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PSN 05565 Shell Remodel - BCOM2018-0041CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019SHELL BUILDINGIMPROVEMENTS TO CREATETWO TENANT LEASE SPACESWITH TWO SEPARATEENTRANCE FACADES ANDADDITIONAL REAR EXIT[ENGINEERED] THIS PERMITDOES NOT INCLUDEBUILDING OCCUPANCY ORREVIEW OF SPECULATIVEBUILDING USES. PATH OFTRAVEL UPGRADESREQUIRED TO BECOMPLETED PRIOR TOBUILDING OCCUPANCY. 2016CALIFORNIA BUILDINGCODES.BCOM2018-0041CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISE WASHINGTON 111, LTD CITY APPROVAL: 11-29-18 City Rev.1 C-1 CIVIL EXTERIOR IMPROVEMENTS ADKAN ENGINEERS6879 AIRPORT DRIVERIVERSIDE, CA 92504951.688.0241RREAVES@ADKAN.COM111CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 CONCRETE1. ALL CONCRETE HAS BEEN DESIGNED USING ACI-318-14.2. ALL STRUCTURAL CONCRETE MIXES SHALL BE TYPE II CEMENT AND SHALL BE DESIGNED BY AN APPROVED LABORATORY AND BEAR THESTAMP AND SEAL OF A CA REGISTERED ENGINEER.3. CONCRETE AGGREGATES FOR NORMAL-WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33.4. MAXIMUM SLUMP AT PUMP FOR HARDROCK CONCRETE SHALL BE LESS THAN 6" (+ 1/2" TOLERANCE).5. ONLY ONE GRADE OF CONCRETE SHALL BE ON THE JOB SITE AT ANY ONE TIME.6. THOROUGHLY CLEAN AND ROUGHEN ALL EXISTING CONCRETE SURFACES TO RECEIVE NEW CONCRETE. INTERFACE SHALL BE ROUGHENEDTO A FULL AMPLITUDE OF 1/4" U.N.O.7. NON-SHRINK CEMENT GROUT SHALL HAVE A MINIMUM 28 DAYS COMPRESSIVE STRENGTH OF 6000 PSI. USE "MASTERFLOW 928" OREQUIVALENT.8. ALL STRUCTURAL CONCRETE AND WET-MIX SHOTCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AS FOLLOWS U.N.O.ON THE DRAWINGS:• FOUNDATIONS-----3000 PSI, 1" HARDROCK, .5 WC RATIO• SLABS ON GRADE--3000 PSI, 1" HARDROCK, .5 WC RATIOREINFORCEMENT NOTES:1. ALL TYPICAL REINFORCING BARS NOT PART OF THE LFRS SHALL CONFORM TO ASTM A-615, GRADE 60, UNLESS NOTEDOTHERWISE ON THE DRAWINGS. PROVIDE CERTIFICATES SHOWING COMPLIANCE WITH REQUIRED HIGH RECYCLED CONTENT FORREINFORCING STEEL, 25% RECYCLED CONTENT, MINIMUM.2. ALL REINFORCEMENT THAT IS PART OF THE LFRS WHICH INCLUDES SHEARWALLS, MF COLUMNS, MF BEAMS, GRADE BEAMS ANDDIAPHRAGM CHORDS AND COLLECTORS SHALL BE ASTM A-706 [Fy=60KSI]. ASTM A615 GRADE 60 STEEL MAY BE USED IN THELFRS SYSTEM IF THAT STEEL IS PROVEN, BASED ON MILL TESTS, TO HAVE A YIELD STRESS THAT IS NOT MORE THAN 78KSIFOR GRADE 60 STEEL AND THE RATIO OF THE ACTUAL TENSILE STRENGTH TO THE ACTAUL YIELD STRENGTH IS AT LEAST 1.25.SAID PROOF SHALL BE PROVIDED TO KFSE.3. SPIRALS REINFORCEMENT SHALL BE COLD DRAWN BARS CONFORMING TO ASTM A-82.4. WELDED REBAR TO COMPLY WITH ASTM A-706 [Fy=60 KSI] AND WELDING SHALL CONFORM TO AWS D1.4. WELDING TO BE DONEBY WELDERS CERTIFIED BY BUILDING DEPARTMENT.5. WELDED WIRE FABRIC SHALL BE MADE OF COLD DRAWN WIRE AND SHALL CONFORM TO ASTM A-185 [Fy=65 KSI]. MINIMUM LAPAT SPLICES OF 12 INCHES. PROVIDE MESH IN FLAT SHEETS ONLY. ROLLED MESH IS NOT ACCEPTABLE. OFFSET END-LAPS INADJACENT SHEETS TO PREVENT CONTINUOUS LAPS.6. #5 AND LARGER REINFORCING BARS SHALL NOT BE SPLICED EXCEPT AS LOCATED AND DETAILED ON THE DRAWINGS. #4 ANDSMALLER BARS WITH LENGTHS NOT SHOWN SHALL BE CONTINUOUS. PROVIDE CLASS 'B' SPLICE UNLESS NOTED OTHERWISE. ALLBARS IN MASONRY SHALL BE CONTINUOUS, LAPPING PER SCHEDULE IN PLANS. HORIZONTAL WALL SPLICES SHALL BE STAGGERED2'-0" MIN. VERTICAL BARS SHALL NOT BE SPLICED EXCEPT AT HORIZONTAL SUPPORTS, SUCH AS FLOOR OR ROOF, UNLESSDETAILED OTHERWISE. ALL BARS ENDING AT THE FACE OF A WALL, COLUMN, OR BEAM SHALL EXTEND TO WITHIN 2" OF THEFAR FACE AND HAVE A 90 DEGREE HOOK, UNLESS OTHERWISE SHOWN.7. BARS SHALL BE FIRMLY SUPPORTED AND ACCURATELY PLACED AS REQUIRED BY THE ACI STANDARDS, USING TIE AND SUPPORTBARS IN ADDITION TO REINFORCEMENT SHOWN WHERE NECESSARY FOR FIRM AND ACCURATE PLACING. PROVIDE DOWELS TO MATCHALL REINFORCEMENT AT POUR JOINTS, UNLESS SHOWN OR NOTED OTHERWISE. ALL DOWELS AND BOLTS SHALL BE ACCURATELYSET IN PLACE BEFORE PLACING CONCRETE. NO WELDING OF REINFORCEMENT (INCLUDING TACK WELDING) SHALL BE DONEUNLESS SHOWN ON THE DRAWINGS OR APPROVED BY THE ENGINEER.8. IN WALL REINFORCING, CURTAINS CONTAINING VERTICAL AND HORIZONTAL BARS OF THE SAME SIZE, VERTICAL BARS SHALL BEPLACED CLOSEST TO THE WALL SURFACE. IN CURTAINS WHICH VERTICAL AND HORIZONTAL BARS ARE OF DIFFERENT SIZES ORSPACING, THE LAYER WITH THE MOST STEEL SHALL BE PLACED CLOSEST TO THE NEAR SURFACE.9. ALL BARS INTERRUPTED BY STRUCTURAL STEEL SHALL EXTEND TO WITHIN 1" OF STRUCTURAL STEEL FLANGE OR WEB AND HAVEA 90 DEGREE HOOK, UNLESS OTHERWISE SHOWN.10. DRAWINGS SHOW TYPICAL REINFORCING CONDITIONS. CONTRACTOR SHALL PREPARE DETAILED PLACEMENT DRAWINGS OF ALLCONDITIONS SHOWING QUANTITY, SPACING, SIZES, CLEARANCES, LAPS, INTERSECTIONS, AND COVERAGE REQUIRED BY THESTRUCTURAL DETAILS, APPLICABLE CODE, AND TRADE STANDARDS. CONTRACTOR SHALL NOTIFY REINFORCING INSPECTOR OF ANYADJUSTMENTS FROM TYPICAL CONDITIONS WHICH ARE PROPOSED IN PLACEMENT DRAWINGS TO FACILITATE FIELD PLACEMENT OFREINFORCING STEEL AND CONCRETE.11. REBAR BENDS SHALL BE MADE COLD. REBARS SHALL NOT BE BENT AFTER ANY PORTION OF THE BAR IS ENCASED IN CONCRETE.12. ALL LAP SPLICES ARE CLASS 'B' LAP SPLICES UNLESS NOTED OTHERWISE.13. ALL WALL FOOTING REINFORCEMENT SHALL BEND AROUND ALL CORNERS AND EXTEND 36 BAR DIAMETERS OR 18 INCHESWHICHEVER IS LARGER. UNLESS NOTED OTHERWISE.14. ALL SLABS ON GRADE LESS THAN 6" IN THICKNESS SHALL BE REINFORCED WITH #4 REBARS AT 16 INCHES ON CENTERS EACHWAY, UNLESS NOTED OTHERWISE. PROVIDE ONE (1) LAYER OF 6X6/W2.9XW2.9 WELDED WIRE FABRIC CONTINUOUS FOR EVERY3" ARCHITECTURAL CONCRETE FILLS ABOVE THE STRUCTURAL SLAB.15. ALL MECHANICAL, PLUMBING AND ELECTRICAL EQUIPMENT PADS LESS THAN 4" THICK SHALL BE REINFORCED WITH AT LEASTONE (1) LAYER OF 6X6/W2.9XW2.9 WELDED WIRE FABRIC AND HAVE HOOKED DOWELS (#3 AT 12" ON CENTERS) INTO THESTRUCTURAL SLAB. UNLESS NOTED OTHERWISE. FOR PADS GREATER THAN 4 INCHES THICK, USE REINFORCING AS SHOWN ON THEDETAIL.16. ADDITIONAL REINFORCEMENT SHALL BE PROVIDED AROUND ALL SLAB AND WALL OPENINGS INCLUDING DIAGONAL BARS WITHOUTEXCEPTION.17. DEFORMED BAR ANCHORS: ASTM A-496, WITH MINIMUM SHEAR AND PULLOUT CAPACITIES THAT MEET OR EXCEED THOSE VALUESLISTED FOR NELSON D2L DEFORMED BAR ANCHORS.18. CONCRETE SHEAR ANCHORS: NELSON FLUXED HEADED ANCHOR STUDS (ICBO #2856) CONFORMING TO ASTM A-108. STUDS SHALLBE AUTOMATICALLY END WELDED IN THE FIELD. ALL WELDS SHALL BE MADE IN ACCORDANCE WITH THE MANUFACTURER'SRECOMMENDATIONS.19. ALL STRUCTURAL CONCRETE ELEMENTS REQUIRE REINFORCEMENT SINCE NO PLAIN CONCRETE HAS BEEN ASSUMED IN THESTRUCTURAL DESIGN.20. REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM COVERAGE. PLACE BARS AS NEAR TO THE CONCRETE SURFACE ASTHESE MINIMUMS PERMIT WHEREVER POSSIBLE, UNLESS NOTED OTHERWISE: ----CONCRETE POURED AGAINST EARTH__________________3" ----FORMED CONCRETE IN CONTACT WITH EARTH__________2" ----EXTERIOR FACE OF WALLS_________________________2" ----ALL OTHER WALL FACES___________________________1" ----BEAMS__________________________________________1-1/2" (2" FOR EXTERIOR) ----REINFORCED SLABS_______________________________1" (2" FOR EXTERIOR) ----COLUMNS________________________________________1-1/2" (2" FOR EXTERIOR) ----POST TENSIONED SLABS___________________________1" BOTTOM - 2" TOPSILL BOLTING REQUIREMENTS NOTES1. BOLTS TO BE A307, 5/8" DIAMETER WITH 9" MIN EMBED UNO.2. BOLTS TO BE EMBED A MINIMUM OF 9" IN FIRST POUR OF TWO POUR SYSTEM.3. BOLTS AT CONCRETE CURBS TO BE EMBED A MINIMUM OF 9" EXCLUDING CURB.4. PROVED SQUARE PLATE WASHERS; 5/8" DIAMETER BOLTS ARE TO HAVE 3"X3"X0.229", 3/4" DIAMETER BOLTS ARE TO HAVE3"X3"X5/16", 7/8" DIAMETER BOLTS ARE TO HAVE 3"X3"X5/16", 1.0" DIAMETER BOLTS ARE TO HAVE 3"X3"X3/8".5. MAXIMUM ANCHOR BOLT SPACING SHALL BE 48" O.C. A MINIMUM OF TWO ANCHOR BOLTS PER SILL PLATE SECTION WITH ONEBOLT LOCATED NO MORE THAN 12" OR LESS THAN 4" FROM EACH END OF EACH PIECE.EXISTING CONSTRUCTION:1. ALL INFORMATION, DIMENSIONS, ELEVATIONS, ETC. SHALL BE CONSIDERED APPROXIMATE AND SHALL BE FIELD VERIFIED BYCONTRACTOR PRIOR TO ORDERING AND/OR FABRICATING MATERIAL.2. REPORT ALL DISCREPANCIES TO THE ARCHITECT/ENGINEER.3. IN AS MUCH AS THE REMODELING, RETROFIT, RENOVATION OR REHABILITATION OF AN EXISTING BUILDING REQUIRES THATCERTAIN ASSUMPTIONS BE MADE REGARDING EXISTING CONDITIONS, THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE STRUCTURALENGINEER IF ANY EXISTING CONDITION DEVIATES FROM THOSE INDICATED IN THE CONTRACT DOCUMENTS.4. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO ORDERING MATERIALS OR PROCEEDING WITH NEW WORK IN AREASAFFECTED BY EXISTING CONDITIONS. STRUCTURAL ENGINEER SHALL BE INFORMED IN WRITING OF CONFLICTS BETWEEN EXISTINGAND PROPOSED NEW CONSTRUCTION.5. NO OPENINGS NOR ANY CHANGES OR ADDITIONS SHALL BE MADE IN ANY EXISTING STRUCTURAL ELEMENTS WITHOUT WRITTENAPPROVAL OF THE STRUCTURAL ENGINEER. WHERE THE FUNCTION OF AN EXISTING ELEMENT AS STRUCTURAL OR NON-STRUCTURALIS UNCLEAR, THE DETERMINATION OF ITS FUNCTION WILL BE MADE SOLELY BY THE STRUCTURAL ENGINEER.DIAPHRAGM SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALLBE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE OF THE SHEATHING.NAILING2-8d2-8d3-8d2-16d3-8d2-16d3-8d3-8d2-16d3-16d3-16d4-8d2-8d3-8d3-8d3-8dNO. 11 GAGE ROOFING NAILNO. 16 GAGE STAPLENO. 11 GAGE ROOFING NAILNO. 16 GAGE STAPLEBOTTOM STAGGERED ON OPPOSITE SIDES2-20d FACE NAIL AT ENDS AND AT EACH SPLICE2-16d AT EACH BEARING10d OR 8d10d OR 8d8d OR 6d16d @ 16" ALONG EACH EDGE20d AT 32" O.C. FACE NAIL AT TOP AND16d AT 24" O.C.4-8d, TOE NAIL OR16d AT 24" O.C.2-16d AT 16" O.C.8d AT 6" O.C.8-16d16d AT 16" O.C.3-16d PER 16"2-16d, END NAIL1. JOISTS TO SILL OR GIRDER, TOENAIL5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL3. 1" x 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL4. WIDER THAN 1" x 6" SUBFLOOR TO EACH JOIST, FACE NAIL2. BRIDGING TO JOIST, TOENAIL EACH END8. STUD TO SOLE PLATE9. DOUBLE STUDS, FACE NAIL SOLE PLATE TO JOIST OR BLOCKING, AT BRACED WALL PANELS11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL10. DOUBLED TOP PLATES, TYPICAL FACE NAIL14. CONTINUOUS HEADER, TWO PIECES15. CEILING JOISTS TO PLATE, TOENAIL7. TOP PLATE TO STUD, END NAILDOUBLE TOP PLATES, LAP SPLICE12. RIM JOIST TO TOP PLATE, TOENAIL19. RAFTER TO PLATE, TOENAIL25. 2" PLANKS23. BUILT-UP CORNER STUDS17. CEILING JOISTS, LAP OVER PARTITIONS, FACE NAIL22. WIDER THAN 1" x 8" SHEATHING TO EACH BEARING, FACE NAIL18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE, FACE NAIL21. 1" x 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL24. BUILT-UP GIRDER AND BEAMS16. CONTINUOUS HEADER TO STUD, TOENAIL6. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL1 1/8"-1 1/4"1/2" AND LESS7/8"-1"19/32"-3/4"5/8"32. PANEL SIDING (TO FRAMING):1/2" OR LESS3/4" AND LESS1 1/8"-1 1/4"7/8"-1"31. WOOD STRUCTURAL PANELS AND PARTICLEBOARD:SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING):SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT TO FRAMING):1/2"33. FIBERBOARD SHEATHING:25/32"3/8"1/4"34. INTERIOR PANELING:bCONNECTIONhk6d6dih8dij4deee6d8dff8d6dc,l6dce8dea,mFOR SI: 1 INCH = 25.4 MMA. USE COMMON NAILS EXCEPT WHERE OTHERWISE STATED.B. NAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING.C. COMMON OR DEFORMED SHANK.D. COMMON.E. DEFORMED SHANK.F. CORROSION-RESISTANT SIDING OR CASING NAIL.G. FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS.H. CORROSION-RESISTANT ROOFING NAILS WITH 7/16-INCH-DIAMETER HEAD AND 1-1/2-INCH LENGTH FOR 1/2-INCH SHEATHING AND 1 3/4-INCH LENGTH FOR 25/32-INCH SHEATHING.I. CORROSION-RESISTANT STAPLES WITH NOMINAL 7/16-INCH CROWN AND 1 1/8-INCH LENGTH FOR 1/2-INCH SHEATHING AND 1-1/2-INCH LENGTH FOR 25/32-INCH SHEATHING. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED).J. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS.K. PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS.L. FOR ROOF SHEATHING APPLICATIONS, 8D NAILS ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS.M. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH.N. FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS.O. FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS FOR SUBFLOOR AND WALL SHEATHING AND 3 INCHES ON CENTER AT EDGES, 6 INCHES AT INTERMEDIATE SUPPORTS FOR ROOF SHEATHING.P. FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS.3-10d26. COLLAR TIE TO RAFTER, FACE NAIL3-10d TOE NAIL OR27. JACK RAFTER TO HIP2-16d28. ROOF RAFTER TO 2x RIDGE BEAM, TOE OR FACE NAIL3-16d29. JOIST TO BAND JOIST, FACE NAIL3-16d30. LEDGER STRIP, FACE NAIL2-16d FACE NAILTABLE 2304.10.1 (CBC 2016)FASTENING SCHEDULE (U.N.O.)STRUCTURAL WOOD NOTES1. ALL WOOD MEMBERS SHALL BE DOUGLAS FIR (DF) OR LARCH GRADE MARKED BY A RECOGNIZED GRADING AGENCY (WCLIB& WWPA). SEE LISTS BELOW FOR GRADE REQUIREMENTS.2. SHEATHING SHALL BE APA RATED SHEATHING AND SHALL CONFORM TO COMMERCIAL PRODUCTS STANDARD PS 1-09.NAIL WITH COMMON NAILS.3. CUTTING, NOTCHING, OR DRILLING OF STUDS SHALL BE PERMITTED ONLY AS DETAILED OR APPROVED BY THEENGINEER OF RECORD AND/OR PER CBC SECTION 2308.5.5, 2308.5.9 OR 2308.5.104. CUTTING, NOTCHING, OR DRILLING OF BEAMS OR JOISTS SHALL BE PERMITTED ONLY AS DETAILED OR APPROVED BYTHE ENGINEER.5. ALL NAILING SHALL USE COMMON WIRE NAILS. MINIMUM NAILING TO BE IN ACCORDANCE WITH THE CBC TABLE2304.10.1 OF THE 2016 CBC NAILING SCHEDULE, EXCEPT AS NOTED ON PLANS AND DETAILS.6. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY, WHICH IS IN CONTACT WITH EARTH OR RESTING ONFOUNDATIONS, SHALL BE PRESERVATIVE TREATED.7. ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS. ALL BOLT HOLES IN WOOD SHALLBE DRILLED 1/32" DIAMETER LARGER THAN NOMINAL BOLT DIAMETERS. PROVIDE LEAD HOLE 40% - 70% OF THREADEDSHANK DIAMETER AND FULL DIAMETER FOR SMOOTH SHANK PORTION. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO1/16" OVERISZED.8. BOLTS IN WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THEMEMBER.9. ALL FRAMING ANCHORS, POST CAPS, BASES, HANGERS, STRAPS, ETC., SHALL BE AS MANUFACTURED BY SIMPSONSTRONG TIE, SST, OR ENGINEER APPROVED EQUAL.10. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS. SOLID BLOCK BENEATH ALL WALLS PERPENDICULAR TOJOISTS.11. TOP PLATES OF ALL WOOD STUD WALLS TO BE 2-2x MINIMUM (SAME WIDTH AS STUDS), LAP PER TYPICAL DETAILS.12. MOISTURE CONTENT OF WOOD AT TIME OF PLACING SHALL NOT EXCEED 19 PERCENT.13. EXTERIOR WALLS OTHER THAN SHEAR WALLS SHALL BE 1/2"CDX SHEATHING NAILED W/ 10d COMMONS SPACED @ 6"O.C. ALONG ALL PANEL EDGES (E.N.) AND 12" O.C. ALONG INTERMEDIATE SUPPORTS (FIELD) (F.N.)14. PLUMBING & MECHANICAL LINES AND THEIR CONNECTIONS SHALL BE DEISGNED AND DETAILED TO ACCOMODATE WOODSHRINKAGE.15. WHERE STRAPS ARE APPLIED TO THE TOP OF TOP PLATES, THE NAILS FOR THE STRAP MAY REPLACE THE NAILS OFCONNECTING THE TOP PLATES.16. WOOD GRADES: A). FOR HORIZONTAL MEMBERS: ____ JOISTS AND RAFTERS: _________GRADE #2 ____ BEAMS: ______________________GRADE #1 ____ LEGERS AND NAILERS: _________GRADE #2 ____ HEADERS: ____________________GRADE #1 ____ TOP PLATES: _________________GRADE #2 ____ DECKING: ____________________GRADE #2 B). FOR VERTICAL MEMBERS: ____ 2X4 STUDS: __________________GRADE #2 ____ 2X6 AND LARGER STUDS: _______GRADE #2 ____ POSTS: ______________________GRADE #1 C). PLYWOOD SHEATHING: ____ SHEAR WALLS: ________________CDX STRUCTURAL 1 PLYWOOD OSB ____ OTHER EXTERIOR WALLS: _______CDX APA RATED OSB ____ FLOOR SHEATHING: ____________CDX APA RATED OSB, T&G ____ ROOF SHEATHING: _____________CDX APA RATED OSBGLUE-LAMINATED TIMBERS NOTES1. MANUFACTURE OF GLUED-LAMINATED TIMBERS SHALL BE IN CONFORMANCE WITH ANSI/AITC A190.1-2012.2. GLUED-LAMINATED TIMBERS SHALL BE DOUGLAS FIR ARCHITECTURAL APPEARANCE GRADE, USING EXTERIOR GLUE,COMBINATION SYMBOL 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR CONTINUOUS SPAN OR CANTILEVERED MEMBERS. MEMBERSNOT EXPOSED TO VIEW MAY BE INDUSTRIAL APPEARANCE GRADE.3. GLUED-LAMINATED TIMBERS SHALL BE FABRICATED IN A PLANT WITH AN APPROVED QUALITY CONTROL SYSTEM, LICENSEDBY THE AITC AND THE CITY OF LOS ANGELES. GLUED-LAMINATED TIMBERS MUST BE FABRICATED IN A LADBS LICENSEDSHOP. IDENTIFY GRADE SYMBOL AND LAMINATION SPECIES PER 2015 NDS SUPPLEMENT TABLE 5A.4. MANUFACTURER OF GLUED-LAMINATED TIMBERS SHALL STAMP MEMBERS WITH A QUALITY MARK OF A QUALIFIED CENTRALINSPECTION ORGANIZATION AND SHALL SUBMIT AN AITC INSPECTION CERTIFICATE TO THE BUILDING INSPECTIONDEPARTMENT AND ENGINEER BEFORE INSTALLATION.5. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW BEFORE FABRICATION AND ERECTION.6. PRESSURE TREAT FABRICATED GLUED LAMINATED MEMBERS, EXPOSED TO WEATHER, IN ACCORDANCE W/ AWPA C28 WITHPENTACHLOROPHENAL IN AWPA TYPE A, C OR D SOLVENT PRESERVATIVES.7. FOR STRUCTURAL GLUE LAMINATED TIMBER MEMBERS, AN AITC CERTIFICATION OF CONFORMANCE OR A CERTIFICATE OFCONFORMANCE ISSUED BY A CURRENT ICBO APPROVED QUALITY CONTROL AGENCY, MUST BE SUBMITTED TO THE BUILDINGINSPECTOR PRIOR TO INSTALLATION.ADHESIVE AND EXPANSION ANCHORS NOTES1. EXPANSION ANCHORS SHALL BE SIMPSON STRONG TIE INC. CARBON STEEL STRONG-BOLT 2. (ICC ESR 3037) AND (LARR 25891).2. SCREW ANCHORS SHALL BE SIMPSON STRONG TIE INC. CARBON STEEL TITEN HD. (ICC ESR 2713) AND (LARR 25741).3. ANCHORING ADHESIVE SHALL BE SIMPSON SET-XP LARR 25744 (ICC ESR-2508).4. ALL THREADED RODS SHALL BE F1554 GR. 36 OR A36 THREADED ROD, U.N.O.5. ALL ANCHORS SHALL BE INSTALL IN ACCORDANCE WITH ICC, COLA, AND MANUFACTURER'S RECOMMENDATIONS (U.N.O.), WITHDIAMETER AND EMBEDMENT LENGTH AS NOTED ON THE DRAWINGS.6. SEE TYPICAL POST-INSTALLED ANCHOR EMBEDMENT DETAIL FOR DEFINITION OF EMBEDMENT LENGTH SHOWN IN THE DRAWINGS.7. PROVIDE STAINLESS STEEL ANCHORS FOR EXTERIOR USE, WHEN EXPOSED TO WEATHER, OR WHERE SPECIFIED BY THE ARCHITECT.PROVIDE GALVANIZED CARBON STEEL AT OTHER LOCATIONS, U.N.O.8. PRIOR TO ALL DRILLING OR CORING, THE CONTRACTOR SHALL (1) VERIFY THE EXISTING CONCRETE OR MASONRY THICKNESS TOPREVENT DAMAGE TO THE OPPOSITE FACE OF CONCRETE AND MAINTAIN 1-1/2" CLEAR COVER U.N.O. AND (2) IDENTIFYEXISTING REINFORCING LOCATION BY PACHOMETER, PROBING, CHIPPING, ETC TO AVOID DAMAGE EXISTING REINFORCING.9. CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITHMECHANICAL OR ADHESIVE ANCHORS. AT CONTRACTOR OPTION, OVERSIZED HOLES AND WELDED PLATE WASHERS CAN BE USED INLIEU OF STANDARD DIAMETER HOLES.10. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THEREINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETEBETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWELMAY NOT BE SHIFTED AS NOTED ABOVE, THE OWNER'S REPRESENTATIVE / ARCHITECT / ENGINEER WILL DETERMINE A NEWLOCATION.11. PROOF LOAD TEST ANCHORS AS NOTED BELOW. A. PROOF LOAD TESTING IS REQUIRED FOR ADHESIVE ANCHORS IN AN UPWARD CONFIGURATION OR SUBJECTED TO SUSTAINED TENSION LOADS. PROOF LOAD TESTING MAY ALSO BE REQUIRED FOR OTHER ANCHORS WHERESPECIFIED IN THE DRAWINGS. ANCHORS SPECIFICALLY INDICATED AS "NO TEST REQUIRED" ON THE DRAWINGSDO NOT REQUIRE TENSION LOAD TESTS. B. ANCHORS REQUIRING TESTING PER SECTION "A" ARE NOT ANTICIPATED ON THIS PROJECT. CONTACT EOR FOR PROOF LOADING PROTOCOL WHERE ANCHORS ARE USED THAT WILL REQUIRE PROOF LOAD TESTING.GENERAL1. ALL NEW CONSTRUCTION SHALL COMPLY WITH THE CONTRACT DOCUMENTS, THE 2016 CALIFORNIA BUILDING CODE (CBC).2. TYPICAL DETAILS AND GENERAL NOTES APPLY TO ALL PARTS OF THE WORK EXCEPT WHERE SPECIFICALLY DETAILED OR NOTED OTHERWISE(UNO).3. THE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGSFOR NON-STRUCTURAL ITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING THE CONSTRUCTION OF THE STRUCTURAL MEMBERS.4. REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, OPENINGS, SLOPES, DRAINS, CURBS, PADS, EMBEDDED ITEMS, NON-BEARINGPARTITIONS, ETC. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVES, OPENINGS, AND HANGERS FOR PIPES, DUCTS ANDEQUIPMENT.5. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS WHICH IMPACT THE WORK. FIELD VERIFYSIZES, ELEVATIONS, HOLE LOCATIONS, ETC. PRIOR TO FABRICATION.6. DRAWING DIMENSIONS ARE TO FACE OF FINISH, JOINT CENTERLINE OR COLUMN GRID CENTERLINE UNLESS NOTED OTHERWISE. DO NOT SCALETHE DRAWINGS.7. CONTRACTOR SHALL CAREFULLY REVIEW THE DRAWINGS TO IDENTIFY THE SCOPE OF WORK REQUIRED, VISIT THE SITE TO RELATE THE SCOPEOF WORK TO EXISTING CONDITIONS, AND DETERMINE THE EXTENT TO WHICH THOSE CONDITIONS AND PHYSICAL SURROUNDINGS WILL IMPACTTHE WORK.8. THE CONTRACTOR SHALL RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE CONTRACTING OFFICER BEFORE PROCEEDING WITH THE WORK.9. ANY DEVIATION, MODIFICATION, OR SUBSTITUTION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL BE APPROVED BY THEBUILDING DEPARTMENT AND ENGINEER OF RECORD PRIOR TO CONSTRUCTION.10. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY SHORES, BRACES AND GUYS REQUIRED TO SUPPORT ALL LOADS TO WHICH THE BUILDINGSTRUCTURE, BUILDING COMPONENTS, SOILS, OTHER STRUCTURES AND UTILITIES MAY BE SUBJECTED TO DURING CONSTRUCTION. SHORINGSYSTEMS SHALL BE DESIGNED AND STAMPED BY A CIVIL ENGINEER LICENSED IN THE STATE OF CALIFORNIA.11. THE CONTRACTOR SHALL PROVIDE MEANS, METHOD, TECHNIQUES, SEQUENCE AND PROCEDURE OF THE REQUIRED CONSTRUCTION.12. EXISTING CONDITIONS AS SHOWN ON THESE PLANS ARE FOR REFERENCE ONLY. CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL EXISTINGCONDITIONS PRIOR TO CONSTRUCTION AND REPORT INACCURACIES TO THE EOR.13. THE CONTRACTOR SHALL PROTECT ALL WORK, MATERIALS AND EQUIPMENT FROM DAMAGE, AND SHALL PROVIDE PROPER STORAGE FACILITIESFOR MATERIALS AND EQUIPMENT DURING CONSTRUCTION.14. SITE VISITS PERFORMED BY THE BUILDING ENGINEER OF RECORD DO NOT INCLUDE OBSERVATION OF MEANS AND METHODS OF CONSTRUCTIONPERFORMED BY CONTRACTOR.15. STRUCTURAL OBSERVATIONS PERFORMED BY THE BUILDING ENGINEER OF RECORD DURING CONSTRUCTION ARE NOT SPECIAL INSPECTIONSERVICES AND DO NOT WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED OF THE BUILDING INSPECTOR OR THE DEPUTYINSPECTOR. OBSERVATIONS ALSO DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSIDERED AS SUPERVISION OFCONSTRUCTION.16. CONTRACTORS SHALL REVIEW SHOP DRAWINGS FOR COMPLETENESS AND COMPLIANCE WITH CONTRACT DOCUMENTS. CONTRACTOR SHALL STAMPSHOP DRAWINGS PRIOR TO SUBMISSION TO THE ARCHITECT AND ENGINEER.17. REVIEW OF THE SHOP DRAWINGS SHALL NOT BE CONSTRUED AS AN AUTHORIZATION TO DEVIATE FROM CONTRACT DOCUMENTS.18. SHOP DRAWINGS MAY NOT BE PROCESSED DUE TO INCOMPLETENESS, LACK OF COORDINATION WITH RELEVANT PORTION OF CONTRACTDOCUMENTS, LACK OF CALCULATIONS IF REQUIRED, AND WHERE DEVIATIONS, MODIFICATIONS AND SUBSTITUTIONS ARE INDICATED WITHOUTPRIOR WRITTEN APPROVAL FROM ARCHITECT / ENGINEER. ALLOW A MINIMUM OF SEVEN WORKING DAYS FOR PROCESSING SHOP DRAWINGSAFTER RECEIPT BY THE ENGINEER.19. STRUCTURAL ITEMS NOT SPECIFICALLY DETAILED AS PART OF THESE PLANS SHALL BE DESIGNED BY A STRUCTURAL ENGINEER REGISTEREDBY THE STATE OF CALIFORNIA. SEE "PRE-ENGINEERED STRUCTURES NOTES" FOR ADDITIONAL REQUIREMENTS.20. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS, EXCEPT AS SHOWN.SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NONBEARING PARTITIONS.SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR DRAINS, SLOPES. DEPRESSED AREAS,CHANGES IN ELEVATION,CHAMFERS, GROOVES.INSERTS, ETC. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS EXCEPT AS SHOWN. FLOOR AND ROOF FINISHES. STAIR FRAMINGAND DETAILS, EXCEPT AS SHOWN. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.21. SEE MECHANICAL AND PLUMBING DRAWINGS FOR THE FOLLOWING:PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL AND SLAB OPENINGS, CONCRETE INSERTS FOR MECHANICAL OR PLUMBING FIXTURES, ANDSIZE, WEIGHT, AND LOCATION OF MEP EQUIPMENT.SEE ELECTRICAL DRAWINGS FOR THE FOLLOWING:ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS, AND CONCRETE INSERTS FOR ELECTRICAL FIXTURES.22. CONTRACTORS THAT ARE RESPONSIBLE FOR THE CONSTRUCTION OF THE WIND OR SEISMIC FORCE RESISTING SYSTEM, OR COMPONENTS OFTHIS SYSTEM, LISTED IN THE "STATEMENT OF SPECIAL INSPECTION", SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THEINSPECTORS OF THE JURISDICTION HAVING AUTHORITY AND TO THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OF ORCOMPONENT.23. A COPY OF RATIFYING DOCUMENTATION (ICC ESR, IAPMO, OR SIMILAR INDEPENDENT ENTITY) SHALL BE MADE AVAILABLE AT THE JOBSITE.GEOTECHNICAL AND FOUNDATION INFORMATION1. NO GEOTECHNICAL ENGINEERING REPORT WAS PROVIDED BY THE OWNER FOR THE SITE. ALL FOUNDATIONS SHALL BE DESIGNED IN ACCORDANCEWITH THE REQUIREMENTS OF CHAPTER 18 OF THE 2016 CALIFORNIA BUILDING CODE. FOOTINGS ARE DESIGNED ON A ASSUMED ALLOWABLE SOILPRESSURE.2. THE PRESUMPTIVE LOAD BEARING VALUES OF SECTION 1806 AND TABLE 1806.2 WERE USED IN THE DESIGN OF FOUNDATIONS. SITE SOIL CLASSD HAS BEEN ASSUMED WITH THE FOLLOWING VALUES: BEARING PRESSURE = 1,500 PSF WITH AN ALLOWABLE 1/3 STRESS INCREASE WHEN USEDWITH THE ALTERNATIVE BASIC LOAD CASES OF SECTION 1605.3.2 THAT INCLUDE WIND OR SEISMIC LOADS. LATERAL BEARING PRESSURE =100 PSF WITH AN ALLOWABLE INCREASE FOR EVERY ADDITIONAL FOOT OF DEPTH TO A MAXIMUM OF 15 TIMES THE TABULAR VALUE. COHESION =130PSF. IN NO CASE SHALL THE LATERAL SLIDING RESISTANCE EXCEED 1/2 THE TOTAL DEAD LOAD.3. SOIL LATERAL LOADS WERE BASE ON SECTION 1610 OF THE CBC. RETAINING WALLS WERE DESIGNED ASSUMING THAT A DRAINAGE SYSTEM ISINSTALLED IN ACCORDANCE WITH SECTION 1805.4.2 AND 1805.4.3. LATERAL SOIL LOADS ARE BASED ON THE ASSUMED BACKFILL MATERIAL"SILTY SANDS POORLY GRADED SAND SILT MIXES. THE ACTIVE EARTH PRESSURE = 45 PSF.4. ALL FOUNDATIONS SHALL BEAR ON COMPETENT GROUND AND SHALL BE DEPT FREE OF LOOSE MATERIAL AND STANDING WATER.5. FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO THE DEPTHS SHOWN ON THE STRUCTURAL DRAWINGS. SHOULD SOIL ENCOUNTEREDAT THESE DEPTHS NOT BE AS ASSUMED, CONTRACTOR SHALL INFORM THE ARCHITECT IN WRITING.6. SLOT CUTTING, IF REQUIRED, SHOULD COMPLY WITH THE "ABC" METHOD.7. WHERE SLABS-ON-GRADE ARE TO BE COVERED BY MOISTURE SENSITIVE FLOORING, AS DETERMINED BY THE ARCHITECT, THOSE SLABS SHALL BEUNDERLAIN WITH A 10 MIL VAPOR BARRIER SANDWHICHED BETWEEN TWO 2" LAYERS OF SAND.DESIGN BASIS THE DESIGN IS IN ACCORDANCE WITH THE 2016 CALIFORNIA BUILDING CODE AND THE 2017 CITY OF LOS ANGELES PROVIDES FOR THE FOLLOWING LOADS:1. OCCUPANCY CATEGORY: II2. LIVE LOADS:RETAIL (FIRST FLOOR) 100 PSFPUBLIC ROOMS 100 PSFASSEMBLY AREAS 100 PSFCORRIDORS (FIRST FLOOR) 100 PSFOFFICE BUILDINGS 65PSFROOF LIVE LOADS:TYPICAL ROOF 20PSF3. DEAD LOADS ARE PER THE SELF WEIGHT ASSEMBLY.4. WIND LOADS: ULTIMATE DESIGN WIND SPEED = Vult = 110 MPH (3 SECOND DUST) ULTIMATE DESIGN WIND SPEED = Vult = 85 MPH BASIC WIND SPEED = 85 MPH (3 SECOND GUST) EXPOSURE = C Iw = 1.0 INTERNAL PRESSURE COEFFICIENT = 10 PSF COMPONENTS AND CLADDING WIND PRESSURE ASSUMING 100 SQFT TRIBUTARY AREA: --ZONE 1 = +-11 PSF --ZONE 2 = +10 PSF -15.2 PSF --ZONE 3 = +10 PSF -24 PSF --ZONE 4 = +11 PSF -12.2 PSF --ZONE 5 = +11 PSF -13.5 PSF5. SEISMIC LOADS: (BASED ON THE EQUIVALENT LATERAL FORCE PROCEDURES USING A 2-STAGE ANALYSIS) RISK CATEGORY II SITE CLASS = D Ieq = 1.0 Ss = 1.53, S1 = 0718 Fa = 1.0, Fv = 1.5 Sds = 1.015, Sd1 = 0.718 SEISMIC DESIGN CATEGORY=D DUCTILITY FACTOR, Rx AND Ry = 6.5 (CONC. BEARING WALLS) REDUNDANCY, RHOx = 1.0, REDUNDANCY, RHOy = 1.0 OVERSTRENGTH FACTOR, Ωx = 3.0, Ωy = 3.0 LATERAL DISPLACEMENT AMPLIFICATION FACTOR, Cdx = 4.0, Cdy = 4.0 SEISMIC RESPONSE COEFFICIENT Csx = 0.156 W, Csy = 0.156 W W = 87.9 (kips) DESIGN BASE SHEAR, Vx = 13.7 KIPS6. DEFLECTIONS; LIVE LOAD DEFLECTIONS ARE LIMITED TO SPAN/360, DEAD+LIVE LOAD DEFLECTIONS ARE LIMITED TO SPAN/240. U.N.O.SHEET NUMBER:Architecture Engineering Planning Interiors(Project Number)(Date)CITY SUBMITTAL11/29/2018SHELL REMODEL &TENANT REDEMISEWASHINGTON 111, LTDCITY APPROVAL:UTRKREGISTEREDPROFESSIONAL EN G IN E E R AINROFILACFOETATSNo. S-5432RUCTUM.FSCHERI TSRALKURT FISCHERSTRUCTURALENGINEERING17547 VENTURA BLVD. #302ENCINO, CA 91316818.874.1445MZ@KFSENG.COMPROJECT # 18218.0011-29-18 City Rev.10-26-181S0.075-18725-01SUBMAJOR 5 REDESIGN46-630 WASHINGTON ST, LA QUINTA CA 92253GENERAL NOTESCITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 STRUCTURAL OBSERVATION NOTES:1. STRUCTURAL OBSERVATION IS REQUIRED FOR THIS PROJECT IN ACCORDANCE WITH CBC 1704.6. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM BY A LICENSED DESIGN PROFESSIONAL FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS.2. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE REQUIRED INSPECTIONS BY THE CITY.3. THE OWNER SHALL EMPLOY A LICENSED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATION SITE VISITS, AND TO ISSUE ALL STRUCTURAL OBSERVATION REPORTS.4. THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE PROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUT SUBSTANTIAL EFFORT OR UNCOVERING OF THE WORK INVOLVED. THE FOLLOWING SIGNIFICANT CONSTRUCTION STAGES REQUIRE A SITE VISIT AND AN OBSERVATION REPORT FROM THE STRUCTURAL OBSERVER: CONSTRUCTION STAGES ELEMENTS/CONSTRUCTION TO BE OBSERVED FOUNDATIONS PRIOR TO POURING FIRST CONCRETE FOOTINGS CONCRETE PRIOR TO 1ST CONCRETE COLUMN POUR AT EACH LEVEL. PRIOR TO 1ST CONCRETE SHEARWALL POUR AT EACH LEVEL. PRIOR TO 1ST CONCRETE STRUCTURAL SLAB POUR AT EACH LEVEL. WOOD FRAMING AFTER NAILING SHEARWALLS, PRIOR TO APPLICATION OF DRYWALL AT EACH LEVEL. AFTER NAILING FLOOR/ROOF DIAPHRAGM AT EACH LEVEL. FINISHED FINAL OBSERVATION OF THE COMPLETED STRUCTURAL SYSTEM STRUCTURE5. NOTIFY ENGINEER AT LEAST 48 HOURS IN ADVANCE OF THE ABOVE CRITICAL STAGES OF CONSTRUCTION SO THAT THE ENGINEER MAY SCHEDULE VISITS FOR STRUCTURAL OBSERVATIONS.6. THE STRUCTURAL OBSERVER SHALL PREPARE A STRUCTURAL OBSERVATION REPORT FOR EACH STAGE OF CONSTRUCTION OBSERVED. THE CITY OF LOS ANGELES "STRUCTURAL OBSERVATION REPORT" FORM, OR A SIMILARLY FORMATTED REPORT, SHALL BE USED FOR ALL STRUCTURAL OBSERVATION REPORT.7. IF THE CITY'S FORM IS NOT USED, REPORTS SHALL BE ON STRUCTURAL OBSERVER'S LETTERHEAD, STATE SITE ADDRESS, PLAN CHECK & PERMIT NUMBERS, STAGES & ELEMENTS OBSERVED, DATE OBSERVED, & COMPLETE CONTACT INFORMATION FOR STRUCTURAL OBSERVER.8. ALL STRUCTURAL OBSERVATION REPORTS, REGARDLESS OF FORM USED, SHALL INCLUDE THE THE LICENSE STAMP & SIGNATURE OF THE STRUCTURAL OBSERVER RESPONSIBLE FOR THE PROJECT.9. EACH STRUCTURAL OBSERVATION REPORT SHALL BE GIVEN TO THE OWNER OR OWNER'S REPRESENTATIVE, PROJECT CONTRACTOR, AND THE BUILDING INSPECTOR.10. THE CONTRACTOR SHALL RESOLVE ALL DEFICIENCIES & THE FINAL STRUCTURAL OBSERVATION REPORT ISSUED PRIOR TO FINAL INSPECTION OR ACCEPTANCE OF STRUCTURAL WORK BY THE BUILDING INSPECTOR.11. THE FINAL STRUCTURAL OBSERVATION REPORT SHALL STATE THAT THE STRUCTURAL SYSTEM CONFORMS TO THE APPROVED CONSTRUCTION DOCUMENTS & THAT ALL PREVIOUSLY OBSERVED DEFICIENCIES HAVE BEEN CORRECTED.12. FINAL INSPECTION OR OTHER ACCEPTANCE OF THE STRUCTURAL SYSTEM BY THE CHIEF BUILDING OFFICIAL, OR DESIGNEE, WILL NOT OCCUR UNTIL THE FINAL STRUCTURAL OBSERVATION REPORT IS RECEIVED.13. THE LICENSED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL PREPARE ALL CONSTRUCTION DOCUMENT CHANGES RELATING TO THE STRUCTURAL SYSTEMS. REVIEW & APPROVAL OF SUCH CHANGES BY THE CHIEF BUILDING OFFICIAL, OR DESIGNEE, SHALL BE OBTAIN BY THE DESIGN PROFESSIONAL AND/OR CONTRACTOR PRIOR TO INSTALLATION AND/OR CONSTRUCTION OF SAID CHANGES.Code ProgramStructural ObservationSTRUCTURAL OBSERVATION PROGRAMAND DESIGNATION OF THESTRUCTURAL OBSERVERSTRUCTURAL OBSERVATIONPROJECT ADDRESS: XXXXXXOwner: XXXXArchitect: XXXXEngineer: Kurt Fischer Structural EngineeringFirm or Individual to be responsible for the Structural Observation:Name: Kurt Fischer S.E. Phone: (818) 874-1445 Calif. Registration: S5432FOUNDATIONDECLARATION BY OWNERI, the Owner of the project, declare that the above listed firm or individual is hiredby me to be the Structural Observer.Signature DateSteel Moment FrameSteel Braced FrameConcrete Moment FrameMasonry Wall FrameSTRUCTURAL OBSERVATION(only checked items are required)Caisson, Piles, Grade BeamsMat FoundationFooting, Stem Walls, PiersOthers:Stepp'g/Retain'g Foundation,Hillside Special AnchorsConcreteMasonryWoodOthers:Others:ConcreteSteel DeckWoodOthers:WALLDIAPHRAGMFRAMESTATEMENT AND SCHEDULE OF SPECIAL INSPECTION, 2016 CBC1. PROJECT: XXXX XXXXX2. LOCATION: XXX, LOS ANGELES, CA 900383. THIS STATEMENT OF SPECIAL INSPECTION IS SUBMITTED IN FULFILLMENT OF THE REQUIREMENTS OF THE CBC 2016 SECTIONS 1704 AND 1705. INCLUDED ARE THE FOLLOWING: A. SCHEDULE OF SPECIAL INSPECTIONS AND TESTS APPLICABLE TO THIS PROJECT: X SPECIAL INSPECTIONS PER SECTIONS 1704 AND 1705. X SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. X SPECIAL INSPECTIONS FOR WIND RESISTANCE.4. SPECIAL INSPECTIONS AND TESTING WILL BE PERFORMED IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, THIS STATEMENT AND CBC SECTIONS 1704, 1705, 1707 AND 1708.5. THE SCHEDULE OF SPECIAL INSPECTIONS SUMMARIZES THE SPECIAL INSPECTIONS AND TESTS REQUIRED. SPECIAL INSPECTORS WILL REFER TO THE APPROVED PLANS AND SPECIFICATIONS FOR DETAILED SPECIAL INSPECTION REQUIREMENTS. ANY ADDITIONAL TESTS AND INSPECTIONS REQUIRED BY THE APPROVED PLANS AND SPECIFICATIONS WILL ALSO BE PERFORMED.6. INTERIM REPORTS WILL BE SUBMITTED TO THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE IN ACCORDANCE WITH CBC SECTION 1704.1.2.7. A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING REQUIRED SPECIAL INSPECTIONS, TESTING AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED PRIOR TO ISSUANCE OF A CERTIFICATE OF USE AND OCCUPANCY (SECTION 1704.1.2). THE FINAL REPORT WILL DOCUMENT: A. REQUIRED SPECIAL INSPECTIONS. B. CORRECTION OF DISCREPANCIES NOTED IN INSPECTIONS.8. THE OWNER RECOGNIZES HIS OR HER OBLIGATION TO ENSURE THAT THE CONSTRUCTION COMPLIES WITH THE APPROVED PERMIT DOCUMENTS AND TO IMPLEMENT THIS PROGRAM OF SPECIAL INSPECTIONS. IN PARTIAL FULFILLMENT OF THESE OBLIGATIONS, THE OWNER WILL RETAIN AND DIRECTLY PAY FOR THE SPECIAL INSPECTIONS AS REQUIRED IN CBC SECTION 1704.1.9. THIS PLAN HAS BEEN DEVELOPED WITH THE UNDERSTANDING THAT THE BUILDING OFFICIAL WILL: A. REVIEW AND APPROVE THE QUALIFICATIONS OF THE SPECIAL INSPECTORS WHO WILL PERFORM THE INSPECTIONS. B. MONITOR SPECIAL INSPECTION ACTIVITIES ON THE JOB SITE TO ASSURE THAT THE SPECIAL INSPECTORS ARE QUALIFIED AND ARE PERFORMING THEIR DUTIES AS CALLED FOR IN THIS STATEMENT OF SPECIAL INSPECTION. C. REVIEW SUBMITTED INSPECTION REPORTS. D. PERFORM INSPECTIONS AS REQUIRED BY THE LOCAL BUILDING CODE.10. THE FOLLOWING ELEMENTS ARE TO HAVE SPECIAL INSPECTION. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, POST-INSTALLED ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED TO RESIST SUSTAINED TENSION LOADS, SHOTRETE PLACEMENT, CONCRETE STRENGTH f'c > 2500 PSI, SPRAYED ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT -RESISTING CONCRETE FRAMES, AND HELICAL PILE FOUNDATIONS. A. ALL CONCRETE WORK WITH 3-KSI CONCRETE STRENGTH OR ABOVE. B. BOLTS INSTALLED IN CONCRETE C. EXPANSION AND ADHESIVE ANCHORS D. ALL ASTM A 706 GR. 60 REINFORCING STEEL E. STRUCTURAL WELDING F. SPECIAL GRADING, EXCAVATION, AND BACKFILLING G. PLYWOOD SHEARWALLS. (SEE NOTE 11) H. SHEAR WALL HOLDOWNS. I. OTHER INSPECTION REQUIRED BY THE BUILDING OFFICIAL11. CONTINUOUS INSPECTION BY A LICENSED DEPUTY INSPECTOR SHALL BE REQUIRED FOR ALL STRUCTURAL PLYWOOD SHEATHING INSTALLATION WHERE THE FASTENER SPACING IS 4 INCHES OR LESS AND PERIODIC INSPECTION FOR ALL WOOD SHEAR WALL DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE FASTENER SPACING OF THE SHEATHING IS 4 INCHES ON CENTER OR LESS.12. PER STEEL NOTES ALL FABRICATION OF STRUCTURAL STEEL WILL BE PERFORMED IN AN AISC CERTIFIED LAB. PER SECTION 1704.2.2 SPECIAL INSPECTIONS REQUIRED BY 1704 ARE NOT REQUIRED WHERE WORK IS DONE ON THE PREMISES OF A FABRICATOR AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION.13. SPECIAL ACTIVITY INSPECTION IS REQURIED FOR - BUILDING OVER 5 STORIES OR 60' IN HEIGHT - BUILDINGS OVER 50,000 SQ. FT. OF GROUND FLOOR AREA - BUILDINGS OVER 200,000 SQ.FT. OF TOTAL FLOOR AREA PREPARED BY: KURT FISCHER, S.E. REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. ____________________________________________ SIGNATURE/DATE OWNER'S AUTHORIZATION: ____________________________________________ SIGNATURE/DATE BUILDING OFFICIAL ACCEPTANCE ____________________________________________ SIGNATURE/DATESCHEDULE OF INSPECTION, TESTING AGENCIES, AND INSPECTORS1. THE FOLLOWING ARE THE TESTING AGENCIES AND SPECIAL INSPECTORS THAT WILL BE RETAINED TO CONDUCT TESTS AND INSPECTION ON THISPROJECT.RESPONSIBILITYFIRMADDRESS, TELEPHONE, EMAILSPECIAL INSPECTION (EXCEPT FOR GEOTECHNICAL) TBD ADDRESS, TELEPHONE, EMAILMATERIAL TESTINGADDRESS, TELEPHONE, EMAILGEOTECHNICAL2. SEISMIC REQUIREMENTS (SECTION 1704.6.1) DESCRIPTION OF SEISMIC-FORCE-RESISTING SYSTEM AND DESIGNATED SEISMIC SYSTEMS SUBJECT TOSPECIAL INSPECTIONS AS PER SECTION 1704.6.1: THE EXTENT OF THE SEISMIC-FORCE-RESISTING SYSTEM IS DEFINED IN MORE DETAIL IN THECONSTRUCTION DOCUMENTS.3. WIND REQUIREMENTS (SECTION 1704.6.2) DESCRIPTION OF MAIN WIND-FORCE-RESISTING SYSTEM AND DESIGNATED WIND RESISTING COMPONENTS SUBJECT TO SPECIAL INSPECTIONS IN ACCORDANCE WITH SECTION 1704.6.2: THE EXTENT OF THE WIND-FORCE-RESISTING SYSTEM AND WINDRESISTING COMPONENTS IS DEFINED IN MORE DETAIL IN THE CONSTRUCTION DOCUMENTSADDRESS, TELEPHONE, EMAILTBDTBDCBC 2016 TABLE 1705A.2.1- REQUIRED VERIFICATION AND INSPECTION OFSTEEL CONSTRUCTIONVERIFICATION AND INSPECTION TASKCONTINUOUS PERIODIC1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS, AND WASHERS.FREQUENCY OF INSPECTIONREFERENCEDSTANDARD CBC REFERENCEa. IDENTIFICATION MARKINGS TO CONFIRM TO ASTM STANDARDSSPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS___ XAISC 360 A3.3AND APP. ASTMSTANDARDSb. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED ___ X ___ ______2. INSPECTION OF HIGH-STRENGTH BOLTINGa. SNUG-TIGHT JOINTS___ XAISC 360M2.5b. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF- NUT WITH MATCHMARKING, TWIST-OFF BOLT OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION.___ Xc. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITHOUT MATCHMARKING OR CALIBRATED WRENCH METHODS OF INSTALLATION.XAISC 360M2.5AISC 360M2.5___3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD-FORMED STEEL DECK:a. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360.___ XAISC 360A3.1b. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONS-TRUCTION DOCUMENTS.___ Xc. MANUFACTURER'S CERTIFIED TEST REPORTS.APPLICABLE ASTMMAT. STAND.4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:a. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFI-CATION IN THEAPPROVED CONSTRUCTION DOCUMENTS.___ XAISC 360A3.5 AWS A5b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED.___ X ___ _________ X5. INSPECTION OF WELDING:a. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK:1. COMPLETE & PARTIAL JOINT PENETRAION GROOVE WELDS.AWS D1.1, D1.81705A.2.22. MULTIPASS FILELT WELDS3. SINGLE-PASS FILLET WELDS > 5/16".4. PLUG AND SLOT WELDS5. SINGLE-PASS FILLET WELDS <= 5/16".___ X6. FLOOR AND ROOF DECK WELDS.___ XAWS D1.3---X ___X ___X ___X ___AWS D1.1, D1.8AWS D1.1, D1.8AWS D1.1, D1.8AWS D1.1, D1.8b. REINFORCING STEEL1. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THANASTM A706.AWS D1.4, ACI 3183.5.2---2. REINFORCING STEEL-RESISTING FLEXURAL AND AXIAL FORCESIN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARYELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS, ANDSHEAR REINFORCEMENT.3. SHEAR REINFORCEMENT.4. OTHER REINFORCING STEEL.X ______ X___ X___ XAWS D1.4, ACI 3183.5.2---AWS D1.4, ACI 3183.5.2---AWS D1.4, ACI 3183.5.2---6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE:a. DETAILS SUCH AS BRACING AND STIFFENING.___X ---b. MEMBER LOCATIONS.___ Xc. APPLICATION OF JOINT DETAILS AT EACH CONNECITON.___ X1705A.2.2------_________2203A.1_________1705A.2.21705A.2.21705A.2.21705A.2.21705A.2.21705A.2.2c.WHERE APPLICABLE, SEE ALSO SECTION 1705A.11 SPECIAL INSPECTION FOR SEISMIC RESISTANCECBC 2016 TABLE 1705.3 - REQUIRED VERIFICATION AND INSPECTION OFCONCRETE CONSTRUCTIONTYPECONTIUOUSSPECIALINSPECTIONPERIODICSPECIALINSPECTIONREFERENCEDSTANDARDIBC REFERENCE1. INSPECT REINFORCEMENT , INCLUDING PRESTRESSING TENDONS, AND VERIFYPLACEMENT.___ XACI 318:CH.20.25.2,25.3,26.5.1-26.5.31908.42. REINFORCING BAR WELDING: a. VERIFY WELDABILITY OF REINFORCING BARS OTHER YHAN ASTM A706; b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16";AND c. INSPECT ALL OTHER WELDS.___XAWS D1.4 ACI318:26.5.4___3. INSPECT ANCHORS CAST IN CONCRETE.___ACI 318:17.8.2___4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS. a. AHESIVE ANCHORS INSTALED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TESNION LOADS. b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.A.XX5. VERIFY USE OF REQUIRED DESIGN MIX.___ XACI 318: CH19 26.4.3,26.4.41904.2,1910.2, 1910.36. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENSFOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENTTESTS, AND DEYERMINE THE TEMPERATURE OF THE CONCRETE.ASTM C172 C31 ACI318 26.4.5, 26.12,5.81910.107. INSPECT OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATIONTECHNIQUES.ACI 318:26.4.51910.6-7-88. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE ANDTECHNIQUES.___ XACI 318:26.4.7-26.4.91910.99. INSPECT PRESTRESSED CONCRETE FOR:a. APPLICATION OF PRESTRESSING FORCES.b. GROUTING OF BONDED PRESTRESSING TENDONSACI 318:26.9.2.1 ACI318: 26.9.2.310. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.___ XACI 318: CH26.811. VERIFY OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONSIN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMSFROM BEAMS AND STRUCTURAL SLABS.___ XACI 318:26.10.212. INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETEMEMBER BEING FORMED.___ XACI 318:26.10.1(b)___ACI 318:17.8.2.4ACI 318:17.8.21909.1XX ___X ___X ___X ____________XXFOR SI: I INCH = 25.4 MM.a. WHERE APPLICABLE, SEE ALSO SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY ANAPPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318. OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOTPROVEIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BYTHE BUILDING OFFFICIAL PRIOR TO BE COMMENCEMENT OF THE WORK.REQUIRED VERIFICATION AND INSPECTION OF WOOD CONSTRUCTIONTYPECONTINUOUS SPECIALINSPECTIONPERIODIC SPECIALINSPECTIONREFERENCED STANDARDFABRICATION OF PREFABRICATEDSTRUCTURAL ELEMENTSCBC CODE REFERENCEFABRICATION OF HIGH-LOAD DIAPHRAGMS:PREFABRICATED WOOD SHEAR PANELS----A. VERIFY STRUCTURAL PANEL GRADE ANDTHICKNESSB. VERIFY NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGESB. VERIFY NAIL OR STAPLE DIAMETER AND LENGTH, NUMBER OFFASTENER LINES AND SPACING BETWEEN FASTENERS IN EACH LINE AND AT EDGE MARGINS-XXXXX---ICC EVALUATIONREPORT-1705.5.1TABLE 2306.2 (2)1705.5.1TABLE 2306.2 (2)1705.5.1TABLE 2306.2 (2)1705.51704.2.51705.5REQUIRED VERIFICATION AND INSPECTION OF WOOD CONSTRUCTIONMETAL-PLATE-CONNECTED WOOD TRUSSESSPANNING 60 FEET OR GREATERX - - 1705.5.2FIELD GLUING OF DIAPHRAGM AND SHEARWALL ELEMENTS FOR LATERAL FORCE-RESISTING-SYSTEMSCONNECTIONS FOR DIAPHRAGM CHORDS,COLLECTORS, BRACING, AND SHEAR WALLANCHORAGE AND HOLDOWNSFASTENING OF DIAPHRAGM AND SHEAR WALLSHEATHING WITH EDGE NAILING LESS THAN OREQUAL TO 4"X---XX--- 1705.11.1&1705.12.2SHEET NUMBER:Architecture Engineering Planning Interiors(Project Number)(Date)CITY SUBMITTAL11/29/2018SHELL REMODEL &TENANT REDEMISEWASHINGTON 111, LTDCITY APPROVAL:UTRKREGISTEREDPROFESSIONAL EN G IN E E R AINROFILACFOETATSNo. S-5432RUCTUM.FSCHERI TSRALKURT FISCHERSTRUCTURALENGINEERING17547 VENTURA BLVD. #302ENCINO, CA 91316818.874.1445MZ@KFSENG.COMPROJECT # 18218.0011-29-18 City Rev.10-26-181S0.175-18725-01SUBMAJOR 5 REDESIGN46-630 WASHINGTON ST, LA QUINTA CA 92253GENERAL NOTESCITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 620'-0"625'-3"65'-6"x3'-6"HSS6X6X5/16HSS6X6X5/16(E) 4"CONCRETE SLABON GRADEABCD1236x6(E) 6X6(E) 6X644222A2A2S3.22S3.21S3.23S3.23S3.2(E) 6X6(E) 6X6(E) 6X66x6(E) 6X6HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/43S2.13S2.12S2.11S2.15S3.25S3.26S2.1(E)(E)LEGENDINDICATES CONC. SLAB ON GRADE EXTENTINDICATES (N) CONC. FTGINDICATES SHEARWALL TYPE (ABOVE) PER SCHEDULE.SEE TYPICAL DETAILS FOR ASSEMBLY DETAILS.INDICATES SHEARWALL LENGTHINDICATES SHEARWALL TYPEINDICATES NEW HOLDOWN ORSTRAP PER PLANXINDICATES EXISTING HOLDOWN ORSTRAP PER PLANXINDICATES (N) STUD WALLINDICATES (E) STUD WALLINDICATES (N) WOOD POST PER PLANO.INDICATES (E) WOOD POST PER PLANINDICATES (E) CONC. FTGINDICATES (E) STEEL POST PER PLANFOUNDATION NOTES:1. FOR GENERAL NOTES AND TYPICAL DETAILS SEE SHEETS S0.X SERIES. GENERAL NOTES & TYPICAL DETAILS APPLY TO ALL PARTSOF THE WORK EXCEPT WHERE SPECIFICALLY DETAILED OR U.N.O.2. VERIFY ALL DIMENSIONS, ELEVATIONS, SLAB EDGES, SLAB DEPRESSIONS, SLAB OPENINGS, CURBS, FOOTING, PENETRATIONS,WALL OPENINGS, MECHANICAL PAD & EQUIPMENT WEIGHTS WITH ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL & CIVILDRAWINGS.3. FOR GRID LINE DIMENSIONS, SEE ARCHITECTURAL DRAWINGS.4. NEW CONCRETE SLAB ON GRADE: 5" THICK, REINFORCED WITH #4 BARS AT 16" O.C. EACH WAY. THE SLABS SHALL BE PLACED ONA 10MIL THICK VAPOR RETARDER OVER 2" THICK LAYER OF SAND. FOR MORE RECOMMENDATIONS AND SUBGRADE PREPARATION REFERTO SOILS REPORT.SHEET NUMBER:Architecture Engineering Planning Interiors(Project Number)(Date)CITY SUBMITTAL11/29/2018SHELL REMODEL &TENANT REDEMISEWASHINGTON 111, LTDCITY APPROVAL:UTRKREGISTEREDPROFESSIONAL EN G IN E E R AINROFILACFOETATSNo. S-5432RUCTUM.FSCHERI TSRALKURT FISCHERSTRUCTURALENGINEERING17547 VENTURA BLVD. #302ENCINO, CA 91316818.874.1445MZ@KFSENG.COMPROJECT # 18218.0011-29-18 City Rev.10-26-181S1.175-18725-01SUBMAJOR 5 REDESIGN46-630 WASHINGTON ST, LA QUINTA CA 92253FLOOR PLAN 3/16" = 1'-0"S1.11CONCTRUCTION PLAN(E) SHEAR WALLCITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 GLB 6 3/4x31 1/28S3.26S3.213S3.27S3.2GLB 6 3/4x31 1/2GLB 6 3/4x31 1/27'-0"7'-0"(E) 39" TJW @ 32" O.C.(E) DOUBLE 39" TJW(N) 3½x16 LSL 1.55E(E) 39" TJW @ 32" O.C.(E) DOUBLE 39" TJW(E) 39" TJW @ 32" O.C.(E) 39" TJW @ 32" O.C.(N) 3½x16 LSL 1.55EABCD123GLB 5 1/8x21 C=1"2x82x8GLB 5 1/8x21 C=1"3S2.13S2.17S2.12S2.111S3.21S2.17S2.111S3.2BRACEBRACE(E) HDR: 6X146S2.1O.H.HDR: 6X12 (E) HDR: 6X145S2.114S3.2(E) HDR: 6X14(E) HDR: 6X1414S3.2HDR: 6X1215S3.215S3.2HSS10x4x3/16HSS10x4x3/16(E) 6x8 HDR(E) 6x8 HDR(E) 6x6 HDRABC19S3.29S3.23S2.13S2.17S2.12S2.11S2.17S2.1LEGEND AND SYMBOLS:INDICATES WOOD POST BELOWINDICATES SPAN DIRECTIONINDICATES EXTENT OF ELEMENTHDRINDICATES (N) STUD WALLINDICATES (E) STUD WALLC=#INDICATES CAMBER IN BEAMINDICATES HEADER PER PLANSFRAMING NOTES:1. FOR GENERAL NOTES AND TYPICAL DETAILS SEE SHEETS S0.X SERIES. GENERAL NOTES &TYPICAL DETAILS APPLY TO ALL PARTS OF THE WORK EXCEPT WHERE SPECIFICALLY DETAILEDOR U.N.O.2. VERIFY ALL DIMENSIONS, ELEVATIONS, SLAB EDGES, SLAB DEPRESSIONS, SLAB OPENINGS,CURBS, FOOTING, PENETRATIONS, WALL OPENINGS WITH ARCHITECTURAL, MECHANICAL,PLUMBING, ELECTRICAL & CIVIL DRAWINGS.3. FOR ALL DIMENSIONS & ROOF SLOPES SEE ARCHITECTURAL DRAWINGS.4. PLYWOOD ROOF SHEATHING: 1/2" NOMINAL SHEATHING PER GENERAL NOTES. BLOCK ALL PANELEDGES, AND NAIL PER DIAPHRAM MARK 2, U.N.O.SHEET NUMBER:Architecture Engineering Planning Interiors(Project Number)(Date)CITY SUBMITTAL11/29/2018SHELL REMODEL &TENANT REDEMISEWASHINGTON 111, LTDCITY APPROVAL:UTRKREGISTEREDPROFESSIONAL EN G IN E E R AINROFILACFOETATSNo. S-5432RUCTUM.FSCHERI TSRALKURT FISCHERSTRUCTURALENGINEERING17547 VENTURA BLVD. #302ENCINO, CA 91316818.874.1445MZ@KFSENG.COMPROJECT # 18218.0011-29-18 City Rev.10-26-181S1.275-18725-01SUBMAJOR 5 REDESIGN46-630 WASHINGTON ST, LA QUINTA CA 92253ROOF PLAN 3/16" = 1'-0"S1.21ROOF PLAN 3/16" = 1'-0"S1.22TOWER FRAMING PLAN111CITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 GLULAM BEAM PER PLANS(E) 2x6 @ 16" O.C w/NAILING PER SCHEDULE2-2x6 TOP PLATES w/NAILING PER SCHEDULELTS12 @ 32" O.C.(E) JOIST TOP CHORDFOR MORE INFORMATIONSEE/- ---1/2" CDX SHEATHING w/E.N.: 10d@6" O.C.F.N.: 10d @ 12" O.C.(E) 2-2x62x6 w/ 16d @ 6" O.C.LST12 @ 32" O.C.SEE 3/A6.1 FORARCH SECTION.x6 BLOCKING TO SPAN FROMJOIST TO JOIST AND TOMATCH DEPTH OF JOIST TOPCHORD.(2) 5/8"Ø BOLTSSPACED @ 16" O.C.L3x3x1/4x4'4"TO SPAN OVER AND EXTEND4" BEYOND ADJACENT (E)ROOF JOISTS(E) JOIST TOP CHORDA34 ONBOTHSIDESLSTA242x6 PRESERVATIVETREATED WOOD AT4'-0" O.C.5-16d3x10PRESERVATIVETREATED WOOD2x6 w/ 16d @ 6" O.C.1'-6" MAXLSTA30 @ 32"O.C.2x6 SILL PLATE2-SDS25312 @ 16" O.C.10d @ 3"O.C.2x6 @ 16" O.C.1/2" CDX SHEATHING w/E.N.: 10d@6" O.C.F.N.: 10d @ 12" O.C.2x6 PRESERVATIVETREATED WOOD @ 4'-0"O.C.11+.05(2) L3x3x3/16x3'-4" @ 24" O.C.CENTER PAIR OF ANGLES ON BRACE.(2) x6 BLOCKING @ 24" O.C. TOMATCH DEPTH OF EXISTING JOIST TOPCHORD. CENTER PAIR OF BLOCKING ONBRACE10d @ 3"O.C.(E) JOIST PER PLANS(2) 5/8"Ø BOLTS SPACED @24" O.C. (4 BOLTS TOTAL)3x10 PRESERVATIVETREATED WOODA35S3.212LUSHEADER PER PLANS2x6@16" O.CLUS26(E) 2x6 @16" O.CLUS26GLULAM BEAM PER PLANS2x6 SILL PLATE16d @ EACH STUD2x6 SILL PLATE w/16d @ 12" O.C.4-16d(E) 2x6 @ 16" O.C w/NAILING PER SCHEDULE(E) 2x6 LEDGER SDS25600 @EACH (E) WALL STUD2-2x6 TOP PLATES w/NAILING PER SCHEDULELST12 @ 32" O.C.S3.210(E) 2-2x62x6 w/ 16d @ 6" O.C.1/2" CDX SHEATHING w/E.N.: 10d@6" O.C.F.N.: 10d @ 12" O.C.2x6 @ 16" O.C.LST12 @ 32" O.C.(E) 2x6SEE 2/A6.1 FORARCH SECTION.2x6 @ 16"O.C4-16dGLULAM BEAM PER PLANS2x6 @ 16" O.C w/NAILING PER SCHEDULE2-2x6 TOP PLATES w/NAILING PER SCHEDULE(E) JOIST TOP CHORDFOR MORE INFORMATIONSEE/2 S2.1SEE 1/A6.1 FORARCH SECTION.2X6 SIDE @ 16" O.C.w/ 4-16d FACE NAILS ATEACH END2x6 w/ 16d @ 6" O.C.2x6@16" O.C.1/2" CDX SHEATHING w/E.N.: 10d@6" O.C.F.N.: 10d @ 12" O.C.HEADER PER PLANSGLULAM BEAM PER PLANS2x6 SILL PLATE w/16d @ 12" O.C.4-16d2x6 @ 16" O.C w/NAILING PER SCHEDULE2-2x6 TOP PLATES w/NAILING PER SCHEDULELST12 @ 32" O.C.FOR MOREINFORMATIONSEE/1 S2.11/2" CDX SHEATHING w/E.N.: 10d@6" O.C.F.N.: 10d @ 12" O.C.SEE 2/A6.1 FORARCH SECTION.2-2x6 TOP PLATES w/NAILING PER SCHEDULE(E) WOOD STUDWALL w/ SHEATHING(E) JOISTBEARINGCONNECTION2x6 @ 16" FULLHEIGHT O.C w/NAILING PERSCHEDULE1/2" CDX SHEATHING w/E.N.: 10d@6" O.C.F.N.: 10d @ 12" O.C.U.N.O PER SHEAR WALL SCHEDULESEE 4/A6.1 FORARCH SECTION.BOTTOM OF (E)WOOD STUDSS3.22BOTTOM OF WOODSTUDS16d @ 6" O.C.SHEET NUMBER:Architecture Engineering Planning Interiors(Project Number)(Date)CITY SUBMITTAL11/29/2018SHELL REMODEL &TENANT REDEMISEWASHINGTON 111, LTDCITY APPROVAL:UTRKREGISTEREDPROFESSIONAL EN G IN E E R AINROFILACFOETATSNo. S-5432RUCTUM.FSCHERI TSRALKURT FISCHERSTRUCTURALENGINEERING17547 VENTURA BLVD. #302ENCINO, CA 91316818.874.1445MZ@KFSENG.COMPROJECT # 18218.0011-29-18 City Rev.10-26-181S2.175-18725-01SUBMAJOR 5 REDESIGN46-630 WASHINGTON ST, LA QUINTA CA 92253SECTIONS 1/2" = 1'-0"S2.13EXTENDED PARAPET WALL SECTION 1/2" = 1'-0"S2.17PARAPET RETURN SECTION 1/2" = 1'-0"S2.11HIGH ROOF WALL SECTION 1/2" = 1'-0"S2.15LOW PARAPET WALL SECTION 1/2" = 1'-0"S2.12HIGH ROOF WALL SECTION. 1/2" = 1'-0"S2.16STRAIGHT WALL SECTIONCITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 AASECTIONSTUDHOLDOWN POST EA.END (SEE NOTE 1)STUDS PER SWSEDGE NAILING TO HD POST(FULL HEIGHT)TOP PLATESSHT'G @ OPENINGFOR FLUSH FINISHDOOR OR WINDOWHEADEREDGE NAILING TOHD POST (FULL HEIGHT)BLOCKING @ ALLPANEL EDGESTO MATCH STUD SIZETRIMMER STUD(S)HOLDOWN PER PLAN (SEEHOLDOWN DETAIL)EDGE NAILINGTO SILLSILL BOLTINGOR NAILING PER SWSSTAGGERED EDGE NAILING@ ALL PANEL EDGESFIELD NAILING@ ALL OTHER STUDSOFFSET16" MIN.NOTES:1. SEE HOLDOWN SCHED. FOR ADDITIONAL HD POST SIZE REQUIREMENTS2. FOR WALLS W/ SHEATHING ON BOTH SIDES - SHEATHING ON ONE SIDE OF THE SHEARWALL MUST BE NAILED COMPLETELY BEFORE THE FRAME INSPECTION. SHEATHING ON THEOTHER SIDE MUST BE INSTALLED AND INSPECTED PRIOR TO INSTALLATION OF WALLSURFACE COVERING.STAGGED NAILINGPANELJOINTSPACING PER SCHEDULE.SILL PL PER SWSPANEL JOINTSHEATHING ON BOTHSIDES, WHERE OCCURSSTAGGER PANEL JOINT EA SIDEOF WALL (VERT & HORIZ)SHEET NUMBER:Architecture Engineering Planning Interiors(Project Number)(Date)CITY SUBMITTAL11/29/2018SHELL REMODEL &TENANT REDEMISEWASHINGTON 111, LTDCITY APPROVAL:UTRKREGISTEREDPROFESSIONAL EN G IN E E R AINROFILACFOETATSNo. S-5432RUCTUM.FSCHERI TSRALKURT FISCHERSTRUCTURALENGINEERING17547 VENTURA BLVD. #302ENCINO, CA 91316818.874.1445MZ@KFSENG.COMPROJECT # 18218.0011-29-18 City Rev.10-26-181S3.175-18725-01SUBMAJOR 5 REDESIGN46-630 WASHINGTON ST, LA QUINTA CA 92253TYPICAL DETAILSN.T.S.S3.11TYP. SHEAR WALL ASSEMBLYCITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 AWITH COLUMN CAPBABBAB4" BEARING(E) NAILER TO BECUT TO ALLOWPLACEMENT OF BEAMNEW BEAM PER PLANSDTT2Z(E) BLOCKING TO BECUT TO ALLOW FORPLACEMENT OF BEAMEXTEND NEW STUDS FROMBELOW IF BEAMCONFLICTS WITHEXISTING CONTINUOUSSTUDSDTT2Z5-16d2-16d16d@12"O.C.2-2xDTT2Z2-2xPL1/4x12x1'-0"w/ 4-SDS25600 ONA 9"x9" GRIDSEE FOR MORE INFO/1 S2.11/2" CDX SHEATHING w/E.N.: 10d@6" O.C.F.N.: 10d@12" O.C.(E) SHEATHING2x4 @ 16" O.C.2x SILL PLATEA35 @ 24" O.C. ALTERNATINGSIDES w/ #10 SPAX INTOSHEATHINGNEW JOIST PER PLANSNEW JOIST PER PLANSHU412(E) ROOF GIRDER PER PLANS(E) SPACER(E) ROOF SHEATHINGA35 @ 24" O.C. ALTERNATINGSIDES w/ #10 SPAX INTOSHEATHING1/2" CDX SHEATHING w/E.N.: 10d@6" O.C.F.N.: 10d @ 12" O.C.(E) ROOF JOIST.1/2" CDX SHEATHING w/E.N.: 10d@6" O.C.F.N.: 10d @ 12" O.C.LTP4 @ 24" O.C.RIM JOIST TO MATCH(E) ROOF JOISTSIMPSON "ECC"PER PLANSIMPSON "CC"WOOD POSTPER PLANWOOD BEAM SPLICEWHERE REQUIREDSTRAP PER PLAN OR ST 122WHERE NOT NOTEDWOOD BEAMPER PLAN8"(E) SLAB AND FOOTINGSEE FORMORE INFORMATION/1 S3.2BENT #4 DOWELS @ 16" O.C.w/ 4" EMBEDMENT w/ ADHESIVEANCHORAGE PER GENERALNOTES.#4 DOWELS @ 16" O.C. w/ 4"EMBEDMENT w/ ADHESIVEANCHORAGE PER GENERAL NOTES.#4 CONT.EMBED 1'-0" MINHOLDOWN PER PLANSHT'G PER SWS WHEREOCCURS OR PER PLANSTUD WALL PER PLANSILL & ATTACHM'TPER SWSE.N.A.B. PER HOLDOWN SCHED(5/8"Ø MIN). DRILL &EPOXY WITH HILTI HY-HIT 200 (LARR 25964).MIN EMBED 12"3" MIN, TYP.S.O.G. PER PLANFLATWORK BYOTHERS6"1/2" CDX SHEATHING w/E.N.: 10d @6" O.C.F.N.: 10d @ 12" O.C.5/8ø L BOLT @48" O.C. w/7" EMBEDMENT INTO CURB#4 w/ STD HOOKS @16"O.C.PL5/16x3x3#42-#5 w/3" CLR.CVR. TYP1'-6"2'-0"HSS PER PLANSJOIST BEYONDPER PLANSTURNBUCKLE TO MATCHEXISTING w/ 1000# CAPACITY1½"ø A36 THREADED RODCLEVIS TO MATCHEXISTING CLEVIS w/1000# CAPACITYPL3/8 w/ 5/8"ø BOLT1/4JOIST PER PLANS5/8"ø BOLT WELDED TO HSS BEAM.COUNTERSUNK NUT AND WAHSWERSEALED TOP WITH WOOD PUTTY3/16HSS COLUMN PER PLANPL 5/8X6X0'-8"W/2-BENT #4X1'-0"(N) CONCRETE CHIP AWAY(E) EXISTING CONCRETEBUT (E) REINFORCING TOREMAIN.(E) CONCRETE(N) CONCRETE(E) CONCRETE4"3/161/2"1/4PL1/4X1X0'-5"W/2-1/2"ØX5"LAG SCREWS(N) HDR PER PLANS(E) HEADERTHAT IS TRIMMED TOMATCH STEEL ELEMENTSL4X4X1/2X0'-5"HSS COL PER PLANS1/41/41" 2" 1 1/2"(E) SHEATING(N) 2X4X4-0"A34 @12" O.C. ALTERNATEBOTH SIDES W/SPAXHSS COL PER PLANSPL5/16X4X0'-5"PL3/8X5X0'-10"W/4-COS 256001/42X BLOCKING(E) TRUSS(N) 2X41 1/2"1"1"SHEET NUMBER:Architecture Engineering Planning Interiors(Project Number)(Date)CITY SUBMITTAL11/29/2018SHELL REMODEL &TENANT REDEMISEWASHINGTON 111, LTDCITY APPROVAL:UTRKREGISTEREDPROFESSIONAL EN G IN E E R AINROFILACFOETATSNo. S-5432RUCTUM.FSCHERI TSRALKURT FISCHERSTRUCTURALENGINEERING17547 VENTURA BLVD. #302ENCINO, CA 91316818.874.1445MZ@KFSENG.COMPROJECT # 18218.0011-29-18 City Rev.10-26-181S3.275-18725-01SUBMAJOR 5 REDESIGN46-630 WASHINGTON ST, LA QUINTA CA 92253DETAILS 1" = 1'-0"S3.26BEAM SUPPORT AT WALL 1 1/2" = 1'-0"S3.28BEAM SUPPORT ELEVATION 1" = 1'-0"S3.210HANGER BRACE SUPPORT CONNECTION 1" = 1'-0"S3.213HIGH ROOF WALL CONNECTION 1 1/2" = 1'-0"S3.27ROOF BEAM SUPPORT 1" = 1'-0"S3.29ROOF DECK FRAMING 1" = 1'-0"S3.211TYP. BEAM SUPPORT 1" = 1'-0"S3.22NEW CURB AT NEW WALL 1" = 1'-0"S3.23NEW HOLD-DOWN DETAIL 1" = 1'-0"S3.21NEW WALL FOOTING DETAIL 1" = 1'-0"S3.212TRELLIS DETAIL 1 1/2" = 1'-0"S3.25NEW POST BASE PLATE DETAIL 3" = 1'-0"S3.214HEADER COLUMN DETAIL 1 1/2" = 1'-0"S3.215HSS POST TO ROOF CONNECTIONCITY OF LA QUINTABUILDING DIVISION APPROVEDFOR CONSTRUCTION BY: DATE: 02/06/2019 PLAN NOTESGENERAL NOTESCAL GREEN NOTESc , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 M0.0 MECHANICAL COVER SHEET CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 M0.1 MECHANICAL SPECIFICATIONS CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 M0.2 MECHANICAL SCHEDULES CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 NORTH CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 NORTH CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 E0.0 ELECTRICAL COVER SHEET GENERAL NOTESABBREVIATIONSELECTRICAL SYMBOLS LISTDESCRIPTIONDESCRIPTIONCONDUCTORS:LIGHT FIXTURE SCHEDULEDESCRIPTION / LAMPLOCATIONMANUFACTURE/CATLAMPS / WATTAGETYPECITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 E0.1 ELECTRICAL SPECIFICATIONS CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 EXISTING SINGLE LINE DIAGRAMREVISED SINGLE LINE DIAGRAME0.2 SINGLE LINE DIAGRAM c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 NORTH KEY NOTESCITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 NORTH CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 NORTH CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 T-24 COMPLIANCE CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 T-24 COMPLIANCE CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 T-24 COMPLIANCE CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 GENERAL NOTESc , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 APPLICABLE CODESP0.0 PLUMBING COVER SHEET PLUMBING ABBREVIATIONSPLUMBING SYMBOL LEGENDCITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 P0.1 PLUMBING SPECIFICATIONS CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 P0.2 PLUMBING DETAILS CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 CDCDECW c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 NORTH CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISETDA CONSULTING8322 MYRTLEWOOD CIR.WESTMINSTER, CA 92683714-902-642011-29-18 City Rev.1 NORTH CITY OF LA QUINTA BUILDING DIVISION APPROVED FOR CONSTRUCTION BY: DATE: 02/06/2019 1A6.13A6.12A6.12A6.13A6.11A5.12A5.11AA5.12AA5.1TENANT SPACE 1EXTERIOR MALLCOMMON BALCONYOPEN LANDEXTERIORADJACENTTENANTEXTERIOR MALL COMMONEXTERIOR BOH AREATENANT SPACE 2111122468910913151455553331151241'-0"40'-8"41'-0"49'-0"49'-0"334A6.1101102103104477770201AEQEQADJACENTTENANTROOF ACCESS CLOSETPHONE ROOM15105AA1617175'-6"4'-6 1/2"V.I.F.ALIGN A1.1 CONSTRUCTION PLAN - GROUND FLOOR c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISE WASHINGTON 111, LTD C-27769EXP. 5-31-19M A R K C. GILESLI C ENSED ARCHITECTSTATE OF CALI FORN IA CITY APPROVAL: 11-29-18 City Rev.1 02-05-19 Rev.#22 05-20-19 Rev.#33 06-20-19 Rev.#44 NORTH1A1.1CONSTRUCTION PLANSCALE: 3/16" =1'-0"1. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION2. PAINT ALL TRIMS, PIPE GUARDS, DOOR DRIP FLASHING, AND ALLAPPURTENANCES TO MATCH ADJACENT WALL SURFACE.3. FINISHES ARE ALSO REQUIRED AT PORTIONS OF INSIDE FACE OFPARAPETS EXPOSED TO PUBLIC VIEW4. PROVIDE A TYPICAL MOCK UP SECTION OF THE PAINTED PLASTERWALL COLORS, ROOF EAVE FOR ARCHITECT / OWNER REVIEW PRIORTO CONSTRUCTING4. RETURN ALL REVEALS AT OPEN / VISIBLE AREAS AND ENDS5. ADDITIONAL CONTROL AND EXPANSION JOINTS MAY BE REQUIREDWHERE NOT EXPRESSLY SHOWN; PROVIDE CONTROL OR EXPANSIONJOINTS SPACED AND INSTALLED PER PORTLAND CEMENT PLASTER /STUCCO MANUAL, EB049, ASTM C1063 AND C926 REQUIREMENTSCONSTRUCTION NOTES:DOOR REFERENCE NUMBERSEE DOOR SCHEDULESHEET 1/A9.1FLOOR PLAN LEGEND:STOREFRONT TYPESEE WINDOW ELEVATIONSHEET 2/A9.1####EXISTING WALL TO REMAINNEW WALLFINISH FLOORKEYNOTES:1LEASELINEEXISTING COLUMNEXISTING EXTERIOR WALLEXISTING DOOREXISTING SOFFIT OR CANOPY ABOVEEXISTING FIRE RISER CLOSET & ACCESS PANELEXISTING CONCRETE SLAB - FLOOR FINISH BYOTHERSEXISTING DEMISING WALLNEW STOREFRONT DOORS AND GLAZING - SEESHEET A5.1 FOR MORE INFOEXISTING SALVAGED CANOPY, CUT ANDINSTALLED PER NEW DESIGN. SEE STRUCT.DWGSNEW CANOPY ABOVE TO MATCH EXISTINGNEW WALL PER STOREFRONT DESIGN. SEESTOREFRONT ELEVATIONS ON A5.1 ANDSTOREFRONT SECTIONS ON A6.1NEW DEMISING WALL - SEE WALL TYPEEXISTING SWITCHGEAR - SEE ELEC. DWGS FORNEW SUB-METER REQUIREMENTSNEW DOOR - SEE DOOR SCHEDULENEW 24"x36" ROOF HATCH W/ WALL MOUNTEDLADDERLINE OF (E) ROOF TRUSS ABOVE - SHOWNDASHED FOR REFERENCE23456789101112131415#WALL TYPESEE SHEET A9.116173307/01/2019BCOM2018-0041REVISION 1 - ADD ROOFLADDER WITH ENCLOSUREAND GUARD SYSTEM. 1A6.13A6.12A6.12A6.13A6.14A6.1111223333444465511115127778899111388912121212S L O P E 1 / 4 " : 1 ' - 0 " M I N . S L O P E 1 / 4 " : 1 ' - 0 " M I N .SLOPE 1/4" : 1'-0" MIN.SLOPE1/4" : 1'-0" MIN.32'-1 1/2"22'-5 1/2"8'-4 1/2"15'-8"19'-11"9'-11 1/2"12'-0"12'-1 1/2"9'-11 1/2" V.I.F.1415ADJACENT ROOF(NOT PART OF SCOPE)SLOPE1/4" : 1'-0" MIN.SLOPE 1/4" : 1'-0" MIN.EXISTING RIDGE1A6.1SIM.16A9.28A9.28A9.28A9.28A9.217A9.220'-5 1/2"T.O. SHT'G19'-5 1/2"T.O. SHT'G20'-5 1/2"T.O. SHT'G19'-5 1/2"T.O. SHT'G23'-0" A.F.F.23'-0" A.F.F.PARAPETTOP OF19'-5 1/2"T.O. SHT'G23'-0" A.F.F.T.O. PARAPET27'-0" A.F.F.T.O. PARAPETT.O. PARAPET23'-0" A.F.F.T.O. PARAPET27'-0" A.F.F.T.O. PARAPET27'-0" A.F.F.T.O. PARAPET27'-0" A.F.F.T.O. PARAPET27'-0" A.F.F.T.O. PARAPET23'-0" A.F.F.T.O. PARAPET23'-0" A.F.F.T.O. WALL23'-0" A.F.F.T.O. WALL9A9.219A9.2ADJACENT ROOF(NOT PART OF SCOPE)16A1.2 CONSTRUCTION PLAN - ROOF c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISE WASHINGTON 111, LTD C-27769EXP. 5-31-19M A R K C. GILESLI C ENSED ARCHITECTSTATE OF CALI FORN IA CITY APPROVAL: 11-29-18 City Rev.1 02-05-19 Rev.#22 05-20-19 Rev.#33 06-20-19 Rev.#44FLOOR PLAN LEGEND:EXISTING WALL TO REMAINNEW WALLFINISH FLOORNORTH1A1.2ROOF PLANSCALE: 3/16" =1'-0"1. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION2. PAINT ALL TRIMS, PIPE GUARDS, DOOR DRIP FLASHING, AND ALLAPPURTENANCES TO MATCH ADJACENT WALL SURFACE.3. FINISHES ARE ALSO REQUIRED AT PORTIONS OF INSIDE FACE OFPARAPETS EXPOSED TO PUBLIC VIEW4. PROVIDE A TYPICAL MOCK UP SECTION OF THE PAINTED PLASTERWALL COLORS, ROOF EAVE FOR ARCHITECT / OWNER REVIEW PRIORTO CONSTRUCTING4. RETURN ALL REVEALS AT OPEN / VISIBLE AREAS AND ENDS5. ADDITIONAL CONTROL AND EXPANSION JOINTS MAY BE REQUIREDWHERE NOT EXPRESSLY SHOWN; PROVIDE CONTROL OR EXPANSIONJOINTS SPACED AND INSTALLED PER PORTLAND CEMENT PLASTER /STUCCO MANUAL, EB049, ASTM C1063 AND C926 REQUIREMENTSCONSTRUCTION NOTES:KEYNOTES:1LEASELINEEXISTING SINGLE PLY ROOFING & STRUCTURALSUPPORTEXISTING R.T.U. UNITS. SEE MECHANICAL DWGSFOR MORE INFOEXISTING ROOF DRAINAGE. SEE PLUMBINGDWGS FOR MORE INFOEXISTING CRICKET TYP., UNLESS NOTEDOTHERWISEEXISTING ROOF HATCH TO REMAIN AND BEWELD SHUT. PROVIDE BURGLAR BARS PERDETAILCANOPY BELOW - SEE ELEVATIONSEXISTING DOWNSPOUT OR ROOF DRAINEXISTING PANEL DOOR OR WALL LOUVEREXISTING PARAPET WALLNEW CRICKET PER DETAILNEW PARAPET WALL PER NEW PLAN AND WALLSECTIONSNEW ACCESS PANELNEW ROOF HATCH - SEE DETAILEXISTING MALL ROOF ACCESS PANEL23456789101112131415333BILCO BIL-GUARD HATCH RAILING SYSTEM OREQUAL. +42" HIGH. SEE DETAIL 19/A9.2ALUMINUM RAIL CONSTRUCTIION POWDERCOATED YELLOW. WITH SELF CLOSING ANDLATCHING GATE1 1/4" SCHEDULE 40 PIPE16407/01/2019 1. ALL HARDWARE SHALL BE FURNISHED AND INSTALLED BY THEGENERAL CONTRACTOR.2. THE BOTTOM 10" OF ALL DOORS EXCEPT AUTOMATIC AND SLIDINGSHALL HAVE A SMOOTH, UNINTERRUPTED SURFACE TO ALLOW THEDOOR TO BE OPENED BY A WHEELCHAIR FOOTREST WITHOUTCREATING A TRAP OR HAZARDOUS CONDITION.3.FUTURE TENANT TO PROVIDE A TACTILE AND BRAILLE SIGN WITHTHE WORD "EXIT" AT EACH GRADE LEVEL EXTERIOR EXIT DOORWIDTHTYPENO.HTDOORTHKFRAMEDOOR SIZEDR.DR.MATERIALHARDWAREDETAILPLT.DOOR SCHEDULEKICKREMARKSAADBL. 3'-0"7'-0"PER MANUF.ALUMALUM/GLASS112B / A9.1ALUMALUMINUMHMHOLLOW METALSCSOLID CORE4. THE MAXIMUM EFFORT TO OPEN THE DOORS TO COMPLY WITHC.B.C. SECTION 1133B.2.5 (MAXIMUM EFFORT TO OPERATE THEDOORS SHALL NOT EXCEED 5 LBS FOR EXTERIOR AND INTERIORDOORS AND 15 LBS FOR FIRE RATED DOORS)1STOREFRONT DOORS (ENTRY/EXIT) BLACK ANODIZED ALUM. FRAMEW/ GLASS DOORS5 / A9.1HEADJAMBSILLDOOR SCHEDULE NOTES:LEGEND:5.ALL LOCKS SHALL HAVE SMALL FORMAT INTERCHANGEABLECORES.MTLMETALTTEMPERED GLASSSSSTAINLESS STEELNO12A / A9.1DOOR TYPES:1PRCONTINUOUS HINGEHAGER; 780-224; BLACK1CYLINDERADAMS RITE; 4036; BLACK1CYLINDER GUARDADAMS RITE; MS4036; BLACK1TRIM STRIKEADAMS RITE; 4000; BLACK1THRESHOLD BOLTADAMS RITE; 4015; BLACK1HEADER BOLTADAMS RITE; 40851EXIT INDICATORADAMS RITE; 4089; BLACK1PRCONCEALED CLOSERLCN; 2030 SERIES; 6951 THRESHOLDPEMKO; 154D2PRDOOR PULLROCKWOOD; RM301-RM304; BLACK1 WEATHERSTRIPPINGHARDWARE SCHEDULE: (PROVIDE SPECS OR EQUAL)B101ADBL. 3'-0"7'-0"PER MANUF.ALUMALUM/GLASS13 & 4 / A9.1NO12A / A9.1102ADBL. 3'-0"7'-0"PER MANUF.ALUMALUM/GLASS18 / A9.1NO12A / A9.110312B / A9.112B / A9.1BDBL. 3'-0"7'-0"PER MANUF.HMHM29 / A9.1YES10 / A9.11049 / A9.12METAL SERVICE DOOR 1LOCKSETBEST LOCK : 9K SERIES-15D2CONT. HINGE (PAIR)IVE ; 5PB1; 6281CLOSERLCN ; 1461 HEAVY DUTY ARM2KICKPLATEIVE ; 8400 10"X1" LDW B4E; 6301WALL STOPIVE ; WS406 / 407CCV; 6301BOTTOM SWEEPNATIONAL GUARD; C607A1THRESHOLDNATIONAL GUARD; 4241 WEATHERSHIP (HEAD & JAMBS)C3'-0"7'-0"PER MANUF.HMHM29 / A9.1 (SIM.)YES10 / A9.11059 / A9.1 (SIM.)C ALUMINUM STOREFRONT SYSTEM:MANUFACTURER: KAWNEERPRODUCT: 451-TFINISH: BLACK6AA9.113A9.18'-0"2'-0"11A9.110'-0" (V.I.F.)EQEQ6'-0"EQ11'-9" (V.I.F.)4 EQ PANELS6'-4"EQ2'-0"6'-0" 8'-0"2'-0" 2'-0"6'-0"EQ10'-0" (V.I.F.)4 EQ PANELSEQ6'-0"EQEQ7'-9" (V.I.F.)EQ10'-0" (V.I.F.)4 EQ PANELSEQBLACK ANODIZED ALUM. FRAMEW/ GLASS DOORSBLACK ANODIZED ALUM. FRAMEW/ GLASS DOORSTYP.12A9.112A9.112A9.113A9.113A9.15A9.17A9.13A9.111A9.1TYP.4A9.16A9.18A9.16A9.1WINDOW NOTES:A9.1 DOOR / WINDOW SCHEDULES, WALL TYPE & DTLS c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISE WASHINGTON 111, LTD C-27769EXP. 5-31-19M A R K C. GILESLI C ENSED ARCHITECTSTATE OF CALI FORN IA CITY APPROVAL: 11-29-18 City Rev.1 02-05-19 Rev.#22 05-20-19 Rev.#33 06-20-19 Rev.#44 1A9.1DOOR AND HARDWARE SCHEDULESCALE: 1/4"=1'-0"2A9.1WINDOW ELEVATIONSSCALE: 1/4"=1'-0"4A9.1JAMB DETAILSCALE: 3"=1'-0"6A9.1JAMB DETAILSCALE: 3"=1'-0"8A9.1JAMB DETAILSCALE: 3"=1'-0"10A9.1DOOR SILL DETAILSCALE: 3"=1'-0"9A9.1DOOR HEAD/JAMB SIM. DETAILSCALE: 3"=1'-0"11A9.1TRANSOM HEAD DETAILSCALE: 3"=1'-0"12A9.1DOOR HEAD/SILL DETAILSCALE: 3"=1'-0"13A9.1WINDOW HEAD/SILL DETAILSCALE: 3"=1'-0"3A9.1JAMB DETAILSCALE: 3"=1'-0"5A9.1JAMB DETAILSCALE: 3"=1'-0"7A9.1JAMB DETAILSCALE: 3"=1'-0"1" INSULATED GLAZINGPER FINISH SCHEDULEOUTSIDEA. SILLSTOREFRONT SILLFRAMEALUM. FRAMING PERMANUF. - SEE WINDOWELEVATION & SPECS1" INSULATED GLAZINGPER FINISH SCHEDULESHIM AS REQ'DB. MULLION(E) CONCRETE DECK4 1/2"2 1/4"2"SEE ELEVATION INSIDESEE ELEVATION OUTSIDEA. DOOR SILLINSIDETHRESHOLD PERDOOR HARDWAREALUM. INTERMEDIATEFRAMING - SEEWINDOW ELEVATIONALUM. DOOR SILLFRAMEB. DOOR HEAD1" INSULATED GLAZINGSEE FINISH SCHEDULEDOOR OPENING PER ELEVATION 2 1/4" 2" 1/8" 1 1/8"4 1/2"2 1/8"10" (NOT TO SCALE)1" INSULATED GLAZEDDOOR - SEE DOORSCHEDULE3 5/8"3 1/2"3 1/2"1 3/4"1" INSULATED GLAZINGSEE FINISH SCHEDULEALUM. JAMB PERWINDOW ELEVATION &SPECSOUTSIDEINSIDEALUM. DOOR PER DOORSCHEDULEMEETING STILES@ DOUBLE DOORS1" INSULATED GLAZINGSEE FINISH SCHEDULESTIFFENER AS REQ'D1" INSULATED GLAZINGSEE FINISH SCHEDULEALUM. VERTICALMULLION PER WINDOWELEVATION & SPECSOUTSIDEALUM. JAMB PERMANUF.2"2"4 1/2"PER ELEVATIONA. JAMB (TYP)B. VERTICAL MULLION (TYP)SEALANT & BACKER RODEXISTING COLUMNSEE STRUCT. DWGS2" x 6" WD STUDS @16" O.C. W/ R-19BATT INSULATIONMTL PLASTER STOP7/8" THK MIN. 3 COATCEMENT PLASTER OVEREXPANDED MTL LATH &2 LAYERS TYPE "D"BUILDING PAPERW.P.MEMBRANE TO LAPFRAMINGSHIM AS REQ'DSEALANT & BACKER RODOUTSIDESEE STRUCT. DWGSFOR WOOD HEADERDETAILS1" INSULATED GLAZINGPER FINISH SCHEDULEALUM. HEAD FRAMINGPER MANUF. SEE SPECSAND ELEVATION4 1/2"2"INSIDESEE ELEVATION 1/4" DRIP SCREEDFINISH BY OTHERS2" x 6" WD STUDS @16" O.C. W/ R-19BATT INSULATIONMTL PLASTER STOPSHIM AS REQ'DSEALANT & BACKER ROD7/8" THK MIN. 3 COATCEMENT PLASTER OVEREXPANDED MTL LATH &2 LAYERS TYPE "D"BUILDING PAPERW.P.MEMBRANE TO LAPFRAMING3 5/8"3 1/2"3 1/2"2"ALUM. DOOR W/1" INSULATED GLAZINGSEE DOOR SCHEDULEALUM. JAMB PERWINDOW ELEVATION &SPECSOUTSIDEINSIDEMEETING STILESSTIFFENER AS REQ'D4 1/2"SHIM AS REQ'D. SEALANTAND BACKER RODBOTH SIDES16 GA. BRAKE METALCLADDING. COLOR TOMATCH WINDOW FRAME.JOINT TO LINE UP W/PANEL CENTERLINESEXISTING COLUMNSEE STRUCT. DWGSALUM. JAMB PERWINDOW ELEVATION &SPECSALUM. JAMB PERWINDOW ELEVATION &SPECS W/ 1" INSULATEDGLAZINGOUTSIDEINSIDE4 1/2"SHIM AS REQ'D.SEALANT & BACKER RODBOTH SIDES16 GA. BRAKE METALCLADDING. COLOR TOMATCH WINDOW FRAME.JOINT TO LINE UP W/PANEL CENTERLINESEXISTING COLUMNSEE STRUCT. DWGS2"2"1" INSULATED GLAZINGSEE FINISH SCHEDULEOUTSIDEALUM. JAMB PERMANUF.4 1/2"SEALANT & BACKER RODNEW POST - SEE STRUCT.DWGSMTL PLASTER STOP7/8" THK MIN. 3 COATCEMENT PLASTER OVEREXPANDED MTL LATH &2 LAYERS TYPE "D"BUILDING PAPERW.P.MEMBRANE TO LAPFRAMINGSHIM AS REQ'D3 5/8"3 1/2"3 1/2"2"INSIDE16 GA. H.M. FRAMEMITER CORNERJOINTS AND WELDSON EXPOSED SURFACESMOOTH, FLUSH ANDNEAT. SHOP PRIMEAND FIELD PAINTWD HEADER. SEESTRUCTURAL DWGS"Z" ANCHORS MIN. 3PER JAMB, 2 PERHEAD. SCREWTO STRUCTURALBEAMDOOR PER SCHEDULER-19 BATT INSULATIONFINISH BY TENANTEXTERIORINTERIOR1/2"2"STUDSEE PLAN1/2"22 GA. GI FLASHINGAND DRIP7/8" THK MIN. 3 COATCEMENT PLASTER OVEREXPANDED MTL LATH &2 LAYERS TYPE "D"BUILDING PAPER OVERPLYWOOD SHEATHINGSEE STRUCT. DWGSEXPANSION JT FILLERAND SEALANT BELOWTHRESHOLD (TYP)SOLID CORE DOOR PERSCHEDULEEXTERIORINTERIORALUMINUM THRESHOLD1/2" MAX. 1/4"CONT.ALUMINUMDRIP AND WEATHERSTRIPSET THRESHOLD INBED OF SEALANTEXISTING CONCRETESLAB / WALKWAYCONTINUOUS ALUM.JAMB UP TO OPENINGTO SUPPORT WINDOWCLERESTORY ABOVEOUTSIDEINSIDE4 1/2"SHIM AS REQ'D.SEALANT & BACKER RODBOTH SIDES16 GA. BRAKE METALCLADDING. COLOR TOMATCH WINDOW FRAME.JOINT TO LINE UP W/PANEL CENTERLINESEXISTING COLUMNSEE STRUCT. DWGSPER PLANPER PLAN2"2"2x WD STUD BOX W/METAL CLADDING2"DOOR PER SCHEDULE12" MIN.6" x 1 1/4" x 20 GA METALSTUDS AT 16" AT FULLHEIGHTBOTTOM TRACK SAME GA.AS WALL W/ MIN. 1" LONGFLANGESPOWER DRIVENFASTENERS @ 24" O/C -"HILTI" "DS" PINS OR EQ. -ICBO REPORT NO. ESR 1663FIN. FLOORR-11 BATT INSULATION5/8" TYPE 'X' GYPSUM BDON BOTH SIDES TAPED,SANDED, READY TOPAINTA.SILLTENANT #2(SEE PLAN)1/2"2"3/4"PLYWOOD ROOF SHEATHINGMETAL 'J' MOLD, TYP.PROVIDE 2X BLOCKING @24" O.C. BETWEEN EXIST.JOISTSTYPE 'X' GYP. BD. BOTHSIDES - DO NOT FASTENGYP. BD. TO SLOTTEDTRACK20 GA. CONT. SLOTTEDTOP TRACK WITH (2) #10SCREWS AT 16" O.C. TOBLKG.ADDED 6"X6" BLOCKING W/"U" HANGERS BTW TRUSSES(4"X6" OPTIONAL)TENANT #1(SEE PLAN)B. HEAD(WALL PARALLEL TOJOISTS)PROVIDE MIN. 1/2" FIRECAULKING BOTH SIDES OFWALL BTW GYP. BD ANDBOTTOM OF DECKUL-U4151-HOUR FIRE RATED WALLAWALL TYPESCALE: 3"=1'-0"113307/01/2019 COVER LINERRED VINYL GRIPSAFETY POSTROOF FLASHINGGASKET2 1/4"2 1/4"3 1/2"3 1/2"3'-0"7 1/2" 1'-0"1" RIGID FIBERBOARDINSULATION AROUNDOUTSIDE OF CURBHINGE70°1" FIBERGLASSINSULATIONTHROUGHOUT COVERSPRING LATCH WITH INSIDE-OUTSIDEHANDLES AND PADLOCK HASPAUTOMATIC HOLD OPEN ARM ANDCOVER RELEASECURB WITH INTEGRALCAPFLASHING2X FRAMINGSEE STRUCT.CONT. CAN'T STRIPLIFTING MECHANISMHOUSINGCOMBINATION LOCKSTRIKE ANDPADLOCK HASPLADDERCOVERBILCO BIL-GUARD HATCH RAILINGSYSTEM OR EQUAL.ALUMINUM RAIL CONSTRUCTIIONPOWDER COATED YELLOW. WITH SELFCLOSING AND LATCHING GATE1 1/4" GRADE B SEAMEDSTEEL PIPE42"ABOVE THEDECKALUMINUM POST HINGESTAINLESS STEELTORSION RODSELF CLOSING GATEALUMINUM GATE HINGESTEEL CORNER BRACKETS(HOT DIP GALVANIZED)ALUMINUM POSTSUPPORTS> 21" OPENINGA9.2 EXTERIOR DETAILS c , CITY SUBMITTAL 11/29/201875-18725-01 SUBMAJOR 5 REDESIGN 46-630 WASHINGTON ST, LA QUINTA CA 92253 10-26-2018 Architecture Engineering Planning Interiors 2018 DLR Group inc., a California corporation, ALL RIGHTS RESERVED. SHELL REMODEL & TENANT REDEMISE WASHINGTON 111, LTD C-27769EXP. 5-31-19M A R K C. GILESLI C ENSED ARCHITECTSTATE OF CALI FORN IA CITY APPROVAL: 11-29-18 City Rev.1 02-05-19 Rev.#22 05-20-19 Rev.#33 06-20-19 Rev.#444A9.2ROOF DETAILSCALE: 1 1/2"=1'-0"3A9.2ROOF DETAILSCALE: 1 1/2"=1'-0"7A9.2ROOF DETAILSCALE: 3"=1'-0"12" SQ. X 1/2" THK. PLATEWITH 4-5/8"Ø THRU BOLTSTO WOOD BM OR 6 X BLKG.7/8" THK MIN. 3 COAT CEMENTPLASTER OVER EXPANDEDMTL LATH & 2 LAYERSTYPE "D" BUILDING PAPER1-1/2" Ø THREADED ROD@8'-0" O.C. MAX.WATERTIGHT CAULKINGAROUND WOOD TRELLIS TYP.5/8"Ø BOLT WELDED TOSTEEL BM. , COUNTERSUNKNUT & WASHER SEALED TOPWITH WOOD PUTTY - SEESTRUCT DWGS FOR MOREINFO8 X WOOD TRELLIS @ 18" O.C.2X @ 16" O.C.WD.BEAM PERSTRUCTURALSTOREFRONTGLAZING - SEE WINDOWSCHEDULE & DETAILSINTERIOR FINISHBY OTHERS8"5'-10"1"2'-0"TUBE STEEL PER STRUCT.LINEAR SOFFITVENT WHEREOCCURSPLYWOOD SHEATHINGSEE STRUCT. DWGS1A9.2CANOPY DETAILSCALE: 1 1/2"=1'-0"2A9.2ROOF DETAILSCALE: 1 1/2"=1'-0"6" 6 1/2" FLASHING 2"PTD GALVANIZED MTL CAPFLASHING OVER CONT. ALUM.CLEATSEALANT7/8" THK MIN. 3 COAT CEMENTPLASTER OVER EXPANDEDMTL LATH & 2 LAYERS TYPE'D' BUILDING PAPER1X P.T. NAILER2 LAYERS TYPE 'D' BUILDINGPAPER OVER PLYWOOD LEDGEPRE-FINISHED CAPFLASHING OVERCONT. ALUM. CLEATMTL PLASTER STOPPTD GALVANIZED MTL CAPFLASHING OVER CONT. ALUM.CLEATPLASTER STOP7/8" THK MIN. 3 COAT CEMENTPLASTER OVER EXPANDEDMTL LATH & 2 LAYERS TYPE'D' BUILDING PAPERBUILT-UP ROOFING OVERPLYWOOD SHEATHINGBASE FLASHING EXTEND UPAND UNDER BASE SHEET6" BASEFLASHING6" LAP 12" MIN.FIBER CANT STRIP7/8" EXT. CEM. PLASTER (3COATS) OVER SELF-FURRINGDIAMOND MESH OVER 2LAYERS OF GRADE 'D' PAPERNOTE:DETAIL REPRESENTS GENERAL DESCRIPTION OF THE PROPOSED ROOF FLASHING SYSTEM,CONSULT MANUFACTURER FOR RECOMMENDED PROCEDURES.1'-0" MIN. ABOVE TOP OF CRICKET/CANT STRIP6"BASEFLASHING LAPPLYWOOD SHEATHINGGALV.SHEET METALCOUNTERFLASHING SYSTEMBASE FLASHING EXTEND UPAND UNDER BASE SHEET4" FIBER CANT STRIPBUILT-UP ROOFINGSYSTEM OVERPLYWOOD SHEATHINGGALV SHEET METALCOUNTERFLASHING SYSTEMPLYWOOD SHEATHINGBUILT-UP ROOFING SYSTEMLAP UNDER FLASHINGSHAPE CANT STRIP TO FIXIRREGULAR CORNERMODIFIED BITUMENBASE FLASHINGPLYWOOD OVER 2X4CRICKET FRAMING8" MIN. BASE FLASHING 1'-0" MIN. ABOVE TOP OF CRICKET/CANT STRIP VARIESMAINTAIN 3/4" PER FT. SLOPE2X BLOCKING2"x6" WD STUDS @ 16" O.C.W/ R-19 BATT INSULATIONMATCH (E)FINISH BY OTHERS2x P.T. SILL PLATE &ANCHOR BOLT - SEESTRUCT. DWGS7/8" THICK MIN. 3-COATCEMENT PLASTER OVEREXPANDED MTLLATH & 2 LAYERS TYPE "D"BUILDING PAPERWATERPROOFMEMBRANE OVERPLYWOOD SHEATHINGPLASTER STOP WEEPSCREEDPRE-MOLDEDEXPANSIONJOINT FILLEREXTERIORINTERIOREXTERIOR3" (V.I.F.) MATCH EXISTING INTERIOR7/8" THICK MIN. 3-COATCEMENT PLASTER OVEREXPANDED MTLLATH & 2 LAYERS TYPE "D"BUILDING PAPER1-PIECE CONTROL JOINTSCREED BY FRY REGLETPCS-75-200 2 PC PAINTTO MATCH STUCCOBUILDING PAPER ON EXT.GRADE SHEATHING - MAINTAIN1/8" GAP BETWEEN SHEETSAT ALL HORIZ. AND VERTICALJOINTSSEPARATE LATH AT ALL CONTROLJOINT LOCATIONSEXTERIORINTERIORBUILDING PAPER ON EXT.GRADE SHEATHING - MAINTAIN1/8" GAP BETWEEN SHEETSAT ALL HORIZ. AND VERTICALJOINTS7/8" THICK MIN. 3-COATCEMENT PLASTER OVEREXPANDED MTLLATH & 2 LAYERS TYPE "D"BUILDING PAPERDOUBLE-V CONTROL JOINTPAINT TO MATCH STUCCOSEALANTNEW STONE VENEEROVER 1" MORTAR BEDNEW WATERPROOFMEMBRANE OVEREXIST. PLYWOODSHEATHINGWEEP HOLESNEW SEALANT &BACKER RODGALV. SHEET METALFLASHING EXTEND4" BELOWFINISH FLOOREXIST. 2"x6" WD STUDS @ 16" O.C. W/ R-19BATT INSULATIONFINISH BY OTHERS2x P.T. SILL PLATE &ANCHOR BOLT - SEESTRUCT. DWGSPRE-MOLDED EXPANSIONJOINT FILLER1/2"NEW WATERPROOFMEMBRANE OVER EXIST.PLYWOOD SHEATHINGNEW MTL PLASTER STOPSEALANT & BACKER RODNEW ANCHORED STONEVENEER OVER 1" MORTARSETTING BEDNEW CLR ANODIZEDMETAL PLASTER CHANNELSCREENEXIST. CEMENT PLASTEROVER EXPANDEDMETAL LATH7/8" THICK MIN. 3-COATCEMENT PLASTER OVEREXPANDED MTLLATH & 2 LAYERS TYPE "D"BUILDING PAPER2" WD STUDS FRAMING PERSTRUCT. DWGSWATERPROOFMEMBRANE OVERPLYWOOD SHEATHINGHEADER PER STRUCT. DWGSMTL CORNER BEAD, TYP.CONT. METAL DRIP EDGESEALANT(4)x 5/8" DIA. THRU BOLTS12" SQ. x 1/2" STEEL PLATEGUSSET W/ 5/8" DIA. BOLTTO GUSSETWELD PER STRUCT. DWGS4" SQ. x 3/8"METAL CLEVIS & THREADEDROD PER STRUCT. DWGSTO MATCH EXIST.BEAM PER STRUCT. DWGS7/8" THK MIN. 3 COAT CEMENTPLASTER OVER EXPANDEDMTL LATH & 2 LAYERSTYPE "D" BUILDING PAPERPLYWOOD SHEATHINGSEE STRUCT. DWGSNOTE:DETAIL REPRESENTS GENERALDESCRIPTION OF THE PROPOSEDROOF FLASHING SYSTEM, CONSULTMANUFACTURER FOR RECOMMENDEDPROCEDURES.SEALANT AROUND OPENINGEXIST. 7/8" THK MIN. 3 COATCEMENT PLASTER OVEREXPANDED MTL LATH & 2LAYERS TYPE 'D' BUILDINGPAPERMTL PLASTER STOPBUILT-UP ROOFING SYSTEMLAP UP AND UNDER FLASHINGGALVANIZED SHEET METALCOUNTERFLASHING SYSTEMMETAL ACCESS DOOR, SET INMASTIC - SIZE TO MATCH EXIST.HARDWARE:NYSTROM XT SERIES - 20 GA.GALVANIZED STEEL DOOR PANELSWITH 2 DUAL-ACTION HINGE. PAINTDOOR TO MATCH ADJACENT WALLSURFACESPTD GALVANIZED MTL CAPFLASHING OVER CONT. ALUM.CLEAT7/8" THK MIN. 3 COAT CEMENTPLASTER OVER EXPANDEDMTL LATH & 2 LAYERS TYPE'D' BUILDING PAPER - ALIGNFINISH W/ EXISTING BELOWMTL PLASTER STOPEXISTING BUILT-UP ROOFINGOVER PLYWOOD SHEATHINGEXISTING BASE FLASHINGEXTENDED UP AND UNDERBASE SHEETEXISTING FIBER CANT STRIPNEW WD STUD WALL ANDDOUBLE PLATES TO ALIGN W/EXISTING - SEE STRUCT. DWGSEXISTING STUCCO WALL BEHIND -REMOVE ONLY AS REQUIRED FORNEW WORK1/2" PLYWOOD OVER TREATEDBLOCKING AS REQ'DPLYWOOD SHEATHING - SEE STRUCT.NEW WD STUD PER STRUCT.8A9.2ROOF DETAILSCALE: 1 1/2"=1'-0"9A9.2ROOF DETAILSCALE: 1 1/2"=1'-0"10A9.2EXTERIOR WALL DETAILSCALE: 3"=1'-0"11A9.2EXTERIOR WALL DETAILSCALE: 3"=1'-0"12A9.2EXTERIOR WALL DETAILSCALE: 6"=1'-0"13A9.2EXTERIOR WALL DETAILSCALE: 6"=1'-0"14A9.2EXTERIOR WALL DETAILSCALE: 6"=1'-0"15A9.2EXTERIOR SOFFIT DETAILSCALE: 3"=1'-0"16A9.2EXTERIOR DETAILSCALE: 1 1/2"=1'-0"2"#6 BARS @ 6" O.C.#6 CROSS BARS @ 12" O.C.1/4" x 2 1/2" STEEL ANGLEATTACHED TO JOISTSWITH 1/2" M.B. @ 18" O.C. MIN.2 M.B. @ EACH SIDE BAR17A9.2BURGLAR BAR DETAILSCALE: 3"=1'-0"26"AB30"42"(PLATFORM ANDHANDRAILS OMITTEDFOR CLARITY)+/- 7' (20' MAX.) VERIFY IN FIELD(AVAILABLE RANGE 60° TO 70°)TOE BOARDS1/4" X 2" X 3"FLOOR BRACKETS(TYP. 4)Ø 3/8"5" X 2" X 3/16"ALUMINUMCHANNEL(6005-T5)PLAN VIEWSIDE VIEWFRONT VIEWNOTES:1.SHIPS LADDER CROSSOVER(LADDER WITH LANDING ANDRETURN LADDER) BY'PRECISION LADDERS, LLC' OR EQUAL.2.INSTALLATION TO BE COMPLETED INACCORDANCE WITHMANUFACTURER'S SPECIFICATIONS.3.DO NOT SCALE DRAWING.4.THIS DRAWING IS INTENDED FORUSE BY ARCHITECTS, ENGINEERS,CONTRACTORS, CONSULTANTS ANDDESIGN PROFESSIONALS FORPLANNING PURPOSES ONLY.PROVIDE SHOP DWGS FOR REVIEW.5.VERIFY IN FIELD ROOF LEVELS TODETERMINE PROPER HEIGHT OFBOTH SIDES OF SHIP LADDER.AS REQ'D6 1/2" MIN. 12" MAX.4" MIN.VARIESINTERNALALUMINUMFITTINGS1 1/4" SCH 40ALUMINUM PIPEHANDRAIL (6005-T5)BOTH SIDES63°TYP.23 3/4"MANUFACTURER NOTES:1. ALL BOLTS / FASTENERS NECESSARYTO ANCHOR LADDER ARE BY OTHERS.1-1/8"4"5-3/16"1/4"2-1/2"2"4-3/4"3 1/2"BRACKET WELDEDTO INSIDE OFSTRINGER1 1/4" X 1 1/4" X 1/4"ANGLE WELDED TOTREADTREAD WELDED ANDBOLTED TO STRINGERWITH 1/4" ROUND HEADBOLTSØ 3/8"A - MOUNTING BRACKET(6005-T5)B - ALUMINUM TREAD(6005-T5)18A9.2SHIP LADDER DETAILSCALE: NOT TO SCALE1119A9.2ROOF DETAILSCALE: 3/4"=1'-0"3NOT USED319A9.2ROOF HATCH RAILING DETAILSCALE: 3/4"=1'-0"407/01/2019 GLB 6 3/4x31 1/2 8 S3.2 6 S3.2 13 S3.2 7 S3.2 GLB 6 3/4x31 1/2GLB 6 3/4x31 1/2 7'-0"7'-0"(E) 39" TJW @ 32" O.C.(E) DOUBLE 39" TJW(N) 3½x16 LSL 1.55E(E) 39" TJW @ 32" O.C.(E) DOUBLE 39" TJW(E) 39" TJW @ 32" O.C.(E) 39" TJW @ 32" O.C.(N) 3½x16 LSL 1.55EA B C D 1 2 3 GLB 5 1/8x21 C=1"2x82x8GLB 5 1/8x21 C=1" 3 S2.1 3 S2.1 7 S2.1 2 S2.1 11 S3.2 1 S2.1 7 S2.1 11 S3.2 BRACE BRACE (E) HDR: 6X14 6 S2.1 O.H. HDR: 6X12 (E) HDR: 6X14 5 S2.114 S3.2 (E) HDR: 6X14(E) HDR: 6X14 14 S3.2 HDR: 6X12 15 S3.2 15 S3.2 HSS10x4x3/16HSS10x4x3/16 (E) 6x8 HDR (E) 6x8 HDR (E) 6x6 HDR(E) ROOF HATCH, LOCATION PER ARCH (N) ROOF HATCH, LOCATION PER ARCH 16 S3.2 2X4 2X42X4 A B C 1 9 S3.2 9 S3.2 3 S2.1 3 S2.1 7 S2.1 2 S2.1 1 S2.1 7 S2.1 LEGEND AND SYMBOLS: INDICATES WOOD POST BELOW INDICATES SPAN DIRECTION INDICATES EXTENT OF ELEMENT HDR INDICATES (N) STUD WALL INDICATES (E) STUD WALL C=#INDICATES CAMBER IN BEAM INDICATES HEADER PER PLANS FRAMING NOTES: 1. FOR GENERAL NOTES AND TYPICAL DETAILS SEE SHEETS S0.X SERIES. GENERAL NOTES & TYPICAL DETAILS APPLY TO ALL PARTS OF THE WORK EXCEPT WHERE SPECIFICALLY DETAILED OR U.N.O. 2. VERIFY ALL DIMENSIONS, ELEVATIONS, SLAB EDGES, SLAB DEPRESSIONS, SLAB OPENINGS, CURBS, FOOTING, PENETRATIONS, WALL OPENINGS WITH ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL & CIVIL DRAWINGS. 3. FOR ALL DIMENSIONS & ROOF SLOPES SEE ARCHITECTURAL DRAWINGS. 4. PLYWOOD ROOF SHEATHING: 1/2" NOMINAL SHEATHING PER GENERAL NOTES. BLOCK ALL PANEL EDGES, AND NAIL PER DIAPHRAGM MARK 2 PER EXISTING DRAWINGS, U.N.O.SHEET NUMBER:Architecture Engineering Planning Interiors(Project Number)(Date)CITY SUBMITTAL11/29/2018SHELL REMODEL &TENANT REDEMISEWASHINGTON 111, LTDCITY APPROVAL:U TR KREGISTER EDPROFESSIONAL ENGINEERAINROFILACFOETATSNo. S-5432 RUC T U M .F SCH ERI TS R A L KURT FISCHER STRUCTURAL ENGINEERING 17547 VENTURA BLVD. #302 ENCINO, CA 91316 818.874.1445 MZ@KFSENG.COM PROJECT # 18218.00 11-29-18 City Rev.10-26-18105-20-193S1.275-18725-01SUBMAJOR 5 REDESIGN46-630 WASHINGTON ST, LA QUINTA CA 92253ROOF PLAN 3/16" = 1'-0"S1.2 1 ROOF PLAN 3/16" = 1'-0"S1.2 2 TOWER FRAMING PLAN 1 1 1 3 05-20-19 Rev.#3306-20-19 Rev.#4407/01/2019 AWITH COLUMN CAP B A B B A B 4" BEARING (E) NAILER TO BE CUT TO ALLOW PLACEMENT OF BEAM NEW BEAM PER PLANS DTT2Z (E) BLOCKING TO BE CUT TO ALLOW FOR PLACEMENT OF BEAM EXTEND NEW STUDS FROM BELOW IF BEAM CONFLICTS WITH EXISTING CONTINUOUS STUDS DTT2Z 5-16d 2-16d 16d@12"O.C. 2-2x DTT2Z 2-2x PL1/4x12x1'-0" w/ 4-SDS25600 ON A 9"x9" GRID SEE FOR MORE INFO/1 S2.1 1/2" CDX SHEATHING w/ E.N.: 10d@6" O.C. F.N.: 10d@12" O.C. (E) SHEATHING 2x4 @ 16" O.C. 2x SILL PLATE A35 @ 24" O.C. ALTERNATING SIDES w/ #10 SPAX INTO SHEATHING NEW JOIST PER PLANS NEW JOIST PER PLANS HU412 (E) ROOF GIRDER PER PLANS (E) SPACER (E) ROOF SHEATHING A35 @ 24" O.C. ALTERNATING SIDES w/ #10 SPAX INTO SHEATHING 1/2" CDX SHEATHING w/ E.N.: 10d @ 6" O.C. F.N.: 10d @ 12" O.C. (E) ROOF JOIST. 1/2" CDX SHEATHING w/ E.N.: 10d @ 6" O.C. F.N.: 10d @ 12" O.C. LTP4 @ 24" O.C. RIM JOIST TO MATCH (E) ROOF JOIST SIMPSON "ECC" PER PLAN SIMPSON "CC" WOOD POST PER PLAN WOOD BEAM SPLICE WHERE REQUIRED STRAP PER PLAN OR ST 122 WHERE NOT NOTED WOOD BEAM PER PLAN 8"(E) SLAB AND FOOTING SEE FOR MORE INFORMATION /1 S3.2 BENT #4 DOWELS @ 16" O.C. w/ 4" EMBEDMENT w/ ADHESIVE ANCHORAGE PER GENERAL NOTES. #4 DOWELS @ 16" O.C. w/ 4" EMBEDMENT w/ ADHESIVE ANCHORAGE PER GENERAL NOTES. #4 CONT.EMBED 1'-0" MINHOLDOWN PER PLAN SHT'G PER SWS WHERE OCCURS OR PER PLAN STUD WALL PER PLAN SILL & ATTACHM'T PER SWS E.N. A.B. PER HOLDOWN SCHED (5/8"Ø MIN). DRILL & EPOXY WITH HILTI HY- HIT 200 (LARR 25964). MIN EMBED 12" 3" MIN, TYP.S.O.G. PER PLAN FLATWORK BY OTHERS6"1/2" CDX SHEATHING w/ E.N.: 10d @6" O.C. F.N.: 10d @ 12" O.C. 5/8ø L BOLT @48" O.C. w/ 7" EMBEDMENT INTO CURB #4 w/ STD HOOKS @16"O.C. PL5/16x3x3 #4 2-#5 w/ 3" CLR. CVR. TYP 1'-6"2'-0"HSS PER PLANS JOIST BEYOND PER PLANS TURNBUCKLE TO MATCH EXISTING w/ 1000# CAPACITY 1½"ø A36 THREADED ROD CLEVIS TO MATCH EXISTING CLEVIS w/ 1000# CAPACITY PL3/8 w/ 5/8"ø BOLT 1/4 JOIST PER PLANS 5/8"ø BOLT WELDED TO HSS BEAM. COUNTERSUNK NUT AND WAHSWER SEALED TOP WITH WOOD PUTTY 3/16 HSS COLUMN PER PLAN PL 5/8X6X0'-8" W/2-BENT #4X1'-0" (N) CONCRETE CHIP AWAY (E) EXISTING CONCRETE BUT (E) REINFORCING TO REMAIN. (E) CONCRETE (N) CONCRETE(E) CONCRETE 4"3/16 1/2" 1/4 PL1/4X1X0'-5" W/2-1/2"ØX5" LAG SCREWS (N) HDR PER PLANS (E) HEADER THAT IS TRIMMED TO MATCH STEEL ELEMENTS L4X4X1/2X0'-5" HSS COL PER PLANS 1/4 1/4 1" 2" 1 1/2" (E) SHEATING (N) 2X4X4-0" A34 @12" O.C. ALTERNATE BOTH SIDES W/SPAX HSS COL PER PLANS PL5/16X4X0'-5" PL3/8X5X0'-10" W/4-COS 25600 1/4 2X BLOCKING (E) TRUSS (N) 2X4 1 1/2"1"1" NOTCHED POST MATCHING POST BELOW - ENSURE FULL BEARING OF POST TO BEAM BELOW BEAM PER PLANS BEAM PER PLANS CAP CONNECTION A35 A352'-6"2'-6"CMST14 BOTH SIDES (OUTSIDE AND INSIDE), 33 - 10d NAILS TOP AND BOTTOM SIMPSON HU24TF W/ (2) 10d EA. SIDE OF BM (E) JOIST PER PLANS (N) OPENING SUPPORT BM PER PLAN (E) SHEATHING BEYOND (N) OPENING SUPPORT BM PER PLAN w/ SIMPSON LU24 EA. SIDE 10d @ 6" O.C. TYP SHEET NUMBER:Architecture Engineering Planning Interiors(Project Number)(Date)CITY SUBMITTAL11/29/2018SHELL REMODEL &TENANT REDEMISEWASHINGTON 111, LTDCITY APPROVAL:U TR KREGISTER EDPROFESSIONAL ENGINEERAINROFILACFOETATSNo. S-5432 RUC T U M .F SCH ERI TS R A L KURT FISCHER STRUCTURAL ENGINEERING 17547 VENTURA BLVD. #302 ENCINO, CA 91316 818.874.1445 MZ@KFSENG.COM PROJECT # 18218.00 11-29-18 City Rev.10-26-18105-20-193S3.275-18725-01SUBMAJOR 5 REDESIGN46-630 WASHINGTON ST, LA QUINTA CA 92253DETAILS 1" = 1'-0"S3.2 6 BEAM SUPPORT AT WALL 1 1/2" = 1'-0"S3.2 8 BEAM SUPPORT ELEVATION 1" = 1'-0"S3.2 10 HANGER BRACE SUPPORT CONNECTION 1" = 1'-0"S3.2 13 HIGH ROOF WALL CONNECTION 1 1/2" = 1'-0"S3.2 7 ROOF BEAM SUPPORT 1" = 1'-0"S3.2 9 ROOF DECK FRAMING 1" = 1'-0"S3.2 11 TYP. BEAM SUPPORT 1" = 1'-0"S3.2 2 NEW CURB AT NEW WALL 1" = 1'-0"S3.2 3 NEW HOLD-DOWN DETAIL 1" = 1'-0"S3.2 1 NEW WALL FOOTING DETAIL 1" = 1'-0"S3.2 12 TRELLIS DETAIL 1 1/2" = 1'-0"S3.2 5 NEW POST BASE PLATE DETAIL 3" = 1'-0"S3.2 14 HEADER COLUMN DETAIL 1 1/2" = 1'-0"S3.2 15 HSS POST TO ROOF CONNECTION 1" = 1'-0"S3.2 4 BEAM TO COLUMN FIELD DETAIL 1/2" = 1'-0"S3.2 16 NEW HATCH OPENING DETAIL 3 05-20-19 Rev.#3306-20-19 Rev.#4407/01/2019