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CONCRETE ABBREVIATIONS WOOD TRUSSES PS PER SQUARE FOOT W/ WITH I CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 318-14, "BUILDING AS ANCHOR BOLT KSF K METAL PLATE CONNECTED TRUSSES SHALL BE DESIGNED, MANUFACTURED, AND ERECTED IN CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" CHAPTER 19 OF THE IBC AND ADD'L ADDITIONAL KSI KIPS PER SQUARE INCH W/0 WITHOUT ACCORDANCE WITH STRUCTURAL BUILDING COMPONENTS ASSOCIATION (ALT ALTERNATE L ANGLE WE WIDE FLANGE SHAPE SBCA), THE WOOD ACI 301-16, "SPECIFICATIONS FOR STRUCTURAL CONCRETE". FORMWORK SHALL BE TRUSS COUNCIL OF AMERICA (WTCA), AND THE TRUSS PLATE INSTITUTE (TPI). DESIGNED IN ACCORDANCE WITH THE ACI "MANUAL OF CONCRETE PRACTICE", ANCH ANCHOR LB POUND WL WATER LINE LATEST EDITION. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ARCH ARCHITECT(URAL) LF LINEAL FOOT Wp WORK POINT SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR ACCORDANCE WITH THE ACI "MANUAL OF CONCRETE PRACTICE", LATEST EDITION. B/ BOTTOM OF LLH LONG LEG HORIZONTAL WWF WELDED WIRE FABRIC TO FABRICATION. ALL SHOP DRAWINGS SHALL BE SEALED BY A LICENSED ENGINEER IN THE REINFORCING STEEL SHALL BE SUPPORTED AS SPECIFIED BY THE CRSI MANUAL OF BLDG BUILDING LLV LONG LEG VERTICAL STATE OF WASHINGTON AND SHALL BE REVIEWED AND STAMPED BY THE GENERAL STANDARD PRACTICE. BM BEAM LNGT LONGITUDINAL CONTRACTOR BEFORE SUBMITTAL TO THE ENGINEER. THE ENGINEER'S REVIEW WILL BE BASED BOT BOTTOM LP LOW POINT ON THE CONTRACTOR DOCUMENTS. THE ENGINEER'S REVIEW DOES NOT RELIEVE THE CURING Bp BASF PLATE LSL LAMINATED STRAND LUMBER CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW, CHECK AND COORDINATION OF THE IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF BRG BEARING LVL LAMINATED VENEER LUMBER SHOP DRAWINGS PRIOR TO SUBMISSION. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR PLACING CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A BTWN BETWEEN MAX MAXIMUM ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERIOD OF 36 HOURS AFTER FINISHING CONCRETE SURFACES. REFER TO THE MECH MECHANICAL PERTAIN TO MEMBER SIZES, DETAILS, DIMENSIONS, ETC. PROJECT SPECIFICATIONS FOR CURING REQUIREMENTS. CC CENTER TO CENTER MEZZ MEZZANINE CH CHANNEL NONSHRINK GROUT CIP CAST-IN-PLACE MFR MANUFACTURER . TRUSS MANUFACTURER SHALL PROVIDE ALL TRUSS-TO-TRUSS CONNECTIONS. ALL NONSHRINK GROUT SHALL HAVE MINIMUM f'c = 5,000 PSI. CJ CONSTRUCTION OR MID MIDDLE ALL ROOF TRUSSES SHALL BE SECURED TO THE TOP PLATES WITH SIMPSON STRONG TIE CJP CONTROL JOINT COMPLETE MIN MINIMUM H2.5A UPLIFT CONNECTIONS OR APPROVED EQUAL, UNLESS NOTED OTHERWISE. OTHER HOLD ALL GROUT SHALL BE IN ACCORDANCE WITH ASTM C 1107, GRADE B OR C. JOINT PENETRATION MISC MISCELLANEOUS DOWN CONNECTIONS MAY BE SPECIFIED DURING SHOP DRAWING REVIEW. ALL HOLD DOWNS ARE CL CENTERLINE MTL METAL TO BE INCLUDED IN CONTRACTOR'S PRICE. REINFORCING STEEL CLR CLEAR MULT MULTIPLE DEFORMED BARS ASTM A 615, GRADE 60 CMU CONCRETE MASONRY UNIT NIC NOT IN CONTRACT . CONTRACTOR SHALL PROVIDE AND ERECT ALL BRACING, BRIDGING, AND BLOCKING REQUIRED COL COLUMN NO NUMBER BY THE MANUFACTURER AND THE TRUSS PLATE INSTITUTE. LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. WHERE SPLICE LENGTH CONC CONCRETE NOM NOMINAL IS NOT SHOWN, DEFORMED BAR LAP SPLICES SHALL CONFORM TO THE TABLE CONN CONNECTION NS NEAR SIDE, NONSHRINK CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TEMPORARY BRACING OF TRUSSES UNTIL BELOW. CONST CONSTRUCTION NTS NOT TO SCALE PERMANENT BRACING IS IN PLACE. CONT CONTINUOUS 0/0 OUT TO OUT MINIMUM LAP SPLICE CONTR CONTRACTOR OC ON CENTER DOUBLE 2x4 CONTINUOUS BLOCKING SHALL BE PROVIDED AT THE PEAK OF THE RIDGE. LENGTH SCHEDULE CHORD COORDINATE OD OUTSIDE DIAMETER . WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE FOLLOWING CTR CENTER OF OUTSIDE FACE LOADS AS NOTED ON THE PLANS, IN THE DESIGN CRITERIA, AND IN THE FOLLOWING LOADS: f'c - 4,000 psi CY CUBIC YARD OPNG OPENING BAR SIZE TOP BARS OTHER BARS DEL DOUBLE OPP OPPOSITE DEG DEGREE PAF POWER ACTUATED FASTENER 1. TOP CHORD LOADING: 3 2'-0" -6" LIVE LOADS: SEE DESIGN CRITERIA 4 2'-0 2'-1" DEMO DEMOLISH PC PIECE, PILE CAP DEAD LOADS: 20 PSF (ON SURFACE AREA) DF DOUGLAS FIR FCC PRECAST CONCRETE ADDITIONAL 5 PSF AT OVERFRAMING, ADDITIONAL POINT LOADS Q 5 3'-5" 2'-7° DIA DIAMETER POT POUNDS PER CUBIC FOOT FOR SPRINKLER MAINS TO BE COORDINATED BY GENERAL 6 4'-1" 3'-1" DIAG DIAGONAL PEN PENETRATION CONTRACTOR. DIM DIMENSION PJP PARTIAL JOINT PENETRATION DIN DOWN PL PLATE, PROPERTY LINE SNOW LOADS: DESIGN FOR UNIFORM SNOW, UNBALANCED SNOW, AND DRIFTED DO DITTO PRELIM PRELIMINARY SNOW. SEE DESIGN CRITERIA. CONCRETE MIXTURES DWG DRAWING PS PRESTRESS(ED) CONCRETE MIXTURES SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: pWL DOWEL PSF POUNDS PER SQUARE FOOT 2. BOTTOM CHORD LOADING: `o DEAD LOADS: 10 PSF ON SURFACE AREA EA EACH PSI POUNDS PER SQUARE INCH ADDITIONAL POINT LOADS FOR MEP TO BE COORDINATED BY EF EACH FACE PT POST—TENSIONED, nl CONCRETE MIXTURES EJ EXPANSION JOINT PRESERVATIVE-TREATED THE GENERAL CONTRACTOR. TEST EL ELEVATION QTY QUANTITIY 3. WIND LOADS: NET UPLIFT = UPLIFT - 2/3 ROOF DEAD LOAD. N fc AGE EXPOSURE USE ELEC ELECTRICAL R RADIUS (PSI) (DAYS) CLASS ENGR ENGINEER REF REFERENCE, REFER TO 4,000 28 F3 S1 WO C2 CURBS EO EDGE OF REINF REINFORCING R13EQ EQUAL REQ'D REQUIRED EQUIP EQUIPMENT REV REVISION EQUIV EQUIVALENT RIND ROUND CONCRETE MIXTURES SHALL CONFORM TO THE MOST STRINGENT REQUIREMENTS ES EACH SIDE RO ROUGH OPENING _ FOR EXPOSURE CLASSES SPECIFIED IN THE TABLE ABOVE AND ACI 318 TABLE EW EACH WAY RTN RETURN 19.3.2.1. EX EXISTING SC SLIP CRITICAL EXP EXPANSION SCHED SCHEDULE WATER-REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS, EXT EXTERIOR SDCI SEATTLE DEPARTMENT OF o BUT SHALL CONFORM TO ASTM C 494, AND BE USED IN STRICT ACCORDANCE FDN FOUNDATION CONSTRUCTION AND INSPECTIONS WITH THE MANUFACTURER'S RECOMMENDATIONS. CALCIUM CHLORIDE OR OTHER FS FAR SIDE SECT SECTION WATER-SOLUBLE CHLORIDE ADMIXTURES SHALL NOT BE USED. FT FEET SF SQUARE FOOT FTG FOOTING SFRS SEISMIC FORCE-RESISTING SYSTEM WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BY WEIGHT AND GA GAUGE SHT SHEET o; SHALL BE BASED ON THE TOTAL CEMENTITIOUS MATERIAL. WATER/CEMENTITIOUS GALV GALVANIZED SHTG SHEATHING o MATERIALS RATIO AND WATER CONTENT SHALL BE DETERMINED BY THE SUPPLIER GB GRADE BEAM SIM SIMILAR BASED ON STRENGTH REQUIREMENTS AND SHALL NOT EXCEED THE MAXIMUM GC GENERAL CONTRACTOR SOO SLAB-ON-GRADE ao WATER/CEMENTITIOUS MATERIAL RATIO AND/OR WATER CONTENT IF SHOWN ABOVE GEN, GENERAL SPEC SPECIFICATION OR IN ACI 318 TABLE 19.3.2.1 FOR THE EXPOSURE CLASSES LISTED. G GLUED LAMINATED TIMBER SO SQUARE FIELD-MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX GLULAMGOVERNMENT SS STAINLESS STEEL cn j DESIGN. TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94. GOVT GRADE STD STANDARD 0 o OR HANGER STIFF STIFFENER 3 ALL CONCRETE SUBJECT TO EXPOSURE CLASSES F1, F2 OR F3 SHALL BE AIR HOP HORIZONTAL STL STEEL n B ENTRAINED. AIR-ENTRAINING AGENTS SHALL CONFORM TO ASTM C 260. THE HORIZ, HIGH POINT STRUCT STRUCTURAL NI AMOUNT OF ENTRAINED AIR SHALL BE ACCORDING TO ACI 318 TABLE 19.3.3.1 H HP HEADED STUD SYM SYMMETRICAL WITH A FIELD TOLERANCE OF ±1.5 PERCENT BY VOLUME. THE AMOUNT OF HS HOLLOW STRUCTURAL T&B TOP AND BOTTOM N ENTRAINED AIR SHALL BE MEASURED IN THE FIELD AT THE DISCHARGE FROM THE HSS SECTION INTERNATIONAL T/ TOP OF o TRUCK. IBC BUILDING CODE INSIDE TEMP TEMPORARY o ID DIAMETER TH THICK(NESS) THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS APPROVAL 2 WEEKS E INVERT ELEVATION THRU THROUGH PRIOR TO PLACING ANY CONCRETE. THE MIX DESIGN SHALL BE IN CONFORMANCE IF INSIDE FACE TRANS TRANSVERSE WITH ACI 318, CHAPTER 19. THE SUBMITTAL SHALL INDICATE WHERE EACH N NCH TYP TYPICAL CONCRETE MIX IS TO BE USED ON THE PROJECT, AS WELL AS THE MAXIMUM INFO INFORMATION UNO UNLESS NOTED OTHERWISE _ AGGREGATE SIZE OF EACH MIX. MAXIMUM AGGREGATE SIZE SHALL CONFORM TO a THE PROJECT SPECIFICATIONS. INT INTERIOR UT ULTRASONIC TESTING JST JOIST VAR VARIES JT JOINT VERT VERTICAL IF SHEET IS LESS THAN 22x34 E K KIP (1,000 LBS.) VIF VERIFY IN FIELD REDUCE SCALE ACCORDINGLY c�w PROJECT ENGINEER: SCALE: o�� DWG. NO. SB1.2 /�E. N. WATSON AS SHOWN PORT OF EVERETT w N 5G p4* �l DESIGNED BY: DATE: U) Port of ��°`° r� N. PALLADINO 04/11/2023 CENTRAL MARINA FUEL DOCK CIP NO. 1TffEVERETT 2-0-073-01 5 `o DRAWN BY: CHECKED BY: /G�/ ¢� P.O. BOX 538 16016th Avenue,Suite 1300 ® 04�11�2023 SS ISSUED FOR PERMIT REVIEW � 7 �"\�9 T. LEMQNS S. KLIEB LER NOOOJECTMR-GM-2023-01 Li Seattle,Washington98101 ti APPROVED BY STRUCTURAL BUILDING NOTES W EVERETT, WA 98206 o i (425) 259-3164 (206)CT NO.1 Fax(206)382-0500 ��P' a PROJECT N0.1600120 N0. DATE BY REVISION N0. DATE BY REVISION SHEET NO. 44 OF a