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GENERAL CONSTRUCTION NOTES CONCRETE BLOCK MASONRY WOOD CONSTRUCTION
<br /> 1. ALL CONCRETE BLOCK UNITS SHALL BE MEDIUM WEIGHT GRADE 1. STRUCTURAL LUMBER SHALL BE GRADE-MARKED DOUGLAS FIR- DESIGN CRITERIA ,�
<br /> 1. ALL MATERIAL&WORKMANSHIP SHALL CONFORM THE REQUIREMENTS 'N', CONFORMING TO ASTM C-90. (fm= 1500PS1) LARCH PER STANDARD GRADING&DRESSING RULES#17 OF WEST
<br /> OF BOTH LOCAL&2019 CALIFORNIA BUILDING CODEE (C.B.C.)STANDARDS. ROOF LIVE LOADS = 20 PSF
<br /> COAST LUMBER INSPECTION BUREAU. GRADE WIND _
<br /> 2. CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND 2. ALL SLUMPED BLOCK UNITS SHALL BE GRADE"N", CONFORMING
<br /> CONDITIONS ON THE JOB SITE AND REPORT ANY ERRORS, OMISSIONS, TO ASTM C-90. (fm= 150OPS1) RAFTERS 2"TO 4"WIDE, UP TO 6"DEEP N0. 1 WIND DESIGN SPEED = 95 MPH Iv
<br /> OR POSSIBLE DISCREPANCIES TO THE ENGINEER PRIOR TO COMMENCING 2"TO 4"WIDE, 8"OR LARGER N0. 1 -
<br /> ANY WORK. SPECIAL CARE SHALL BE GIVEN TO THE SITE AND TO THE 3. CEMENT MORTAR SHALL CONSIST OF ONE PART CEMENT TO 3 1/2 JOISTS 2"TO 4"WIDE, 6"&DEEPER N0. 1 RISK CATEGORY - II
<br /> BUILDING LAYOUT THEREON. SAND TO 1/4 LIME PUTTY. CEMENT MORTAR SHALL ATTAIN A BEAMS, PURLINS OVER 4"WIDE N0. 1 WIND EXPOSURE = C
<br /> MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 2500 PSI AT SUB-PURLINS 2"TO 4"WIDE N0. 1 INTERNAL PRESSURE COEFFICIENT = 0.18
<br /> 3. THE CONTRACTOR SHALL PROVIDE SAFE AND ADEQUATE BRACES AND 28 DAYS. MORTAR SHALL BE TYPE M OR S. LEDGERS N0.2
<br /> CONNECTIONS TO SUPPORT THE COMPONENT PARTS OF THE STRUCTURE STUDS 2"x 4"OR 3"x 4" NO. 1 EARTHQUAKE
<br /> UNTIL THE STRUCTURE ITSELF (INCLUDING THE FLOOR AND ROOF 4. ALL CELLS CONTAINING HORIZONTAL OR VERTICAL REINFORCING STUDS 2"x 6" NO. 1 _
<br /> DIAPHRAGMS) IS COMPLETE ENOUGH TO ADEQUATELY SUPPORT ITSELF. STEEL, BOLTS, OR INSERTS SHALL BE GROUTED. WHERE REIN- POSTS NO. 1 RISK CATEGORY - II
<br /> FORCING STEEL, ETC., OCCURS IN OR ADJACENT TO MORTAR ©2017 STARBUCKS COFFEE COMPANY
<br /> JOINTS,THE CELLS ON EACH SIDE OF SAID STEEL, ETC., SHALL
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CHANGES SILLS, PLATES AND BLOCKING N0.2 SEISMIC IMPORTANCE FACTOR, le = 1.0
<br /> 4. OPTIONS, PROVIDED HEREIN,ARE FOR CONTRACTOR'S CONVENIENCE. BE GROUTED. WHERE BLOCK WALL IS RETAINING EARTH OR IN EXCEPTION TO THE ABOVE SHALL BE NOTED ON PLAN. SS = 0.727
<br /> CONTACT WITH EARTH,SUCH PORTION OF WALL SHALL BE
<br /> NECESSARY, SHALL COORDINATE ALL DETAILS, &SHALL OBTAIN S, = 0.284 STARBUCKS COFFEE
<br /> ALL REQUIRED APPROVALS. GROUTED SOLID. 2. SILLS OR PLATES BEARING ON CONCRETE OR MASONRY WHICH IS COMPANY
<br /> WITHIN 8"OF EARTH SHALL BE PRESSURE TREATED,OR EQUAL, SDS = 0.591
<br /> 5. COSTS OF ADDITIONAL DESIGN WORK NECESSITATED BY SELECTION OF 5. CLEANOUT OPENINGS SHALL BE PROVIDED AT BOTTOM OF ALL WOOD PER I.B.C. SILL PLATES SHALL BE BOLTED TO THE SDS SOUTH
<br /> = 0.385 2401 UTAH AVENUE SO
<br /> AN OPTION OR DUE TO ERRORS OR OMISSIONS IN CONSTRUCTION, SHALL VERTICALLY GROUTED CELLS IF GROUT EXCEEDS 4'-0". FOUNDATION WITH 5/8"DIAMETER x 10"BOLTS 4' 0"O.C. 12"MIN. SEATTLE, WASHINGTON 98134
<br /> UTH
<br /> BE BORNE BY THE CONTRACTOR. MAXIMUM GROUT LIFT IS 6' 0". FROM ENDS,OR 2 BOLTS MIN. PER PIECE.WHERE DIFFERENT SIZES SITE CLASS = D (206)318-1575
<br /> 6. WHERE DESIGN AND DETAILS OF PLATE GIRDERS, TRUSSES, ETC.,ARE TO 6. WALL SHALL BE GROUTED SOLID UNLESS SO SPECIFIED ON THE AND/OR SPACINGS ARE REQUIRED,THEY SHALL GOVERN. INSTALL SEISMIC DESIGN CATEGORY = D
<br /> BE PROVIDED BY FABRICATOR, CONTRACTOR SHALL SUBMIT CALCULATIONS PLANS. GROUT SHALL CONSIST OF 1 PART CEMENT,TO NOT MORE WITH 3"x 3"x 1/4"PLATE WASHER AT EACH ANCHOR BOLT. THESE DRAWINGS AND SPECIFICATIONS ARE
<br /> N PREPARED BY A CIVIL OR STRUCTURAL ENGINEER, TO THE ENGINEER THAN 3 PARTS SAND AND NOT LESS THAN 1 PART NOR MORE THAN DESIGN BASE SHEAR = CS x W CONFIDENTIAL AND SHALL REMAIN THE SOLE
<br /> ap AND TO THE BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. 2 PARTS PEA GRAVEL BASED ON DRY LOOSE VOLUMES. GROUT 3. PLACE 2"FIREBLOCKING IN STUD WALLS AT CEILING AND FLOOR PROPERTY OF STARBUCKS CORPORATION,
<br /> cV SHALL BE OF FLUID CONSISTENCY.APPROVED ADMIXTURES MAY LEVELS,AT EACH 10'HEIGHT OF STUDS,AND BETWEEN STAIR BASIC SEISMIC FORCE RESISTING SYSTEM = PLYWOOD SHEAR WALLS WHICH IS THE OWNER OF THE COPYRIGHT IN
<br /> NI 7. ANY DISCREPANCIES BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS BE ADDED TO GROUT MIX. GROUT SHALL ATTAIN A MINIMUM STRINGERS AT SUPPORTS. THIS WORK. THEY SHALL NOT BE
<br /> 0 AND/OR FIELD CONDITIONS MUST BE BROUGHT TO THE ATTENTION OF THE ULTIMATE COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. SEISMIC RESPONSE COEFFICIENT, CS = 0.091 REPRODUCED (IN WHOLE OR IN PART), SHARED
<br /> UARCHITECT OR ENGINEER OF RECORD PRIOR TO SUBMITTAL OF BID AND 4. JOISTS SHALL BE BLOCKED AT SUPPORTS AND BRIDGED OR - WITH THIRD PARTIES OR USED IN ANY MANNER
<br /> C)
<br /> CONSTRUCTION. ANY DISCREPANCIES BETWEEN DRAWINGS THAT RESULT IN 7. CONCRETE MASONRY UNITS SHALL NOT BE WETTED UNLESS BLOCKED AT INTERVALS OF 8'WHERE JOISTS ARE 2"X 12"OR RESPONSE MODIFICATION COEFFICIENT(R) - 6.5 ON OTHER PROJECTS OR EXTENSIONS TO THIS
<br /> �I ADDITIONAL COST AFTER THE BID SHALL BE THE RESPONSIBILITY OF THE SPECIFICALLY APPROVED. DEEPER. PROJECT WITHOUT THE PRIOR WRITTEN
<br /> GENERAL CONTRACTOR. IT IS THE RESPONSIBILITY OF THE GENERAL SECONDARY SEISMIC FORCE RESISTING SYSTEM = SPECIAL STEEL CANTILEVER COLUMNS CONSENT OF STARBUCKS CORPORATION.
<br /> co CONTRACTOR TO REVIEW DRAWINGS CAREFULLY DURING THE BID PROCESS. 5. JOISTS UNDER NON-BEARING PARTITIONS SHALL BE DOUBLED, SEISMIC RESPONSE COEFFICIENT, C = 0.236 THESE DRAWINGS AND SPECIFICATIONS ARE
<br /> _> DO NOT PROCEED WITH ANY WORK UNTIL DISCREPANCIES OR ANY REINFORCING STEEL AND TRIPLED FOR BEARING PARTITIONS ABOVE, EXCEPT AS S INTENDED TO EXPRESS DESIGN INTENT FOR A
<br /> 06 OUTSTANDING ITEMS AND/OR QUESTIONS HAVE BEEN RESOLVED. NOTED. RESPONSE MODIFICATION COEFFICIENT(R) = 2.5 PROTOTYPICAL STARBUCKS STORE (WHICH IS
<br /> v 1. REINFORCING STEEL SHALL BE INTERMEDIATE GRADE DEFORMED SUBJECT TO CHANGE AT ANYTIME)AND DO
<br /> 8. WHERE "SPECIAL INSPECTION" IS REQUIRED ON THE PLANS, A REGISTERED BARS CONFORMING TO ASTM A-615, GRADE 60 TYPICALLY. LAP 6. PLYWOOD SHALL BE"STRUCTURAL 1 -EXTERIOR"PER PS1-09 OR NOT REFLECT ACTUAL SITE CONDITIONS.
<br /> v SPECIAL INSPECTOR,APPROVED BY, AND RESPONSIBLE TO THE ENGINEER BARS A MINIMUM OF 36 DIAMETERS. WHERE GRADE 40 IS RE- ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE NEITHER PARTY SHALL HAVE ANY OBLIGATION
<br /> ti AND BUILDING DEPARTMENT, SHALL BE EMPLOYED BY THE OWNER. PS2-10. 1/2" PLYWOOD SHALL HAVE A MIN. OF 4 PLYS.
<br /> QUIRED ON PLANS, LAP 30 DIAMETERS. STAGGER LAPS WHERE WHERE 1/2"CDX PLYWOOD IS SPECIFIED,A MIN. OF 5 PLYS IS NOR LIABILITY TO THE OTHER(EXCEPT STATED
<br /> I SPECIAL INSPECTION IS REQUIRED FOR: PERMISSIBLE. LAP BARS A MINIMUM OF 48 DIAMETERS IN MASONRY. ABOVE) UNTIL A WRITTEN AGREEMENT IS
<br /> C) REQUIRED. PLYWOOD USED FOR FLOOR SHALL BE &G.
<br /> r- A. PLACING OF ALL CONCRETE WITH AN F'c IN EXCESS USE GRADE 60 TYPICALLY, USE GRADE 40 FOR TIES&DOWELS. A.P.A.APPROVED STRUCT. 1 ORIENTED STRAND BOARD(OSB) FULLY EXECUTED BY BOTH PARTIES.
<br /> LO OF 2500 PSI. MAY BE USED IN LIEU OF PLYWOOD. ABBREVIATIONS
<br /> B. STRUCTURAL STEEL AND TAPERED STEEL GIRDERS, 2. WIRE MESH SHALL CONFORM TO ASTM A-185. LAP 8"MINIMUM.
<br /> X ARCHITECT OF RECORD
<br /> INCLUDING ERECTION BRACING. A.B. - ANCHOR BOLT LG. LONG
<br /> UI C. ALL FIELD WELDING. 7. COMMON NAILS SHALL BE USED. mcg architecture
<br /> 3. FOOTING DOWELS SHALL MATCH VERTICAL WALL OR COLUMN STEEL. ADD'L - ADDITIONAL LHE - LOW HYD. ELECT.
<br /> D. WELDING PERFORMED IN AN UNLICENSED FABRICATION SHOP. LAP 36 DIAMETERS. AGG. - AGGREGATE LSV - LONG SIDE VERT.
<br /> M E. ALL CERTIFIED COMPACTED FILL. 8. LAGBOLTS(&SCREWS)SHALL BE PREDRILLED TO SHANK DIA-
<br /> LO METER AND FULL DEPTH AND SCREWED(NOT DRIVEN)INTO ALT. - ALTERNATE LSH LONG SIDE HORIZ. �, I
<br /> 00 F. INSTALLATION OF EPDXY ANCHOR. 4. AT ALL OPENINGS IN CONCRETE, CONCRETE BLOCK AND BRICK ALUM. - ALUMINUM LTWT. - LIGHTWEIGHT '
<br /> G. INSTALLATION OF HIGH STRENGTH BOLTS PLACE. ARCHL. - ARCHITECTURAL M.B. - MACHINE BOLT " "
<br /> MASONRY, PROVIDE AT LEAST(2)#5 BARS AT JAMBS, HEAD AND
<br /> C:) B.D. - BLDG. DEPT. MAX. - MAXIMUM
<br /> N H. SUCH OTHER ITEMS AS MAY BE REQUIRED ON PLANS. SILL, EXTENDING 2'-0"BEYOND EDGES OF OPENING. 9. CUT WASHERS SHALL BE PLACED UNDER HEADS AND NUTS OF B.N. - BOUNDARY NAILING MIN. - MINIMUM
<br /> N 9. AS A CONVENIENCE TO THE CONTRACTOR, ENGINEER SHALL REVIEW ALL BOLTS AND UNDER HEADS OF LAGBOLTS. ONE CUT BM. - BEAM MISC. - MISCELLANEOUS 15635 Alton Parkway,Suite 100, Irvine,CA 92618
<br /> REQUIRED SHOP DRAWINGS AS TO THEIR GENERAL CONFORMANCE TO 5. MINIMUM CONCRETE COVER SHALL BE PER ACI STANDARDS: WASHER SHALL BE USED FOR BOLTS CONNECTING WOOD BTW. - BETWEEN (N) - NEW P:949.55te 100, Irvine,
<br /> ne,CA 92618
<br /> THE DESIGN CONCEPT. CONTRACTOR SHALL BE RESPONSIBLE, NONE- ELK. - BLOCK N.I.C. - NOT IN CONTRACT
<br /> QI 3" ........ CONCRETE POURED AGAINST EARTH. LEDGERS TO CONCRETE OR MASONRY WALLS.
<br /> THELESS, FOR COMPLIANCE AND DIMENSIONS AND SHALL SUBMIT SHOP BLKG. - BLOCKING N.T.S. - NOT TO SCALE
<br /> 2" FORMED CONCRETE WHICH WILL REMAIN IN CONTACT
<br /> U DRAWINGS IF APPLICABLE, FOR THE FOLLOWING: """" BOT. - BOTTOM O.C. - ON CENTER ARCHITECT STAMP
<br /> WITH EARTH OR WEATHER. 10. METAL CONNECTORS FOR WOOD CONSTRUCTION SHALL BE SIMPSON
<br /> o C.I. - CAST IRON OSB - ORIENTED STRAND BOARD
<br /> A. GLU-LAM BEAMS AND PANELIZED ROOF FRAMING. 1 1/2" .... BEAMS, MEASURED TO MAIN STEEL;COLUMNS "STRONG-TIE", KC METALS,OR APPROVED EQUAL, UNLESS NOTED C.I.P. - CAST IN PLACE PARTN. - PARTITION
<br /> B. STRUCTURAL STEEL AND TAPERED STEEL GIRDERS, MEASURED TO TIES OR SPIRALS; NOT EXPOSED OTHERWISE. PRODUCT CALLOUT ON PLANS REFERS TO SIMPSON CLG. - CEILING P.L. - PROPERTY LINE
<br /> INCLUDING ERECTION BRACING. TO EARTH OR WEATHER. "STRONG-TIE"MODEL NUMBER AND KC METALS REFERENCE NUMBER. CLR. - CLEAR PL. - PLATE
<br /> cV 3/4" SLABS; INSIDE FACES OF WALLS. CNT'D - CENTERED PLY. - PLYWOOD
<br /> C. SUCH OTHER ITEMS AS MAY BE REQUIRED ON PLANS. FILL ALL ROUND AND TRIANGLE HOLES WITH THE SPECIFIED NAILS.
<br /> LL. APPROVED EQUALS MAY ONLY BE USED WITH PRIOR APPROVAL FROM C.M.U. - CONCRETE MASONRY UNITS P.S.I. - LBS/SQ. IN.
<br /> r) CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND COMPLIANCE 6. ALL WELDED REINFORCING BARS SHALL BE A706 REINFORCING BARS. COL. - COLUMN P.T. - PRESSURE TREATED
<br /> Q_ CERTIFICATES TO THE BUILDING DEPARTMENT WHEN REQUIRED. SHOP ENFORCEMENT AGENCY AND THE STRUCTURAL ENGINEER. CONC. - CONCRETE
<br /> RAID. - RADIUS
<br /> DRAWINGS SHALL NOT BE REPRODUCTIONS OF CONTRACT DOCUMENTS. CONT. - CONTINUOUS RFTR. - RAFTER
<br /> STRUCTURAL STEEL AND WELDING 11. ALL LUMBER SHALL HAVE A MOISTURE CONTENT NOT TO EXCEED CONST. - CONSTRUCTION REINF. - REINFORCE(D)
<br /> U) 10. WHERE SOIL REPORT IS CITED, ITS REQUIREMENTS SHALL BE ADOPTED 19%AT THE TIME OF FABRICATION OR CONSTRUCTION. CTSK. - COUNTERSUNK REQ'D - REQUIRED
<br /> HEREIN.
<br /> • - DIAMETER R0. - ROUGH OPENING
<br /> 1. ALL WORK SHALL COMPLY WITH "AISC SPECIFICATION FOR THE DIM. - DIMENSION S.S. - SELECT STRUCTURAL
<br /> W 11. ALL MANUFACTURED PRODUCTS MUST BE INSTALLED PER MANUFACTURER'S DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR TYPICAL LUMBER NAILING SCHEDULE DO. - DITTO SHT. - SHEET
<br /> RECOMMENDATION. BUILDINGS". DP. - DEEP SIM. - SIMILAR
<br /> M_ NAILING SHOWN IS TYPICAL EXCEPT AS NOTED ON PLANS. DR. - DOOR SMS - SHEET METAL SCREWS
<br /> FOUNDATION NOTES 2. ALL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992/A-572, GRADE 50, USE COMMON NAILS. D.F. - DOUGLAS FIR SPECS. - SPECIFICATIONS
<br /> U ALL OTHER ROLLED STEEL SHAPES SHALL CONFORM TO ASTM A-36. D.S. - DOWNSPOUT STAG. - STAGGERED
<br /> CONNECTION DWG. - DRAWING STD. - STANDARD
<br /> M 1. DESIGN SOIL BEARING PRESSURE IS 1500 PSF. EA. - EACH STL - STEEL
<br /> 3. PIPE COLUMNS SHALL CONFORM TO ASTM A-53, GRADE "B", 1. JOIST TO SILL OR GIRDER,TOENAIL............................................................ (3)8d E.F. - EACH FACE STIR. - STRUCTURAL
<br /> Q AT 18" INTO COMPACT BASE. (ASSUMED) WITH SULFUR CONTENT NOT TO EXCEED 0.05%. ENDS SHALL E.S. - EACH SIDE S.W.L. - SHEAR WALL LENGTH
<br /> 2. BRIDGING TO JOIST,TOENAIL EACH END.................. . . . ................... . .. (2)8d - EACH WAY T. - THICK W
<br /> BE SAWCUT SQUARE FOR TRUE BEARING. ' ' ' ' ' ' E.W.
<br /> N 2. REFER TO SOIL REPORT: N/A 3. 1"x 6"SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL................... (2)8d EL. - ELEVATION THK.
<br /> 0 4. WIDER THAN 1"x 6"SUBFLOOR TO EACH JOIST, FACE NAIL............ (3)8d E.N. - EDGE NAILING T&B - TOP&BOTTOM J
<br /> 4. TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500,
<br /> U) GRADE"B". 5. 2"SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL.......... (2) 16d EQ. - EQUAL T&G TONGUE&GROOVE ^^ O
<br /> Z EQUIP. - EQUIPMENT T.O.B. - TOP OF BEAM I..L CV
<br /> CONCRETE AND EMBEDDED ITEMS 6. SOLE PLATE TO JOIST OR BLOCKING,TYP. FACE NAIL........ 16d @ 16"O.C. - EXISTING T.O.C. - TOP OF CURVE ' Lo
<br /> U 1 5. BEAM CONNECTIONS SHALL COMPLY WITH "FRAMED BEAM CON- SOLE PLATE TO JOIST OR BLOCKING,AT BRACED WALL PANELS...(3)16d PER 16" EXTR. - EXTERIOR T.O.D. - TOP OF DECK LU
<br /> 1. ALL CONCRETE SHALL BE MIXED, FORMED AND PLACED ACCORDING TO A.C.I. SECTIONS", A.I.S.C. PART 4, TABLE 1, USING 3/4" DIA. A307 7. TOP PLATE TO STUD, END NAIL....................................................................... (2)16d F.O.M. - FACE OF MASONRY T.O.F. - TOP OF FRAMING Q
<br /> 0 . 8. STUD TO SOLE PLATE.......................................................................... (4)8d TOENAIL CODE. BOLTS (M.B.) F.O.S. - FACE OF STUD T.O.L. - TOP OF LEDGER
<br /> 0 FIN. - FINISH T.O.P. - TOP OF PAVING
<br /> 2. CONCRETE SHALL BE MACHINE-MIXED USING A MAXIMUM OF 7 GALLONS OF WATER OR(2) 16d END NAIL ,�X U
<br /> v 6. ALL WELDING SHALL BE BY ELECTRIC ARC PROCESS AND SHALL F.F. - FINISH FLOOR T.O.S. TOP OF STEEL W
<br /> PER SACK OF CEMENT. READYMIX CONCRETE SHALL BE MIXED AND DELIVERED IN 9. DOUBLE STUDS,TYP. FACE NAIL...................................................... 16d @ 24"O.C.
<br /> ACCORDANCE WITH ASTM C-94. MIXED AT A RATE OF 5 SACKS OF CEMENT PER COMPLY WITH A.W.S. SPECIFICATIONS FOR WELDING AND FABRI- F.G - FINISH GRADE TSG - TAPERED STL. GIRDER W -
<br /> 10. DOUBLED TOP PLATES, FACE NAIL................................................. 16d @ 16"O.C. FLR. - FLOOR T.W. - TOP OF WALL LU � LL O
<br /> N "STANDARD METHOD OF TESTING FOR SLUMP OF PORTLAND CEMENT CONCRETE".I CUBIC YARD. MAXIMUM SLUMP SHALL BE 5"AS MEASURED BY THE ASTM CATION. - FLOW LINE TYP. TYPICAL v
<br /> DOUBLE TOP PLATES, LAP SPLICE................................................................. (8) 16d F.L.
<br /> 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE,TOENAIL..... 3 8d FTG. - FOOTING VERT. - VERTICAL Q U
<br /> c6 3. CONCRETE SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE 7. WELDING SHALL BE PERFORMED BY CERTIFIED OPERATORS INA ( )
<br /> 12. RIM JOIST TO TOP PLATE,TOENAIL................ . .. . GALV. - GALVANIZED V.I.F. - VERIFY IN FIELD z � Q Q
<br /> SHOP LICENSED BY THE LOCAL AUTHORITY. 8d @ 6"O.C. - GAUGE W/ WITH � �
<br /> � STRENGTH OF 3000 PSI AT 28 DAYS, EXCEPTION AS NOTED. ' " " " ' """""""""' GA. _ �
<br /> 06 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL .......................... (2) 16d GLB - GLU-LAM BEAM W/0 - WITH/OUT U U U U
<br /> LU LU
<br /> v 4. WATER TO CEMENT RATIO NOT TO EXCEED 0.5 FOR SLABS ON GRADE. 8. LOW HYDROGEN ELECTRODES SHALL BE USED WHEREVER REIN- 14. CONTINUOUS HEADER,TWO PIECES .......... 16d @ 16"O.C.ALONG EACH EDGE GYP. - GYPSUM WD. - WOOD O
<br /> WATER TO CEMENT RATIO NOT TO EXCEED 0.55 FOR ALL OTHER CONCRETE FORCING STEEL IS WELDED. 15. CEILING JOISTS TO PLATE,TOE NAIL............................................................ (3)8d HGR. - HANGER W.W.M. - WIRE MESH Q a Q
<br /> v WORK. HT. - HEIGHT ^^ �
<br /> c6 16. CONTINUOUS HEADER TO STUD,TOE NAIL ...................................................(4)8d HORIZ. - HORIZONTAL d I..L 0_ U)
<br /> Q_1 5. CEMENT FOR CONCRETE OR MASONRY MORTAR SHALL BE A STANDARD 9. UNLESS SHOWN, 3/16 SHALL BE MINIMUM WELD 17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL........................ (3) 16d INTR. - INTERIOR
<br /> 0FOR ALL STRUCTURAL CONNECTIONS.
<br /> BRAND "PORTLAND CEMENT", MEETING THE REQUIREMENT OF ASTM 18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL......................... (3) 16d STORE #: 5470
<br /> � C-150. CEMENT SHALL BE 'TYPE ll'. (USE TYPE V CEMENT IF REQUIRED 19. RAFTER TO PLATE,TOENAIL............................................................................. (3)8d
<br /> X BY SOILS REPORT). 10. ALL BUTT WELDS SHALL BE FULL PENETRATION UNLESS OTHER- 20. 1"BRACE TO EACH STUD AND PLATE, FACE NAIL ................................. (2)8d PROJECT #: 03030-052
<br /> WISE DETAILED ON THE PLANS.
<br /> �
<br /> 6. AGGREGATES FOR CONCRETE SHALL MEET THE REQUIREMENTS OF ASTM 21. 1"x 8"SHEATHING OR LESS TO EACH BEARING, FACE NAIL........... (2)8d
<br /> C-33. 11. OPEN WEB JOISTS SHALL COMPLY WITH STANDARDS OF THE 22. WIDER THAN 1"x 8"SHEATHING TO EACH BEARING, FACE NAIL.... (3)8d PROFILE TYPE: CORE
<br /> T1 "STEEL JOIST INSTITUTE". 23. BUILT-UP CORNER STUDS .................................................................... 16d @ 24"O.C. STRUCTURAL SYMBOLS ISSUE DATE: CHECKSET 2-10-20
<br /> M7. CONTRACTOR MAY USE AN APPROVED WATER REDUCING ADMIXTURE �p 0- DIAMETER PROGRAM MANAGER: M.DREBIKA
<br /> LO CONFORMING TO ASTM C-494. 24. BUILT-UP GIRDER AND BEAMS .....................................20d 32"O.C.AT TOP & - AND
<br /> 12. A CERTIFICATE OF FABRICATION FROM THE SHOP PERFORMING AND BOTTOM STAGGEREDSTORE DESIGNER: M.DREBIKA
<br /> L - ANGLE d - PENNY(NAIL GRADE)
<br /> X 8. SLAB ON GRADE SHALL BE POURED ON FIRM, MOISTENED, COMPACT EARTH. WELDING OR A REPORT FROM THE SPECIAL INSPECTOR MUST BE (2)20d AT ENDS AND AT EACH SPLICELEED®AP: N/A
<br /> CONSTRUCTION OR CRACK-CONTROL JOINTS SHALL BE SPACED A MAXIMUM OF FURNISHED TO THE JOB INSPECTOR PRIOR TO FRAMING APPROVAL. @ - AT R - PLATE
<br /> pip 12'APART.ALIGN CONTROL CONTROL WITH COLUMN CENTERS WHERE OCCURS. 25. 2"PLANKS .......................................................................... (2) 16d AT EACH BEARING (p - CENTERLINE # - POUND(LBS) OR NUMBER CHECKED BY: A.FELDMAN
<br /> 0) 9. ALL REINFORCING STEEL,ANCHOR BOLTS AND OTHER INSERTS SHALL BE 13. HIGH STRENGTH BOLTS WHERE INDICATED ON THE PLANS OR MCG PROJECT#: 18531
<br /> o SECURELY FASTENED IN THE FORMS PRIOR TO POURING CONCRETE. DETAILS SHALL CONFORM TO A-325 OR A-490 (FRICTION TYPE) MCG PROD. MANAGER: C.LEE
<br /> AND THERE SHALL BE NO PAINT, OIL, LACQUER OR GALVANIZING
<br /> j 10. ALL BOLTS SHALL HAVE A STANDARD HEAD AT EMBEDDED END&SHALL CONFORM BETWEEN THE CONTACT SURFACES. STEEL DECK NOTES (BY VERCO- IAPMO ER-0217 , OR EQUAL) MCG PROJ. SPECIALIST: SPARK
<br /> TO ASTM F1554.ANCHOR BOLTS SHALL BE SPACED 12 BOLT DIAMETERS MINIMUM.
<br /> MINIMUM EMBEDMENT OF ANCHOR BOLTS SHALL BE 7"IN FOOTINGS,5 1/2" IN 14. HIGH STRENGTH BOLTS SHALL HAVE LOAD INDICATOR WASHERS TO 1. NON-COMPOSITE DECK BY OTHER MANUFACTURERS MAY BE SUPPLIED Revision Schedule
<br /> Q_ MASONRY WALLS,AND 4 1/2" INTO VERTICAL CONCRETE SURFACES. SERVE AS A DIRECT TENSION INDICATOR. INSTALLATION OF HIGH IN LIEU OF THAT SHOWN, PROVIDED SECTION PROPERTIES EQUAL OR O KA M O T O
<br /> co STRENGTH BOLTS SHALL REQUIRE INSPECTION BY A DEPUTY EXCEED THOSE SPECIFIED AND IF APPROVED BY THE ARCHITECT AND Rev Date By Description
<br /> AND THE STRUCTURAL ENGINEER. STRUCTURAL ENGINEERS
<br /> 0 11C14 . EXPANSION BOLTS AND/OR EPDXY ANCHORS MAY BE USED IN LIEU OF INSPECTOR. 3786 AIRWAY AVE.,SUITE F,COSTA MESA,CA 92626
<br /> ANCHOR BOLTS WHERE SPECIAL CONDITIONS WARRANT THEIR USE, P-(714)444-2422 kenokamoto.com
<br /> PROVIDED THAT WRITTEN APPROVAL OF THE ENGINEER 15. ALL FIELD WELDING SHALL HAVE SPECIAL INSPECTION. 2. INSTALL IN ACCORDANCE WITH DECK MANUFACTURERS SUGGESTED OSE PROJECT#: 200075
<br /> SPECIFICATIONS.
<br /> 12. GROUT SHALL CONSIST OF 1 PART CEMENT,TO NOT MORE THAN 3 PARTS SAND 16. CLOSURE PLATES AND CONTINUOUS BENT PLATES AT DECK EDGE
<br /> AND NOT LESS THAN 1 PART NOR MORE THAN 2 PARTS PEA GRAVEL BASED ON SHALL CONFORM TO ASTM A-446. 3. DECK SUPPLIER SHALL PROVIDE ALL ADDITIONAL FRAMING REQUIRED
<br /> DRY LOOSE VOLUMES. GROUT SHALL BE OF FLUID CONSISTENCY.APPROVED TO SUPPORT DECK AT OPENINGS THROUGH DECK, NOT SHOWN ON THE
<br /> Q DRAWINGS. ,,< h N 1 `� SHEET TITLE:
<br /> LO ADMIXTURES MAY BE ADDED TO GROUT MIX. GROUT SHALL ATTAIN A MINIMUM 17. PROVIDE ULTRASONIC TESTING OR RADIOGRAPHY FOR FULL �y ' . STRUCTURAL
<br /> C:) ULTIMATE COM-PRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. PENETRATION WELDING OF MOMENT FRAME. 4. FLOOR DECK SHALL HAVE A MIN.6X6-W1.4 X W1.4 W.W.F. PLACED
<br /> 13. DRYPACK SHALL CONSIST OF 1 PART CEMENT,4 PARTS SAND. BASED ON 18. ALL STEEL MEMBERS SHALL BE MADE IN AN APPROVED FABRICATOR'S AT MID HEIGHT OF CONCRETE. CONCRETE SHALL HAVE A MINIMUM * xp. 09-30 * GENERAL NOTES
<br /> S6349
<br /> DRY LOOSE VOLUMES AND NOT LESS THAN 1/4 PART NOR MORE THAN 1/2 SHOP, THE APPROVED FABRICATOR SHALL SUBMIT THE CERTIFICATE ULTIMATE STRENGTH OF 4000PS1 AT 28 DAYS. SCALE: AS SHOWN
<br /> CD PART LIME PUTTY OR DRY HYDRATED LIME. DRYPACK SHALL OBTAIN A OF COMPLIANCE TO THE BUILDING INSPECTOR PRIOR TO ERECTION. .
<br /> N MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. h "'``' o¢
<br /> f CALF SHEET NUMBER:
<br /> 14. ALL CONCRETE EMBEDMENTS, INCLUDING FOUNDATION BOLTS, SHALL
<br /> ch BE TIED IN PLACE PRIOR TO FOUNDATION EXCAVATION INSPECTION. �+N
<br /> c 7 t7
<br />
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