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<br /> N GENERAL STRUCTURAL NOTES
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<br /> �( GENERAL REQUIREMENTS FOUNDATION SPECIAL INSPECTIONS STRUCTURAL LEGEND STANDARD ABBREVIATIONS
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<br /> DRAWINGS DESIGN RECOMMENDATIONS FRME1 ROOF MOUNTED EQUIPMENT STEEL MOME"IT CONNECTION
<br /> ON THESE DRAWINGS HAVE BEEN PREPARED USING STANDARDS OF PROFESSIONAL FIRM:KRAZAN&ASSOCIATES, INC.; REPORT NO.:072-17042; DATE:JULY 11,2017 2XX#� CENTERLINE U
<br /> CARE AND COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR SPECIAL INSPECTION INDEPENDENT OF THE CONTRACTOR,ARCHITECT,AND ELEV: l'-0" (E) EXISTING
<br /> M CIRCUMSTANCES BY REPUTABLE STRUCTURAL ENGINEERS IN THIS OR SIMILAR ENGINEER OF RECORD SHALL BE PROVIDED BY OWNER ACCORDING TO CBC T.O.STEEL SPOT ELEVATION ��H�-� STEEL DRAG CONNECTION AB ANCHOR BOLT
<br /> CONSTRUCTION CHAPTER 17.THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK FOR Q
<br /> C) LOCALITIES.THEY NECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE 1 .J ADDL ADDITIONAL
<br /> PERFORMED BY AN EXPERIENCED CONTRACTOR AND/OR WORKERS WHO HAVE A ALL SITE PREPARATION, GRADING,COMPACTION TESTS, INSPECTIONS, ETC.SHALL CONFORMANCE WITH THE CONTRACT DOCUMENTS, NOT THE SHOP DRAWINGS.THE S1.1 SECTION CUT LINE � STEEL DOUBLE ANGLE CONNECTION AFF ABOVE FINISHED FLOOR RED INC ARCHITECTS
<br /> WORKING KNOWLEDGE OF THE APPLICABLE CODE STANDARDS AND REQUIREMENTS BE FOLLOWED WITH STRICT ADHERENCE AND SHALL BE COMPLETED PRIOR TO ANY SPECIAL INSPECTOR SHALL SEND REPORTS TO THE OWNER, BUILDING OFFICIAL, , 1217 J STREET,MODESTO,CA 95354
<br /> AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE.AS NOT EVERY CONCRETE PLACEMENT.SEE ACI 325.3 FOR FURTHER REQUIREMENTS. ARCHITECT, ENGINEER,AND CONTRACTOR FOR CORRECTION.THE SPECIAL 1 Q ALT ALTERNATE 209.522.8900
<br /> INSPECTOR SHALL SUBMIT A BI-WEEKLY AND A FINAL SIGNED REPORT STATING ELEVATION CALLOUT STEEL DIAGONAL BRACING ARCH ARCHITECTURAL
<br /> CONDITION OR ELEMENT IS(OR CAN BE)EXPLICITLY SHOWN ON THESE DRAWINGS, S1.1
<br /> IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRY ACCEPTED ENGINEERING SYSTEM SOLUTIONS ASSUMES NO LIABILITY FOR GROUNDWATER OR THAT THE SPECIAL INSPECTION WORK WAS,TO THE BEST OF THEIR KNOWLEDGE, IN ASD ALLOWABLE STRESS DESIGN
<br /> STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOT EXPLICITLY OTHER MEANS OF FLOODING. CONFORMANCE WITH THE PLANS,SPECIFICATIONS,AND APPLICABLE T.O.FLR ELEVATION STEEL BAR GRATING BLDG BUILDING SEAL:
<br /> SHOWN. WORKMANSHIP PROVISIONS OF THE CBC. 95'-0"
<br /> BLKG BLOCKING
<br /> FOOTING EMBEDMENT STEP STEP IN ELEVATIONH MMF�H STEEL MOMENT FRAME BN BOUNDARY NAILING OR FASTENERS
<br /> CONTINUOUS OR PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING ROFESS/p
<br /> o MISCELLANEOUS ITEMS ALL FOOTINGS SHALL EXTEND BELOW GRADE THE MINIMUM EMBEDMENT DEPTH AS BO BOTTOM OF e Nq
<br /> ry WORK: �a �osEp
<br /> o CALCULATION AND DESIGN OF MISCELLANEOUS NON-STRUCTURAL ITEMS, SUCH AS NOTED ON THE FOUNDATION PLAN. \F2 0 COLUMN FOOTING CONCRETE OVER METAL DECK BOT BOTTOM ti y`���
<br /> v STAIRS, RAILINGS, NON-STRUCTURAL WALLS AND PREFABRICATED STRUCTURAL CLR CLEAR c� m� A m
<br /> W ITEMS,SUCH AS FLOOR AND ROOF TRUSSES,ARE NOT INCLUDED AND ARE TO BE GRADE IS DEFINED AS FOLLOWS WF 1_5 S4634 = A
<br /> Q PROVIDED BY OTHERS UNLESS SPECIFICALLY NOTED ON THESE DRAWINGS. o WALL FOOTING METAL DECK CMU CONCRETE MASONRY UNIT
<br /> THE LOWEST OF THE FOLLOWING BEFORE LANDSCAPING): SEISMIC-FORCE-RESISTING SYSTEMS(SFRS) EXP: 12/31/2
<br /> ( ) J COL COLUMN
<br /> VERIFICATION AND INSPECTION CONT PERIODICCONCRETE PILE O STUD BEARING WALL CONC CONCRETE R o
<br /> ~_ CONSTRUCTION MEANS AND METHODS CP1 T CT
<br /> Z •BUILDING PAD SUBGRADE STRUCTURAL WOOD: CONT CONTINUOUS F OF Cpl\F()
<br /> THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE.THEY DO NOT INDICATE GB1
<br /> *FIELD GLUING OPERATIONS OF ELEMENTS OF THE SFRS ■ SW 10 (1 0)
<br /> o THE METHOD OF CONSTRUCTION.THE CONTRACTOR SHALL BE SOLELY GRADE BEAM STUD SHEAR WALL DBA DEFORMED BAR ANCHOR 04/17/2019
<br /> RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS,TECHNIQUES,SEQUENCES •LOWEST SURROUNDING SOIL GRADE WITHIN 5'-0"OF BUILDING *NAILING,BOLTING,ANCHORING,AND OTHER FASTENING OF ■ DBL DOUBLE
<br /> Z) AND PROCEDURES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DESIGN COMPONENTS WITHIN THE SFRS, INCLUDING WOOD CW1 CONCRETE WALL �P1 WOOD POST DIA OR 0 DIAMETER
<br /> � AND PROVIDE ADEQUATE SHORING,BRACING, FORM-WORK, ETC...AS REQUIRED SLAB ON GRADE SHEARWALLS,WOOD DIAPHRAGMS,DRAG STRUTS, BRACES, DIAG DIAGONAL
<br /> Q SHEAR PANELS AND HOLD-DOWNS,WHERE FASTENER SPACING
<br /> � FOR THE PROTECTION OF LIFE AND PROPERTY(INCLUDING UTILITIES)DURING SUPPORT PER THE GEOTECHNICAL RECOMMENDATIONS. � �❑ DIM DIMENSION
<br /> CONSTRUCTION. CONSTRUCTION MATERIALS SHALL BE PLACED ON THE OF THE SHEATHING IS:5 4"ON CENTER CC1 CONCRETE COLUMN O WOOD BEAM OR CONSULTANT:
<br /> STRUCTURE SUCH THAT THE DESIGN LOADS ARE NOT EXCEEDED. COLD FORMED STEEL FRAMING: HEADER DWG DRAWING
<br /> FOLLOW ACI 302.1 RECOMMENDATIONS FOR PLACING CONCRETE,CURING,AND CB1 EA EACH
<br /> " QUALITY CONTROL. *WELDING OPERATIONS OF ELEMENTS OF THE SFRS ■ 0 CONCRETE BEAM CS16 STRAP AT OPENING PER TYPICAL DETAIL
<br /> DIMENSIONS,INSERTS AND OPENINGS *SCREW ATTACHMENT, BOLTING,ANCHORING,AND OTHER ■ ELEV ELEVATION
<br /> oFASTENING OF COMPONENTS WITHIN THE SFRS, INCLUDING CMF 1 HDU4 TD1 EN EDGE NAILING
<br /> Z THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS, BACKFILL 0 CONCRETE MOMENT FRAME HOEDOWN/TIE DOWN
<br /> U) CONDITIONS,AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START SHEARWALLS,DIAPHRAGMS,COLLECTORS, BRACES,AND EQ EQUAL
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<br /> BACKFILL SHALL NOT BE PLACED AGAINST EXTERIOR WALLS UNTIL THE INTERIOR HOLD-DOWNS WHERE FASTENER SPACING OF THE SHEATHING IS >- EQUIP EQUIPMENT
<br /> w OF CONSTRUCTION.THE CONTRACTOR SHALL INFORM THE ARCHITECT IN WRITING FLOOR SYSTEM CAN ADEQUATELY BRACE THE WALL. <4"ON CENTER ONE WAY CONCRETE SLAB WOOD SHEATHING
<br /> = OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS.ANY SUCH
<br /> EW EACH WAY
<br /> DISCREPANCY,OMISSION,OR VARIATION NOT REPORTED BEFORE START OF DIAPHRAGMS:
<br /> FDN FOUNDATION
<br /> = CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.WHERE BACKFILL AND RECOMPACT ALL TRENCHES PER THE GEOTECHNICAL REPORT. (MIN *GRADE AND THICKNESS OF WOOD STRUCTURAL PANEL ■ TWO WAY CONCRETE SLAB WOOD DECKING
<br /> DISCREPENCIES OCCUR IN THESE DRAWINGS, NOTES AND DETAILS ON DRAWINGS 90%DRY DENSITY) SHEATHING,NOMINAL SIZE OF FRAMING AT ADJOINING PANEL - FF FINISH FLOOR
<br /> FLR FLOOR ENGINEERING SYSTEM SOLUTIONS
<br /> SHALL TAKE PRECEDENCE OVER GENERAL STUCTURAL NOTES AND TYPICAL EDGES, FASTENER DIAMETER AND LENGTH, NUMBER OF FASTNER M21 MASONRY WALL HANGER STRUCTURAL•MEP•BUILDING COMMISSIONING
<br /> DETAILS. DRAINAGE LINES,AND SPACING OF FASTENERS WHERE FASTENER SPACING ® FN FIELD NAILING BUILDING RELATIONSHIPS
<br /> OF THE SHEATHING IS<_4"ON CENTER EXCEEDING EXPECTATIONS
<br /> PROVIDE ADEQUATE DRAINAGE AWAY FROM THE STRUCTURE. ML1 MASONRY LINTEL O 2X4 O JOIST/TRUSS ARROW FT FOOT www.es2eng.com
<br /> CONTRACTOR SHALL ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR AT 12"O.C. FTG FOOTING
<br /> 4943 NORTH 29TH EAST,STE A
<br /> ARCHITECTURAL, MECHANICAL, PLUMBING,AND ELECTRICAL WITH APPROPRIATE SOILSGA GAUGE IDAHO FALLS,IDAHO 83ao
<br /> TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. VERIFICATION AND INSPECTION CONT PERIODIC MP1 MASONRY PILASTER OVERBUILD FRAMING, SEE TYPICAL DETAIL GALV GALVANIZED PHONE:(208)552-9874
<br /> DEFERRED SUBMITTALS VERIFY MATERIALS BELOW FOOTING ARE ADEQUATE TO ACHIEVE ■ GSN GENERAL STRUCTURAL NOTES JOB NUMBER: 17.1019
<br /> STANDARDS THE DESIGN BEARING CAPACITYMA (8)#5-48" s�rAURR�a�=�R� �,�r�o�A M�,=,=T �T,��s MASONRY JAMB 0 NON-STRUCTURAL STUD WALL GT GIRDER TRUSS
<br /> WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS,SUCH VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND ■ HI HIGH
<br /> SPECIALTY ITEMS � STEEL COLUMN W, ���1� STUD WALL ABOVE
<br /> STANDARDS SHALL BE THE EDITION REFERENCED IN THE GOVERNING BUILDING HAVE REACHED PROPER MATERIAL ( HORIZ HORIZONTAL
<br /> CODE. PREFABRICATED OR SPECIALTY ITEMS AND THEIR COMPONENTS,WHICH ARE PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL ■ Cl C2 HSS)
<br /> INDICATED BY THE STRUCTURAL DRAWINGS TO BE DESIGNED BY OTHERS, MAY BE MATERIALS HSS HOLLOW STRUCTURAL SHAPE
<br /> SUBMITTED TO THE ARCHITECT AND/OR ENGINEER OF RECORD FOR REVIEW ASA 212X26 STEEL BEAM LEDGER HT HEIGHT
<br /> TYPICAL DETAILS AND NOTES VERIFY USE OF PROPER MATERIALS, DENSITIES,AND LIFT ■ ��
<br /> DEFERRED SUBMITTAL PROVIDED THAT SUCH SUBMITTAL IS AUTHORIZED BY THE K KIP(1,000 LBS)
<br /> TYPICAL DETAILS AND NOTES SHALL APPLY,THOUGH NOT NECESSARILY INDICATED BUILDING DEPARTMENT. DEFERRED SUBMITTALS REQUIRED TO BE SUBMITTED TO THICKNESS DURING PLACEMENT AND COMPACTION OF
<br /> AT A SPECIFIC LOCATION ON PLANS.WHERE NO DETAILS ARE SHOWN, THE STRUCTURAL ENGINEER OF RECORD SHALL INCLUDE BUT NOT BE LIMITED TO: COMPACTED FILL NOTE:NOT ALL SYMBOLS MAY BE USED KLF KIPS PER LINEAR FOOT
<br /> CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS PRIOR TO PLACEMENT OF COMPACTED FILL,OBSERVE SUBGRADE ■ KSF KIPS PER SQUARE FOOT
<br /> MAY SHOW ONLY ONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR •MECHANICAL, ELECTRICAL AND PLUMBING EQUIPMENT AND VERIFY THAT THE SITE HAS BEEN PREPARED PROPERLY KSI KIPS PER SQUARE INCH Fc wfield
<br /> CLARITY. LLH LONG LEG HORIZONTAL
<br /> •SKYLIGHTS VERIFICATION AND INSPECTION OF STRUCTURAL STEEL LLV LONG LEG VERTICAL INN & SUITES
<br /> •SELF SUPPORTING, PRE-MANUFACTURED STAIR ASSEMBLY PER AISC 360-10 B Y MARRIOTT
<br /> SHOP DRAWINGS LO LOW
<br /> SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS.SHOP •PREFABRICATED ROOF&FLOOR TRUSSES INSPECTION TASKS PRIOR TO WELDING TABLE N5.4-1 LONG LONGITUDINAL
<br /> DRAWINGS ARE REVIEWED ONLY FOR GENERAL COMPLIANCE WITH THE •HVAC STRUCTURAL SUPPORT REQUIREMENTS INSPECTION TASKS DURING WELDING TABLE N5.4-2 LRFD LOAD AND RESISTANCE FACTOR DESIGN
<br /> STRUCTURAL DRAWINGS.REVIEW DOES NOT INDICATE THAT THE SHOP DRAWINGS •AWNINGS,SIGNAGE, FASCIAS, ETC. INSPECTION TASKS AFTER WELDING TABLE N5.4-3 LT LIGHT
<br /> ARE CORRECT OR COMPLETE. RESPONSIBILITY FOR CORRECTNESS SHALL REST •FIRE SPRINKLERS INSPECTION TASKS PRIOR TO BOLTING TABLE N5.6-1
<br /> WITH THE CONTRACTOR.ANY CHANGES,SUBSTITUTIONS,OR DEVIATIONS FROM •CONTINUOUS TIE-DOWN SYSTEMMAX MAXIMUM
<br /> INSPECTION TASKS DURING BOLTING TABLE N5.6-2
<br /> CONTRACT DRAWINGS SHALL BE CLOUDED.ANY OF THE AFOREMENTIONED SHALL •CONCRETE MIX DESIGNMECH MECHANICAL
<br /> NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW UNLESS SPECIFICALLY INSPECTION TASKS AFTER BOLTING TABLE N5.6-3 MFD MANUFACTURED
<br /> NOTED ACCORDINGLY.THE SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE INSPECTION OF STEEL ELEMENTS OF COMPOSITE TABLE N6.1 MFR MANUFACTURER
<br /> ORIGINAL CONTRACT DRAWINGS.ANY ENGINEERING PROVIDED BY OTHERS AND PREPARATION CONSTRUCTION PRIOR TO CONCRETE PLACEMENT MIN MINIMUM
<br /> SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF AN APPROPRIATELY ALL DEFERRED SUBMITTALS SHALL INCLUDE CALCULATIONS AND DRAWINGS MISC MISCELLANEOUS
<br /> REGISTERED ENGINEER. ENGINEERING SYSTEM SOLUTIONS SHALL NOT BE PREPARED IN ACCORDANCE WITH ALL APPLICABLE BUILDING CODES AND STAMPED
<br /> RESPONSIBLE FOR THE ADEQUACY OF ENGINEERING DESIGNS PERFORMED BY BY AN APPROPRIATELY LICENSED PROFESSIONAL ENGINEER. SUBMITTALS SHALL NTS NOT TO SCALE Q
<br /> OTHERS.TEN WORKING DAYS SHALL BE ALLOWED FOR THE ENGINEER'S REVIEW. SHOW LOCATION AND MAGNITUDE OF LOADS,SIZE AND CONFIGURATIONS OF POST-INSTALLED ANCHORAGE O.C. ON CENTER Z
<br /> CONTRACTOR SHALL PROVIDE A COPY OF EACH SUBMITTAL FOR ENGINEERINGMEMBERS,AND COMPATIBILITY WITH THE PRIMARY STRUCTURAL SYSTEM. OPP OPPOSITE HAND Of
<br /> SYSTEM SOLUTIONS RECORDS. O
<br /> PL PLATE
<br /> REVIEW INSTALLATION PLF POUNDS PER LINEAR FOOT Q
<br /> SHOP DRAWINGS SHALL REFERENCE DATE AND DELTA(IF ANY)OF CONTRACT DEFERRED SUBMITTAL ITEMS SHALL BE REVIEWED IN ACCORDANCE WITH INSTALL THE ANCHORS LISTED IN THIS SECTION IN ACCORDANCE WITH THE PREFAB PREFABRICATION U
<br /> DRAWINGS. STANDARD SHOP DRAWING REVIEW PROCEDURES AS DESCRIBED IN THE GENERAL CURRENT ICC-ES OR IAPMO-UES REPORT AND MANUFACTURER'S
<br /> RECOMMENDATIONS. PRELIM PRELIMINARY
<br /> REQUIREMENTS SECTION OF THE GENERAL STRUCTURAL NOTES. PSF POUNDS PER SQUARE FOOT
<br /> MOLD
<br /> MOLD CONCERNS AND PREVENTION IS OUT OF ENGINEERING SYSTEM SOLUTIONS ALL DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE EOR,WHO SHALL ADHESIVE ANCHORS PSI POUNDS PER SQUARE INCH
<br /> SCOPE OF SERVICES. ENGINEERING SYSTEM SOLUTIONS SHALL BE HELD REVIEW THEM AND FORWARD THEM TO THE BUILDING DEPARTMENT WITH A ADHESIVE-ANCHORED THREADED RODS AND REBAR SHALL BE INSTALLED USING PT PRESSURE TREATED
<br /> HARMLESS,TO THE EXTENT OF THE LAW, FOR ALL MOLD PREVENTION AND MOLD NOTATION INDICATING THAT THE DEFERRED SUBMITTAL ITEMS HAVE BEEN ONE OF THE FOLLOWING ADHESIVE ANCHOR SYSTEMS: REINF REINFORCING
<br /> RELATED CONCERNS. REVIEWED AND FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF REQ'D REQUIRED
<br /> THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL FOR CONCRETE: HILTI HIT-RE 50043(ICC ESR-3814),OR SIMPSON STRONG-TIE RME ROOF MOUNTED EQUIPMENT
<br /> THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING SET-XP(ICC ESR-2508),OR SIMPSON STRONG-TIE AT-XP(IAPMO ER-263),OR HILTI SCHED SCHEDULE
<br /> BASIS FOR DESIGN TDIME EPAFOR BUILDING APPLICANT
<br /> DEPASHALL
<br /> SUBREVIEW AND APPROVAL.IT THE TRUSS CALCULATIONS
<br /> ALLOWING HIT-HY 200(ICC ESR-3187)LINO ON DETAILS. SIM SIMILAR
<br /> ACKNOWLEDGES FIRST REVIEW MAY TAKE UP TO 15 BUSINESS DAYS AND UP TO 10 SMS SHEET METAL SCREW
<br /> GOVERNING BUILDING CODE 2016 CBC BUSINESS DAYS FOR SUBSEQUENT REVIEWS. FOR GROUTED MASONRY: HILTI HIT-HY 70(ICC ESR-2682),OR SIMPSON STRONG-TIE SPEC SPECIFICATION
<br /> SET-XP(IAPMO ER-265),OR SIMPSON STRONG-TIE AT-XP(IAPMO ER-281) STD STANDARD
<br /> GRAVITY T&B TOP AND BOTTOM
<br /> ROOF DEAD 23 PSF ADHESIVE ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL TRAINED TO T&G TONGUE AND GROOVE
<br /> ROOF LIVE 20 PSF INSTALL ANCHORS IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND THE T.O. TOP OF
<br /> MANUFACTURER'S RECOMENDATIONS AND SPECIFICATIONS. INSTALLATION OF
<br /> FLOOR DEAD 33 PSF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT TRANS TRANSVERSE
<br /> FLOOR LIVE 40 PSF SUSTAINED TENSION LOADS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY TYP TYPICAL
<br /> EGRESS LIVE 100 PSF ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM OR EQUIVALENT. UNO UNLESS NOTED OTHERWISE
<br /> *LIVE LOADS REDUCED AS PERMITTED BY BUILDING CODE INSTALLER'S CERTIFICATION SHALL BE COMPLETED PRIOR TO ANCHOR VERT VERTICAL
<br /> INSTALLATION.
<br /> VIF VERIFY IN FIELD
<br /> RISK CATEGORY W/ WITH
<br /> RISK CATEGORY II MINIMUM AGE OF CONCRETE SHALL BE 21 DAYS PRIOR TO INSTALLATION AND W/O WITHOUT O0
<br /> LOADING OF ADHESIVE ANCHORAGE
<br /> WT WEIGHT U)
<br /> SEISMIC WWF WELDED WIRE FABRIC z
<br /> ANALYSIS PROCEDURE EQUIVALENT EXPANSION ANCHORS
<br /> LATERAL-FORCE EXPANSION ANCHORS SHALL BE INSTALLED USING ONE OF THE FOLLOWING:
<br /> PROCEDURE SHEET INDEX
<br /> 0
<br /> c-) SEISMIC FORCE RESISTING SYSTEM WOOD SHEAR FOR CONCRETE: HILTI KWIK BOLT TZ(ICC ESR-1917)OR SIMPSON STRONG-TIE Z
<br /> Q WALLS STRONG-BOLT 2(ICC ESR-3037) SHEET N0. SHEET TITLE
<br /> S0.1 GENERAL STRUCTURAL NOTES
<br /> PORTION OF SNOW LOAD INCLUDED 0%
<br /> S1.1 FOUNDATION PLAN
<br /> Cl R 6.5 FOR GROUTED MASONRY: HILTI KWIK BOLT 3(ICC ESR-1385)OR SIMPSON
<br /> 1 1.0 STRONG-TIE STRONG-BOLT 2(IAPMO ER-240) S2.1 2ND FLOOR FRAMING PLAN z O
<br /> Ss 0.76 S3.1 3RD FLOOR FRAMING PLAN 0
<br /> S1 .303 SCREW ANCHORS S4.1 ROOF FRAMING PLAN
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<br /> .cn SDS(SHORT PERIOD) 0.606
<br /> SCREW ANCHORS SHALL BE INSTALLED USING ONE OF THE FOLLOWING: S5.1 HIGH ROOF FRAMING
<br /> Q SD1 (1-SECOND PERIOD) 0.362 S6.1 TYPICAL CONCRETE DETAILS
<br /> SITE CLASS D FOR CONCRETE: HILTI KWIK HUS-EZ(ICC ESR-3027)OR SIMPSON STRONG-TIE TITEN S6.2 TYPICAL CONCRETE DETAILS
<br /> SEISMIC DESIGN CATEGORY D HD(ICC ESR-2713) S7.1 TYPICAL COLD FORMED DETAILS REVISIONS:
<br /> 0 Cs 0.169 S8.1 TYPICAL STEEL DETAILS
<br /> FOR GROUTED MASONRY: HILTI KWIK HUS-EZ(ICC ESR-3056)OR SIMPSON S9.1 TYPICAL WOOD DETAILS
<br /> STRONG-TIE TITEN HD(ICC ESR-1056) S9.2 TYPICAL WOOD DETAILS
<br /> LD WIND
<br /> o
<br /> S9.3 TYPICAL WOOD DETAILS
<br /> BASIC WIND SPEED 110 MPH
<br /> L ALTERNATE S10.1 FOUNDATION DETAILS
<br /> 0 EXPOSURE C ALTERNATE ANCHOR SYSTEMS WITH CURRENT ICC-ES OR IAPMO-UES REPORT MAY S11.1 FLOOR FRAMING DETAILS
<br /> GCpi ±0.18 BE USED WITH PRIOR WRITTEN APPROVAL BY ENGINEER. S11.2 FLOOR FRAMING DETAILS
<br /> C&C ZONE 4(WALLS) 25.6/-28.0
<br /> S12.1 ROOF FRAMING DETAILS
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<br /> 2 C&C ZONE 5(WALLS) 25.6/-32.1
<br /> ca-
<br /> C&C PARAPET(WALLS) 72.5/-51.4 1 BLDG DEPT 10/12/18
<br /> C&C GROSS UPLIFT(ROOF)(10 SF) -51.3 REV DESCRIPTION DATE
<br /> a�
<br /> DEFLECTION LIMITS
<br /> WOOD FLOOR ELEMENTS:TRUSSES AND JOISTS BA PROJECT# 161010
<br /> TOTAL LOAD L/480 PLN PROJECT# 17077
<br /> a, LIVE LOAD L/600
<br /> WOOD ROOF ELEMENTS:TRUSSES AND JOISTS MARRIOTT# 4476
<br /> 12
<br /> TOTAL LOAD U240
<br /> LIVE LOAD L/360
<br /> PERMIT#
<br /> cnU
<br /> SOILS APN# 058-66-012
<br /> SOIL BEARING PRESSURE(D+L+Lr) 2500 PSF
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<br /> SOIL BEARING PRESSURE x 1.33(+W OR+E) 3325 PSF
<br /> v MINIMUM EMBEDMENT DEPTH 18 INCHES
<br /> DATE: 11/13/2018
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<br /> NOTES
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