METAL DECK S/S SD STEEL JOIST S/S SD STRUCTURAL STEEL CONNECTIONS S/S SD STRUCTURAL STEEL S/S SD CONCRETE MIX DESIGNS S/S SD CONCRETE EMBED LAYOUT S/S SD CONCRETE CONSTRUCTION JOINT LAYOUT S/S SD CONCRETE REINFORCING LAYOUT S/S SD LIGHT GAGE METAL STUD SYSTEMS S/S SD MISC STEEL FABRICATIONS S/S SD EXTERIOR CLADDING (CURTAINWALLS) S/S SD ROOF PLAN (GENERIC BUILDING SHOWN) WALLS (GENERIC BUILDING SHOWN) T/ROOF T/ROOF a a 5 4 a 5 5 4 5 a a 2a 2a 2a 4a 2' 1 2 2' 2' 3' 3' 3 3 T/PARAPET 5P 4P 5P 5P 4P 5P 4) PRESSURES SHOWN ARE ULTIMATE PRESSURES, MULTIPLY BY 0.6 FOR NOMINAL PRESSURES. DESIGN CRITERIA SOIL BEARING (ALLOWABLE MAXIMUM) PAINT & PROTECTION DEFORMED BARS ANCHOR RODS HIGH-STRENGTH BOLTS WELDING ELECTRODES STEEL PIPES HSS SQUARE & RECTANGULAR SHAPES OTHER SHAPES & PLATES STRUCTURAL STEEL (DESIGN PER CURRENT EDITION AISC), UNLESS OTHERWISE NOTED (UON) MATERIALS SHALL BE AS FOLLOWS: COMPRESSIVE STRENGTH CONCRETE MASONRY (DESIGN PER CURRENT EDITION ACI 530) WELDED WIRE FABRIC ALL OTHER CONCRETE SLAB ON GRADE CONCRETE (DESIGN PER CURRENT EDITION ACI 318) ANALYSIS PROCEDURE RESPONSE MODIFICATION FACTOR, R SEISMIC RESISTING SYSTEM BASIC STRUCTURAL SYSTEM SEISMIC DESIGN CATEGORY MAPPED SPECTRAL RESPONSE ACCELERATION, S1 MAPPED SPECTRAL RESPONSE ACCELERATION, Ss IMPORTANCE FACTOR, I THERMAL FACTOR, Ct EXPOSURE FACTOR, Ce FLAT ROOF SNOW LOAD (INCLUDING RAIN ON SNOW SURCHARGE) GROUND SNOW LOAD, Pg ROOFS AND CANOPIES: (REDUCIBLE) WELDED STUDS W-SHAPES FOOTINGS SITE CLASS SEISMIC: SNOW LOADS: WIND LOADS: LIVE LOADS: GRADE 36 ASTM F1554 AWS A5.1 OR A5.5 SERIES E70 ASTM A53 GRADE B, Fy=35 KSI ASTM A500 GRADE B, Fy=46 KSI ASTM A36, Fy=36 KSI ASTM 992, Fy=50 KSI EQUIV LATERAL FORCE ORDINARY CONCENTRICALLY BRACED FRAME HSS ROUND SHAPES ASTM A500 GRADE B, Fy=42 KSI IMPORTANCE FACTOR, I SPECTRAL RESPONSE COEFFICIENT, Sds SPECTRAL RESPONSE COEFFICIENT, Sd1 SEISMIC RESPONSE COEFFICIENT, Cs DESIGN BASE SHEAR, V THIS BUILDING IS NOT LOCATED IN THE WIND BORNE DEBRIS REGION. IMPACT RESISTANT GLAZING IS NOT REQUIRED. DESIGN PER 2016 CALIFORNIA BUILDING CODE, UNLESS OTHERWISE NOTED. ALL REINFORCING STEEL ASTM A615 GRADE 60. REINFORCING STEEL SHOWN ON THESE DRAWINGS TO BE WELDED SHALL BE ASTM A706. WELDABLE BARS 20 PSF 0 PSF 0 PSF 1.1 1.0 1.0 1.25 1.873 0.660 D 1.50 0.748 D BUILDING FRAME SYSTEM 3.25 0.385 0.385W F'C= 3000 PSI F'C= 6000 PSI F'C= 3000 PSI F'M= 1500 PSI 3/4"ø ASTM A325 ASTM A108 ASTM A496 ASTM A706 SSPC PAINT 25 2,000 PSF SHAPE FACTORS DIRECTIONALITY FACTOR (Kd) INTERNAL PRESSURE COEFFICIENT ENCLOSURE CLASSIFICATION WIND EXPOSURE RISK CATEGORY MEAN ROOF HEIGHT ULTIMATE WIND SPEED: (ASCE 7-10) 115 MPH 16 FT III C ENCLOSED ± 0.18 0.85 PER CODE NOMINAL WIND SPEED: 90 MPH FLOOR ROOF DEAD LOADS (SUPERIMPOSED LOAD NOT INCLUDING STRUCTURE SELF WEIGHT): N/A 20 PSF ASTM A185 GENERAL NOTES CONCRETE UNLESS OTHERWISE NOTED (UON) ON THE DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE AS FOLLOWS: FOOTINGS .......................................................................................................................................... 3" CANOPY SLABS ........................................................................................................................... 1 1/2" SLABS ON GRADE ......................................................................................................... 2" FROM TOP ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN CONFORMANCE WITH CRSI MANUAL OF STANDARD PRACTICE AND ACI 315 DURING THE PLACING OF THE CONCRETE. UNLESS OTHERWISE NOTED, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: WELDED WIRE FABRIC ............................................. WIRE SPACING PLUS 6" REINFORCING BARS .................................................. 48 BAR DIAMETERS ALL HOOKS IN REINFORCING BARS SHALL BE AN ACI STANDARD HOOK, UNLESS OTHERWISE NOTED. FOUNDATION IF FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, UNSTABLE, OR UNSUITABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. THE BOTTOM OF ALL FOUNDATIONS SHALL EXTEND A MINIMUM OF 24 INCHES BELOW THE TOP OF FINISH GRADE. STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF (1) VERTICAL TO TWO (2) HORIZONTAL. PROVIDE A MINIMUM OF TWO #4 BARS IN TOP OF CONTINUOUS WALL FOOTINGS AT DOOR AND OTHER OPENINGS, 4'-0" LONGER THAN THE OPENING. FASTENERS EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3, SIMPSON STRONG-TIE STRONG-BOLT2 OR APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT LEAST 7 TIMES THE BOLT DIAMETER. CLEAN HOLE AND INSTALL PER MANUFACTURER'S PRINTED INSTRUCTIONS. ICC-ES REPORTS ESR-2302 AND ESR- 1385 FOR CONCRETE AND MASONRY, RESPECTIVELY. ADHESIVE ANCHORING (EPOXY) FOR CONCRETE SHALL BE HILTI HIT-HY 200 CARTRIDGE SYSTEM (ICC-ES REPORT ESR-3187), SIMPSON STRONG-TIE AT-XP (ER-263; RR25960) OR APPROVED EQUAL, UON. EMBEDMENT DEPTH SHALL BE AT LEAST 12 TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED BY MANUFACTURER. THE HOLE SHALL BE CLEANED PER MANUFACTURER'S RECOMMENDATIONS BY BRUSHING OUT WITH WIRE BOTTLE BRUSH AND BLOWN OUT WITH AIR USING A COMPRESSOR WITH A FUNCTIONAL OIL TRAP (EXCEPT WHERE PERMITTED WHEN USING A HILTI SAFE SET HIT Z ANCHOR ROD OR HILTI HOLLOW DRILL BIT W/ VACUUM). INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS AND PERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER. ADHESIVE ANCHORING (EPOXY) FOR MASONRY SHALL BE HILTI HIT-HY 70 CARTRIDGE SYSTEM (ICC-ES ESR-2682) OR APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO SOLID GROUTED MASONRY SHALL BE AT LEAST 9 TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED BY MANUFACTURER. HOLES SHALL NOT BE PLACED WITHIN 1" OF A VERTICAL MORTAR JOINT. CLEAN HOLE AND INSTALL IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS AND PERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER. SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ, SIMPSON STRONG-TIE TITEN HD OR APPROVED EQUAL, UON. EMBEDMENT IN CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT LEAST 9 TIMES THE BOLT DIAMETER. CLEAN HOLE AND INSTALL PER MANUFACTURER'S PRINTED INSTRUCTIONS. POWER ACTUATED FASTENERS (PAF) SHALL BE 0.157" DIAMETER HILTI X-U, SIMPSON STRONG-TIE PDPA OR EQUAL, UON. EMBED MIN 1-1/4" INTO CONCRETE AND CMU. DO NOT PLACE WITHIN 1" OF CMU MORTAR JOINT. PAF SHALL COMPLETELY PENETRATE STRUCTURAL STEEL. SUPPLEMENTARY NOTES PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. THE STRUCTURE SHOULD NOT BE CONSIDERED STABLE UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. MCVEIGH & MANGUM ENGINEERING, INC OR ANY OF IT'S EMPLOYEES SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES OR SEQUENCES FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. VISUAL OBSERVATIONS OF THE STRUCTURAL SYSTEM BY MCVEIGH & MANGUM ENGINEERING FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THE INTERNATIONAL BUILDING CODE. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS. ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL AND PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFORE PROCEEDING WITH STRUCTURAL WORK AFFECTED. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS OF EXISTING STRUCTURE AND SITES THAT ARE AFFECTED BY NEW WORK BEFORE PROCEEDING WITH FABRICATION AND CONSTRUCTION. SPECIFICATIONS CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301. "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (LATEST EDITION). EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL EMPLOY AND PAY AN INDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE TESTING. ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF AISC "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES", AND AWS D1.1" "STRUCTURAL WELDING CODE", EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. PROOF OF WELDER CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. BOLTED CONNECTIONS SHALL BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". BOLTED AND WELDED CONNECTIONS: THE CONTRACTOR SHALL EMPLOY AND PAY AN INDEPENDENT TESTING LABORATORY TO INSURE THAT ALL FASTENERS AND WELDS ARE INSTALLED IN ACCORDANCE WITH THE SPECIFICATIONS. A VISUAL INSPECTION SHALL BE MADE OF ALL WELDED AND BOLTED CONNECTIONS. IN ADDITION, A MINIMUM OF 10% OF ALL HIGH STRENGTH BOLTS SHALL BE CHECKED FOR PROPER TENSION AND A MINIMUM OF 10% OF ALL FULL PENETRATION WELDS SHALL BE CHECKED BY ULTRASONIC TESTING. ADDITIONAL BOLTS AND WELDS MAY BE TESTED AT THE OPTION OF THE TESTING LAB REPRESENTATIVE. DEFECTIVE BOLTS OR WELDS SHALL BE REMOVED AND REPLACED AT NO ADDITIONAL COST TO THE OWNER. METAL DECK WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF THE STEEL DECK INSTITUTE (SDI) SPECIFICATIONS AND COMMENTARY FOR STEEL ROOF DECK", "SDI SPECIFICATIONS AND COMMENTARY FOR COMPOSITE STEEL FLOOR DECK", "SDI SPECIFICATIONS AND COMMENTARY FOR NON-COMPOSITE FLOOR DECK", AND "SDI CODE OF RECOMMENDED STANDARD PRACTICE FOR COMPOSITE DECK, FORM DECK AND ROOF DECK CONSTRUCTION". FOOTING AND SLAB SUBGRADE PREPARATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE GEOTECHNICAL REPORT FOR THE PROJECT PREPARED BY SALEM ENGINEERING GROUP, INC. (DATED FEBRUARY 19, 2016), AND SHALL BE IN COMPLIANCE WITH APPLICABLE REQUIREMENTS OF GOVERNING AUTHORITIES HAVING JURISDICTION. A GEOTECHNICAL TESTING AND INSPECTION FIRM SHALL BE EMPLOYED TO PERFORM A SOIL SURVEY FOR SATISFACTORY SOIL MATERIALS, SAMPLING AND TESTING FOR QUALITY CONTROL AS PER THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT FOR THIS PROJECT. ALL EARTHWORK OPERATIONS SHALL BE PERFORMED TO THE SATISFACTION OF THE GEOTECHNICAL TESTING FIRM. STEEL ALL BOLTS SHALL BE SNUG TIGHT (AS DEFINED BY AISC) UON. UNLESS OTHERWISE NOTED, BEAM-TO-BEAM AND BEAM-TO-COLUMN CONNECTIONS SHALL BE AS SHOWN IN DETAIL 6/S6.0. BEAM REACTIONS AND CONNECTIONS THAT FALL OUTSIDE OF THE LIMITS OF THE DETAILS NOTED ABOVE SHALL BE DESIGNED BY THE SPECIALTY ENGINEER LICENSED IN THE STATE OF THE PROJECT AND SHALL BE SUBMITTED AS SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR APPROVAL. MINIMUM SIZE OF ALL FILLET WELDS SHALL CONFORM TO SECTION J2 AISC SPECIFICATIONS EVEN THOUGH SHOWN OTHERWISE ON ARCHITECTURAL, MECHANICAL, OR STRUCTURAL DRAWINGS. ALL WELDS ALONG THE LENGTH OF MEMBERS INDICATED ON ARCHITECTURAL OR STRUCTURAL DRAWINGS, BUT NOT SIZED, SHALL BE A MINIMUM OF: STEEL STAIRS SHALL BE DESIGNED, SIGNED AND SEALED BY STEEL FABRICATOR'S SPECIALTY ENGINEER. SEE ARCH FOR STAIR CONFIGURATION. PROVIDE ANGLE SUPPORT (USE L2-1/2x2-1/2x1/4) ALONG FACE OF STEEL COLUMNS WHERE METAL DECK OR GRATING SPANS INTO IT. ALL STEEL JOISTS SHALL BE DESIGNED FOR THE WIND UPLIFT SHOWN. THE ROWS OF BRIDGING SHALL BE INCREASED AS REQUIRED FOR UPLIFT. SINCE A Kd FACTOR OF 0.85 HAS BEEN USED, NO INCREASE IN ALLOWABLE STRESS IS PERMITTED. ANGLE FRAME MEMBERS AROUND TRENCHES, PITS, OPENINGS, ETC., SHALL BE MITERED, WELDED, AND GROUND SMOOTH. END CONNECTIONS FOR WEB MEMBERS OF TRUSSES AND BRACING SHALL DEVELOP THE STRESS SHOWN OR ONE-HALF (1/2) THE ALLOWABLE STRENGTH OF THE MEMBER IN TENSION, WHICHEVER IS GREATER. 3/16 2-12 3/16 2-12 SHOP DRAWINGS AND SUBMITTALS SHOP DRAWING SUBMITTALS ARE ONLY REVIEWED FOR GENERAL CONFORMANCE WITH THE INFORMATION SHOWN ON THE CONSTRUCTION DOCUMENTS. THE GENERAL CONTRACTOR MUST REVIEW AND APPROVE THE SHOP DRAWINGS PRIOR TO THEIR SUBMITTAL TO THE ARCHITECT. SUBMITTALS WHICH DO NOT CONTAIN THE CONTRACTOR'S SHOP DRAWING STAMP SHALL BE RETURNED WITHOUT REVIEW. ANY REQUESTED CHANGES TO THE CONTRACT DOCUMENTS SHALL BE COMMUNICATED IN WRITING PRIOR TO SUBMITTING THE SHOP DRAWINGS AND CLOUDED ON THE SHOP DRAWINGS. SHOP DRAWINGS MUST BE SUBMITTED FOR ENGINEER'S REVIEW OF THE FOLLOWING ITEMS: (S/S = SIGNED & SEALED SHOP DRAWING WITH CALCS, SD = SHOP DRAWING FOR REVIEW ONLY) COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH BUILDING COMPONENT NOT DESIGNED BY THE DESIGN TEAM OF RECORD AND NOT SPECIFIED ON THE PROJECT CONSTRUCTION DOCUMENTS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR-DESIGNED COMPONENTS PER THE STRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL COMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. VENDOR- DESIGNED COMPONENT SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT DESIGNER ENGINEER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASE STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. THE CONTRACTOR SHALL SUBMIT THE STAMPED COMPONENT SYSTEM DOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL. LIGHT GAGE STEEL FRAMING DESIGN OF LIGHT GAGE STEEL FRAMING IS BASED ON SECTION PROPERTIES AND STANDARD NOMENCLATURE AS DEFINED IN "STEEL STUD MANUFACTURERS ASSOCIATION (SSMA)- PRODUCT TECHNICAL INFORMATION, ESR-3064P." ALTERNATE MANUFACTURER'S FRAMING SIZE SHALL MEET THE MINIMUM SECTION PROPERTIES OF THE MEMBERS INDICATED ON THE DESIGN DRAWINGS. THE LIGHT GAGE STEEL FRAMING SHOWN ON THE DRAWINGS IS DIAGRAMMATIC ONLY. MEMBER SIZE, CONFIGURATION, DETAILS AND CONNECTIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR'S LIGHT GAGE STEEL SPECIALTY FRAMING ENGINEER. LIGHT GAGE STEEL FRAMING SHOP DRAWINGS COMPLETE WITH CALCULATIONS, ARE TO BE SIGNED AND SEALED BY THE LIGHT GAGE STEEL SPECIALTY FRAMING ENGINEER AND SUBMITTED FOR REVIEW AND APPROVAL. ALL SUBMITTED LIGHT GAGE STEEL FRAMING SHOP DRAWINGS, WHICH ARE NOT SIGNED AND SEALED AND/OR REVIEWED BY THE GENERAL CONTRACTOR, SHALL BE REJECTED AND RETURNED TO THE GENERAL CONTRACTOR FOR RE-SUBMISSION. ALL LIGHT GAGE STEEL FRAMING SHALL BE DESIGNED IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS. ALL FRAMING MEMBERS SHALL BE FORMED FROM STEEL WITH A MINIMUM YIELD STRENGTH OF 33 KSI FOR 33 AND 43 MILL AND 50KSI FOR 54, 68, AND 97 MILL MATERIAL. ALL FRAMING SHALL BE GALVANIZED, ASTM924 COATING (MIN). ALL CONNECTIONS SHALL BE SCREWED OR WELDED. USE MINIMUM OF 4-#10 SCREWS AT EA CONNECTION. POWER DRIVEN FASTENERS (PDF) SHALL COMPLETELY PENETRATE THE STRUCTURAL STEEL. ALL CONNECTIONS NOT SHOWN HEREIN, OR ANY DESIRED SUBSTITUTIONS SHALL BE ENGINEERED, DETAILED, SUBMITTED, AND SIGNED AND SEALED BY A REGISTERED ENGINEER IN THE STATE OF THE PROJECT. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC-RICH PAINT. WALLS COMPOSED OF LIGHT GAGE STEEL STUDS SHALL HAVE LATERAL BRACING INSTALLED AT A MAXIMUM SPACING OF 48". SALEM ENGINEERING GROUP, REPORT DATED FEBRUARY 19, 2016 DEAD LOAD ONLY DEAD LOAD PLUS LIVE LOAD TOTAL LOAD INCLUDING WIND OR SEISMIC LOADS 2,400 PSF 3,200 PSF SCHEDULE OF STRUCTURAL OBSERVATIONS PURSUANT TO SECTION 1704.5 OF THE 2013 CALIFORNIA BUILDING CODE STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL OBSERVER OF RECORD. THESE OBSERVATIONS ARE IN ADDITION TO THE REQUIRED SPECIAL INSPECTIONS NOTED WITHIN THIS PACKAGE. THE OBSERVATIONS SHALL OCCUR AT THE FOLLOWING STAGES AND TIMES OF CONSTRUCTION FOUNDATIONS: - ISOLATED SPREAD FOOTINGS: - ISOLATED FOOTINGS SHALL BE OBSERVED FOR SIZE, REINFORCING PLACEMENT & SIZE AND CONDITION OF BEARING MATERIAL. - CONTINUOUS FOOTINGS: - COUNTINUOUS FOOTINGS DIRECTLY BENEATH LATERAL RESISTING WALL ELEMENTS SHALL BE OBSERVED FOR SIZE, REINFORCING PLACEMENT & SIZE AND CONDITION OF BEARING MATERIAL. REFER TO SIP STRUCTURAL DRAWINGS FOR NOTATION OF WHICH WALLS ARE PART OF THE LATERAL RESISTING SYSTEM. WALLS: - LOAD BEARING, BOTH VERTICAL AND LATERAL, WALL ELEMENTS - WALL ELEMENTS SHALL BE OBSERVED FOR: - CORRECT SIZE & TYPE - BASE CONNECTION - PANEL TO PANEL CONNECTION - WALL END BASE CONNECTION STEEL FRAMING: - COLUMNS & STEEL BEAMS: - STEEL COLUMNS SHALL BE OBSERVED FOR: - CORRECT SIZE - ANCHOR BOLT ALIGNMENT AND NUT ENGAGEMENT. - STEEL ROOF FRAMING SHALL BE OBSERVED FOR: - CORRECT SIZE & ALIGNMENT - BEAM TO COLUMN CONNECTIONS COMPLETED - BEAM TO WALL PANEL CONNECTIONS COMPLETED. DIAPHRAGM: - SIP PANEL DIAPHRAGM SHALL BE OBSERVED FOR: - PANEL TO PANEL CONNECTION - PANEL TO STEEL FRAMING CONNECTION REPORTS SHALL BE ISSUED BI-WEEKLY, AS APPLICABLE FOR WORK PERFORMED, TO THE CITY OF CARSON BUILDING DEPARTMENT, THE ARCHITECT OF RECORD AND THE OWNER. N GENERAL SYMBOLS PLAN, SECTION OR DETAIL NO SHEET NUMBER KEYED NOTE TO PLAN NORTH ARROW 1 S STRUCTURAL ABBREVIATIONS 1 GA GALV GC GT HGT HORIZ HSA HT IF INFO INT JNT JST LB LG LLH LLV LSH LSV MANUF MAT'L MAX MECH MIN MISC NIC NO NS NTS OC OD OF O/O OPNG OPP PERP PL PNL PREFAB PSF PSI QTY R OR RAD RD REF REINF REQ REQ'D RET REV GAGE GALVANIZED GENERAL CONTRACTOR GIRDER TRUSS HEIGHT HORIZONTAL HEADED STUD ANCHOR HEIGHT INSIDE FACE INFORMATION INTERIOR JOINT JOIST POUND LONG LONG LEG HORIZONTAL LONG LEG VERTICAL LONG SIDE HORIZONTAL LONG SIDE VERTICAL MANUFACTURER MATERIAL MAXIMUM MECHANICAL MINIMUM MISCELLANEOUS NOT IN CONTRACT NUMBER NEAR SIDE NOT TO SCALE ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OUT TO OUT OPENING OPPOSITE PERPENDICULAR PLATE PANEL PREFABRICATED POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH QUANTITY RADIUS ROUND REFERENCE REINFORCE(MENT) REQUIRE REQUIRED RETAINING REVISION # ø □ & @ ALUM AR ARCH ASSY B/ BETWN BLDG BM BOT BPL BRG C TO C CANT CJ CL CLR CMU COL CONC CONN CONST CONT CONTR CTR CTRD DBA DEFL DET DIA DIAG DIFF DIM DO DWG EA EF EJ EL ELEC ELEV ENGR EQ EQUIP EXIST EXP EXT EW FB FD FDN FF FLR FS FTG NUMBER OR POUND ROUND OR DIAMETER SQUARE AND AT ALUMINUM ANCHOR ROD ARCHITECTURE ASSEMBLY BOTTOM OF BETWEEN BUILDING BEAM BOTTOM BASE PLATE BEARING CENTER TO CENTER CANTILEVER CONSTRUCTION JOINT CENTER LINE CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CONTRACTION CENTER CENTERED DEFORMED BAR ANCHOR DEFLECTION DETAIL DIAMETER DIAGONAL DIFFERENT DIMENSION DITTO DRAWING EACH EACH FACE EXPANSION JOINT ELEVATION ELECTRICAL ELEVATOR ENGINEER EQUAL EQUIPMENT EXISTING EXPANSION EXTERIOR EACH WAY FLAT BAR FLOOR DRAIN FOUNDATION FINISH FLOOR FLOOR FAR SIDE FOOTING SCHED SECT SIM SPA SPEC SQ STD STIFF STL STR STRUCT SYM T&B T/ T/U PANEL TE THK THRD TRANSV TS TYP UON VER VERT W/ W/O WP WS WWF SCHEDULE SECTION SIMILAR SPACE SPECIFICATION SQUARE STANDARD STIFFENER STEEL STRAIGHT STRUCTURAL SYMMETRICAL TOP & BOTTOM TOP OF TILT-UP PANEL THICKENED EDGE THICK THREADED TRANSVERSE THICKENED SLAB TYPICAL UNLESS OTHERWISE NOTED VERIFY VERTICAL WITH WITHOUT WORK POINT WATERSTOP WELDED WIRE FABRIC FOUNDATION TYPE REVISION NUMBER FOOTING STEP 1 COMPONENT & CLADDING DESIGN WIND PRESSURES (PSF) ROOF WALLS ZONE 1 2 3 10 SF 50 SF 100 SF ZONE 10 SF 100 SF 500 SF 4 4p 5 5p NOTES: 1) TABLE PRESSURES ARE FOR THE SQUARE FOOT (SF) TRIBUTARY AREA SHOWN. FOR OTHER TRIBUTARY AREAS, LINEARLY INTERPOLATE BETWEEN VALUES SHOWN ABOVE. 2) POSITIVE PRESSURES ACT TOWARD THE BUILDING. NEGATIVE PRESSURES ACT AWAY FROM THE BUILDING. 3) SEE DIAGRAMS FOR LOCATION OF ZONES. 16.0 psf 16.0 psf 16.0 psf -31.7 psf -31.7 psf -31.7 psf -36.7 psf -35.0 psf -34.2 psf -49.1 psf -38.7 psf -34.2 psf -44.1 psf -42.4 psf -41.7 psf -68.9 psf -51.6 psf -44.1 psf 22.8 psf 20.1 psf -25.0 psf -22.3 psf 57.2 psf 50.4 psf 47.6 psf -49.1 psf -40.8 psf -35.1 psf -35.7 psf -27.8 psf -22.3 psf 70.2 psf 50.4 psf 47.6 psf -56.2 psf -43.7 psf -35.1 psf 26.8 psf -29.0 psf 22.8 psf 20.1 psf 26.8 psf NEGATIVE ZONE 2' NEGATIVE ZONE 3' 16.0 psf 16.0 psf 16.0 psf 16.0 psf 16.0 psf 16.0 psf a=6'-3" Project Owner: Design Consultant: Innovation and Design in Architecture, Inc. A R C H I T E C T U R E Architect: Plans, maps, specifications, studies, and reports not containing a red ink seal imprint accompanied by an original signature by the licensed professional may have been fraudulently altered and shall not be considered an original copy. All information should be disregarded unless verified by the professional whose signature appears above. Copyright Protected 2017. 218 The Promenade North Long Beach, CA 90802 www.idaexperience.net GEOFFREY B. LIM AIA, NCARB, LEED AP Engineering Consultant: Norms Restaurants, LLC 17904 Lakewood Blvd. Bellflower, CA 90801 PROJECT MANAGER: DRAWN BY: PRINCIPAL IN CHARGE: JOSHUA COOL WESLEY STEPHENS WESLEY STEPHENS Issue For: Issue Date: Project Address: Project Number: Sheet Title: Sheet Number: Stamp: Revisions: E N G I N E E R I N G I N C Eng. of Record: License No.: 916 W 5th Street Charlotte, North Carolina 28202 Ph: (704) 547-9035 Fax: (704) 547-9036 email: [email protected]. NOT FOR CONSTRUCTION 78-002-17 (MME17659) 10/30/17 S0.1 STRUCTURAL GENERAL NOTES NORM'S RESTAURANT - CARSON, CA 20420 S Avalon Blvd, Carson, CA 90746 LANDLORD REVIEW C-76126 Timothy Moore, PE SCALE: 3/4" = 1'-0" S0.1 1 COMPONENTS AND CLADDING LOADS1 NO. REASON DATE
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4) PRESSURES SHOWN ARE ULTIMATE PRESSURES, MULTIPLY BY 0.6 FOR NOMINAL PRESSURES.
DESIGN CRITERIA
SOIL BEARING (ALLOWABLE MAXIMUM)
PAINT & PROTECTION
DEFORMED BARS
ANCHOR RODS
HIGH-STRENGTH BOLTS
WELDING ELECTRODES
STEEL PIPES
HSS SQUARE & RECTANGULAR SHAPES
OTHER SHAPES & PLATES
STRUCTURAL STEEL (DESIGN PER CURRENT EDITION AISC), UNLESS OTHERWISENOTED (UON) MATERIALS SHALL BE AS FOLLOWS:
COMPRESSIVE STRENGTH
CONCRETE MASONRY (DESIGN PER CURRENT EDITION ACI 530)
WELDED WIRE FABRIC
ALL OTHER CONCRETE
SLAB ON GRADE
CONCRETE (DESIGN PER CURRENT EDITION ACI 318)
ANALYSIS PROCEDURE
RESPONSE MODIFICATION FACTOR, R
SEISMIC RESISTING SYSTEM
BASIC STRUCTURAL SYSTEM
SEISMIC DESIGN CATEGORY
MAPPED SPECTRAL RESPONSE ACCELERATION, S1
MAPPED SPECTRAL RESPONSE ACCELERATION, Ss
IMPORTANCE FACTOR, I
THERMAL FACTOR, Ct
EXPOSURE FACTOR, Ce
FLAT ROOF SNOW LOAD (INCLUDING RAIN ON SNOW SURCHARGE)
GROUND SNOW LOAD, Pg
ROOFS AND CANOPIES: (REDUCIBLE)
WELDED STUDS
W-SHAPES
FOOTINGS
SITE CLASS
SEISMIC:
SNOW LOADS:
WIND LOADS:
LIVE LOADS:
GRADE 36 ASTM F1554
AWS A5.1 OR A5.5 SERIES E70
ASTM A53 GRADE B, Fy=35 KSI
ASTM A500 GRADE B, Fy=46 KSI
ASTM A36, Fy=36 KSI
ASTM 992, Fy=50 KSI
EQUIV LATERAL FORCE
ORDINARY CONCENTRICALLY BRACED FRAME
HSS ROUND SHAPES ASTM A500 GRADE B, Fy=42 KSI
IMPORTANCE FACTOR, I
SPECTRAL RESPONSE COEFFICIENT, Sds
SPECTRAL RESPONSE COEFFICIENT, Sd1
SEISMIC RESPONSE COEFFICIENT, Cs
DESIGN BASE SHEAR, V
THIS BUILDING IS NOT LOCATED IN THE WIND BORNE DEBRIS REGION.IMPACT RESISTANT GLAZING IS NOT REQUIRED.
DESIGN PER 2016 CALIFORNIA BUILDING CODE, UNLESS OTHERWISE NOTED.
ALL REINFORCING STEEL ASTM A615 GRADE 60. REINFORCING STEEL SHOWN ONTHESEDRAWINGS TO BE WELDED SHALL BE ASTM A706.
WELDABLE BARS
20 PSF
0 PSF
0 PSF
1.1
1.0
1.0
1.251.873
0.660
D
1.50
0.748
D
BUILDING FRAME SYSTEM
3.25
0.385
0.385W
F'C= 3000 PSI
F'C= 6000 PSI
F'C= 3000 PSI
F'M= 1500 PSI
3/4"ø ASTM A325
ASTM A108ASTM A496
ASTM A706
SSPC PAINT 25
2,000 PSF
SHAPE FACTORS
DIRECTIONALITY FACTOR (Kd)
INTERNAL PRESSURE COEFFICIENT
ENCLOSURE CLASSIFICATION
WIND EXPOSURE
RISK CATEGORY
MEAN ROOF HEIGHT
ULTIMATE WIND SPEED: (ASCE 7-10) 115 MPH
16 FT
III
C
ENCLOSED
± 0.18
0.85
PER CODE
NOMINAL WIND SPEED: 90 MPH
FLOOR
ROOF
DEAD LOADS (SUPERIMPOSED LOAD NOT INCLUDING STRUCTURE SELF WEIGHT): N/A
20 PSF
ASTM A185
GENERAL NOTES
CONCRETE
UNLESS OTHERWISE NOTED (UON) ON THE DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE ASFOLLOWS: FOOTINGS .......................................................................................................................................... 3" CANOPY SLABS ........................................................................................................................... 1 1/2" SLABS ON GRADE ......................................................................................................... 2" FROM TOP
ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIESIN CONFORMANCE WITH CRSI MANUAL OF STANDARD PRACTICE AND ACI 315 DURINGTHE PLACING OF THE CONCRETE.
UNLESS OTHERWISE NOTED, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: WELDED WIRE FABRIC ............................................. WIRE SPACING PLUS 6" REINFORCING BARS .................................................. 48 BAR DIAMETERS
ALL HOOKS IN REINFORCING BARS SHALL BE AN ACI STANDARD HOOK, UNLESS OTHERWISE NOTED.
FOUNDATION
IF FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, UNSTABLE, OR UNSUITABLE SOIL, THEENGINEER SHALL BE NOTIFIED.
THE BOTTOM OF ALL FOUNDATIONS SHALL EXTEND A MINIMUM OF 24 INCHES BELOW THE TOP OFFINISH GRADE.
STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF (1) VERTICAL TO TWO (2) HORIZONTAL.
PROVIDE A MINIMUM OF TWO #4 BARS IN TOP OF CONTINUOUS WALL FOOTINGS AT DOOR AND OTHEROPENINGS, 4'-0" LONGER THAN THE OPENING.
FASTENERS
EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3, SIMPSON STRONG-TIE STRONG-BOLT2 ORAPPROVED EQUAL, UON. EMBEDMENT DEPTH INTO CONCRETE OR SOLID GROUTEDMASONRY SHALL BE AT LEAST 7 TIMES THE BOLT DIAMETER. CLEAN HOLE AND INSTALLPER MANUFACTURER'S PRINTED INSTRUCTIONS. ICC-ES REPORTS ESR-2302 AND ESR-1385 FOR CONCRETE AND MASONRY, RESPECTIVELY.
ADHESIVE ANCHORING (EPOXY) FOR CONCRETE SHALL BE HILTI HIT-HY 200 CARTRIDGESYSTEM (ICC-ES REPORT ESR-3187), SIMPSON STRONG-TIE AT-XP (ER-263; RR25960) ORAPPROVED EQUAL, UON. EMBEDMENT DEPTH SHALL BE AT LEAST 12 TIMES THE INSERTDIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED BYMANUFACTURER. THE HOLE SHALL BE CLEANED PER MANUFACTURER'SRECOMMENDATIONS BY BRUSHING OUT WITH WIRE BOTTLE BRUSH AND BLOWN OUTWITH AIR USING A COMPRESSOR WITH A FUNCTIONAL OIL TRAP (EXCEPT WHEREPERMITTED WHEN USING A HILTI SAFE SET HIT Z ANCHOR ROD OR HILTI HOLLOW DRILL BITW/ VACUUM). INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S PRINTEDINSTRUCTIONS AND PERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER.
ADHESIVE ANCHORING (EPOXY) FOR MASONRY SHALL BE HILTI HIT-HY 70 CARTRIDGESYSTEM (ICC-ES ESR-2682) OR APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO SOLIDGROUTED MASONRY SHALL BE AT LEAST 9 TIMES THE INSERT DIAMETER, UON. HOLEDIAMETER SHALL BE NO GREATER THAN RECOMMENDED BY MANUFACTURER. HOLESSHALL NOT BE PLACED WITHIN 1" OF A VERTICAL MORTAR JOINT. CLEAN HOLE ANDINSTALL IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS ANDPERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER.
SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ, SIMPSON STRONG-TIE TITEN HD ORAPPROVED EQUAL, UON. EMBEDMENT IN CONCRETE OR SOLID GROUTED MASONRY SHALLBE AT LEAST 9 TIMES THE BOLT DIAMETER. CLEAN HOLE AND INSTALL PERMANUFACTURER'S PRINTED INSTRUCTIONS.
POWER ACTUATED FASTENERS (PAF) SHALL BE 0.157" DIAMETER HILTI X-U, SIMPSONSTRONG-TIE PDPA OR EQUAL, UON. EMBED MIN 1-1/4" INTO CONCRETE AND CMU. DO NOTPLACE WITHIN 1" OF CMU MORTAR JOINT. PAF SHALL COMPLETELY PENETRATESTRUCTURAL STEEL.SUPPLEMENTARY NOTES
PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID EXCESSIVESTRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. THESTRUCTURE SHOULD NOT BE CONSIDERED STABLE UNTIL ALL STRUCTURAL ELEMENTS HAVEBEEN CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
MCVEIGH & MANGUM ENGINEERING, INC OR ANY OF IT'S EMPLOYEES SHALL NOT HAVE CONTROLOR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES ORSEQUENCES FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONSPERFORMING THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK INACCORDANCE WITH THE CONTRACT DOCUMENTS.
VISUAL OBSERVATIONS OF THE STRUCTURAL SYSTEM BY MCVEIGH & MANGUM ENGINEERINGFOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS DOES NOTINCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THEINTERNATIONAL BUILDING CODE.
VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR EMBEDS,OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS.
ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL ANDPLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFOREPROCEEDING WITH STRUCTURAL WORK AFFECTED.
CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS OF EXISTINGSTRUCTURE AND SITES THAT ARE AFFECTED BY NEW WORK BEFORE PROCEEDING WITHFABRICATION AND CONSTRUCTION.
SPECIFICATIONS
CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301. "SPECIFICATIONS FORSTRUCTURAL CONCRETE FOR BUILDINGS" (LATEST EDITION). EXCEPT AS MODIFIED BY THEREQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL EMPLOY AND PAY ANINDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE TESTING.
ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF AISC"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", AISC "CODE OF STANDARD PRACTICE FORSTEEL BUILDINGS AND BRIDGES", AND AWS D1.1" "STRUCTURAL WELDING CODE", EXCEPT ASMODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. PROOF OF WELDERCERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.
BOLTED CONNECTIONS SHALL BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH RESEARCHCOUNCIL ON STRUCTURAL CONNECTIONS "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTMA325 OR A490 BOLTS".
BOLTED AND WELDED CONNECTIONS: THE CONTRACTOR SHALL EMPLOY AND PAY AN INDEPENDENTTESTING LABORATORY TO INSURE THAT ALL FASTENERS AND WELDS ARE INSTALLED INACCORDANCE WITH THE SPECIFICATIONS. A VISUAL INSPECTION SHALL BE MADE OF ALL WELDEDAND BOLTED CONNECTIONS. IN ADDITION, A MINIMUM OF 10% OF ALL HIGH STRENGTH BOLTS SHALLBE CHECKED FOR PROPER TENSION AND A MINIMUM OF 10% OF ALL FULL PENETRATION WELDSSHALL BE CHECKED BY ULTRASONIC TESTING. ADDITIONAL BOLTS AND WELDS MAY BE TESTED ATTHE OPTION OF THE TESTING LAB REPRESENTATIVE. DEFECTIVE BOLTS OR WELDS SHALL BEREMOVED AND REPLACED AT NO ADDITIONAL COST TO THE OWNER.
METAL DECK WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF THE STEELDECK INSTITUTE (SDI) SPECIFICATIONS AND COMMENTARY FOR STEEL ROOF DECK", "SDISPECIFICATIONS AND COMMENTARY FOR COMPOSITE STEEL FLOOR DECK", "SDI SPECIFICATIONSAND COMMENTARY FOR NON-COMPOSITE FLOOR DECK", AND "SDI CODE OF RECOMMENDEDSTANDARD PRACTICE FOR COMPOSITE DECK, FORM DECK AND ROOF DECK CONSTRUCTION".
FOOTING AND SLAB SUBGRADE PREPARATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONSOF THE GEOTECHNICAL REPORT FOR THE PROJECT PREPARED BY SALEM ENGINEERING GROUP, INC.(DATED FEBRUARY 19, 2016), AND SHALL BE IN COMPLIANCE WITH APPLICABLE REQUIREMENTS OFGOVERNING AUTHORITIES HAVING JURISDICTION.
A GEOTECHNICAL TESTING AND INSPECTION FIRM SHALL BE EMPLOYED TO PERFORM A SOILSURVEY FOR SATISFACTORY SOIL MATERIALS, SAMPLING AND TESTING FOR QUALITY CONTROL ASPER THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT FOR THIS PROJECT. ALL EARTHWORKOPERATIONS SHALL BE PERFORMED TO THE SATISFACTION OF THE GEOTECHNICAL TESTING FIRM.
STEEL
ALL BOLTS SHALL BE SNUG TIGHT (AS DEFINED BY AISC) UON.
UNLESS OTHERWISE NOTED, BEAM-TO-BEAM AND BEAM-TO-COLUMN CONNECTIONS SHALL BEAS SHOWN IN DETAIL 6/S6.0.
BEAM REACTIONS AND CONNECTIONS THAT FALL OUTSIDE OF THE LIMITS OF THE DETAILSNOTED ABOVE SHALL BE DESIGNED BY THE SPECIALTY ENGINEER LICENSED IN THE STATE OFTHE PROJECT AND SHALL BE SUBMITTED AS SIGNED AND SEALED SHOP DRAWINGS ANDCALCULATIONS FOR APPROVAL.
MINIMUM SIZE OF ALL FILLET WELDS SHALL CONFORM TO SECTION J2 AISC SPECIFICATIONSEVEN THOUGH SHOWN OTHERWISE ON ARCHITECTURAL, MECHANICAL, OR STRUCTURALDRAWINGS.
ALL WELDS ALONG THE LENGTH OF MEMBERS INDICATED ON ARCHITECTURAL OR STRUCTURALDRAWINGS, BUT NOT SIZED, SHALL BE A MINIMUM OF:
STEEL STAIRS SHALL BE DESIGNED, SIGNED AND SEALED BY STEEL FABRICATOR'S SPECIALTYENGINEER. SEE ARCH FOR STAIR CONFIGURATION.
PROVIDE ANGLE SUPPORT (USE L2-1/2x2-1/2x1/4) ALONG FACE OF STEEL COLUMNS WHEREMETAL DECK OR GRATING SPANS INTO IT.
ALL STEEL JOISTS SHALL BE DESIGNED FOR THE WIND UPLIFT SHOWN. THE ROWS OFBRIDGING SHALL BE INCREASED AS REQUIRED FOR UPLIFT. SINCE A Kd FACTOR OF 0.85 HASBEEN USED, NO INCREASE IN ALLOWABLE STRESS IS PERMITTED.
ANGLE FRAME MEMBERS AROUND TRENCHES, PITS, OPENINGS, ETC., SHALL BE MITERED,WELDED, AND GROUND SMOOTH.
END CONNECTIONS FOR WEB MEMBERS OF TRUSSES AND BRACING SHALL DEVELOP THESTRESS SHOWN OR ONE-HALF (1/2) THE ALLOWABLE STRENGTH OF THE MEMBER IN TENSION,WHICHEVER IS GREATER.
3/16 2-12
3/16 2-12
SHOP DRAWINGS AND SUBMITTALS
SHOP DRAWING SUBMITTALS ARE ONLY REVIEWED FOR GENERAL CONFORMANCE WITH THEINFORMATION SHOWN ON THE CONSTRUCTION DOCUMENTS. THE GENERAL CONTRACTOR MUSTREVIEW AND APPROVE THE SHOP DRAWINGS PRIOR TO THEIR SUBMITTAL TO THE ARCHITECT.SUBMITTALS WHICH DO NOT CONTAIN THE CONTRACTOR'S SHOP DRAWING STAMP SHALL BERETURNED WITHOUT REVIEW. ANY REQUESTED CHANGES TO THE CONTRACT DOCUMENTS SHALLBE COMMUNICATED IN WRITING PRIOR TO SUBMITTING THE SHOP DRAWINGS AND CLOUDED ON THESHOP DRAWINGS.
SHOP DRAWINGS MUST BE SUBMITTED FOR ENGINEER'S REVIEW OF THE FOLLOWING ITEMS:(S/S = SIGNED & SEALED SHOP DRAWING WITH CALCS, SD = SHOP DRAWING FOR REVIEW ONLY)
COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH BUILDING COMPONENT NOT DESIGNED BYTHE DESIGN TEAM OF RECORD AND NOT SPECIFIED ON THE PROJECT CONSTRUCTION DOCUMENTSSHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THEPROJECT AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.
SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR-DESIGNED COMPONENTS PER THESTRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTALCOMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. VENDOR-DESIGNED COMPONENT SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT DESIGNERENGINEER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THEBASE STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALLNECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURALDRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSEDON BASIC STRUCTURE. THE CONTRACTOR SHALL SUBMIT THE STAMPED COMPONENT SYSTEMDOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL.
LIGHT GAGE STEEL FRAMING
DESIGN OF LIGHT GAGE STEEL FRAMING IS BASED ON SECTION PROPERTIES AND STANDARDNOMENCLATURE AS DEFINED IN "STEEL STUD MANUFACTURERS ASSOCIATION (SSMA)-PRODUCT TECHNICAL INFORMATION, ESR-3064P." ALTERNATE MANUFACTURER'S FRAMINGSIZE SHALL MEET THE MINIMUM SECTION PROPERTIES OF THE MEMBERS INDICATED ON THEDESIGN DRAWINGS.
THE LIGHT GAGE STEEL FRAMING SHOWN ON THE DRAWINGS IS DIAGRAMMATIC ONLY.MEMBER SIZE, CONFIGURATION, DETAILS AND CONNECTIONS ARE THE RESPONSIBILITY OF THECONTRACTOR'S LIGHT GAGE STEEL SPECIALTY FRAMING ENGINEER. LIGHT GAGE STEELFRAMING SHOP DRAWINGS COMPLETE WITH CALCULATIONS, ARE TO BE SIGNED AND SEALEDBY THE LIGHT GAGE STEEL SPECIALTY FRAMING ENGINEER AND SUBMITTED FOR REVIEW ANDAPPROVAL. ALL SUBMITTED LIGHT GAGE STEEL FRAMING SHOP DRAWINGS, WHICH ARE NOTSIGNED AND SEALED AND/OR REVIEWED BY THE GENERAL CONTRACTOR, SHALL BE REJECTEDAND RETURNED TO THE GENERAL CONTRACTOR FOR RE-SUBMISSION.
ALL LIGHT GAGE STEEL FRAMING SHALL BE DESIGNED IN ACCORDANCE WITH AMERICAN IRONAND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEELSTRUCTURAL MEMBERS.
ALL FRAMING MEMBERS SHALL BE FORMED FROM STEEL WITH A MINIMUM YIELD STRENGTH OF33 KSI FOR 33 AND 43 MILL AND 50KSI FOR 54, 68, AND 97 MILL MATERIAL.
ALL FRAMING SHALL BE GALVANIZED, ASTM924 COATING (MIN).
ALL CONNECTIONS SHALL BE SCREWED OR WELDED. USE MINIMUM OF 4-#10 SCREWS AT EACONNECTION. POWER DRIVEN FASTENERS (PDF) SHALL COMPLETELY PENETRATE THESTRUCTURAL STEEL.
ALL CONNECTIONS NOT SHOWN HEREIN, OR ANY DESIRED SUBSTITUTIONS SHALL BEENGINEERED, DETAILED, SUBMITTED, AND SIGNED AND SEALED BY A REGISTERED ENGINEER INTHE STATE OF THE PROJECT.
ALL WELDS SHALL BE TOUCHED UP WITH A ZINC-RICH PAINT.
WALLS COMPOSED OF LIGHT GAGE STEEL STUDS SHALL HAVE LATERAL BRACING INSTALLEDAT A MAXIMUM SPACING OF 48".
SALEM ENGINEERING GROUP, REPORT DATED FEBRUARY 19, 2016
DEAD LOAD ONLYDEAD LOAD PLUS LIVE LOADTOTAL LOAD INCLUDING WIND OR SEISMIC LOADS
2,400 PSF3,200 PSF
SCHEDULE OF STRUCTURAL OBSERVATIONS
PURSUANT TO SECTION 1704.5 OF THE 2013 CALIFORNIA BUILDING CODE STRUCTURALOBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL OBSERVER OFRECORD. THESE OBSERVATIONS ARE IN ADDITION TO THE REQUIRED SPECIAL INSPECTIONSNOTED WITHIN THIS PACKAGE. THE OBSERVATIONS SHALL OCCUR AT THE FOLLOWINGSTAGES AND TIMES OF CONSTRUCTION
FOUNDATIONS:- ISOLATED SPREAD FOOTINGS:
- ISOLATED FOOTINGS SHALL BE OBSERVED FOR SIZE, REINFORCING PLACEMENT & SIZE AND CONDITION OF BEARING MATERIAL.- CONTINUOUS FOOTINGS:
- COUNTINUOUS FOOTINGS DIRECTLY BENEATH LATERAL RESISTING WALL ELEMENTS SHALL BE OBSERVED FOR SIZE, REINFORCING PLACEMENT & SIZE AND CONDITION OF BEARING MATERIAL. REFER TO SIP STRUCTURAL DRAWINGS FOR NOTATION OF WHICH WALLS ARE PART OF THE LATERAL RESISTING SYSTEM.
WALLS:- LOAD BEARING, BOTH VERTICAL AND LATERAL, WALL ELEMENTS
- WALL ELEMENTS SHALL BE OBSERVED FOR:- CORRECT SIZE & TYPE- BASE CONNECTION- PANEL TO PANEL CONNECTION- WALL END BASE CONNECTION
STEEL FRAMING:- COLUMNS & STEEL BEAMS:
- STEEL COLUMNS SHALL BE OBSERVED FOR:- CORRECT SIZE- ANCHOR BOLT ALIGNMENT AND NUT ENGAGEMENT.
- STEEL ROOF FRAMING SHALL BE OBSERVED FOR:- CORRECT SIZE & ALIGNMENT- BEAM TO COLUMN CONNECTIONS COMPLETED- BEAM TO WALL PANEL CONNECTIONS COMPLETED.
DIAPHRAGM:- SIP PANEL DIAPHRAGM SHALL BE OBSERVED FOR:
- PANEL TO PANEL CONNECTION- PANEL TO STEEL FRAMING CONNECTION
REPORTS SHALL BE ISSUED BI-WEEKLY, AS APPLICABLE FOR WORK PERFORMED, TOTHE CITY OF CARSON BUILDING DEPARTMENT, THE ARCHITECT OF RECORD AND THEOWNER.
N
GENERAL SYMBOLS
PLAN, SECTION OR DETAIL NOSHEET NUMBER
KEYED NOTE TO PLAN
NORTH ARROW
1
S
STRUCTURAL ABBREVIATIONS
1
GAGALVGCGT
HGTHORIZHSAHT
IFINFOINT
JNTJST
LBLGLLHLLVLSHLSV
MANUFMAT'LMAXMECHMINMISC
NICNONSNTS
OCODOFO/OOPNGOPP
PERPPLPNLPREFABPSFPSI
QTY
R OR RADRDREFREINFREQREQ'DRETREV
GAGEGALVANIZEDGENERAL CONTRACTORGIRDER TRUSS
HEIGHTHORIZONTALHEADED STUD ANCHORHEIGHT
INSIDE FACEINFORMATIONINTERIOR
JOINTJOIST
POUNDLONGLONG LEG HORIZONTALLONG LEG VERTICALLONG SIDE HORIZONTALLONG SIDE VERTICAL
CENTER TO CENTERCANTILEVERCONSTRUCTION JOINTCENTER LINECLEARCONCRETE MASONRY UNITCOLUMNCONCRETECONNECTIONCONSTRUCTIONCONTINUOUSCONTRACTIONCENTERCENTERED
DEFORMED BAR ANCHORDEFLECTIONDETAILDIAMETERDIAGONALDIFFERENTDIMENSIONDITTODRAWING
EACHEACH FACEEXPANSION JOINTELEVATIONELECTRICALELEVATORENGINEEREQUALEQUIPMENTEXISTINGEXPANSIONEXTERIOREACH WAY
TOP & BOTTOMTOP OFTILT-UP PANELTHICKENED EDGETHICKTHREADEDTRANSVERSETHICKENED SLABTYPICAL
UNLESS OTHERWISE NOTED
VERIFYVERTICAL
WITHWITHOUTWORK POINTWATERSTOPWELDED WIRE FABRIC
FOUNDATION TYPE
REVISION NUMBER
FOOTING STEP
1
COMPONENT & CLADDING DESIGNWIND PRESSURES (PSF)
ROOF
WALLS
ZONE
1
2
3
10 SF 50 SF 100 SF
ZONE 10 SF 100 SF 500 SF
4
4p
5
5p
NOTES:1) TABLE PRESSURES ARE FOR THE SQUARE FOOT (SF) TRIBUTARY AREA SHOWN. FOR OTHER TRIBUTARY AREAS, LINEARLY INTERPOLATE BETWEEN VALUES SHOWN ABOVE.2) POSITIVE PRESSURES ACT TOWARD THE BUILDING. NEGATIVE PRESSURES ACT AWAY FROM THE BUILDING.3) SEE DIAGRAMS FOR LOCATION OF ZONES.
16.0 psf 16.0 psf 16.0 psf
-31.7 psf -31.7 psf -31.7 psf
-36.7 psf -35.0 psf -34.2 psf
-49.1 psf -38.7 psf -34.2 psf
-44.1 psf -42.4 psf -41.7 psf
-68.9 psf -51.6 psf -44.1 psf
22.8 psf 20.1 psf
-25.0 psf -22.3 psf
57.2 psf 50.4 psf 47.6 psf
-49.1 psf -40.8 psf -35.1 psf
-35.7 psf -27.8 psf -22.3 psf
70.2 psf 50.4 psf 47.6 psf
-56.2 psf -43.7 psf -35.1 psf
26.8 psf
-29.0 psf
22.8 psf 20.1 psf26.8 psf
NEGATIVEZONE 2'
NEGATIVEZONE 3'
16.0 psf 16.0 psf 16.0 psf
16.0 psf 16.0 psf 16.0 psf
a=6'-3"
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
SCALE: 3/4" = 1'-0"S0.1
1 COMPONENTS AND CLADDING LOADS1
NO. REASON DATE
see Commentary
riskcategory
riskcategory
1. Inspection of the fabricationprocess of wood structural elementsand assemblies in accordance withSection 1704.2.5
In-plant review (3) Periodic
2. For high-load diaphragms, verifygrade and thickness of structuralpanel sheathing agree with approvedbuilding plans
Field inspection Periodic
3. For high-load diaphragms, verifynominal size of framing members atadjoining panel edges, nail or staplediameter and length, number offastener lines, and that spacingbetween fasteners in each line and atedge margins agree with approvedbuilding plans
Field inspection Periodic
4. Metal-plate-connected woodtrusses spanning 60 feet or greater:verify temporary and permanentrestraint/bracing are installed inaccordance with the approved trusssubmittal package
2. Verify excavations are extended toproper depth and have reachedproper material.
Field inspection Periodic
3. Perform classification and testing ofcontrolled fill materials.
Field inspection Periodic
4. Verify use of proper materials,densities, and lift thicknesses duringplacement and compaction ofcontrolled fill
Field inspection Continuous
5. Prior to placement of controlled fill,observe subgrade and verify that sitehas been prepared properly
Field inspection Periodic
1. Verify element materials, sizes andlengths comply with requirements
Field inspection Continuous
2. Determine capacities of testelements and conduct additional loadtests, as required
Field inspection Continuous
3. Observe driving operations andmaintain complete and accuraterecords for each element
Field inspection Continuous
4. Verify placement locations andplumbness, confirm type and size ofhammer, record number of blows perfoot of penetration, determinerequired penetrations to achievedesign capacity, record tip and buttelevations and document any damageto foundation element
Field inspection Continuous
5. For steel elements, performadditional inspections per Section1705.2
See Section 1705.2 See Section 1705.2
6. For concrete elements andconcrete-filled elements, performadditional inspections per Section1705.3
See Section 1705.3 See Section 1705.3
7. For specialty elements, performadditional inspections as determinedby the registered design professionalin responsible charge
Field inspection
In accordancewith
constructiondocuments
8. Perform additional inspections andtests in accordance with theconstruction documents
Field Inspection and testing
In accordancewith
constructiondocuments
1. Inspection of reinforcing steelinstallation (see 1705.2.2 for welding)
Shop (3) and field inspection Periodic
2. Inspection of prestressing steelinstallation Shop (3) and field inspection Periodic
3. Inspection of anchors cast inconcrete where allowable loads havebeen increased per section 1908.5 orwhere strength design is used
Shop (3) and field inspection Periodic
4. Inspection of anchors andreinforcing steel post-installed inhardened concrete: Per researchreports including verification of anchortype, anchor dimensions, holedimensions, hole cleaningprocedures, anchor spacing, edgedistances, concrete minimumthickness, anchor embedment andtightening torque
Field inspection
Periodic or asrequired by theresearch report
issued by anapproved
source
5. Verify use of approved design mix Shop (3) and field inspection Periodic
6. Fresh concrete sampling, performslump and air content tests anddetermine temperature of concrete
Shop (3) and field inspection Continuous
7. Inspection of concrete andshotcrete placement for properapplication techniques
Shop (3) and field inspection Continuous
8. Inspection for maintenance ofspecified curing temperature andtechniques
Shop (3) and field inspection Periodic
9. Inspection of prestressed concrete: Shop (3) and field inspection
a. Application of prestressing force Continuous
b. Grouting of bonded prestressingtendons in theseismic-force-resisting system
Continuous
10. Erection of precast concretemembers
a. Inspect in accordancewithconstruction documents
Field inspection
In accordancewith
constructiondocuments
b. Perform inspections of weldingand bolting in accordance withSection 1705.2
Field inspectionIn accordance
withSection 1705.2
11. Verification of in-situ concretestrength, prior to stressing of tendonsin post tensioned concrete and priorto removal of shores and forms frombeams and structural slabs
Review field testingand
laboratory reportsPeriodic
12. Inspection of formwork for shape,lines, location and dimensions
Field inspection Periodic
13. Concrete strength testing andverification of compliance withconstruction documents
Field testing and reviewof
laboratory reportsPeriodic
1. Verify compliance with approvedsubmittals
Field Inspection Periodic
1. Verification of f'm and f'c priorto construction
Testing by unit strength methodor prism test method
Periodic
1. Verification of f'm and f'c priorto construction and for every5,000 SF during construction
Testing by unit strengthmethod
or prism test methodPeriodic
2. Verification of proportions ofmaterials in premixed orpreblended mortar, prestressinggrout, and grout other thanself-consolidating grout, asdelivered to the project site
Field inspection Continuous
3. Verify placement of masonryunits
Field Inspection Periodic
1. Verification of Slump Flow andVisual Stability Index (VSI) ofself-consolidating grout asdelivered to the project
Field testing Continuous
2. Verify compliance with approvedsubmittals
Field inspection Periodic
3. Verify proportions of site-mixedmortar, grout and prestressinggrout for bonded tendons
Field Inspection Periodic
4. Verify grade, type, and size ofreinforcement and anchor bolts,and prestressing tendons andanchorages
(workunusual in nature, including but notlimited to alternative materials andsystems, unusual design applications,materials and systems with specialmanufacturer's requirements)
Submittal review,shop(3)
and/or field inspection
1. Fabricator and erector documents(Verify reports and certificates aslisted in AISC 360, chapter N,paragraph 3.2 for compliance withconstruction documents)
Submittal Review Each submittal
2. Material verification of structuralsteel Shop (3) and field inspection Periodic
3. Embedments (Verify diameter,grade, type, length, embedment. See1705.3 for anchors)
Field inspection Periodic
4. Verify member locations, braces,stiffeners, and application of jointdetails at each connection complywith construction documents
Field inspection Periodic
5. Structural steel welding:
a. Inspection tasks Prior to Welding(Observe, or perform for eachwelded joint or member, the QAtasks listed in AISC 360, TableN5.4-1)
Shop (3) and field inspectionObserve or
Performas noted (4)
b. Inspection tasks During Welding(Observe, or perform for eachwelded joint or member, the QAtasks listed in AISC 360, TableN5.4-2)
Shop (3) and field inspection Observe (4)
c. Inspection tasks After Welding(Observe, or perform for eachwelded joint or member, the QAtasks listed in AISC 360, TableN5.4-3)
Shop (3) and field inspectionObserve or
Performas noted (4)
d. Nondestructive testing (NDT) ofwelded joints:
1) Complete penetration groovewelds 5/16" or greater in
III or IV
Shop (3) or fieldultrasonic
testing - 100%
Periodic
2) Complete penetration groovewelds 5/16" or greater in
II
Shop (3) or field ultrasonictesting - 10% of welds
minimum
Periodic
3) Thermally cut surfaces of
access holes when material t > 2"
Shop (3) or field magneticPartical or Penetrant
testing
Periodic
4) Welded joints subject to fatiguewhen required by AISC 360,Appendix 3, Table A-3.1
6. Structural steel bolting: Shop (3) and field inspection
a. Inspection tasks Prior to Bolting(Observe, or perform tasks for eachbolted connection, in accordancewith QA tasks listed in AISC 360,Table N5.6-1)
Observe orPerform
as noted (4)
b.Inspection tasks During Bolting(Observe the QA tasks listed inAISC 360, Table N5.6-2)
Observe (4)
1) Pre-tensioned and slip-criticaljoints
a) Turn-of-nut with matchingmarkings
Periodic
b) Direct tension indicator Periodic
c) Twist-off type tension controlbolt
Periodic
d) Turn-of-nut without matchingmarkings
Continuous
e) Calibrated wrench Continuous
2) Snug-tight joints Periodic
c. Inspection tasks After Bolting(Perform tasks for each boltedconnection in accordance with QAtasks listed in AISC 360, TableN5.6-3)
Perform (4)
7. Inspection of steel elements ofcomposite construction prior toconcrete placement in accordancewith QA tasks listed in AISC 360,Table N6.1
Shop (3) and fieldinspectionand testing
Observe orPerform
as noted (4)
1. Material verification of cold-formedsteel deck:
a. Identification markings Field inspection Periodic
b. Manufacturer's certified testreports
Submittal Review Each submittal
2. Connection of cold-formed steeldeck to supporting structure: Shop (3) and field inspection
a. Welding Periodic
b. Other fasteners (in accordancewith AISC 360,Section N6)
1) Verify fasteners are inconformance with approvedsubmittal
Periodic
2) Verify fastener installation is inconformance with approvedsubmittal and manufacturer'srecommendations
Periodic
3. Reinforcing steel Shop (3) and field inspection
a. Verification of weldability of steelother than ASTM A706
Periodic
b. Reinforcing steel resisting flexuraland axial forces in intermediate andspecial moment frames, boundaryelements of special concretestructural walls and shearreinforcement
Continuous
c. Shear reinforcement Continuous
d. Other reinforcing steel Periodic
9. Verify size and location ofstructural masonry elements
Field Inspection Periodic
10. Verify type, size, and locationof anchors, including details ofanchorage of masonry to structuralmembers, frames, or otherconstruction.
Field inspection Level B - Periodic
Level C - Continuous
11. Verify welding of reinforcement(see 1705.2.2)
Field inspection Continuous
12. Verify preparation,construction, and protestion ofmasonry during cold weather(temperature below 40oF) or hotweather (temperature above 90oF)
Field inspection Periodic
13. Verify application andmeasurement of prestressingforce
Field Inspection Continuous
14. Verify placement of AACmasonry units and construction ofthin-bed mortar joints (first 5000SF of AAC masonry)
Field inspection Continuous
15. Verify placement of AACmasonry units and construction ofthin-bed mortar joints (after the first5000 SF of AAC masonry)
Field inspection
Level B - Periodic
Level C - Continuous
16. Verify properties of thin-bedmortar for AAC masonry (first5000 SF of AAC masonry)
Field inspection Continuous
17. Verify properties of thin-bedmortar forAAC masonry (after thefirst 5000 SF of AAC masonry)
Field inspectionLevel B - Periodic
Level C - Continuous
18. Prepare grout and mortarspecimens
Field testing Level B - Periodic
Level C - Continuous
19. Observe preparation of prisms Field inspection Level B - Periodic
Level C - Continuous
4. Cold-formed steel trusses spanning60 feet or greater
a. Verify temporary and permanentrestraint/bracing are installed inaccordance with the approved trusssubmittal package
Field inspection Periodic
1705.5 Wood Construction
1705.6 Soils
1705.7 Driven Deep Foundations
1705.3 Concrete Construction
1705.4 Masonry Construction
(A) Level A, B and C Quality Assurance:
(B) Level B Quality Assurance:
(C) Level C Quality Assurance:
(D) Levels B and C QualityAssurance:
PROJECT
APPLICABLE TO THIS PROJECT
MATERIAL / ACTIVITY SERVICE Y/N EXTENT AGENT* DATE COMPLETED
1704.2.5 Inspection ofFabricators
1705.1.1 Special Cases
1705.2 Steel Construction
1705.2.2 Steel ConstructionOther Than Structural Steel
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
NO. REASON DATE
Notes: 1. The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or
tested. Any conflict of interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspector(s) and/or
testing agencies may be subject to the approval of the Building Official and/or the Design Professional.
2. The list of Special Inspectors may be submitted as a separate document, if noted so above.
3. Special Insepctions as required by Section 1704.2.5 are not required where the fabricator is approved in accordance with IBC Section 1704.2.5.2
4. Observe on a random basis, operations need not be delayed pending these inspections. Perform these tasks for each welded joint, bolted connection, or steel element.
5. NDT of welds completed in an approved fabricator's shop may be performed by that fabricator when approved by the AHJ. Refer to AISC 360, N7.
1. Inspection during the anchorage ofelectrical equipment for emergency orstandby power systems
Field inspection Periodic
2. Inspection during the anchorage ofother electrical equipment
Field inspection Periodic
3. Inspection during installation andanchorage of piping systemsdesigned to carry hazardousmaterials, and their associatedmechanical units
Field inspection Periodic
4. Inspection during the installationand anchorage of HVAC ductworkthat will contain hazardous materials
Field inspection Periodic
5. Inspection during the installationand anchorage of vibration isolationsystems
Field inspection Periodic
Inspection during the anchorage ofstorage racks 8 feet or greater inheight
Field inspection Periodic
Inspection during the fabrication andinstallation of isolator units andenergy dissipation devices used aspart of the seismic isolation system
Shop and field inspection Periodic
1. Review certified mill test reports foreach shipment of reinforcement usedto resist earthquake-induced flexuraland axial forces in reinforced concretespecial moment frames, specialstructural walls, and coupling beamsconnecting special structural walls
Review certified mill test reports Each shipment
2. Verify reinforcement weldability ofASTM A615 reinforcement used toresist earthquake-induced flexural andaxial forces in reinforced concretespecial moment frames, specialstructural walls, and coupling beamsconnecting special structural walls
Review test reports Each shipment
Test in accordance with the qualityassurance requirements of AISC341
Shop (3) and field testing Per AISC 341
Review certificate of compliance fordesignated seismic systemcomponents.
Certificate of compliance review Each submittal
Test seismic isolation system inaccordance with ASCE 7 Section17.8
Prototype testing Per ASCE 7
1. Verify surface condition preparationof structural members
Field inspection Periodic
2. Verify application of sprayedfire-resistant materials
Field inspection Periodic
3. Verify average thickness of sprayedfire-resistant materials applied tostructural members
Field inspection Periodic
4. Verify density of the sprayedfire-resistant material complies withapproved fire-resistant design
Field inspection and testingPer IBCSection
1705.13.5
5. Verify the cohesive/adhesive bondstrength of the cured sprayedfire-resistant material
Field inspection and testingPer IBCSection
1705.13.6
Inspect mastic and intumescentfire-resistant coatings applied tostructural elements and decks
Field inspection Periodic
1. Verify materials, details andinstallations are per the approvedconstruction documents
Field inspection Periodic
2. Inspection of water-resistive barrierover sheathing substrate
Field inspection Periodic
1. Inspect penetration firestop systems Field testing Per ASTM E2174
2. Inspect fire-resistant joint systems Field testing Per ASTM E2393
1. Leakage testing and recording ofdevice locations prior toconcealment
Field testing Periodic
2. Prior to occupancy and aftersufficient completion, pressuredifference testing, flowmeasurements, and detection andcontrol verification
Field testing Periodic
1.Observe drilling operations andmaintain complete and accuraterecords for each element
Field inspection Continuous
2. Verify placement locations andplumbness, confirm elementdiameters, bell diameters (ifapplicable), lengths, embedment intobedrock (if applicable) and adequateend-bearing strata capacity. Recordconcrete or grout volumes
Field inspection Continuous
3. For concrete elements, performadditional inspections in accordancewith Section 1705.3
See Section 1705.3 See Section 1705.3
4. Perform additional inspections andtests in accordance with theconstruction documents
Field Inspection and testingIn accordance with
constructiondocuments
1. Verify installation equipment, piledimensions, tip elevations, final depth,final installation torque and other dataas required.
Field inspection Continuous
2. Perform additional inspections andtests in accordance with theconstruction documents
Field Inspection and testingIn accordance with
constructiondocuments
1. Inspection of field gluing operationsof elements of the mainwindforce-resisting system
Field inspection Continuous
2. Inspection of nailing, bolting,anchoring and other fastening ofcomponents within the mainwindforce-resisting system
Shop (3) and field inspection Periodic
1.Inspection during weldingoperations of elements of the mainwindforce-resisting system
Shop (3) and field inspection Periodic
2.Inspections for screw attachment,bolting, anchoring and other fasteningof components within the mainwindforce-resisting system
Shop (3) and field inspection Periodic
1. Roof cladding Shop (3) and field inspection Periodic
2. Wall cladding Shop (3) and field inspection Periodic
Inspection of structural steel inaccordance with AISC 341 Shop (3) and field inspection
In accordance withAISC 341
1. Inspection of field gluing operationsof elements of the seismic-forceresisting system
Field inspection Continuous
2. Inspection of nailing, bolting,anchoring and other fastening ofcomponents within theseismic-force-resisting system
Shop (3) and field inspection Periodic
1. Inspection during weldingoperations of elements of theseismic-force-resisting system
Shop (3) and field inspection Periodic
2. Inspections for screw attachment,bolting, anchoring and other fasteningof components within theseismic-force-resisting system
Shop (3) and field inspection Periodic
Inspect and verify that that thecomponent label, anchorage ormounting conforms to the certificate ofcompliance in accordance withSection 1705.12.3
Field inspection Periodic
1. Inspection during the erection andfastening of exterior cladding andinterior and exterior veneer
Field inspection Periodic
2. Inspection during the erection andfastening of interior and exteriornonbearing walls
Field inspection Periodic
3. Inspection during anchorage ofaccess floors
Field inspection Periodic
1.
2.
3.
4.
DATE:
Are Requirements for Seismic Resistance included in the Statement of Special Inspections?
Are Requirements for Wind Resistance included in the Statement of Special Inspections?OCT 4, 2017
1705.11.6 Mechanical andElectrical Components SpecialInspections for SeismicResistance
1705.11.7 Storage RacksSpecial Inspections for SeismicResistance
1705.11.8 Seismic IsolationSystems
1705.12.1 ConcreteReinforcement Testing andQualification for SeismicResistance
1705.12.2 Structural SteelTesting and Qualification forSeismic Resistance
1705.11.5 ArchitecturalComponents SpecialInspections for SeismicResistance
* INSPECTION AGENTS FIRM ADDRESS TELEPHONE NO.
No No
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
NO. REASON DATE
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
SCALE:S0.4
1 PERSPECTIVE
NO. REASON DATE
x1 x2 x3 x4 x5
xA
xB
xC
xE
xG
xF
xD
1'-0"
12'-8"
9'-2"
15'-7"
15'-7"
9'-2"
12'-8"
1'-0" 22'-9" 22'-9" 22'-9" 28'-0"
W6X
15 -
EXIST
W6X
15 -
EXIST
W6X
15 -
EXIST
W6X
15 -
EXIST
W6X
15 -
EXIST
W6X
15 -
EXIST
W6X
15 -
EXIST
W6X
9
HSS5X
0.25
0
HSS5X
0.25
0
W6X
9
W6X
9
W6X
15 -
EXIST
W6X
15 -
EXIST
W6X
15 -
EXIST
W6X
15 -
EXIST
W6X
15 -
EXIST
HSS5X
0.25
0
W6X
15 -
EXIST
HSS4X
4X5/
16
HSS4X
4X5/
16
HSS4X
4X5/
16
HSS4X
4X5/
16
HSS5X
0.25
0
EXISTING CONCRETE SLAB ON GRADETHICKNESS UNKNOWN. GC TO
VERIFY
74'-10"
96'-3"
1
A
C
1
S2.2
___________
D
E2'-6
"
4
S2.1
___________
2
S2.0
___________
1
S2.0
___________
1
S2.1
___________
2
S2.1
___________
2
5
S2.1
___________
3
S2.1
___________
16'-6 3/8" 6'-2 5/8"
HSS8X8X3/8
HSS8X8X3/8
HSS8X
8X3/
8
HSS8X
8X3/
8
HSS6X
6X1/
4
F5.0 (-2'-0")
F5075 (-2'-0")
F5075 (-2'-0")
F5.0 (-2'-0")
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
NO. REASON DATE
SCALE: 1/4" = 1'-0"S1.0
1 GROUND FLOOR & FOUNDATION PLAN
NEW 4" NW CONCRETE SLAB ON GRADEREINFORCE WITH #3's AT 18" o.c.. T/SLAB
ELEVATION TO MATCH
NEW 4" NW CONCRETE SLAB ON GRADEREINFORCE WITH #3's AT 18" o.c.. T/SLAB
ELEVATION TO MATCH
x1 x2 x3 x4 x5
xA
xB
xC
xE
xG
xF
xD
9'-9 9
/16"
1'-0"
12'-8"
9'-2"
15'-7"
15'-7"
9'-2"
12'-8"
10'-6 9/16" 1'-0" 22'-9" 22'-9" 22'-9" 28'-0"
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
HS
S5X
5X
3/1
6
HS
S5X
5X
3/1
6
HSS5X5X3/16
HSS5X5X3/16
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2"
EL 15'-0"EL 15'-0"
EL 15'-0"
EL 15'-0"EL 15'-0"EL 15'-0"
EL 15'-0"
EL 15'-0" EL 15'-0"EL 15'-0"
EL 15'-0"
96'-3"
74'-10"
1
A
C
1
S2.2
___________
D
E
4
S2.1
___________
2
S2.0
___________
1
S2.0
___________
1
S2.1
___________2
S2.1
___________
EL 17'-10"
2
5
S2.1
___________
16'-6 3/8" 6'-2 5/8"
34'-7"
22'-11 3/8"
16'-8 1/8"
3
S2.1
___________
31'-6 1
/8"
32'-11 7
/8"
HSS12X6X1/4
HS
S20X
4X
1/2
HS
S20X
4X
1/2
HSS12X6X1/4
NEW ROOFTOP MECHANICALUNIT. SEE MECH DRAWINGS
NEW ROOFTOP MECHANICALUNIT. SEE MECH DRAWINGS
NEW ROOFTOP MECHANICALUNIT. SEE MECH DRAWINGS
NEW ROOFTOP MECHANICALUNIT. SEE MECH DRAWINGS
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
L3x3x1/4
HSS12
x8x1
/2
LIGHT GAGE FRAMING INFILL
LIG
HT
GA
GE
FR
AM
ING
IN
FIL
L
11'-0
1/4
"
2'-6
"
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
SCALE: 1/4" = 1'-0"S1.1
1 ROOF FRAMING PLAN
NO. REASON DATE
GROUND FLOOR &FOUNDATION PLAN
0"
ROOF FRAMING PLAN15'-0"
PARAPET25'-6"
HSS20X4X1/2
HSS20X4X1/2
HSS20X4X1/2
HSS8X
8X3/
8
HSS8X
8X3/
8
HSS6X
6X1/
4
T/STEEL+26'-2"
NOTE:FOR TOWER INFORMATION SEESHEET S2.2
GROUND FLOOR &FOUNDATION PLAN
0"
ROOF FRAMING PLAN15'-0"
PARAPET25'-6"
HSS20X4X1/2
HSS20X4X1/2
HSS8X
8X3/
8
HSS8X
8X3/
8
NOTE:FOR TOWER INFORMATION SEESHEET S2.2
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
SCALE: 3/16" = 1'-0"S2.0
1 CANOPY ELEVATION - SOUTH
SCALE: 3/16" = 1'-0"S2.0
2 CANOPY ELEVATION - WEST
NO. REASON DATE
GROUND FLOOR &FOUNDATION PLAN
0"Level 1
0' - 0"
Level 215' - 0"
xA
ROOF FRAMING PLAN15'-0"
A
1'-0" VARIES
HSS12x4 SPANDRELBEAM, SEE PLAN
EXISTING PARAPETTO REMAIN
EXISTING BUILDING ROOFSTRUCTURE, TO REMAIN
EXISTING CONC SLABON GRADE, TO REMAIN
6'-6"
HSS12X6X1/4
NEW HSS8x8 COLUMNSEE PLAN
GROUND FLOOR &FOUNDATION PLAN
0"
xA
ROOF FRAMING PLAN15'-0"
A
1'-0" VARIES
4'-3"
HSS12X6X1/4
HSS12x4 SPANDRELBEAM, SEE PLAN
EXISTING PARAPETTO REMAIN
EXISTING BUILDING COLUMNTO REMAIN
EXISTING BUILDING ROOFSTRUCTURE, TO REMAIN
EXISTING CONC SLABON GRADE, TO REMAIN
NEW HSS8x8 COLUMNSEE PLAN
GROUND FLOOR &FOUNDATION PLAN
0"Level 1
0' - 0"
Level 215' - 0"
x1
ROOF FRAMING PLAN15'-0"
1
VARIES 1'-0"
6'-3"
HSS12x4 SPANDRELBEAM, SEE PLAN
EXISTING PARAPETTO REMAIN
EXISTING CONC SLABON GRADE, TO REMAIN
EXISTING BUILDING COLUMNTO REMAIN
HSS12x6 OUTRIGGERSEE PLAN
NEW HSS8x8 COLUMNSEE PLAN
GROUND FLOOR &FOUNDATION PLAN
0"Level 1
0' - 0"
Level 215' - 0"
x1
ROOF FRAMING PLAN15'-0"
1
2'-8"
NEW HSS 8x8 COLUMNSEE PLAN
HSS12x4 SPANDRELBEAM, SEE PLAN
EXISTING PARAPETTO REMAIN
EXISTING CONC SLABON GRADE, TO REMAIN
EXISTING BUILDING COLUMNTO REMAIN
VARIES1'-0"
HSS12x6 OUTRIGGERSEE PLAN
GROUND FLOOR &FOUNDATION PLAN
0"Level 1
0' - 0"
Level 215' - 0"
xA
ROOF FRAMING PLAN15'-0"
A
2'-8"
HSS12x4 SPANDRELBEAM, SEE PLAN
1'-0"
EXISTING PARAPETTO REMAIN
NEW HSS8x8 COLUMNSEE PLAN
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
SCALE: 3/8" = 1'-0"S2.1
2 SECTION @ x2-LINESCALE: 3/8" = 1'-0"S2.1
1 SECTION @ x3-LINESCALE: 3/8" = 1'-0"S2.1
3 SECTION @ xC-LINESCALE: 3/8" = 1'-0"S2.1
4 SECTION @ xE-LINESCALE: 3/8" = 1'-0"S2.1
5 SECTION @ 2-LINE
NO. REASON DATE
GROUND FLOOR &FOUNDATION PLAN
0"
ROOF FRAMING PLAN15'-0"
DE
2'-6"
15'-1"
9'-6"
12'-6"
2'-6"
7°
20°
8'-9 1
/4"
9'-7 3
/16"
SEE PLAN/ARCH
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
SCALE: 3/8" = 1'-0"S2.2
1 TOWER ELEVATION
NO. REASON DATE
ENGINEER NOTES:1) USE THIS DETAIL FOR BLDGS WITHOUT WHEELED TRAFFIC OR HEAVY LOADS SUCH AS OFFICE BLDGS, RETAIL, ETC.2) DELETE NOTE #2 IF SANDY SOILS & NOT REQ'D.
STOP REINF (IF REQ'D)EA SIDE OF JOINT
PREMOLDED EXPJOINT MATERIAL
CRACK CONTROL JOINT CONSTRUCTION JOINT EXPANSION JOINT AT WALL
NOTES:1) USE CONSTRUCTION JOINT INSTEAD OF CRACK CONTROL JOINT WHEREVER CONSTRUCTION IS STOPPED OR WHERE CALLED FOR ON PLAN.2) PROVIDE CRUSHED STONE OR GRAVEL UNDER SLAB AS RECOMMENDED BY GOETECHNICAL REPORT FOR THE PROJECT.
"T"/
2
1/8" CONTROL JOINT
"T"/
4
"T"
CONT VAPORBARRIER, TYP
BREAK BOND w/CURING COMPOUND
"T"
I1/2"
SAW CUT JOINT, CUTBETWEEN 4&12 HOURSAFTER CONC IS PLACED
PROVIDE FULL DEPTHBULKHEAD HELD FIRMLYIN A VERTICAL POSITION
WWF, SEE PLAN1-#4 TOP
2-#4 CONT w/#3 @ 36" TRANSV
1'-4"
1'-0"
SE
EP
LA
N
T/SLAB EL,SEE PLAN
TYPICAL TURNDOWN
BASE PL & ANCHOR ROD,SEE DETAIL ?/??
4"
T/SLAB EL,TO MATCHEXISTING
TOP REINF IF REQ'D
.
3" CLR,TYPCL COL & FTGANCHOR ROD GRADE
A36 ASTM F1554,OR NUT & WASHERTACK WELDED TOTHREADED ROD
FTG SIZE &REINF, SEE PLAN
T/FTG EL,SEE PLAN
1"
NO
N-S
HR
INK
GR
OU
T, M
IN
COLUMN, SEE PLAN
TYPICAL COLUMN FOOTING
"T"
SE
E P
LA
N
"T"
WWF, SEE PLAN T/SLAB ELSEE PLAN
SE
E P
LA
N
TYP
6"
MIN6"
1'-0" 1'-0"
SE
EP
LA
N
1/2".
1 7/8".
5-#4 CONT
W-19-4 (1x3/16)GALV SERRATEDSTEEL GRATING
NOTE:GRATING SUPPORTSHALL BE HOTDIPPED GALVANIZEDAFTER ASSEMBLY
NOTE:FOR PIPES RUNNING PARALLEL TOSTRIP FTGS, FTG DEPTH & PIPELOCATION SHALL BE COORDINATEDSO THAT THE PIPE IS NOT WITHINFTG LOAD DISTRIBUTION INFLUENCELINE AS ILLUSTRATED.
TYP PIPE PARALLEL TO WALL
T/FTG EL,
SEE PLAN
11/2" COMPRESSIBLE MATERIALAROUND PIPE OR PROVIDE PIPESLEEVE (TYP)
NO
PIP
E T
O B
E P
LA
CE
D
WIT
HIN
FO
OT
ING
AT EXISTING PIPES WRAPw/ 2" STYROFOAM OR SLICEPVC PIPE 2"ø LARGER & PLACEAROUND PIPE (SEAL SLIT w/DUCT TAPE)
CONCRETE FILL IS TO BE PLACEDBEFORE FOOTING IS POURED ANDTO BE THE SAME WIDTH AS FTG,POUR FULL WIDTH OF PIPE TRENCH
MIN6"
MA
X
4'-0"
9" MIN
TYP PIPE PENETRATION THRU WALL
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
NO. REASON DATE
SCALE: 3/4" = 1'-0"S3.0
1 TYP SLAB ON GRADE JOINTSSCALE: 3/4" = 1'-0"S3.0
2 TYP TURNDOWNSCALE: 3/4" = 1'-0"S3.0
3 TYPICAL COLUMN FOOTINGSCALE: 3/4" = 1'-0"S3.0
4 SLAB STEP
SCALE: 3/4" = 1'-0"S3.0
5 TRENCH DRAIN SECTIONSCALE: 3/16" = 1'-0"S3.0
6 PIPE PENTERATION AT WALL FOOTINGSCALE: 3/4" = 1'-0"S3.0
7 NEW TO EXISTING SLAB
TUBE COL,SEE PLAN
L2 1/2x21/2x1/4w/ 1/2"Ø BOLT
TUBE BEAM,SEE PLAN
3/16TYP
SECTION A-A
'X' DIM
≤ 3'-0"
≤ 6'-0"
≤ 9'-0"
3/16TYP
'X' M
EM
BE
R
NOTES:1) VERIFY ALL DIM w/ SUPPLIER BEFORE FABRICATION.2) INSTALL PREFAB CURBS DIRECTLY ON STEEL SUPPORT ANGLES.3) ROOF DECK IS NOT REQUIRED INSIDE MECH UNIT CURBS.4) AT OPENINGS 6" TO 12" PROVIDE L2x2x1/4x3'-0" LG PERPENDICULAR TO DECK SPAN. 5/8"ø WELD TO EA FLUTE.
OPNG SIZE EQUALSINSIDE DIMENSION OFPREFAB CURBS
PLAN
A A
CL BEAM OR JOIST (IF JOIST, SEE DETAIL ______ FOR BRACE)
REINF METAL DECKw/ L2x2x1/4x3'-0" EASIDE OF OPENING. WELD EAFLUTE, FRAME NOT REQ'D
TOP CHORD OF JOIST
NOTES:1) SMALLER THAN 12'' SQ & LARGER THAN 6'' SQ.2) WELD TO BE 5/8" PUDDLE TYPE.
SMALL OPENING DETAIL
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NOTES:1) ALL CONNECTORS LISTED ARE SIMPSON STRONG-TIE.
2) ROOF TRUSS CLIPS ARE APPROXIMATE, AND ARE PROVIDED FOR BID PURPOSES ONLY. CLIPS FOR ROOF TRUSSES ARE SUBJECT TO REVISION UPON REVIEW OF SHOP DRAWINGS.
3) S/HD HOLDOWN CONNECTION REQUIRE STUDS UNDER TRUSS, FROM STUD TO STUD AT EA FLOOR AND FROM STUD INTO SLAB ON GRADE. SEE DETAIL ____.
4) SEE SHEARWALL SCHEDULE FOR SILL PLATE ATTACHMENT AT SHEARWALLS.
5) AT INT WALLS, POWER DRIVEN FASTENER (PDF) WITH A MIN SHANK DIAMETER OF 0.145" WITH A MAXIMUM SPACING OF 12" OR 1/2"ø EXP BOLTS @ 48" MAY BE SUBSTITUTED. AT EXTERIOR WALLS, 1/2"ø BOLTS EPOXIED INTO THE SLAB MAY BE SUBSTITUTED.
6) SCREWS SHALL BE TEK, SELF-DRILLING FASTENERS AS MANUFACTURED BY ITw/ BUILDEX OR APPROVED EQUAL.
7) HEAD STYLES SHALL BE BUGLE-HEAD, FLAT-HEAD, OR SIMILAR HEAD WITH A MINIMUM HEAD DIAMETER OF 0.29 INCHES.
2 1/2"-20 GAUGE CONTBRIDGING w/ (1) #12-14SCREW @ EA FLANGE PERSTUD. SPACE VERTICALLY@ 4'-0" OC MAX
NOTE:ALL BRIDGING MUSTTERMINATE AT A STUDGROUP OF 2 STUDS MINOR WITH SOLID BLOCKINGPER OPTION "B".
OPTION A
HORIZONTAL WALL BRIDGING
LIGHT GAUGEMETAL STUDFRAMING(SEE SECTIONS)
CONT TRACK, SEEGENERAL NOTES
#10-16 SCREW @ EASIDE OF FLANGE
SLAB ON GRADE(BY OTHERS)
HILTI KWIK CON IISYSTEM (OR EQUAL)@ 8" OC MAX
STUD SPACING
SEE SELECTION
SLAB CONNECTION
PLATE 2"x12GAx(GROUP WIDTH-1/2")@ 2'-0" OC MAX w/ 1-#10-16 TEKSCREW PER STUD (TYP NS & FS)
ATTACH TO CONCRETE USING1/4"øx1 3/4" HILTI KWIK CON II(OR EQUAL) @ 8" OC MAX
PROVIDE L6x6x12GA CLIPw/ 8-#12 SCREWS AND2-1/4"x1 3/4" HILTI KWIKCON II EA SIDE OF STUD GROUP
CONT TRACK, SEEGENERAL NOTES
2'-0"M
AX
STUD GROUP ATTACHMENT
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
EXISTING CONCRETE SLAB ON GRADETHICKNESS UNKNOWN. GC TO
VERIFY. TO REMAIN TO EXTENTS SHOWN
74'-10"
96'-3"
SLAB ON GRADE TO BE REMOVEDTO ACCOMODATE NEW RESTROOMS
SLAB ON GRADE TO BE REMOVEDTO ACCOMODATE NEW RESTROOMS
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net
NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746
LANDLORD REVIEW
C-76126Timothy Moore, PE
SCALE: 1/4" = 1'-0"SD1.0
1
GROUND FLOOR & FOUNDATION PLAN -DEMOLITION
NO. REASON DATE
x1 x2 x3 x4 x5
xA
xB
xC
xE
xG
xF
xD
12'-8"
9'-2"
15'-7"
15'-7"
9'-2"
12'-8"
22'-9" 22'-9" 22'-9" 28'-0"
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
HS
S5X
5X
3/1
6
HS
S5X
5X
3/1
6
HSS5X5X3/16
HSS5X5X3/16
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X
16 -
EX
IST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
W5X16 -EXIST
EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2"
EL 15'-0"EL 15'-0"
EL 15'-0"
EL 15'-0"EL 15'-0"EL 15'-0"
EL 15'-0"
EL 15'-0" EL 15'-0"EL 15'-0"
EL 15'-0"
96'-3"
74'-10"
Project Owner:
Design Consultant:
Innovation and Design inArchitecture, Inc.
A R C H I T E C T U R E
Architect:
Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original
signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified
by the professional whose signature appears above.Copyright Protected 2017.
218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net