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ABBREVIATIONS SPECIAL INSPECTION NOTES GENERAL PROVISIONS: FOUNDATIONS WOOD FRAMING A. ALL WOOD CONSTRUCTION MATERIALS SHALL CONFORM TO W.G.L.B. STANDARD ABV. ABOVE . (THESE NOTES ARE BASED ON THE GBG 2016, CHAPTER 11, CONTINUOUS MASONRY - VERIFICATION / INSPECTION A. THE CONTRACTOR SHALL VERIFY ALL NOTES AND DIMENSIONS ON THE JOB SITE WITH A. ALL FOUNDATIONS SHALL BE CONSTRUCTED ACCORDING TO THE GEOTECHNICAL GRADING RULE NO. 16 AND CHAPTER 23 OF THE GBG 2016. ALL STRUCTURAL FRAMING ADD'L. ADDITIONAL THE LATEST, COMPLETE SET OF PERMITTED DRAWINGS, ALL NOTES AND DIMENSIONS REPORT, IN THE ABSENCE OF A GEOTECHNICAL REPORT, ALL FOUNDATIONS SHALL BE MEMBERS SHALL BE GRADE MARKED DOUGLAS FIR AS FOLLOWS, UNLESS OTHERWISE A.B. ANCHOR BOLT . LL A. GENERAL: THE OWNER, OR REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE SEE TABLE 1-105.4 SHALL BE CHECKED AND VERIFIED WITH ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSTRUCTED ACCORDING TO THE GBG 2016, CHAPTER 18 AND AS FOLLOWS. ALL NOTED ON PLANS. (MOISTURE CONTENT, AT THE TIME OF CONSTRUCTION, TO BE A d AND CHARGE ACTING AS THE OWNER'S AGENT, SHALL EMPLOY ONE OR MORE SPECIAL PERIODIC PRIOR TO THE COMMENCING OF ANY WORK, ANY DISCREPANCIES IN THE NOTES OR FOOTINGS AND FOUNDATIONS SHALL BE CONSTRUCTED ON UNDISTURBED SOIL, MAXIMUM 1656): ALT, ALTERNATE INSPECTORS TO PROVIDE INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF DIMENSIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND COMPACTED FILL MATERIAL OR CONTROLLED LOW-STRENGTH MATERIAL (CLSM), ® AT WORK LISTED, THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL 1, AS CONSTRUCTION BEGINS ENSURE COMPLIANCE OF: MOZAFFARI ENGINEERING PRIOR TO THE COMMENCING OF WORK 50 THAT THE PROPER COMPACTED SOIL MATERIAL SHALL BE PLACED IN ACCORDANCE WITH THE GBG 2016, 1, HORIZONTAL FRAMING MEMBERS AND POSTS SHALL BE D.F. NO. 2 OR BETTER. ARGH'L. ARCHITECTURAL DEMONSTRATE COMPETENCE, TO SATISFACTION OF THE BUILDING OFFICIAL, FOR A. El PROPORTIONS ON SITE-PREPARED MORTAR REMEDIAL WORK CAN BE EXECUTED. SECTIONS 1804 GL5M SHALL BE PLACED IN ACCORDANCE WITH THE GBG 2016, SECTION 2, STUD5 UP TO 10'-0" IN LENGTH SHALL BE STUD GRADE OR BETTER. INSPECTION OF PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING 1803.5.6. THE TOP SURFACE OF FOOTING 15 PERMITTED TO HAVE A SLOPE NOT 3. STUDS OVER 10'-0" IN LENGTH SHALL BE D.F. NO.2 OR BETTER. BD, BOARD SPECIAL INSPECTION, B. ❑ CONSTRUCTION OF MORTAR JOINTS B. THE CONTRACTOR SHALL FURNISH AND INSTALL ALL OF THE SHORING, BRACING, ETC. EXCEEDING ONE UNIT IN 10 UNITS, HORIZONTALLY, FOOTINGS SHALL BE STEPPED WHERE 4, BRACES SHALL BE D,F, NO.2 OR BETTER, BLDG, BUILDING REQUIRED TO SAFELY EXECUTE ALL WORK ON THE PROJECT, UNLESS SPECIFICALLY NECESSARY BECAUSE OF A CHANGE IN ELEVATION OF THE TOP SURFACE OF THE 5. MANUFACTURED LUMBER (NON GLUE LAMINATED TIMBER) TO BE I-LEVEL BLK. BLOCK B, REPORT REQUIREMENTS; SPECIAL INSPECTORS SHALL KEEP RECORDS OF EACH G. ® LOCATION OF REINFORCEMENT CONNECTORS DETAILED OTHERWISE ON THE DRAWINGS. THE CONTRACTOR 15 FULLY RESPONSIBLE FOOTING OR WHERE THE SURFACE OF THE GROUND SLOPES MORE THAN 1:10. (WEYERHAEUSER), OR EQUAL, BASED ON THE FOLLOWING PROPERTIES: BLKC7. BLOCKING INSPECTION, THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE FOR ALL SHORING, BRACING, ETC. D. ❑ PRESTRESSING TECHNIQUE BL W, BELOW RED ING ARGHITEGT5 BUILDING OFFICIAL, AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE B. TYPE OF FOOTING SYSTEM BEING USED, A SHALLOW, CONTINUOUS AND SPREAD B.O. BOTTOM OF CHARGE. REPORTS SHALL INDICATE THAT THE WORK BEING INSPECTED WAS DONE IN E. ❑ GRADE d SIZE OF PRESTRESSING TENDONS d ANCHORAGES G. DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL BE FOOTING SYSTEM WITH A MINIMUM EMBEDMENT DEPTH OF 12" BELOW THE LOWEST i217 J STREET,MO TO,GA a535a CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS, DISCREPANCIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH DETAILS SHOWN FOR SIMILAR CONDITIONS AND ADJACENT FINISHED 501L SUB-GRADE. GRADE ORIENTATION E(P51) Fb(P51) FdP51) FGII(P51) Fv(P51) 5.G, B.O.B. BOTTOM OF BEAM 20q.522hgOO BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, IF 2, INSPECTION SHALL VERIFY: MATERIAL, AND CURRENT EDITION OF THE LOCAL BUILDING CODE. 1.3E L5L BEAM/COL. 1,3x106 1,100 110 1,835 425 0,50 BOTT, OTTOM THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT 1, DESIGN 501L PRESSURE: BBRG BEARING TO THE ATTENTION OF THE BUILDING OFFICIAL it TO THE REGISTERED DESIGN D. MATERIALS AND WORKMANSHIP FOR THIS PROJECT SHALL CONFORM TO THE 2016 0) CONTINUOUS FOOTING..................................2,500 P.S.F. (U.O.N) 1,5E L5L BEAM 1.55x106 2,325 q00 2,110 310 0.50 B.S. BOTH SIDES PROFESSIONAL IN RESPONSIBLE CHARGE PRIOR TO THE COMPLETION OF THAT PHASE 0 A, N SIZE d LOCATION OF STRUCTURAL ELEMENTS EDITION OF THE CALIFORNIA BUILDING CODE (GBG 2016). EDITIONS AND CONDITIONS, b) 150LATED FOOTING ....................................2500 P,5,F, (U.O.N) 6 CANT, CANTILEVER SEAL OF WORK, A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS d 0B, N TYPE, 51ZE d LOCATION OF ANCHORS INCLUDING OTHER AS WELL AS REFERENCED DESIGN STANDARDS ARE AS FOLLOWS: 2.OE LVL BEAM 2.0x10 2.600 150 2,510 285 0.50 G.B. CARRIAGE BOLT CORRECTIONS OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL G, CONCRETE SLAB BASE, AND COMPACTION, SHALL BE PERFORMED IN ACCORDANCE 6 C.C. CENTER TO CENTER 1.8E P5L COLUMN 1.8x10 2,400 425 2500 I60 0.50 SUBMITTED AT A POINT IN TIME AGREED UPON BY THE PERMIT APPLICANT d BUILDING MEMBERS, FRAMES OR OTHER CONSTRUCTION WITH THE GBG 2016 CHAPTER 18, OR SOIL REPORT REQUIREMENTS. C,J. CONTROL JOINT 4gOFESSION STRUCTURAL DESIGN STANDARDS FOR STRUCTURAL MATERIALS OFFICIAL PRIOR TO THE START OF WORK, 2.2E PSL BEAM 2,2x106 2,600 150 2,600 260 0,50 GL CENTERLINE qa �, MOZq/,"�l G. ® SPECIFIED SIZE, GRADE d TYPE OF REINFORCEMENT IBC/GBG D, FOR ALL DIMENSIONS, CURBS, SLAB DEPRESSIONS, STOP, FLOOR DRAINS, SINKS, �w� G. SPECIAL INSPECTION ITEMS: (WHERE A SPECIAL INSPECTION FORM PROVIDED BY THE MATERIAL REFERENCED STANDARDS GLC. CEILING, CHAPTER TRENCHES, UNDERFLOOR DUCTS AND CONDUITS, SEE ARCHITECTURAL, MECHANICAL G z LOCAL JURISDICTION HAS BEEN COMPLETED BY THE ENGINEER, THAT DOCUMENT D. ❑ WELDING OF REINFORCING BARS REFRIGERATION, AIR CONDITIONING, PLUMBING AND ELECTRICAL PLANS. ANY B, ALL BOLT5 SHALL BE STANDARD MACHINE BOLT5 WITH M.I. OR STEEL PL WASHERS GLR. CLEAR No. S 3959 SHALL GOVERN) E. ❑ PROTECTION OF MA50NRY DURING GOLD WEATHER CONCRETE ICI ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL DISCREPANCIES BETWEEN TH05E PLANS AND STRUCTURAL PLANS SHALL BE BROUGHT WHEN THE HEAD OF THE BOLT OR THE NUT BEARS DIRECTLY ON WOOD. (SEE SCHEDULE GMU CONCRETE MASONRY UNIT Exp. 3/31/19 � (TEMPERATURE BELOW 400 F) CONCRETE TO THE ATTENTION OF MOZAFFARI ENGINEERING PRIOR TO START OF CONSTRUCTION BELOW) HOLES FOR BOLTS SHALL BE DRILLED WITH A BIT 1/32" LARGER THAN THE COL. COLUMN 50 THAT PROPER REMEDIAL CORRECTIONS CAN BE PROVIDED, BOLT DIAMETER, BOLT SHALL NOT BE LOCATED LE55 THAN 40 FROM EDGE d 1D GONG, CONCRETE OR HOT WEATHER (TEMPERATURE ABOVE q0 F) ALUMINUM 20 DU 11�M DESIGN MANUAL E, SLOPE GRADE d FLATWORK AWAY FROM STRUCTURE, 2% MINIMUM SLOPE FOR FROM END OF MEMBER (U.O.N) SPACING BETWEEN BOLTS SHALL NOT BE LE55 THAN 50 CONN, CONNECTION �/ OF cxl'x F, ❑ APPLICATION d MEASUREMENT OF PRESTRESSING FORGE (U.O.N) TIGHTEN ALL BOLTS BEFORE PLASTERING. CONST. JT, CONSTRUCTION JOINT FLATWORK, 5515 MINIMUM SLOPE FOR GRADE. CONTINUOUS STEEL CONSTRUCTION - VERIFICATION / INSPECTION M5 402-13/AGI 530-13/A5CE 5-13 BUILDING CODE CONT, CONTINUOUS 3. PRIOR TO GROUTING. VERIFY THE FOLLOWING TO ENSURE COMPLIANCE: MASONRY 21 EQUIREMENT5 AND SPECIFICATION FOR MASONRY STRUCTURE F, FOUNDATION ARE TO BE PLACED IN NEATLY GUT EXCAVATIONS VOID OF ANY DEBRIS d CT5K. COUNTERSUNK SEE TABLE 1105.A.2.1 M5JC CODE) STANDING WATER, BOLT DIA. M.I. WASHER STEEL PL WASHER DBL. DOUBLE PERIODIC REQUIRED VERIFICATION d INSPECTION OF STEEL CONSTRUCTIONO F, DOUGLAS FIR A. ® GROUT SPACE IS GLEAN ISG 360-10 G. M015TURE TRANSMISSION 15 OUTSIDE OF THE SCOPE OF THESE PLANS. CONSULT A I/2"0 2 I/2"0 x I/4" 2" x 2" x I/4" DIA. DIAMETER B. N PLACEMENT OF REINFORCEMENT d CONNECTORS, 5PECIFICATION FOR STRUCTURAL STEEL BUILDINGS WATERPROOFING EXPERT WHERE MOISTURE TRANSMISSION 15 A CONCERN, 5/8"m 2 3/4"m x 5/16" 2 1/2" x 2 1/2" x 1/4" DIAD. DIAGONAL 1, HIGH STRENGTH BOLTS. NUTS d WASHERS d PRESTRESSING TENDONS d ANCHORAGES A15C 341-10 DIM, DIMENSION STEEL 22 EISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS CONCRETE 3"0 x 1/16" 3" x 3" x 5/16" A. N MARKINGS G. ❑ PROPORTIONS OF SITE-PREPARED GROUT 8 PRESTRESSING 151 5100-12 CONCRETE ON. DOWN GROUT FOR BONDED TENDONS 14ORTH AMERICAN SPECIFICATION FOR DESIGN OF 1/8"4) 3 1/2"cP x 1/16" 3 1/2" x 3 1/2" x 3/8" DWG. DRAWING ;zll 29 B. ❑ MANUFACTURERS CERTIFICATE OF COMPLIANCEOLD-FORMED STEEL STRUCTURAL MEMBERS (STRUCTURAL CONCRETE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS (E) EXISTING m am QF, F Q Q H D. ❑ CONSTRUCTION OF MORTAR JOINTS OF THE GBG 2016, CHAPTER I6 AND AGI 318) I'tD 4"0 x 1/2" 3 3/4" x 3 3/4" x 3/8" EA, EACH EE: a CO o a � � rR o a 02 2. HIGH STRENGTH BOLTING ATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD EF, EACH FACE 1 5 0 0 " F" S T R E E T 4, GROUT PLACEMENT VERIFIED TO ENSURE COMPLIANCE WITH CODE A. PORTLAND GEMENT SHALL BE TYPE I OR II, CONFORMING TO A,S.T,M, SPECIFICATION 9 5 3 5 4 d CONSTRUCTION DOCUMENT PROVISIONS: ONSTRUGTION WITH 2015 SUPPLEMENT G. NO STRUCTURAL MEMBER SHALL BE GUT WITHOUT THE APPROVAL OF THE ENGINEER. E.J. EXPANSION JOINT M O D E S T O C A WOOD 23 6150. AGGREGATES SHALL BE NORMAL WEIGHT, CONFORMING TO A.S.T,M, A, ® BEARING-TYPE CONNECTIONS F 8 PA SDPWS-15 ANY GUTTING, NOTCHING OR BORING OF WOOD SHALL CONFORM TO THE GBG 2016 EL. ELEVATION TEL. (i o g) 57 2-4 4 3 0 SPECIFICATION G 33, WITH PROVEN SHRINKAGE CHARACTERISTICS OF LE55 THAN REQUIREMENTS. ELEV, ELEVATION 9) 5 7 2-4 4 3 6 B. [I SLIP-CRITICAL CONNECTIONS A. El GROUTING OF PRESTRESSING BONDED TENDONS PEGIAL DESIGN PROVISIONS FOR WIND AND SEISMIC FAX. (Zo 0.04%. USE SPECIAL TYPES OF GEMENT WHERE REQUIRED BY SOIL CONDITIONS. ELEC. ELECTRICAL WWW.MOZAFFARI.NET 3. STRUCTURAL STEEL 5. GROUT PLACEMENT VERIFIED TO ENSURE COMPLIANCE WITH CODE E, ALL CONSTRUCTION CONNECTORS TO BE 5IMP50N STRONG-TIE (U.O.N) AS SPECIFIED B. ALL CONCRETE SHALL BE OF DESIGN MIX OF 3,000 P,5.1, AT 28 DAYS. CONTINUOUS D. TYPICAL SILL PLATE ATTACHMENTS SHALL BE WITH 5/8" DIAMETER X 12" LONG, EN EDGE NAIL I CONSTRUCTION DOCUMENT PROVISIONS. ON THE PLANS, WHERE ONLY A MODEL (AND NO MODEL #) 15 SPECIFIED, SELECT THE INSPECTION IS NOT REQUIRED. MAXIMUM SLUMP SHALL BE 4 INCHES, USE A MINIMUM OF ANCHOR BOLTS (OR 5/8"(P x 6 1/2" 5IMP50N TITEN HD ANCHORS) AT 5'-0" O.G. SEE E.05. EDGE OF SLAB A. [IIDENTIFICATION MARKINGS MODEL NUMBER THAT CORRESPONDS TO THE CONNECTING FRAMING NUMBER(S); FIVE (5) SACKS OF GEMENT PER CUBIC SHEAR WALL SCHEDULE FOR MORE ANCHOR BOLT SPACING INFORMATION. PROVIDE YARD. AT FLOOR SLABS-ON-GRADE; PROVIDE EQ. EQUAL 3,000 R5.1. CONCRETE. ONE BOLT BETWEEN 4" d 12" FROM EACH END OF EACH SILL PIECE AND AT CORNERS. ACCORDING TO THE CURRENT PRODUCT CATALOG. DO NOT DOWNSIZE ALTERNATE E.5, EACH SIDE B. ❑ MANUFACTURERE'S CERTIFIED MILL REPORTS 6, COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE ANCHOR BOLTS MUST ACHIEVE A MINIMUM OF 7 EMBEDMENT INTO CONCRETE. PROVIDE MANUFACTURERS PRODUCT WITH EQUAL OR GREATER ICG APPROVAL OF THE LOCAL E.W. EACH WAY CONSTRUCTION DOCUMENTS 4 THE APPROVED SUBMITTALS SHALL PL3x3xl/4" WASHER (OR 5IMP50N BP) AT EACH ANCHOR BOLT. THE HOLE IN THE PLATE 4, WELD FILLER BE VERIFIED, BUILDING OFFICIAL. G. NO PIPES, OR DUCTS, SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS EXT, EXTERIOR SPECIFICALLY DETAILED. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR WASHER 15 PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LOCATION OF SLEEVES, MOULDS, FLOOR HINGES, ETC.TO BE CAST INTO THE CONCRETE. LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1-3/4", F.D. FLOOR DRAIN A. ❑ IDENTIFICATION MARKINGS DESIGN LOADS; PROVIDED A STANDARD GUT WASHER 15 PLACED BETWEEN THE PLATE WASHER AND FIN, FINISH D. VIBRATION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE PORTLAND THE NUT, F.F. FINISH FLOOR B. ❑ MANUFACTURERE'5 CERTIFICATE OF COMPLIANCE THIS STRUCTURE 15 DESIGNED BASED ON THE FOLLOWING GBG 2013 LOAD GEMENT ASSOCIATION SPECIFICATIONS. FIN. FLR. FIN15H FLOOR D. CONTRACTOR'S RESPONSIBILITY. PER GBG 2016, SECT. 1106.1, EACH CRITERIA, UNLESS OTHERWISE NOTED. E. ALL STRUCTURAL (SHEATHING) PLYWOOD SHALL BE APA RATED EXPOSURE I ,WITH A FLR, FLOOR 5. WELDING - STRUCTURAL STEEL CONTRACTOR IS RESPONSIBLE FOR THE CONSTRUCTION OFA MAIN WIND OR E. CONCRETE SHALL BE MAINTAINED IN A M015T CONDITION FOR A MINIMUM OF SEVEN MINIMUM SPAN RATINOF 32/16 (ROOF) AND 48/24 (FLOOR), UNLESS OTHERWISE NOTED. SEISMIC FORGE RESISTING SYSTEM, DESIGNATED SEISMIC IC SYSTEM OR A WIND o G FN FIELD NAIL OR SEISMIC RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL A, R15K CATEGORY ............................................................................ (TABLE 1604,5) ... TYPE 11 DAYS AFTER ITS PLACEMENT AT A TEMPERATURE NOT LE55 THAN 50F:APPROVED SHEATHING SHALL CONFORM TO PS 2, LATEST EDITION, UNLESS OTHERWISE NOTED. FND. FOUNDATION r u A. ❑ COMPLETE d PARTIAL PENETRATION GROOVE WELDS INSPECTIONS, THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF CURING COMPOUNDS MAY BE USED IN LIEU OF M015T CURING. FOR TEMPERATURES F.O.M. FACE OF MASONRY B. ❑ MULTI-PASS FILLET WELDS RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE B. ROOF LOAD5; LE55 THAN 50o F, FOLLOW THE GOLD WEATHER PROVISIONS OF AGI 306 F. FOR NAILING OF LUMBER, SEE TABLE 2304,10.1 OF THE GBG 2016. F.O.S. FACE OF STUD COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT, THE CONTRACTOR'S 1. DEAD LOADS (PER DESIGN CONDITIONS) ......................................................... 20 (psF) G. N SINGLE-PASS FILLET WELDS > 5/16" 2. LIVE LOADS (PER SECTION 1601.1 F, NEW FOOTINGS ADJACENT TO EXISTING FOUNDATIONS MUST PENETRATE A MINIMUM G. ALL SILL PLATES RESTING ON CONCRETE, OR MASONRY, SHALL BE PRESSURE TREATED F.P. FULL PENETRATION STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING: AND REDUCIBLE PER SECTION 1601.12.2.1,,,,,,,,,,,,,,,,,,, ........ 20 (psF) DEPTH AS THAT OF THE EXISTING FOOTINGS. ALL FOOTINGS SHALL BEAR ON DOUGLAS FIR IN ACCORDANCE WITH AWPA UI, CONNECTORS FOR PRESSURE TREATED FTG. FOOTING D. ❑ SINGLE-PASS FILLET WELDS < 5/16" UNDISTURBED SOIL, 18" MINIMUM BELOW NATURAL OR FINISHED GRADE, WHICHEVER 15 OR FIRE RETARDANT PRESSURE TREATED WOOD TO BE HOT DIPPED GALVANIZED, I, ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED G. FLOOR LOADS: DEEPER, SEE 5011-5 SECTION ABOVE FOR MORE INFORMATION, STAINLESS STEEL, SILICON BRONZE OR COPPER. GA, GAUGE by HILTON E. [I FLOOR 4 ROOF DECK WELDS IN THE STATEMENT OF SPECIAL INSPECTIONS. I. DEAD LOADS (PER DESIGN CONDITIONS) ........................................................ 20 (psf) GALV, GALVANIZED 2. LIVE LOADS (PER SECTION 1601 AND REDUCIBLE PER GLB GLUE LAMINATED BEAM F. N FIELD WELDING PER AISG 360, SECTION N5. G. ANY REQUIRED BACKFILL AT FOUNDATIONS SHALL BE BROUGHT UP SIMULTANEOUSLY ON H. LAG BOLTS AND SCREWS SHALL HAVE PREDRILLED HOLES AND THE DIAMETER OF 2. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN SECTION 1601.10) ............................................................................................................ 40 (psF) GR. GRADE CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE EACH SIDE SO THAT THE EARTH LEVEL ON ONE SIDE IS NEVER MORE THAN 8" HIGHER THE PREDRILLED HOLES SHALL BE 6056 OF SHANK DIAMETER. THE THREADED PORTION 6. WELDING - REINFORCING STEEL D, WALL LOADS: THAN THE OTHER SIDE, UNLESS APPROVED SHORING IS PROVIDED. OF THE 5GRE114 SHALL BE INSERTED BY TURNING WITH A WRENCH, NOT BY DRIVING WITH GYP, BD, GYPSUM BOARD BUILDING OFFICIAL. 1, EXTERIOR WALL DEAD LOADS A HAMMER. PENETRATION OF THREADED PORTIONS OF THE BOLTS OR SCREWS SHALL HDR. HEADER A. ❑ WELDABILITY OF REINFORCING STEEL OTHER THAN A5TM A106 (PER DESIGN CONDITIONS. SEE WALL LOAD SHEET)................................. 18 (psF) H. REINFORCEMENTS, ANCHOR BOLTS, PIPE SLEEVES, AND OTHER INSERTS SHALL BE BE SEVEN BOLT OR SCREW DIAMETERS MINIMUM. HCR, HANGER 3. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S 2. INTERIOR WALL DEAD LOADS POSITIVELY SECURED IN PLACE PRIOR TO PLACING CONCRETE. HORIZ. HORIZONTAL B. ❑ REINFORCING STEEL-RESISTING FLEXURAL; d AXIAL FORGES ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE (PER DESIGN CONDITIONS, SEE WALL LOAD SHEET)................................. 12 (psF) I. WHEN LAMINATING VERTICALLY (2) 2X MEMBERS TOGETHER, USE Ibd NAILS AT 6" O.G. H,S,B, HIGH STRENGTH BOLT IN INTERMEDIATE d SPECIAL MOMENT FRAMES d BOUNDARY DISTRIBUTION OF THE REPORTS. 1, THE REQUIRED CONCRETE PROTECTION FOR REINFORCEMENT BARS (EDGE OF ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS d HT, HEIGHT CONCRETE TO FACE OF BARS): 3" WHERE CONCRETE IS POURED AGAINST EARTH, 2" J. ALL HARDWARE CONNECTING WOOD MEMBERS SHALL BE RECESSED WHEN REQUIRED BY SHEAR REINFORCEMENT 4, IDENTIFICATION AND QUALIFICATIONS OF THE PER50N(5) EXERCISING` HVAC HEATING, VENTILATION SUCH CONTROL AND THEIR POSITION(SJ IN THE ORGANIZATION, WHERE CONCRETE 15 EXPOSED TO EARTH BUT PLACED IN FORM5, 1-1/2" AT COLUMN ARCHITECTURAL FINISH, VERIFY WITH ARCHITECTURAL PLANS, TYPICAL. d AIR CONDITIONING G. El SHEAR REINFORCEMENT TIES AND BEAM AND GIRDER STIRRUPS, 1-1/2" FOR SLAB AND WALLS AND JOISTS, I'D. INSIDE DIAMETER UNLESS OTHERWISE NOTED ON THE DRAWINGS, V. ❑ OTHER REINFORCING STEEL INT. INTERIOR STANDARD NAIL TYPES AND SIZES STRUCTURAL OBSERVATION PER GBG 2016 SECTION 1110 F. SEISMIC LOADING CRITERIA; J. ALL REINFORCEMENT BARS SHALL CONFORM TO ASTM-A615 SPECIFICATIONS, USE LC-15 LIGHT GAUGE STEEL 1, STEEL FRAME JOINT DETAILS GRADE 60 FOR #5 AND LARGER, U5E GRADE 40 FOR #4 AND SMALLER, NAIL TYPE DIAMETER GAUGE LENGTH LONG. LONGITUDINAL A/ O THE OWNER SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO 1. SEISMIC IMPORTANCE FACTOR Ie L.L.H. LONG, LEHORIZONTAL w A. [IDETAILS BRACING, STIFFENING, ETC. PERFORM STRUCTURAL OBSERVATION AS DEFINED BELOW: (PER ASCE 1, TABLE 11.5-2) .................... 1.00 K. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185, LAP SHEETS A MIN. OF 18" 5d COOLER 0.086" 14 1 5/8" G L.L.V. LONG LEG VERTICAL B. ❑ MEMBER LOCATIONSL. PROVIDE CONTROL, OR CONSTRUCTION JOINTS, IN CONCRETE SLAB AT 12'- O" O.C. bd COOLER O.Og2" 13 11/8" L.S. LAG SCREW G. [I APPLICATION OF JOINT DETAILS AT EACH CONNECTION STRUCTURAL OBSERVATION: 2. SITE CLASS (PER A5GE 1, CHAP.20 OR SOILS REPORT) ,,,,,,,,,,,,,,,,,,,,,,,, p MAXIMUMEACH WAY UNLESS OTHERWISE NOTED ON PLANSMFR. MANUFACTURER THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM BY A , . REGISTERED DESIGN PROFESSIONAL FOR GENERAL CONFORMANCE TO 3. MAPPED SPECTURAL ACCELERATIONS, Mr-Er, bd BOX 0.066" 12112 2" MFG, MANUFACTURING T O" MAX. MAXIMUM THE APPROVED CONSTRUCTION DOCUMENTS. STRUCTURAL OBSERVATION 0) 59 (PER ASCE 1, FIG5. 22-IOR M, FREE-FALL OF CONCRETE NOT TO EXCEED 4'- DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTION U505 SEISMIC VALUES) ...................................................................................... 1.061 bd COMMON 2" M.B. MACHINE BOLT CONTINUOUS CONCRETE CONSTRUCTION - VERIFICATION / INSPECTION M,B.M, METAL BUILDING MANUFACTURER � W BY THE LOCAL JURISDICTION OR SPECIAL INSPECTION, b) 51 (PER A5CE 1, FIGS, 22-2 OR GLUE LAMINATED TIMBER 8d COOLER 0.113" 11112 2 3/8" MECH, MECHANICAL V ^ SEE TABLE 1105.3 U5G5 SE15MIC VALUES) ...................................................................................... 0.313 w PERIODIC THE CONTRACTOR GE OWNER SHALL NOTIFY THE ENGINEER ONE WEEK MIN, MINIMUM REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION A. ALL LAMINATED LUMBER SHALL BE PROPERLY KILN-DRIED FOR GLUE LAMINATION AND 8d BOX 2 I/2" PRIOR TO THE STAGES LISTED BELOW FOR STRUCTURAL OBSERVATION: 4. SPEGTURAL RESPONSE COEFFICIENTS-. MISG. MISCELLANEOUS O 1, AFTER PIER PLACEMENT, PRIOR TO REMAINING FOUNDATION 0) F0 (PER TABLE 1613.3.3(1)) ................................................................................ 1.01 THE MOISTURE CONTENT SHALL NOT EXCEED 12%. IOd COOLER 0.120" II 2 1/8" MTL. METAL � ^ Ln I, N REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS d PLACEMENT PLACEMENT, b) Fv (PER TABLE 1613.3,3(2)) ............................................................................... 1.65 B. ALL MEMBERS SHALL CONFORM TO THE LATEST EDITIONS OF THE GBG OR NDS (N) NEW �•I•� 2. ❑ REINFORCING STEEL WELDING 2. AT 33% COMPLETION OF STRUCTURAL FRAMING, COMBINATION 24F MINIMUM REQUIREMENT: IOd BOX 3" N/A NOT APPLICABLE 3. AT (5156 COMPLETION OF STRUCTURAL FRAMING. 5. MAXIMUM CONSIDERED EARTHQUAKE RESPONSE ACCELERATIONS: 0.128" 10112 NO. NUMBER 3. N BOLTS INSTALLED IN CONCRETE 4, AT 100% COMPLETION OF STRUCTURAL FRAMING. 0) 5ms (PER EQ. 16-31) 1, Fb = 2,400 P,5.1, (BENDING DRY CONDITIONS OF USE) 124 BOX 3 I/4" N.T.S. NOT TO SCALE 4. N REQUIRED MIX DESIGN b) SMI (PER EQ. 16-38) ............................................................................................ 0.62 2. Fv = 265 P,5,1, (SHEAR) AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, THE 8d COMMON 0.131" 101/4 2 I/2" O/ OVER 3. FG - 650 P.5.1. (ON COMPRESSION AND TENSION FACES) 5. ❑ FRESH CONCRETE SAMPLING/TEST STRUCTURAL OBSRVER SHALL SUBMIT TO THE BUILDING OFFICIAL A 6. DESIGN SPECTRAL RESPONSE ACCELERATIONS: O.G. ON CENTER WRITTEN 5TAEMENT THAT THE SITE VISITS HAVE BEEN MADE AND 4, E = 1,8XEb P,S.1, (ELASTICITY) Ibd BOX 0.135" 10 3 1/2" O.D. OUTSIDE DIAMETER 6. ❑ PLACEMENT OF CONCRETE AND SHOTGRETE INDENTIFY ANY REPORTED DEFICIENCIES WHICH TO THE BEST OF THE a) SDS (PER EQ. 16-36) ......................................................................................... 0.16 Q 5. USE 24F-V4 FOR SIMPLE BEAMS AND 24F-V8 FOR CANTILEVERED BEAMS OR O.H. OPPOSITE HAND STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED, b) SDI (PER EQ. 16-40)............................................................................................ 0.41 CONTINUOUS BEAMS WITH MORE THAN TWO SUPPORTS IOd COMMON 3" z 1, ❑ CURING-TEMPRATURE AND TECHNIQUES OPNG. OPENING 6. 6. CAMBER TO BE BASED ON 3500' RADIUS N,O.NJ 8. ❑ PRESTRESSED CONCRETE 1. SEISMIC DESIGN CATEGORY (PER TABLES 1613.3.50-2)) ......................... D 124 COMMON 0.148" q 3 1/4" OPP. OPPOSITE O G. USE ADHESIVE WATER RESISTANT GA5EIN TYPE GLUE WITH MOLD INHIBITORS PC. PIECE U_ A, ❑ APPLICATION OF PRESTRESSING FORGES 8. RESPONSE MODIFICATION COEFFIGENT, R CONFORMING TO FEDERAL SPECIFICATIONS MMM-125 (WET-U5E EXPOSURE CONDITIONS). Ibd SINKER 3 I/4" PARA. PARALLEL J B. ❑ GROUTING OF BONDED TENDONS IN SEISMIC-FORGE-RESISTING SYSTEM (PER A5CE 1, TABLE 12,2-1) ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 6.5 PERP, PERPENDICULAR D. FABRICATION SHALL FURNISH ARCHITECT AN AITG INSPECTION CERTIFICATE, Ibd COMMON 0.162" 8 3 I/2" PL PLATE 6, ❑ ERECTION OF PRECAST MEMBERS q, SEISMIC RESPONSE COEFFICENT/6A5E SHEAR CERTIFYING THAT THE GLU-LAM MEMBERS WERE PRODUCED IN ACCORDANCE WITH PLY, PLYWOOD 10. ❑ VERIFICATION OF ON-SITE CONCRETE STRENGTHS (PER A5GE 1, 12.6.1 EQUATIONS) ........................................................................ 0.111 •W PROVISIONS OF AITG INSPECTION MANUAL FOR STRUCTURAL GLUED LAMINATED LUMBER, CERTIFICATES SHALL BE SUBMITTED TO BUILDING DEPARTMENT FOR PPT PARAPET 11, N FORMWORK SHAPE, LOCATION AND DIMENSIONS G. WIND LOADING CRITERIA: APPROVAL. PREFAB. PREFABRICATED P.T. PRESSURE TREATED 1, BASIC WIND SPEED, V39 (PER FIG. 1606 OR E. ALL LAMINATED BEAMS SHALL CONFORM TO INDUSTRIAL APPEARANCE GRADE UNLESS O DIAMETER CONTINUOUS SOILS VERIFICATION / INSPECTIOp LOCAL JURI5TICTION) ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 110 (mph) SHOWN OR SPECIFIED OTHERWISE. RAD, RADIUS - N 2. SURFACE ROUGHNESS CATEGORY (PER SECT. 1606.4.2) .................................. G REINF, REINFORCING SEE TABLE 1105.6 3. EXPOSURE GATEGORY (PER SECT. I&Og.4,3) ........................................................... G F, TENSION LAMINATION REQUIRED AT TOP AND BOTTOM ALL CANTILEVER GLU-LAM R.O. ROUGH OPENING PERIODIC BEAMS. 1N USE TEMPERATURE OF GLU-LAM BEAMS NOTT TO EXCEED 150 DEGREES F. RDWD REDWOOD O �° I, N VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE Z-25 FT. Z=50 FT. G. ALL GLU-LAM MEMBERS EXPOSED TO WEATHER SHALL BE PROTECTED WITH AN 5.A,0. SEE ARCHITECTURAL DRAWINGS 4, DESIGN WIND LOADS, P (PER ASCE 1, CHAPTER 6)............ - THE DESIGN BEARING CAPACITY 21.5 31,8SCHED. SCHEDULE APPROVED PRESERVATIVE. 2. N VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND 5.0,5. SELF-DRILLING SCREW 4 HAVE REACHED PROPER MATERIAL STRUCTURAL STEEL SIM, 51MILAR 1� u 3. N GEOTECHNICAL INFORMATION S.M.S. SHEET METAL SCREW VERIFY GLASSIFIGATION AND TESTING OF CONTROLLED FILL SPECSPECIFICATION HAVE BEEN PERFORMED ALL FOUNDATIONS SHALL BE CONSTRUCTED ACCORDING .TO THE GEOTECHNICAL THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN O ACCORDANCE WITH GBG 2016, CHAPTER 22 AND AISC 360 REQUIREMENTS. 5Q. SQUARE 4, N REPORT L15TED BELOW: GGVERIFY USE OF PROPER MATERIAL, DENSITIES AND LIFT THICKNESS STAG. STAGERED o DURING PLACEMENT AND COMPACTION OF CONTROLLED FILL CONSULTANT: TERRAGON CONSULTANTS INC. A, ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO A5TM Agg2 (Fy=50ksi) STD. STANDARD 5. N PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE PROJECT NO.. NA18512-1 STANDARDS. ALL PIPE COLUMNS SHALL CONFORM TO A5TM A53, GRADE B (Fy=35ksi) STIFF, STIFFENER O AND VERIFY THAT SITE HAS BEEN PREPARTED PROPERLY DATE: 10/05/2018 STANDARDS. ALL STRUCTURAL TUBING SHALL CONFORM TO A5TM A500, GRADE B STL. STEEL (Fy=4(5k9i) STANDARDS. ALL PLATES AND BARS SHALL CONFORM TO A5TM A36 STRUCT, STRUCTURAL STANDARDS. S.W. SHEARWALL SYM. SYMMETRICAL fn1 fn1 f0n1 CONTINUOUS STRUCTURAL WOOD SITE PREPARATION B. THE FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE Td B TOP d BOTTOM I� WITH THE LATEST AI96 AND AWS SPECIFICATIONS. T4 G, TONGUE d GROOVE SEE SECTION 1105.5 ALL EXCAVATIONS, PREPARATIONS FOR SLAB-ON-GRADE, FOOTINGS, BACKFILLING AND PERIODIC GRADING ARE TO BE DONE ACCORDING TO THE GEOTECHNICAL REPORT L15TED ABOVE, G. THIS STRUCTURE MAY NOT BE SELF SUPPORTING AS DEFINED IN AI5G CODE OF THRU THROUGH 1, THE SPECIAL INSPECTION PROGRAM SHALL VERIFY IN THE ABSENCE OF A GEOTECHNICAL REPORT, ALL FOUNDATIONS SHALL BE STANDARD PRACTICE, THEREFORE ERECTION BRACING IS REQUIRED AND IS TO BE TN TOE NAIL CONSTRUCTED ACCORDING TO THE GBG 2016, CHAPTER 18 SPECIFICATIONS, PREPARED BY A LICENSED CIVIL OR STRUCTURAL ENGINEER. ERECTION PLANS, AND T.O. TOP OF OR PROVISIONS PROVIDED BY A 5011-5 REPORT, ANY DISCREPANCIES BETWEEN THE SEQUENCE, SHALL BE SUBMITTED TO THE LOCAL AUTHORITIES PRIOR TO FABRICATION, T.O.R. TOP OF ROOF A. E] FABRICATION SHOP (SEE SECTION 1104.2.5) l GEOTECHNICAL ENGINEER'S REPORT AND THESE PLANS SHALL BE BROUGHT TO THE T,O.PPT TOP OF PARAPET Q B. ❑ STRUCTURAL ELEMENTS FIELD BUILT. ATTENTION OF MOZAFFARI ENGINEERING PRIOR TO START OF CONSTRUCTION 50 THAT D. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS WITH E10 ELECTRODES LL PROPER REMEDIAL CORRECTIONS CAN BE PROVIDED. ANY FIELD REPORTS MADE BY CONFORMING TO ASTM A233 STANDARDS. TRANS. TRANSVERSE G. N DIAPHRAGM AND SHEAR WALL NAILING, FASTENER LENGHT/SIZE SPECIAL INSPECTORS OR SOILS ENGINEERS MUST BE SUBMITTED PROMPTLY TO THE TS TUBE STEEL AND STRUCTURAL PANEL THICKNESS AND GRADE (SEE SECTION 1105.5.14 1105.11,2) LOCAL AUTHORITIES. E. THE CONTRACTOR IS RESPONSIBLE FOR ANY AND ALL TEMPORARY BRACING REQUIRED TYP. TYPICAL Z D. N HOLD-DOWN INSTALLATION (SEE SECTION 1105.11.2) FOR ERECTION. ALL ERECTION, FABRICATION AND INSTALLATION SHALL CONFORM TO U.O.N. UNLESS OTHERWISE NOTED 3 E. [:] TEMPORARY AND PERMANENT BRACING OF METAL-PLATE-CONNECTED WOOD K/ AWS AND GBG 2016 STANDARDS. VERT, VERTICAL ly DEFERRED SUBMITTALS: TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, (SEE SECTION 1105.5.2) F. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SHOP DRAWINGS TO THE ENGINEER W/ WITH CI FOR REVIEW, PRIOR TO ANY FABRICATION. W/O WITHOUT CI DEFERRED SUBMITTALS THAT HAVE NOT BEEN SUBMITTED AT THE TIME OF THE APPLICATION, N.P.WWORK POINT G. ALL CONNECTIONS NOT DETAILED ON THE PLANS SHALL BE DETAILED ON THE SHOP W.W.F, WELDED WIRE FABRIC MUST HAVE THE PRIOR APPROVAL OF THE BUILDING OFFICIAL. THE REGISTERED DESIGN � � CONTINUOUS EPDXIED ANCHORS - VERIFICATION / INSPECTION PROFESSIONAL IN CHARGE OF THE PROJECT, SHALL L15T THE DEFERRED SUBMITTALS ON DRAWINGS d SUBMITTED TO THE ENGINEER FOR REVIEW. THE CONSTRUCTION DOCUMENTS FOR REVIEW BY THE BUILDING OFFICIAL. THE DOCUMENTS (X PERIODIC BEING SUBMITTED ON DEFERRED SUBMITTALS SHALL BE REVIEWED BY THE REGISTERED Jl H DESIGN PROFESSIONALS IN CHARGE, THEN FORWARDED TO THE BUILDING OFFICIAL WITH A 1, N POST-INSTALLED ANCHORS IN CONCRETE OR MASONRY SHALL NOTATION INDICATION THAT THEY HAVE BEEN REVIEWED AND ARE IN GENERAL J HAVE CONTINUOUS (WITNESS) OR PERIODIC (PULL-TEST) CONFORMANCE WITH THE DESIGN OF THE BUILDING. SPECIAL INSPECTION ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS (SEE IGC-E5 EVALUATION REPORT). REVISIONS BY THESE DOCUMENTS ARE PROPERTY OF MOZAFFARI ENGINEERING AND MAY ONLY BE USED PER TH15 PROJECT UNLESS OTHERWISE WITH WRITTEN PERMISSION OF THE ENGINEER. DATE: 02-27-19 SCALE: AS SHOWN ENGINEERED BY: AM-JKE DRAWN: EM JOB NO.: 18-7850 SHEET NO.: SNI PRINTED: 3/4/2019