWCUTS SHALL BE MADE SOON ENOUGH TO PREVENT SHRINKAGE CRACKING, BUT NOT SO SOON AS TO CAUSE SPALLING D.ZIP STRIP OR TOOLED JOINT MAY BE USED IN LIEU OF SAWCUT 4" 5" 6" 7" 8" 15' 12.5' 10' 17.5' 18' KEYNOTES: 18" 18" C L R 3 " 2.0 x H M A X H =2 '-0 " 5 2 1 6 4 3 1.CONT CONC FTG, SEE PLAN 2.FTG REINF WHERE OCCURS 3.Z-BAR(S) TO MATCH CONT REINF 4.COMPACTED SUBGRADE 5.FTG DEPTH MIN 6.ADDL BENT BAR TO MATCH CONT REINF T.O. FTG T.O. FTG C L R 3 " KEYNOTES: NOTES: 1.BASEMENT WALL PER PLAN 2.FREE DRAINING GRANULAR BACKFILL SHALL BE LESS THAN 2" AND GREATER THAN 1/8" 3.PERFORATED PIPE DRAIN SYSTEM. CONTRACTOR SHALL ENSURE THAT PIPE DAYLIGHTS OR TERMINATES AT SUMP PIT 4.SUBGRADE. PREPARE PER TYP DETAIL 5.TERMINATE FREE-DRAINING BACKFILL W/ LAYER OF COMPACTED, IMPERVIOUS FILL A.BACKFILL DETAIL IS A MIN. ADDL REQUIREMENTS SPECIFIED IN THE GEOTECHNICAL REPORT SHALL BE FOLLOWED WHEN A REPORT IS PROVIDED MIN 12" 2 ' - 0 " 1 5 2 3 4 GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S6.1 MARCH 2015 SLK DF/MP 15.2006 15.2006 T Y P I C A L D E T A I L S NO SCALES6.1 CONCRETE REBAR LAP SCHEDULE1 NO SCALES6.1 MINIMUM COVER FOR NON-PRESTRESSED STEEL2 NO SCALES6.1 STANDARD REBAR BENDING DETAILS3 NO SCALES6.1 TYPICAL UTILITY TRENCH AT CONTINUOUS FOOTING4 NO SCALES6.1 TYPICAL FOOTING5 NO SCALES6.1 TYPICAL REINFORCING AT INTERSECTIONS OF CONCRETE FOOTING6 NO SCALES6.1 TYPICAL CONCRETE WALL CORNER REINFORCING7 NO SCALES6.1 TYPICAL CONTROL JOINT IN CONCRETE SLAB ON GRADE8 NO SCALES6.1 TYPICAL STEPPED FOOTING9 NO SCALES6.1 TYPICAL BASEMENT WALL BACKFILL DETAIL10 OPEN KEYNOTES: NOTES: MAX 2' - 6" TYP 2' - 0" MIN M I N 1 ' - 6 " M A X 2 ' - 6 "TYP 1 1/2" CLR 1 4 2 3 2 4 1.CONC WALL PER PLAN 2.#4x48" LONG BAR AT 45° (TYP EA CORNER OF OPENING EA FACE) 3.(3) #4 OR (2) #5 BARS VERT FULL HT OF OPENING 4.(3) #4 OR (2) #5 BARS T&B OF OPENING A.TYP WALL REINF NOT SHOWN FOR CLARITY B.CONCENTRATED POINT LOAD MUST NOT OCCUR OVER OPENING 7/16" THICKNESS GRADE/ MATERIALS USE SPAN RATING BOUNDARY/ EDGE NAILING FIELD NAILING 15/32" 1/2" 19/32" 5/8" 23/32" 3/4" T&G 7/8" T&G 1 1/8" T&G OSB CDX CDX CDX CDX CDX OSB OSB OSB WALLS/ROOF ROOF FLOOR WALLS/ROOF WALLS/ROOF ROOF ROOF/FLOOR FLOOR FLOOR 24/16 32/16 32/16 40/20 40/20 48/24 48/24 60/32 60/32 8d AT 6" O.C. 8d AT 6" O.C. 8d AT 6" O.C. 8d AT 6" O.C. 8d AT 6" O.C. 10d AT 6" O.C. 10d AT 6" O.C. 10d AT 6" O.C. 10d AT 6" O.C. 8d AT 12" O.C. 10d AT 12" O.C. 8d AT 12" O.C. 10d AT 12" O.C. 8d AT 12" O.C. 10d AT 12" O.C. 8d AT 12" O.C. 8d AT 12" O.C. 10d AT 12" O.C. CAST-IN-PLACE EMBEDDED BOLT EPOXY GROUTED ALTERNATE (MIN 1 3/4" EDGE DISTANCE)ALTERNATE SSTB BOLT SIMPSON HOLDOWN MIN BOLT DIA MIN EMBED ALL-THREAD DIA MIN EMBED MONO POUR TWO POUR 1 2 * SSTBL MODELS SHALL BE PROVIDED AT HOLDOWNS ON (2) 2x AND 3x SILL PL 1 NEED MIN 7" END DISTANCE FOR CORNER APPLICATION 2 NEED MIN 14" END DISTANCE FOR CORNER APPLICATION EQUIVALENT STRAP TIE HOLDOWNS AT CONTRACTOR'S OPTION, THE FOLLOWING STRAP TIE HOLDOWNS MAY BE SUBSTITUTED FOR BOLTED HOLDOWNS SPECIFIED ON THE PLANS: HDU2=STHD10 (MIN 6" STEM WALL) HDU4=STHD14 (MIN 6" STEM WALL) SIMPSON HOLDOWN MIN POST SIZE SIMPSON HOLDOWN MIN POST SIZE HTT4 HTT5 HDU2 HDU4 HDU5 HDU8 HDU11 HDU14 5/8" 5/8" 5/8" 7/8" 1" 5/8" 5/8" 1" 7 1/4" 9 3/4" 10" 12" 15" 10" 15" 15" 5/8" 5/8" 5/8" 7/8" 1" 5/8" 5/8" 1" 7 1/4" 9 3/4" 15" 15" 7 1/4" 8 3/4" 10 1/4" 14" SSTB16 SSTB24 SSTB16* SSTB20* SSTB24* SSTB28* SB1x30 SB1x30 SSTB20 -- SSTB20* SSTB24* SSTB28* SSTB34* -- -- HDU2 HDU4 HDU5 HDU8 HDU11 (2) 2x (3) 2x 6x OR 8x (SEE PLAN) (2) 2x (2) 2x HDU14 (2) HDU8 (2) HDU11 (2) HDU14 8x OR 6x6 (3) 2x OR 6x 6x OR 8x (SEE PLAN) 8x RAFTER OR TRUSS TO PL, TOE NAIL MULTIPLE KING STUDS AND/OR TRIMMER STUDS BRIDGING TO JOIST, TOENAIL EA END SOLE PL TO JOIST OR BLKG, FACE NAIL TOP PL TO STUD, END NAIL TO EA STUD DBL STUDS, FACE NAIL, UNO DBL TOP PL, FACE NAIL, UNO TOP PL, LAPS AND INTERSECTIONS, FACE NAIL CEILING JOISTS TO PL, TOENAIL CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL CONT HEADER TO STUD, TOENAIL STUD TO SOLE PL (2) 16d OR (3) 3"-8d (2) 8d (4) 8d TOENAILS OR (2) 16d END NAILS 16d AT 16" OR 3"-8d AT 12" O.C. 16d AT 16" OR 3"-8d AT 8" O.C. 16d AT 24" OR 3"-8d AT 8" O.C. (4) 8d (3) 8d (3) 8d (3) 16d OR (4) 3"-8d (3) 16d OR (4) 3"-8d (2) 16d OR (3) 3"-8d JOIST OR TRUSS BEARING ON PL OR GIRDER, TOENAIL (3) 16d OR 8d STUD TO 3x SOLE PL, END NAIL (2) 20d KING STUD/POST TO HEADER (6) 16d FACE NAIL OR (10) 16d TOE NAIL BUILT-UP CORNER STUDS, UNO 16d AT 24" OR 3"-8d AT 16" O.C. KING STUD/POST TO TRIMMER STUD/ POST 16d FACE NAIL AT 24" O.C. OR 16d TOE NAIL AT 12" O.C. 16d FACE NAIL AT 24" O.C. OR 16d TOE NAIL AT 12" O.C. OR (3) 3"-8d END NAILS NOTES: CONNECTION NAILING A.MIN NAILING SPECIFIED HERE IN SHALL BE PROVIDED UNO ON PLANS, DETAILS, OR GSN. 8d COMMON NAILS TO BE USED. 16d NAILS MAY BE EITHER COMMON OR SINKER B.NAILING NOT NOTED OTHERWISE SHALL BE PER IBC TABLE 2304.9.1 5 1/2"3 1/2" 3 1/2"5 1/2"1 2 1 2 2 1 1 1 1 1 1 3 3 KEYNOTES: 1.16d NAILS STAGGERED AT 8" O.C. AS SHOWN 2.(3) ROWS OF 16d NAILS AT 8" O.C. AT 14" MEMBERS OR DEEPER AS SHOWN 3.PLYWOOD SPACER - 3" WIDE BY BEAM DEPTH (MIN) (2) 2x MEMBERS (3) 2x MEMBERS (2) LVL MEMBERS (3) LVL MEMBERS 1 KEYNOTES: 1.PREMANUFACTURED WOOD TRUSSES 2.2x4 DIAG BRACE AT 24'-0" O.C. ALONG LATERAL BRACING PER KEYNOTE 5 W/ (3) 16d EA END 3.2x4 BLOCK W/ (3) 16d TOENAILS EA END 4.BOUNDARY FASTENERS 5.2x4 BOT CHORD LATERAL BRACING AT 8'-0" O.C. MAX (OR PER NOTE A BELOW) W/ (2) 16d NAILS TO EA BOT CHORD NOTES: A.SEE TRUSS CALCULATIONS AND SHOP DWGS FOR LOCATION AND MAX SPACING OF LATERAL BRACING FOR BOT CHORDS2 3 4 5 (3) 16d NAILS SIMPSON HANGER 2 x 4 2 x 6 OR LARGER CONNECTIONJOIST 1 2 3 3 2 1 KEYNOTES: 1.JOIST CONNECTION BELOW WITH NAILS OR SIMPSON HANGER PER PLAN 2.WOOD ROOF JOIST OR RAFTER 3.PREFAB WOOD ROOF TRUSS, GIRDER TRUSS OR HIP TRUSS 5 2 4 1 2 3 KEYNOTES: 1.3/8" OR 1/2" SOLID PLYWOOD PANEL WITH 8d AT 6" O.C. AT EDGES. WHERE SHEAR WALL OCCURS BELOW, INCREASE SHTG AND NAILING TO MATCH 2.NAIL T&B CHORD TO FRAMING PER DETAILS OR SCHED 3.SOLID 2x MIN BLKG AT EA EDGE OF PLYWOOD PANEL, ANCHOR TO ADJACENT TRUSS/JOIST W/ (6) 16d FACE NAILS UNO 4.SOLID 2x DIAG TO PROVIDE ADEQUATE LATERAL STRENGTH, AS PER NOTE C 5.SOLID 2x FRAMING AT EDGES OF BLOCK - TRUSS PL AT CORNERS PER MFR NOTES: A.SHEAR PANEL USING EITHER PLYWOOD PANEL OR PREFAB TRUSS BLKG TO BE INSTALLED PER DETAILS B.BLKG AT TOP EDGE TO BE VERT WHERE INSTALLED UNDER LOAD BEARING WALLS OTHERWISE BLKG MAY LAY VERT OR HORIZ C.TRUSS MFR TO DESIGN PREFAB BLKG FOR LATERAL FORCE OF 360# PLYWOOD SHEAR PANEL PREFAB TRUSS BLOCKING KEYNOTES: 1 34 5 6 7 2 1.DBL 2x TOP PL PER TYP LAP SPLICE DETAIL 2.ATTACH TOP PL PER TYP NAILING SCHED UNO 3.2x WOOD STUD WALL PER PLAN 4.(2) VERT ROWS OF 16d NAILS AT 2" O.C. INTO END OF BEAM 5.WOOD KING STUD(S) PER PLAN ATTACH DBL STUDS TOGETHER PER TYP NAILING SCHED 6.WOOD POST OR TRIMMERS PER PLAN 7.WOOD BEAM PER PLAN 8.A35 CLIP EA END OF HEADER 9.CRIPPLE STUDS TO MATCH STUD SPACING 10.3x BLKG FOR STRAP WHERE REQ'D. (RE. 12/S5.2) 11.STRAP WHERE REQ'D PER PLAN SPACING TYP STUD 8 9 1011 KEYNOTES: 1 7 1.SHEATHING PER PLAN 2.POST ABOVE PER PLAN 3.SILL PLATE 4.DOUBLE TOP PLATE 5.WALL STUDS PER PLAN 6.POST PER PLAN 7.BM HEADER PER PLAN 8.FLR JOIST PER PLAN 6 2 5 3 4 5 8 SECTION "A" 2x BOT PL 3x BOT PL KEYNOTES: - A 3 /8 " M I N 3 /8 " M I N 3 /8 " M I N 12 1 8 11 2 7 3 15 14 10 9 5 4 4 6 13 6 93 16 1.STRAP FROM END OF UPPER LEVEL SHEARWALL WHERE INDICATED ON PLANS. INSTALL ON DBL STUD - EN SHTG AT DBL STUD 2.FULL HT DBL STUDS AT EA END OF SHEARWALL UNO ON PLANS - FACE NAIL DBL STUDS W/ 16d AT 16" O.C. 3.EN AT ALL SHTG PANEL EDGES PER SHEARWALL SCHED - STAGGER NAILS AT DBL PL OR STUDS 4.HOLDOWN TO FDN W/ REQ'D AB OR STRAP TO LOWER LEVEL AT ENDS OF SHEARWALL WHERE INDICATED ON PLANS 5.AB TO FDN OR NAILS TO LOWER FRAMING PER SHEARWALL SCHED 6.CONT BOT PL PER SCHED 7.FIELD NAILING 8.SOLID 2x BLKG AT ALL PANEL EDGES, UNO. EDGE NAIL SHTG AT BLOCKED EDGES. 9.VERT STUDS AT 16" O.C. MAX, UNO 10.KING STUDS AT OPENING PER PLAN OR SCHED 11.CONT DBL 2x TOP PL, SPLICE PER TYP DETAILS 12.CONTINUE TOP PL OVER HEADER 13.HEADER PER PLAN 14.TRIMMER STUD UNDER HEADER PER PLAN 15.WALL SHTG PER SHEARWALL SCHED. MIN 2'-0" PANEL WIDTH 16.LENGTH OF SHEARWALL AS INDICATED ON PLAN. LENGTH MAY BE REDUCED BY A TOLERANCE OF APPROXIMATELY 3%. IF LENGTH IS NOT NOTED ON PLAN SHEARWALLS SHALL EXTEND BETWEEN OPENINGS OR ENDS OF WALLS. 17.TYP STAGGERED SHTG NAILING PATTERN 3 /8 " M I N 3 /8 " M I N A.USE STAGGERED NAILS W/ SPACING AS NOTED IN THE SHEARWALL. SEE SCHED FOR BOT PL ATTACHMENT AT ELEVATED SHEARWALLS. B.PROVIDE FULL HT DBL STUDS AT ENDS OF SHEARWALLS UNO ON PLANS OR DETAILS. HOLDOWNS AS SPECIFIED ON FDN PLAN SHALL BE ATTACHED TO DBL STUDS OR POSTS PER MFR SPEC. STITCH NAIL END STUDS TOGETHER W/ 16d AT EDGE NAILING SPACING, STAGGER ROWS. C.WHERE SHTG IS INTERRUPTED BY INTERSECTING WALL, PROVIDE BLKG D.FOR 5/8" TO 3/4" THICK FLOOR SHTG, 3 1/4" (MIN) LONG SILL PL NAILS SHALL BE USED. FOR 7/8" TO 1 1/8" THICK FLOOR SHTG, 3 1/2" (MIN) LONG SILL PL NAILS SHALL BE USED E.6" LONG SDS SCREWS SHALL ENGAGE BOTH SILL PL AND FRAMING BELOW F.ALL SHTG NAILS AT SHEARWALLS SHALL BE COMMON NAILS. SUBSTITUTION OF ALT FASTENERS IS NOT PERMITTED W/O PRIOR WRITTEN APPROVAL BY ENGINEER. G.SHEARWALL AB SHALL BE SECURELY FASTENED AGAINST BUT NOT RECESSED INTO BOT PL. ALL SHEARWALL AB SHALL HAVE MIN 1/4"x3"x3" PL WASHERS (1/4"x3"x4 1/2" AT 2x6 WALLS WITH SHEATHING BOTH FACES) H.STUCTURAL USE PANELS MAY BE INSTALLED EITHER HORIZ OR VERT, UNO 3 /8 " 3 /8 " 17 NOTES: 1/2" MAX1/2" MAX , TYP , TYP GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S6.2 MARCH 2015 SLK DF/MP 15.2006 15.2006 T Y P I C A L D E T A I L S NO SCALES6.2 TYPICAL 2'-6" SQUARE OR SMALLER OPENING IN CONCRETE WALL1 NO SCALES6.2 SHEATHING REQUIREMENTS2 NO SCALES6.2 HOLDOWN SCHEDULE3 NO SCALES6.2 MINIMUM NAILING SCHEDULE4 NO SCALES6.2 TYPICAL BEAM AND HEADER5 NO SCALES6.2 TYPICAL TRUSS BOTTOM CHORD LATERAL BRACING6 NO SCALES6.2 SIMPLE FRAMING AT WOOD TRUSS7 NO SCALES6.2 TYPICAL SHEAR PANEL BLOCKING8 NO SCALES6.2 TYPICAL WOOD HEADER AT WOOD POST (STRAP OPTION)9 NO SCALES6.2 TYPICAL INTERIOR BEAM HEADER10 NO SCALES6.2 TYPICAL SHEARWALL CONSTRUCTION11 OPEN KEYNOTES: NOTES: 4 3 5 4 1 2 6 1 1.CONT FRAMING PER PLAN 2.2x FLAT BLKG, TYP ATTACHED W/ (2) 16d TOENAILS AT EA END 3.ADDL 2x FLAT BLOCK, AS REQ'D 4.SIMPSON CS16, TYP. APPLY STRAP TO FACE OF SHTG 5.EN PER SHEARWALL SCHED 6.14 1/2" WIDE x 30" TALL MAX OPENING A.OPENING WIDTH SHALL NOT EXCEED 5% OF TOTAL SHEARWALL LENGTH SPECIFIED ON PLANS B.BLOCK AND STRAP AT TOP NOT REQ'D WHERE TOP OF OPENING IS AT TOP PL C.BLOCK AND STRAP AT BOT NOT REQ'D WHERE BOT OF OPENING IS AT BOT PL D.NO BLOCK AND STRAP REQ'D AT 6"x6" HOLE OR SMALLER E.STUD FRAMING SHALL NOT BE CUT 5 2 '-0 " M I N 2 '-0 " M I N 2'-0" MIN KEYNOTES: NOTES: MIN TYP 2" O.C. 3 4 1 3 1 42 1.2 1/4"Ø MAX HOLE CENTERED IN WALL THROUGH DBL 2x4 TOP PL. 3 1/2"Ø MAX HOLE CENTERED IN WALL THROUGH DBL 2x6 TOP PL 2.3" WIDE MAX x 1 1/2" DEEP MAX NOTCH MAY BE INSTALLED IN DBL 2x4 TOP PL FOR HVAC LINE SETS IN LIEU OF HOLE PER KEYNOTE 1. NOTCH MAY BE 4" WIDE x 2 1/2" DEEP MAX AT DBL 2x6 TOP PL 3.FACE NAIL TOP PL TOGETHER W/ (10) 16d MIN EA SIDE OF PENETRATION (OR (6) SDS1/4x3). STAGGER NAILS AND SPACE EVENLY TO AVOID SPLITTING 4.INSTALL (1) SIMPSON RPS18 STRAP ACROSS PENETRAION AT BOTH TOP PL. CENTER STRAP ACROSS PENETRATION AND NAIL PER MFR A.A MAX 1"Ø HOLE THROUGH 2x4 DBL TOP PL AND 2"Ø HOLE THROUGH 2x6 DBL TOP PL MAY BE INSTALLED W/O THE STRUCTURAL SPECS ABOVE, PROVIDED THAT THE HOLE IS CENTERED IN THE TOP PL WIDTH B.FOR NOTCHES (OR OVERBORED A. HOLES) UP TO 6 1/2" WIDE x 4 1/4" DEEP AT 2x6 TOP PL, PROVIDE (2) SIMPSON RPS28 STRAPS PER MFR (ONE EA PLATE). ALIGN A STUD AT EA SIDE OF THE NOTCH BEAM 2 KEYNOTES: NOTES: SPLICE AT HEADER OR BEAM SPLICE AT DBL TOP PL PLAN VIEW 1 1 1 1 7 6 5 5 32 4 4 2 1 8" MAX 2" MIN 1.16d NAILS PER PLAN EA SIDE OF JOINT IN TOP MOST MEMBER OF DBL TOP PL. NAILS IN SAME LINE 2" O.C. MIN. STAGGER NAILS AND SPACE EVENLY TO AVOID SPLITTING 2.JOINT IN TOP MOST MEMBER 3.JOINT IN BOT MOST MEMBER 4.JOINTS IN DBL TOP PL SHALL BE OFFSET AT LEAST 48" MIN. OR AS REQ'D FOR SPLICE NAILING 5.ALIGN STUD BENEATH CENTER OF SPLICE AT BREAK IN EITHER MEMBER OF DBL TOP PL 6.HEADER OR BEAM MAY ACT AS BOT MOST MEMBER AS OCCURS 7.OPTIONAL SPLICE W/ NAILING PER KEYNOTE 1. AT HEADER OR BEAM EXCEEDING 8'-0" IN LENGTH. AT HEADER OR BEAM LESS THAN 8'-0" IN LENGTH, TOP PLATE SHALL RUN CONT OVER HEADER OR BEAM. NO STRAPS REQ'D FROM HEADER OR BEAM TO BOT MOST PL A.LOCATE SPLICE AWAY FROM SHEARWALLS. AT LOCATIONS WHERE TOP PL CANNOT BE LAP SPLICED, USE STRAP PER PLAN % 1 3/8" 2 3/16" 2 3/4" 3 1/4"2 1/16" 1 3/4" 1 3/8" 7/8" 60% 50% 40% 25% 2x62x4 KEYNOTES: NOTES: 4 3 1 2 1.MAX HOLE DIA SHALL BE 40% OF STUD WIDTH, 60% OF STUD WIDTH IF STUD IS DOUBLED UP TO AND NO MORE THAN (2) SUCCESSIVE DOUBLED-UP STUDS ARE BORED. MAX HOLE DIA SHALL BE 50% FOR A SINGLE STUD W/ A SIMPSON HSS2-SDS1.5 STUD SHOE 2.MAX NOTCH SHALL BE 25% OF STUD WIDTH. MAX NOTCH SHALL BE 50% FOR A DOUBLED-UP W/ A SIMPSON HSS2-2-SDS3 3.NOTCHES SHALL BE LOCATED IN TOP OR BOTTOM 1/4 OF STUD HT ONLY 4.16" MIN BETWEEN HOLES A.REMAINING WOOD AT HOLE/NOTCH SHALL BE UNDAMAGED B.HOLES SHALL NOT BE LOCATED WITHIN 2'-0" OF A NOTCH C.DO NOT OVERCUT NOTCHES MIN 5/8" KEYNOTES: OPTION BOPTION C OPTION A 3 4 1 2 3 2 4 1 4 2 1 3 1.DBL 2x TOP PL, SEE LAP SPLICE DETAIL, TYP 2.TRIMMER AND KING STUDS PER PLAN 3.BEAM PER PLAN 4.STRAP PER PLAN FRAMING PARALLEL TO NON-BEARING WALL FRAMING PERP TO NON-BEARING WALL KEYNOTES: NOTES: 3 4 2 1 1 23 1.TRUSS BOT CHORD, JOIST, OR RAFTER PER PLAN 2.SIMPSON "DTC" TRUSS CLIP AT 24" O.C. MAX W/ (4) 8d COMMON TO PL AND (2) 8d COMMON TO TRUSS CHORD 3.1/2" GAP MAX 4.2x BLKG W/ (3) 16d EA END 5.INTERIOR NON-BEARING WALL A.NAILS TO TRUSS ARE NOT TO BE DRIVEN TIGHT. TRUSS MUST MOVE FREELY. INSTALL NAIL IN CENTER OF SLOT B.2x4 WALL STUDS AT 16" O.C. SHALL HAVE A MAX HT OF 13'-0". 2x6 WALL STUDS AT 16" O.C. SHALL HAVE A MAX HT OF 22'-0" 5 5 SECTION A SECTION DPLAN VIEW SECTION E SECTION F SECTION C PLAN PLAN VIEW KEYNOTES: - A 3 52 11 8 6 1 8 2 4 - C - D 3 1 11 2 7 5 6 1 7 2 4 7 1 2 9 4 - E - F 3 1 11 2 10 6 1 5 10 9 4 5 1 10 24 1.WALL SHTG PER PLAN AND SHEARWALL SCHED 2.HOLDOWN PER PLAN 3.WOOD STUD WALL PER PLAN 4.CONC WALL OR FDN PER PLAN 5.ATTACHMENT PER HOLDOWN CONNECTION SCHED 6.EN PER SHEARWALL SCHED 7.2x DBL END STUD. STITCH NAIL TOGETHER PER TYP SHEARWALL DETAIL. SEE NOTE A. 8.END POST PER PLAN. SEE NOTE A. 9.WOOD JOIST PER PLAN 10.2x TRIPLE END STUD. STITCH NAIL TOGETHER PER TYP SHEARWALL DETAIL. SEE NOTE A 11.FLOOR SHTG PER PLAN 12.SHTG MAY BE NOTCHED AT HOLDOWN STRAP ONLY, TO PROVIDE SMOOTH TRANSITION 13.PROVIDE MIN OF (1) #4x40" LONG REBAR WITHIN HATCHED AREA. CENTER ON STRAP. PROVIDE REBAR CLR COVER PER GSN HHDQ HOLDOWNS BOLT-TYPE HOLDOWN STRAP-TYPE HOLDOWN SECTION B 8 1 2 9 4 - B 12 12 2 1313 NOTES: A.SOLID POST OR BUILT UP POST AS PER PLAN. EA SHOWN HERE FOR ILLUSTRATION PURPOSES ONLY B.AT FDN PROVIDE MIN CLR COVER PER GSN 1 1 2 7 6 5 4 5 3 5 6 7 2 1 5 4 3 KEYNOTES: 1.HOLDOWN PER PLAN, ATTACH PER SIMPSON 2.WALL SHEATHING PER PLAN AND SHEARWALL SCHED 3.FLR SHEATHING PER PLAN 4.DBL 2x TOP PL PER LAP SPLICE DETAIL (TYP) 5.BUILT-UP STUDS OR POST PER HOLDOWN SCHED 6.PROVIDE SOLID BLKG AT HOLDOWN LOCATIONS PER PLAN 7.CONT 2x BOT PL ATTACHED PER GSN OR SHEARWALL SCHED (NOT SHOWN) NOTES: A.FLR JOIST ORIENTATION MAY VARY 2 EXTERIOR SHTG AT CORNER INTERIOR SHTG AT CORNER INTERIOR SHTG AT WALL INTERSECTION KEYNOTES: 6 6 6 6 32 4 5 2 3 2 4 3 3 5 4 17 8 1 1 1 1.EN PER SHEARWALL SCHED 2.WALL SHTG PER PLAN AND SHEARWALL SCHED 3.LOCATION OF STRAP AT END OF SHEARWALL, SEE PLAN FOR TYPE OF STRAP 4.FULL HT WOOD STUD TYP 5.16d FACENAIL AT 16" O.C. 6.DISTANCE FROM CORNERS TO CENTER OF STRAP EQUALS WIDTH OF WALL (MAX) 7.SHEAR SHTG MAY BE INTERRUPTED AT INTERSECTING WALLS UNO ON PLANS. NAIL TO SPACER STUD AS SHOWN 8.16d FACENAIL AT 6" O.C. 2 4 10 1 2 3 4 5 7 8 6 12 KEYNOTES: 1.(4) 16d NAILS INTO EA ROOF FRAMING MEMBER 2.2x8 (MIN) CONT BEARING PL 3.TOE NAIL OVER-BUILD FRAMING TO BEARING PL W/ (3) 16d NAILS MIN 4.ROOF SHTG PER PLAN 5.2x OVERBUILD FRAMING PER PLAN 6.TOP CHORD OF TRUSS OR ROOF FRAMING MEMBER PER PLAN 7.2x STUD PONY WALL AS OCCURS ON PLAN (WALL SHALL BE CENTERED BETWEEN MAX SPAN) 8.ROOF SHTG (SHEATH LOWER ROOF PRIOR TO CONSTRUCTION OF OVER-BUILD) 9.WOOD TRUSS PER PLAN 10.(3) 16d NAILS INTO EA ROOF FRAMING MEMBER 11.2x6 (MIN) CONT BEARING PL 12.EN 8d NAILS AT 4" O.C. NOTES: A.BEVEL CUT BOTTOM CHORD OF OVERBUILD TRUSSES AS REQUIRED 12 10 11 4 9 8 6 OPTION 1 OPTION 2 GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S6.3 MARCH 2015 SLK DF/MP 15.2006 15.2006 T Y P I C A L D E T A I L S NO SCALES6.3 TYPICAL SMALL OPENING IN SHEARWALL1 NO SCALES6.3 TYPICAL HOLE IN DOUBLE TOP PLATE2 NO SCALES6.3 TYPICAL TOP PLATE SPLICE4 NO SCALES6.3 TYP HOLE OR NOTCH IN BEARING WALL/STRUCTURAL STUD3 NO SCALES6.3 TYPICAL DRAG STRAP AT WOOD STUD WALL5 NO SCALES6.3 NON-BEARING PARTITION WALL CONNECTION6 NO SCALES6.3 TYPICAL SHARED HOLDOWN AT CORNER7 NO SCALES6.3 TYPICAL HOLDOWNS BETWEEN FLOORS9 NO SCALES6.3 TYPICAL SHEAR SHEATHING AT WALL INTERSECTION8 NO SCALES6.3 TYPICAL OVERBUILD FRAMING10 KEYNOTES: NOTES: STRINGER RUN STRINGER STRINGER SCHED 10'-0"3 1/8 x 12 GLB AT 16" O.C. 10'-1" - 18'-0"5 1/8 x 12 GLB AT 16" O.C. 1 2 7 4 5 6 6 8 1 9 1.WOOD BEAM PER PLAN 2.SIMPSON HU HANGER, SLOPE AS REQ'D 3.NOT USED 4.SHAPED BLOCK W/ 16d NAILS AT 8" O.C. 5.DBL 2x TOP PL PER LAP SPLICE DETAIL (TYP) 6.INTERMEDIATE BEARING WALL 7.8d TOENAIL EA SIDE OF STRINGER 8.LET-IN 2x6 NAILER W/ 16d NAILS AT 3" O.C., STAGGERED. AT CONC USE (3) 5/8"Ø ANCHORS W/ 7" MIN EMBEDMENT, THICKEN SLAB AS REQUIRED 9.FLOOR SHTG PER PLAN A.DO NOT OVERCUT STAIR STRINGERS B.SEE STRINGER MFR FOR ADDL INFO C.STAIR RISE IN STRINGER NOT TO EXCEED 7" <- SLOPED BLOCK VERTICAL BLOCK RIM JOIST / BLOCK KEYNOTES: NOTES: 764 3 8 2 5 1 6 7 10 4 3 2 5 1 7 5 1 2 3 9 10 1.ROOF SHTG PER PLAN NOTE. SLOPE OF ROOF MAY VARY 2.BOUNDARY FASTENERS 3.TRUSS TAIL AS OCCURS 2'-0" MAX 4.2x BLKG 5.2x BLKG LAID FLAT WHERE EAVE VENT OCCURS. MAX FREQUENCY EVERY OTHER BLOCK 6.CLIP EA BLOCK TO TOP PL W/ A35 7.WHERE FLAT BLKG OCCURS, USE (2) CLIPS PER BLOCK 8.SLOPED BOT CHORD AS OCCURS 9.(3) TOENAILS PER BLOCK 10.2x RIM BLKG. PROVIDE (3) 16d NAILS TO TOP PL AND (2) 16d NAILS TO TRUSSES. WHERE VENT BLKG OCCURS, PROVIDE SIMPSON A35 AT EVERY OTHER BLOCK. AT CONDITIONS WHERE EAVE DOES NOT EXTEND, USE CONT 2x RIM JOIST W/ 16d NAIL AT 12" O.C. INTO TOP PL AND (2) 16d NAILS INTO END OF TRUSSES. 11.SHTG AS OCCURS PER PLAN A.WHERE TRUSS HEEL HT EXCEEDS DIM OF SOLID BLKG REFER TO HIGH HEELED TRUSS AT BRIDGE WALL DETAIL. B.AT ROOF SLOPES GREATER THAN 6:12 USE "SLOPED BLOCK" OPTION ONLY GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S6.4 MARCH 2015 SLK DF/MP 15.2006 15.2006 T Y P I C A L D E T A I L S NO SCALES6.4 TYPICAL STAIR STRINGER1 NO SCALES6.4 TYPICAL WOOD TRUSS AT STUD WALL2 KEYNOTES: 3" CLR 3 " C L R 1 2 4 1.WALL PER PLAN 2.CONC SLAB ON GRADE PER PLAN 3.CONT CONC FTG PER PLAN AND SCHED 4.COMPACTED SUBGRADE PER GSN 5.WALL SHEATHING AS OCCURS, SEE PLAN AND SHEARWALL SCHEDULE 6.CONT 2x SILL PLATE W/AB, SEE GSN OR SHEARWALL SCHEDULE FOR SIZE AND SPACING 7.EN 5 6 3 7 KEYNOTES: 1.WOOD COL PER PLAN 2.PATIO BY OTHERS 3.#3 TIES AT 8" O.C. 4.12" DIA CONC PIER W/ (4) #4 BARS W/ STD HOOK 5.ISOLATED CONC FTG PER PLAN AND SCHED 6.COMPACTED SUBGRADE PER GSN 7.3/8"x10" SQUARE PL W/ (2) #4 DOWEL 18" LONG 8.8" DIA STEEL PIPE 9.3/8" x 12" SQUARE PL 10.1/4"x6"x0'-8" KNIFE PL W/ (2) 5/8" DIA PINS 11.(3) #3 TIES NOTES: A.WATERPROOF POST PER ARCH 2 7 1 8 9 10 5 4 3 6 3 " C L R 3" CLR 3 " 3 " S E E G S N 1/4 1/4 1/4 1/4 11 KEYNOTES: 1 8 1.CONT 2x BOT PL W/ AB SIZE AND SPACING PER GSN OR SHEARWALL SCHED 2.CONC SLAB ON GRADE PER PLAN 3.CONC WALL, SEE PLAN AND SCHED FOR SIZE AND SPACING 4.PROVIDE STD HOOK ON ALL VERT WALL REINF 5.CONT CONC FTG PER PLAN AND SCHED 6.COMPACTED SUBGRADE PER GSN 7.FINAL GRADE PER ARCH 8.WALL SHEATHING PER PLAN AND SHEARWALL SCHED 9.1/2" EXPANSION MATERIAL 2 3 4 5 7 3 " C L R S E E G S N M I N 8 " 3" CLR 6 9 PER PLAN 3 KEYNOTES: 9" 30" M I N 8 " 1 0 '-0 " M A X C L R 3 " CLR 3" 1 2 3 4 6 5 7 89 10 11 12 13 14 1.BN 2.CONT 2x BOT PL ATTACHED PER GSN OR SHEARWALL SCHED (NOT SHOWN) 3.CONT RIM JOIST W/ A35 CLIPS AT 16"O.C. 4.FLOOR SHTG PER PLAN 5.WOOD JOIST PER PLAN 6.CONT 2x BOT PL W/ AB SIZE AND SPACING PER PLAN NOTES OR SHEARWALL SCHED 7.CONC SLAB ON GRADE PER PLAN 8.CONT CONC FTG PER PLAN AND SCHED 9.#5 DOWEL AT 12" O.C. W/ HOOK AT BASE 10.COMPACTED SUBGRADE PER GSN 11.CONC WALL, SEE PLAN AND SCHED FOR SIZE AND SPACING 12.FINAL GRADE W/ ADEQUATE MOISTURE BARRIER 13.EN, SEE PLAN FOR SPACING 14.WALL SHTG PER PLAN AND SHEARWALL SCHED 15.DBL 2x TOP PL 16.CONT 2x BOT PL W/ HILTI X-CP.145x2 7/8" OR EQ SHOTPIN AT 32" O.C. 15 16 KEYNOTES: 1 15 1.BN 2.CONT 2x BOTTOM PL ATTACHED PER GSN OR OR SHEARWALL SCHEDULE (NOT SHOWN) 3.CONT RIM JOIST W/ A35 CLIPS AT 16" O.C. 4.FLOOR SHTG PER PLAN 5.WOOD JOIST PER PLAN 6.BLKG AT 24" O.C. W/ (2) 16d NAILS AT EA BLOCK 7.CONT 2x BOTTOM PL W/ AB SIZE AND SPACING PER PLAN NOTES OR SHEARWALL SCHEDULE 8.CONCRETE SLAB ON GRADE PER PLAN 9.CONT CONRETE FTG PER PLAN AND SCHEDULE. 10.#5 DOWEL AT 12" O.C. W/ HOOK AT BASE 11.COMPACTED SUBGRADE PER GSN 12.CONCRETE WALL, SEE PLAN AND SCHEDULE FOR SIZE AND SPACING 13.FINAL GRADE W/ ADEQUATE MOISTURE BARRIER 14.EN, SEE PLAN FOR SPACING 15.WALL SHTG PER PLAN AND SHEARWALL SCHEDULE 16.DBL 2x TOP PL 17.CONT 2x BOT PL W/ HILTI X-CP.145x2 7/8" OR EQ SHOTPIN AT 32" O.C. 2 3 6 7 8 9 10 11 14 13 5 4 12 1 0 '-0 " M A X M I N 8 " 3 " C L R 3" CLR 3 0 " 16 17 KEYNOTES: 3" CLR 3 " C L R 1 2 3 4 1.WALL PER PLAN 2.CONC SLAB ON GRADE PER PLAN 3.CONT CONC FTG PER PLAN AND SCHED 4.COMPACTED SUBGRADE PER GSN 5.EN 5 1 5 7 8 KEYNOTES: 1.STUD WALL PER PLAN AND "TYPICAL WOOD STUD WALL CONSTRUCTION" DETAIL 2.WALL ANCHORAGE PER PLAN 3.CONC SLAB ON GRADE PER PLAN 4.8" THICK CONCRETE WALL W/ #4 BARS AT 12" O.C. EW CENTERED 5.PROVIDE STD HOOK ON ALL VERT WALL REINF 6.FTG PER PLAN 7.COMPACTED SUBGRADE PER GSN 8.FINAL GRADE PER ARCH OR CIVIL 9.STRUCTURE BEYOND PER PLAN 10.#4 BENT DOWEL AT 18" O.C. 11.OPTIONAL CONSTRUCTION JOINT 3 4 6 2 P E R P L A N M I N E M B E D 24" 18" DOWEL DIMS P E R P L A N M I N E M B E D 9 3 4 5 7 10 8 6 10 AT OPENINGAT STUD WALL 11 M I N 8 " M I N 8 " KEYNOTES: 1 8 1.STUD WALL PER PLAN AND "TYPICAL WOOD STUD WALL CONSTRUCTION" DETAIL 2.CONC SLAB ON GRADE PER PLAN 3.8" THICK CONCRETE WALL W/ #4 BARS AT 12" O.C. EW CENTERED 4.PROVIDE STD HOOK ON ALL VERT WALL REINF 5.FTG PER PLAN 6.COMPACTED SUBGRADE PER GSN 7.FINAL GRADE PER ARCH OR CIVIL 8.WALL SHEATHING PER PLAN AND SHEARWALL SCHED 9.1/2" EXPANSION MATERIAL 10.#4 BENT DOWEL AT 18" O.C. 11.WALL ANCHORAGE PER PLAN 2 3 4 5 7 3 " C L R S E E G S N M I N 8 " 3" CLR 6 9 1 8 3 4 3 " C L R 5 PER PLAN 1010 11 GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S7.1 MARCH 2015 SLK DF/MP 15.2006 15.2006 F O U N D A T I O N D E T A I L S NO SCALES7.1 WALL AT FOUNDATION1 NO SCALES7.1 WOOD COLUMN AT FOUNDATION3 NO SCALES7.1 CONCRETE SLAB ON GRADE AT FOUNDATION5 NO SCALES7.1 WOOD STUD WALL AT FOUNDATION6 NO SCALES7.1 WOOD STUD WALL AT FOUNDATION4 NO SCALES7.1 WALL AT FOUNDATION2 NO SCALES7.1 CONCRETE SLAB ON GRADE AT FOUNDATION7 2 NO SCALES7.1 CONCRETE SLAB ON GRADE AT FOUNDATION8 2 2 2 Revision 04/25/2018 KEYNOTES: NOTES: 1.BN 2.2x BLKG W/ LTP4 CLIP BETWEEN EA JOIST 3.ROOF SHEATHING PER PLAN 4.OUTLOOKER PER PLAN 5.GT W/ (2) H5 CLIPS AT BEARING POINTS PER PLAN 6.2x4x8'-0" LONG BRACING AT 6'-0" O.C. W/ (2) 16d NAILS AT EA TRUSS 7.WOOD TRUSS W/ HGA10 CLIP AT 24" O.C. PER PLAN 8.DBL 2x TOP PL. SEE LAP SPLICE DETAIL (TYP) 9.WOOD BEAM/HEADER PER PLAN, WHERE OCCURS 10.WALL SHEATHING PER PLAN AND SHEARWALL SCHED 11.H5 CLIP AT EA OUTLOOKER 12.HANGER PER PLAN A.FURR OUT EAVE PER ARCH B.COORDINATE ROOF VENTILATION 1 1 2 3 4 510 7 8 6 9 11 VERIFY W/ ARCH 6'-0" MAX BACKSPAN 4'-0" MIN 12 MIN KEYNOTES:NOTES: 1 1 11 7 9 8 2 6 12 3 5 4 10 1 1.2x4 BLOCK AND DIAG BRACE AT 48" O.C. W/ (3) 16d EACH END. EXTEND BRACE TO UNDERSIDE OF ROOF SHTG. AT LOCATION WHERE TRUSS DEPTH IS GREATER THAN 7'-0" AND LESS THAN 11'-0" SPACE BLOCK AND BRACE 36" O.C. 2.WHERE BRACE LENGTH EXCEEDS 6'-0" INSTALL CONT 2x4 STIFFENER AT 48" O.C. 3.2x4 FLAT BLOCK W/ (2) 16d EACH TRUSS 4.TRUSS BOT CHORD. ANCHOR TO TOP PL W/ 16d TOENAILS AT 12" O.C. AND LTP4 CLIPS AT SPACING PER TABLE 5.CONT BACKING BLOCK AS REQ'D 6.CONT 2x4 UNDER OUTLOOKER TO NOTCHED TOP CHORD W/ 10d AT 4" O.C. AND 10d AT EACH WEB. NOT REQ'D IF TRUSS MFR. PROVIDES DBL TOP CHORD 7.BOUNDARY FASTENERS 8.2x4 "T" BRACE W/ 16d AT 8" O.C. MAY BE USED IN LIEU OF CONT. 2x4 STIFFENER WHERE 14'-0". LENGTH OF "T" BRACE TO BE EQ TO 70% OF DIAG BRACE LENGTH, AND MAY BE INSTALLED ON TOP OR BOT OF DIAG BRACE 9.EN ALONG BLDG 10.2x4 FLAT OUTLOOKER AT 48" O.C. WHERE EAVE OVERHANG IS 12" OR LESS, 24" O.C. WHERE EAVE OVERHANG IS GREATER THAN 12" UP TO 24". OUTLOOKER NOT REQ'D WHERE OVERHANG IS 6" OR LESS. 11.APA RATED 15/32" C-C PLUGGED PLYWOOD SHTG AT EAVE. 12.(3) 16d TO END TRUSS, STAGGERED A.AT CONTRACTOR'S OPTION, DIAG BRACE MAY BE LOCATED IN FIRST TRUSS BAY B.WHERE NOT DETAIL LETTER IS SPECIFIED ON PLAN, CLIP PER DETAIL SPEC "A" OVERHANG 2' - 0" MAX T R U S S D E P T H DETAIL SPEC LTP4 SPACINGCAPCITY (PLF) A 245 595 1190 145 C B D 48" O.C. 24" O.C. 12" O.C. 6" O.C. KEYNOTES: VERIFY W/ ARCH 24" MAX 1 1 2 2 1 8414 3 1315 9 7 12 11 10 6 7 7 5 1.ROOF SHTG PER PLAN 2.BOUNDARY NAILING OR 10d NAILS AT 4" O.C., WHICHEVER IS MORE STRINGENT 3.FULL HT 2x BLKG BETWEEN OUTLOOKERS W/ LTP4 CLIP AT EA BLOCK 4.(3) 16d NAILS AT EA OUTLOOKER 5.2x4 KICKER BRACE AT 24" O.C. W/ (3) 16d NAILS EA END 6.2x6 x 4'-0" LONG MIN HORIZ BRACE AT 24" O.C. 7.(3) 16d NAILS INTO BOT CHORD OF TRUSS 8.2x4 BLKG TO RECEIVE BOUNDARY NAILING 9.DRAG TRUSS AT GABLE, SEE PLAN FOR REQ'D LOAD 10.DBL 2x TOP PL, SEE LAP SPLICE DETAIL (TYP) 11.WALL SHTG PER PLAN AND SHEARWALL SCHED AS OCCURS 12.SIMPSON A35 CLIP AT 24" O.C. 13.H5 CLIP AT EA OUTLOOKER 14.OUTLOOKER PER PLAN 15.CONT 2x FASCIA MEMBER W/ (3) 16d NAILS AT EA OUTLOOKER 3 1 KEYNOTES: 1.BEAM PER PLAN 2.WOOD FLOOR JOISTS AND HANGER PER PLAN 3.BOUNDARY FASTENERS ALONG LENGTH OF BEAM 2 KEYNOTES: NOTES: 4 3 6 3 5 3 2 1 1.SHEATHE WALL PER PLAN NOTE OR SHEAR WALL SCHED 2.CONT DBL TOP PL 3.BOUNDARY FASTENERS 4.16d NAILS AT 6" O.C. MAX OR BOT PL ATTACHMENT PER SHEARWALL SCHED 5.SOLID 2x BLKG BETWEEN JOISTS W/ (3) 16d TOENAILS AND (1) A35 CLIP PER BLOCK TO TOP PL 6.2x8 JOIST AT 24" O.C. MAX, UNO ON PLAN A.ADJOINING FRAMING AS OCCURS. NOT SHOWN FOR CLARITY KEYNOTES: 5 4 11 6 3 6 1.WOOD JOIST PER PLAN 2.WALL SHEATHING 3.RIM JOIST W/ (3) 16d TOENAILS AND (1) A35 CLIP TO TOP PL 4.16d AT 6" O.C. MAX, OR BOT PL ATTACHMENT PER SHEARWALL SCHED 5.BOUNDARY FASTENERS 6.EN 2 2 KEYNOTES: 5 3 4 1 2 1.BEAM PER PLAN 2.WOOD FLOOR JOISTS AND HANGER PER PLAN 3.EN ALONG LENGTH OF BEAM. PROVIDE (2) ROWS OF EN WHERE FRAMING OCCURS BOTH SIDES OF BEAM 4.FRAMING BOTH SIDES OF BEAM, AS OCCURS 5.FRAMING ABOVE, AS OCCURS, W/ BOT PL ANCHORAGE PER PLAN OR SCHED KEYNOTES: SLOPED BLOCK VERT BLOCK RIM JOIST / BLOCK NOTES: 7 9 2 3 5 1 7 4 2 3 5 1 6 7 4 8 2 3 5 1 6 1.ROOF SHTG PER PLAN NOTE. SLOPE OF ROOF MAY VARY 2.BOUNDARY FASTENERS 3.JOIST TAIL, AS OCCURS, 2'-0" MAX 4.2x BLKG 5.2x BLKG LAID FLAT WHERE EAVE VENT OCCURS. MAX FREQUENCY EVERY OTHER BLOCK 6.CLIP EACH BLOCK TO TOP PL W/ A35. WHERE FLAT BLKG OCCURS, USE (2) CLIPS PER BLOCK 7.SHTG AS OCCURS PER PLAN 8.(3) TOENAILS PER BLOCK 9.2x RIM BLKG. PROVIDE (3) 16d NAILS TO TOP PL AND (2) 16d NAILS TO TRUSSES. WHERE VENT BLKG OCCURS, PROVIDE SIMPSON A35 CLIP AT EVERY OTHER BLOCK. AT CONDITIONS WHERE EAVE DOES NOT EXTEND, USE CONT 2x RIM JOIST W/ 16d NAIL AT 12" O.C. INTO TOP PL AND (2) 16d NAILS INTO END OF TRUSSES 10.SIMPSON HU HANGER 11.2x6 LEDGER W/ (3) 16d INTO WALL STUDS AT 16" O.C. MAX 12.H2.5 13.FASCIA RE ARCH A.AT ROOF SLOPES GREATER THAN 6:12 USE SLOPED BLOCK OPTION ONLY 2 10 11 2 10 11 2 10 11 12 13 13 13 3 1 KEYNOTES: 1.BEAM PER PLAN 2.WOOD FLOOR JOISTS AND HANGER PER PLAN 3.BOUNDARY FASTENERS ALONG LENGTH OF BEAM 4.CONCRETE SLAB 5.4x4 ANGLE 2 45 KEYNOTES: 1.STRUCTURAL CANTILEVERED OUTLOOKER PER PLAN 2.FAKE TRUSS PER ARCH 3.WALL PER PLAN 4.LTP5 ON EA SIDE OF CORBEL 5.6x8 BLKG 6.(3) A35 AT EA SIDE. USE 1/4"DIA. x5" SDS SCREWS INTO BLKG. 7.6x6 CORBEL MEMBER 8.A35 9.TRUSS PER PLAN 7 2 1 9 3 PER ARCH 8 4 5 5 5 4 6 GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S8.1 MARCH 2015 SLK DF/MP 15.2006 15.2006 F R A M I N G D E T A I L S NO SCALES8.1 WOOD TRUSS AT WOOD STUD WALL4 NO SCALES8.1 WOOD TRUSS AT GABLE END5 NO SCALES8.1 WOOD TRUSS AT GABLE END6 NO SCALES8.1 WOOD JOIST AT WOOD BEAM2 NO SCALES8.1 WOOD JOIST AT STUD WALL7 NO SCALES8.1 WOOD JOIST AT STUD WALL3 NO SCALES8.1 WOOD JOIST AT WOOD BEAM8 NO SCALES8.1 TYPICAL WOOD JOIST AT STUD WALL9 NO SCALES8.1 WOOD JOIST AT WOOD BEAM1 NO SCALES8.1 FAKE TRUSS AND WOOD CORBEL10 KEYNOTES: 1 2 3 4 5 6 7 8 9 1.2x WOOD STUD WALL AS OCCURS, SEE PLAN 2.CONT 2x BOT PL, SEE GSN OR SHEARWALL SCHED FOR ATTACHMENT REQUIREMENTS (NOT SHOWN) 3.FLOOR SHTG, SEE PLAN 4.BLKG AT 24" O.C. W/ (4) 10d NAILS PER BLOCK 5.DBL 2x TOP PL, SEE LAP SPLICE DETAIL (TYP) 6.(2) 16d NAILS AT EA BLOCK 7.CONT RIM JOIST W/ SIMPSON A35 CLIP AT 16" O.C. 8.BOUNDARY FASTENERS 9.WALL SHTG AS OCCURS, SEE PLAN AND SHEARWALL SCHED 10.EN10 10 KEYNOTES: 7 2 2 4 1 5 6 3 1.CONT RIM BOARD. FASTEN TO TOP PL W/ (1) A35 AT 24" O.C. MAX AND 16d TOENAIL AT 8" O.C. 2.WALL SHEATHING AS OCCURS, SEE PLAN AND SHEARWALL SCHEDULE 3.BN 4.16d AT 6" O.C. MIN OR BOT PL ATTACHMENT PER SHEARWALL SCHED, WHICHEVER IS MORE STRINGENT 5.SHEATHING PER PLAN NOTE 6.I-JOIST W/ WEB STIFFENER AS REQ'D BY MFR 7.EN KEYNOTES: 3 2 2 4 1 5 6 3 1.CONT RIM BOARD. FASTEN TO TOP PL W/ (1) A35 AT 24" O.C. MAX AND 16d TOENAIL AT 8" O.C. 2.WALL SHEATHING AS OCCURS, SEE PLAN AND SHEARWALL SCHEDULE 3.BN PER PLAN 4.16d AT 6" O.C. MIN OR BOT PL ATTACHMENT PER SHEARWALL SCHED, WHICHEVER IS MORE STRINGENT 5.SHEATHING PER PLAN NOTE 6.I-JOIST W/ WEB STIFFENER AS REQ'D BY MFR KEYNOTES: 1 2 3 4 5 6 7 8 9 1.2x WOOD STUD WALL AS OCCURS, SEE PLAN 2.CONT 2x BOT PL, SEE GSN OR SHEARWALL SCHED FOR ATTACHMENT REQUIREMENTS (NOT SHOWN) 3.FLOOR SHTG, SEE PLAN 4.BLKG AT 48" O.C. W/ (4) 10d NAILS PER BLOCK 5.DBL 2x TOP PL, SEE LAP SPLICE DETAIL (TYP) 6.(2) 16d NAILS AT EA BLOCK 7.CONT RIM JOIST W/ SIMPSON A35 CLIP AT 16" O.C. 8.BOUNDARY FASTENERS 9.WALL SHTG AS OCCURS, SEE PLAN AND SHEARWALL SCHED 10.EN10 10 KEYNOTES: NOTES: 1.BN 2.2x BLKG W/ LTP4 CLIP BETWEEN EA JOIST 3.ROOF SHEATHING PER PLAN 4.OUTLOOKER PER PLAN 5.GT W/ (2) H5 CLIPS AT BEARING POINTS PER PLAN 6.2x4x8'-0" LONG BRACING AT 6'-0" O.C. W/ (2) 16d NAILS AT EA TRUSS 7.WOOD TRUSS W/ HGA10 CLIP AT 24" O.C. PER PLAN 8.DBL 2x TOP PL. SEE LAP SPLICE DETAIL (TYP) 9.HANGER PER PLAN 10.WALL SHEATHING PER PLAN AND SHEARWALL SCHED 11.H5 CLIP AT EA OUTLOOKER A.FURR OUT EAVE PER ARCH B.COORDINATE ROOF VENTILATION 1 1 2 3 4 5 10 7 8 6 11 VERIFY W/ ARCH 3'-0" MAX BACKSPAN 4'-0" MIN 9 2 10 KEYNOTES: NOTES: 1.BN PER PLAN 2.ROOF SHEATHING, SEE PLAN 3.WOOD TRUSS W/ (1) H5 CLIP AT EVERY TRUSS, SEE PLAN 4.DOUBLE 2x TOP PLATE, SEE LAP SPLICE DETAIL (TYP) 5.WALL SHEATHING AS OCCURS, SEE PLAN AND SHEARWALL SCHEDULE 6.FULL HEIGHT TRUSS BLOCKING BETWEEN EA TRUSS W/ A35 CLIP A.FURR OUT EAVE PER ARCH B.COORDINATE ROOF VENTILATION W/ ARCH 45 1 2 3 6 KEYNOTES: NOTES: 1.ROOF SHEATHING, SEE PLAN 2.BN 3.WOOD TRUSS W/ HANGER, SEE PLAN 4.2x BLOCK W/ (3) 16d NAILS BETWEEN EACH TRUSS 5.GIRDER TRUSS, SEE PLAN 6.WOOD JOIST W/ HANGER, SEE PLAN 7.DOUBLE 2x TOP PLATE, SEE LAP SPLICE DETAIL (TYP) 8.WALL SHEATHING AS OCCURS, SEE PLAN AND SHEARWALL SCHEDULE 9.WOOD TRUSS W/ HGA10 CLIP AT 36" O.C. 10.2x BLOCKING W/ LTP4 BETWEEN EACH JOIST AND (3) 3"Ø HOLES (EVERY THIRD BLOCK MAY BE REMOVED). SEE PLAN. 11.PROVIDE 10"Ø HOLE BETWEEN EACH TRUSS FOR VENTILATION 12.2x4 BLK AT 24" O.C. W/ (2) 16d TOE NAILS A.COORDINATE ROOF VENTILATION W/ ARCH 10 1 8 2 9 7 3 4 2 11 1 6 12 5 KEYNOTES: NOTES: 1.BN 2.2x BLKG W/ LTP4 CLIP BETWEEN EA JOIST 3.ROOF SHEATHING PER PLAN 4.OUTLOOKER PER PLAN 5.GT W/ (2) H5 CLIPS AT BEARING POINTS PER PLAN 6.H5 CLIP AT EA OUTLOOKER 7.WOOD TRUSS PER PLAN 8.WALL SHEATHING (WHERE OCCURS) PER PLAN AND SHEARWALL SCHED 9.SIMPSON HU HANGER PER PLAN A.FURR OUT EAVE PER ARCH B.COORDINATE ROOF VENTILATION11 2 3 4 8 6 VERIFY W/ ARCH 3''-0" MAX BACKSPAN 4'-0" MIN 9 5 7 KEYNOTES: NOTES: 1.TRUSS BLK W/ A35 AT 24" O.C. 2.PRE-FAB ENGINEERED TRUSS PER PLAN 3.BEAM PER PLAN 4.H2.5 AT EA TRUSS 5.ROOF SHEATHING PER PLAN 6.EN A.FURR OUT EAVE PER ARCH B.COORDINATE ROOF VENTILATION W/ ARCH 6 5 1 4 2 3 KEYNOTES: 5 6 3 1.BN PER PLAN 2.ROOF SHEATHING PER PLAN 3.DRAG TRUSS BLOCKING W/ A35 CLIPS AT 2'-0" O.C. 4.H2.5 5.DOUBLE 2x TOP PLATE, SEE LAP SPLICE DETAIL (TYP) 6.WOOD TRUSS 7.H5 CLIP AT EA TRUSS 8.A35 CLIP 4 1 2 8 7 KEYNOTES: 1.BN 2.H2.5 3.TRUSS BLKG AT 2'-0" O.C. RE: 8/S6.2 4.SHEAR WALL PER PLAN 5.EN 6.PRE-FAB ENGINEERED WOOD TRUSSES PER PLAN 7.DRAG TRUSS 8.A35 AT 16" O.C. 1 2 5 4 3 6 7 2 8 KEYNOTES: 5 1 3 2 4 1.WALL ABOVE PER PLAN 2.FLOOR SHEATHING PER PLAN 3.2x BLKG 4.FLOOR JOIST PER PLAN 5.WALL BELOW PER PLAN GRE A . M E Y E R G14 8 7 5 P R O F E S S I O N A L E N G I NEER I D A H O O F S T A T E L I C E N S E D P R O V I D E N C E S Q U A R E R E X B U R G , I D A H O PROJECT NO, DATE: DRAWN BY: P R O J E C T : REVISIONS S H E E T T I T L E : CHECKED BY: DRAWING NO.: JOB NUMBER: THESE PLANS, DRAWINGS AND DESIGNS ARE THE EXCLUSIVE PROPERTY OF ENGINEERING SYSTEM SOLUTIONS AND SHALL NOT BE REPRODUCED IN ANY FORM WITHOUT WRITTEN CONSENT. ALL RIGHTS ARE RESERVED. COPYRIGHT 2013 ENGINEERING SYSTEM SOLUTIONS 1677 EUREKA ROAD STE. #101 ROSEVILLE, CA 95661 PHONE: (916) 780-2030 3632 N RANCHO DRIVE LAS VEGAS, NV 89130 PHONE: (702) 606-3107 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 PHONE: (208) 552-9874 ENGINEERING SYSTEM SOLUTIONS STRUCTURAL • MEP • BUILDING COMMISSIONING www.es2eng.com BUILDING RELATIONSHIPS EXCEEDING EXPECTATIONS 06 / 2 7 / 2 0 1 8 S8.2 MARCH 2015 SLK DF/MP 15.2006 15.2006 F R A M I N G D E T A I L S NO SCALES8.2 WOOD JOIST AT WOOD STUD WALL2 NO SCALES8.2 WOOD I-JOIST AT STUD WALL3 NO SCALES8.2 WOOD I-JOIST AT STUD WALL4 NO SCALES8.2 WOOD JOIST AT WOOD STUD WALL5 NO SCALES8.2 WOOD TRUSS AT WOOD STUD WALL6 NO SCALES8.2 WOOD TRUSS AT WOOD STUD WALL7 NO SCALES8.2 WOOD TRUSS AT WOOD STUD WALL8 NO SCALES8.2 WOOD TRUSS AT WOOD STUD WALL10 NO SCALES8.2 WOOD TRUSS AT WOOD STUD WALL9 NO SCALES8.2 WOOD TRUSS AT WOOD STUD WALL11 NO SCALES8.2 SHEARWALL AT ROOF1 NO SCALES8.2 WOOD I-JOIST AT STUD WALL12