HomeMy WebLinkAbout5570-6M: SPECIAL INSPECTIONS
1. PROVIDE SPECIAL INSPECTION WHEREIR
REQUIRED BY SECTION 1704 OF THE CBC. ADDITIONALLY, RI
ONALL VERIFY OTHER
AREAS REQUIRING SPECIAL INSPECTION WITH THE BUILDING OFFICIAL OF THEGOVERNING JURISDICTION.
GOVE G JU SD CTION.
2. INSPECTIONS SHALL CONFORM WITH CBC SECTIONS 110 AND 1704.
3. INSPECTIONS SHALL BE PERFORMED BY QUALIFIED INSPECTORS AND TESTING AGENCIES RETAINED BY THE OWNER
AND NOT THE CONTRACTOR. INSPECTORS AND AGENCIES SHALL BE APPROVED BY THE GOVERNING
JURISDICTION.
4. COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS SHALL BE FURNISHED TO THE OWNER, BUILDING
DEPARTMENT, ARCHITECT, AND ENGINEER. COPIES OF THE REPORTS AND RESULTS SWILL ALSO BE KEPT AT
THE JOB SITE.
„5, FINAL REPORT FOR ALL INSPECTIONS AND TESTING, STATING THAT THE WORK WAS COMPLETED IN ACCORDANCE
WITH THE APPROVED PLANS AND ALL APPLICABLE CODES AND STANDARDS, SHALL BE SUBMITTED TO THE
OWNER, BUILDING DEPARTMENT, ARCHITECT, AND ENGINEER.
6. STRUCTURAL OBSERVATION MAY BE REQUIRED BY THE JURISDICTION, ENGINEER, OR OWNER. THESE
OBSERVATIONS DO NOT REPLACE ANY OF THE REQUIRED INSPECTIONS BY DEPUTY INSPECTORS OR THE LOCAL
JURISDICTION.
7. SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING WORK:
CONCRETE WITH F'C OVER 2500 PSI
CAST -IN-PLACE DRILLED PILES OR CAISSONS
FIELD WELDING
EPDXY
WELDING OF REINFORCING STEEL
HIGH STRENGTH BOLTING
SHOTCRETE
REINFORCEMENT AND TENDON PLACEMENT IN CONCRETE WITH F'C OVER 2500 PSI
TENDON STRESSING AND GROUTING
CONCRETE MASONRY
TTTEN HD SCREWS ANCHORS
ADDITIONAL ITEMS REQUIRING SPECIAL INSPECTION MAY BE NOTED ON THE PLANS.
L: WELDING
1. A WELDING PROCEDUREPE I
S C FICATION (WPS) PER A 1.1
WS D SHALL BE DEVELOPED BY THE
FABRICATOR ERECTOR AND D SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL THE WPS
SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY THE ELECTRODE MANUFACTURER.
2. WELDING OF STRUCTURAL STEEL SHALL CONFORM TO AWS DIA USING APPROVED E70XX ELECTRODES.
3. ALL WELDING SHALL BE PERFORMED BY AN EXPERIENCED, CERTIFIED WELDER FOR THE TYPE OF WELD BEING
MADE.
4. TO ASSURE THE PROPER AMPERAGE AND VOLTAGE OF THE WELDING PROCESS, A HAND HELD CALIBRATED AMP
AND VOLT METER SHALL BE USED BY THE FABRICATOR, ERECTOR, AND INSPECTOR. AMPERAGE AND VOLTAGE
SHALL BE MEASURED NEAR THE ARC. TRAVEL SPEED AND ELECTRODE STICK OUT SHALL BE VERIFIED TO BE IN
COMPLIANCE WITH THE APPROVED WELDING PROCEDURE SPECIFICATION.
5. WELD LENGTHS CALLED FOR ON THE PLANS ARE NET EFFECTIVE WELD LENGTHS.
6. ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR QUALIFIED IN WELDING.
FIELD WELDING SHALL BE INDICATED ON THE SHOP DRAWINGS.
7. ALL SHOP WELDING SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR QUALIFIED IN WELDING
UNLESS IT IS PERFORMED BY A LICENSED FABRICATOR APPROVED BY THE GOVERNING JURISDICTION.
8. SURFACES ON WHICH WELDS WILL BE DEPOSITED SHALL BE SMOOTH, UNIFORM, FREE FROM FINS, TEARS,
CRACKS, AND OTHER DISCONTINUITIES WHICH WOULD ADVERSELY AFFECT THE STRENGTH, DUCTILITY, OR OTHER
QUALITY OF THE WELD.
9. WELD SIZES NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS WITH SIZES BASED ON NSC TABLE J2.4.
10. GRIND SMOOTH ALL EXPOSED WELDS TO AN APPEARANCE ACCEPTABLE BY THE ARCHITECT.
11. PARTIAL AND FULL PENETRATION GROOVE WELDS SHALL HAVE NON-DESTRUCTIVE (ULTRASONIC OR
RADIOGRAPHIC) TESTING PERFORMED. THE RATE OF TESTING SHALL BE 100% BUT MAY BE REDUCED AS
ALLOWED BY AWS D1.1.
12. STRUCTURAL STEEL FRAMING MEMBERS SHALL BE SUPPORTED DURING FIELD WELDING. SUPPORTS SHALL
REMAIN IN PLACE UNTIL STEEL TEMPERATURE HAS RETURNED TO AIR TEMPERATURE.
13. BOLTS, NUT, AND RODS SHALL NOT BE WELDED OR HEATED EXCEPT FOR A36 AND A307 AND THOSE ONLY
WITH THE APPROVAL OF THE ENGINEER OF RECORD.
14. STRUCTURAL STEEL SHALL NOT BE TACK WELDED TO REINFORCEMENT IN ANY WAY.
15. FOR WELDING AT PRIMARY MEMBERS AND CONNECTIONS OF THE SEISMIC FORCE RESISTING SYSTEM (BRACED
FRAMES, MOMENT FRAMES, DRAG CONNECTIONS, CHORD MEMBERS, ETC.) THE WELDING FILLER METAL SHALL
HAVE CHARPY V -NOTCH (CVN) TOUGHNESS OF 20 FOOT POUNDS AT MINUS 20 DEGREES FAHRENHEIT AND 40
FOOT POUNDS AT 70 DEGREES FAHRENHEIT (E70T4 IS PROHIBITED).
E: REINFORCING STEEL
1. REINFORCING STEEL FOR #3 BARS AND LARGER SHALL CONFORM TO ASTM A-615 (GRADE 60).
2. WELDED WIRE MESH / FABRIC SHALL CONFORM TO ASTM A-185 (GRADE 65) AND BE LAPPED 1.5 SPACES (12'
MINIMUM) FOR PLAIN WIRE AND ASTM A-497 (GRADE 75) FOR DEFORMED BAR.
3. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A-706 (GRADE 60).
4. DETAILS OF REINFORCING SHALL CONFORM TO THE ACI CODE.
5. REINFORCING BAR BENDS SHALL BE MADE COLD.
6. WELDING OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH AWS D1.4. USE LOW HYDROGEN ELECTRODES
AND PREHEAT. NO WELDING SHALL BE DONE AT THE BEND IN A BAR.
7. SPLICES OF HORIZONTAL BARS IN WALLS AND FOOTINGS SHALL BE STAGGERED AT LEAST 48' MINIMUM.
8. ALL REINFORCING BARS SHALL BE SECURELY TIED IN PLACE PRIOR TO CONCRETE OR GROUT POUR.
K: STRUCTURAL STEEL
1. ALL MATERIAL,WORKMANSHIP DETAILING, FABRICATION,
EiAND ERECTION SHALL CONFORM TO THE LATEST EDITION
E 0
OF THE AISC MANUAL OF STEEL CONSTRUCTION AND CODE OFTAN AR
S D D PRACTICE.
2. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MATERIAL SPECIFICATIONS:
WIDE FLANGE MEMBERS A-992
CONTINUITY & DOUBLER PLATES A-572
STRUCTURAL TUBES A-500, GRADE B
STRUCTURAL PIPES A-53, TYPE E OR S. GRADE B
ALL OTHER SHAPES A-36
HIGH STRENGTH BOLTS A-325, SLIP CRITICAL
ANCHOR RODS F-1554, GRADE 36
ALL OTHER BOLTS A-307
3. A-992 OR A-572 (GRADE 50) MATERIAL MAY BE SUBSTITUTED FOR A-36 MATERIAL AT CONTRACTOR'S OPTION.
4. STRUCTURAL STEEL DELIVERED TO THE JOB SITE SHALL BE FREE OF EXCESSIVE RUST, MILL SCALE, GREASE,
ETC.
5. ALL STEEL FABRICATION SHALL BE PERFORMED IN A SHOP APPROVED BY THE BUILDING DEPARTMENT. SHOP
AND ERECTION DRAWINGS SHALL CONTAIN ALL INFORMATION NECESSARY TO ERECT ALL STRUCTURAL STEEL IN
THE FIELD WITHOUT REFERRING TO THE STRUCTURAL DRAWINGS.
6. STUD ANCHORS SHALL BE NELSON STUD ANCHORS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS. PROVIDE %* STUD ANCHORS AT 32' O.C. AT ALL LOCATIONS WHERE
ATTACHMENT OF ARCHITECTURAL FINISHES REQUIRES THE USE OF SUCH ANCHORS.
7. INSTALLATION AND INSPECTION OF HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENT OF THE AISC
SPECIFICATIONS FOR STRUCTURAL JOINTS. ASSEMBLE WITH HARDENED WASHERS UNDER THE NUT OR BOLT
HEAD, WHICHEVER IS THE ELEMENT USED IN TIGHTENING. CONTACT FACES AT CONNECTIONS WHERE HIGH
STRENGTH BOLTS ARE USED SHALL BE FREE OF DIRT, BURRS, PITS, PAINT, OIL, LACQUER, GALVANIZING, AND
OTHER MATERIALS WHICH PREVENT SOLID SEATING OF PARTS.
8. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL CONFORM TO SECTION 10 OF THE RISC CODE OF
STANDARD PRACTICE. REFER TO THE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND ADDITIONAL APPEARANCE
AND TOLERANCE REQUIREMENTS. GRIND SMOOTH ALL EXPOSED WELDS TO AN APPEARANCE ACCEPTABLE BY THE
ARCHITECT. REMOVE ALL TEMPORARY ERECTION CUPS.
9. EXCEPT WHERE ENCASED IN MASONRY, CONCRETE, OR SPRAY APPLIED FIREPROOFING, ALL STEEL SHALL RECEIVE
ONE COAT OF RUST INHIBITIVE PRIMER UNLESS INDICATED OTHERWISE ON THE ARCHITECTURAL DRAWINGS OR
SPECIFICATIONS.
10. ALL STEEL EXPOSED TO THE WEATHER SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION UNLESS
ALTERNATE METHODS OF WEATHER PROOFING ARE NOTED OR APPROVED BY THE ARCHITECT.
11. OPENINGS SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY DETAILED BY THE ENGINEER OF
RECORD. STEEL MEMBERS SHALL BE SHORED WHEN PERMISSIBLE HOLES ARE CUT WITH A TORCH AFTER STEEL
IS ERECTED. SUPPORTS SHALL REMAIN IN PLACE UNTIL STEEL TEMPERATURE HAS RETURNED TO AIR
TEMPERATURE.
12. STRUCTURAL STEEL SHALL BE PROTECTED AS REQUIRED BY THE FIRE RATING DETERMINED BY THE ARCHITECT.
REFER TO THE ARCHITECTURAL DRAWINGS FOR FIREPROOFING REQUIREMENTS.
13. ALL EXPOSED ENDS OF STEEL MEMBERS SHALL BE CAPPED WITH A 34' END PLATE UNLESS NOTED OTHERWISE
ON THE ARCHITECTURAL DRAWINGS.
14. LIGHT GAGE COLD FORMED STEEL MEMBERS SHALL CONFORM TO ASTM A-441.
15. ALL GROUT UNDER BASE PLATES SHALL BE SOLID DRY PACK OR NON -SHRINK GROUT PLACED AS DIRECTED BY
THE MANUFACTURER. MINIMUM STRENGTH 4,000 PSI.
VOTE: SITE PLAN IS FOR REFERENCE ONLY. REFER TO
ARCHITECTURAL OR CIVIL PLANS FOR EXACT SITE PLAN
SITE PLAN
SCALE: N.T.S.
F: WOOD FRAMING
1 MING S RMT
ALL FRA HALL CONFORM 0 THE GRADES AS SET FORTH BY THE W.C.L.I.B. OR W.W.PA. AND THE CBC.
C
ALL LUMBER SHALL BEAR THE GRADE STAMP OF AN APPROVED TESTING AGENCY, EXCEPT ARCHITECTURALLY
EXPOSED LUMBER.
2. ALL LUMBER USED FOR STRUCTURAL PURPOSES SHALL BE DOUGLAS FIR.
3. ALL LUMBER SHALL HAVE MOISTURE CONTENT OF LESS THAN 19%.
4. THE MINIMUM GRADE OF LUMBER SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE:
2X SILL PLATES P.T.D.F. STANDARD AND BETTER
3X SILL PLATES P.T.D.F. STANDARD AND BETTER
2X4 STANDARD AND BETTER OR STUD GRADE
3X D.F. #2
2X6 TO 2X14 D.F. #2
4X12 OR SMALLER D.F. /2
4X14 OR LARGER D.F. #1
6X AND 8X D.F. /1
5. ALL WOOD IN CONTACT WITH THE GROUND, A MASONRY OR CONCRETE FOUNDATION WALL, OR SLAB ON GRADE
SHALL BE PRESSURE TREATED IN ACCORDANCE WITH CBC 2304.11.
6. ALL CONVENTIONALLY FRAMED PORTIONS OF THE STRUCTURE SHALL BE BUILT IN ACCORDANCE WITH CBC
SECTION 2308.
7. UNLESS NOTED OTHERWISE, NAILING SHALL BE PER CBC TABLE 2304.9.1.
8. TIMBER CONNECTORS AND FASTENERS SHALL BE IN ACCORDANCE WITH CBC 2304.9.
9. PRE -DRILL FOR NAILING TO PREVENT NAIL SPACING FROM RESULTING IN WOOD SPLITTING.
10. PROVIDE 1X6 DIAGONAL LEI -IN BRACING AT 25 FEET ON CENTER FOR STUD WALLS NOT FULLY SHEATHED.
NAIL WITH TWO 8d'S PER STUD AND 3-8d'S AT EACH END TO TOP PLATE / SILL PLATE
11. PROVIDE SINGLE JOIST BELOW NON-BEARING PARTITIONS PARALLEL TO FLOOR FRAMING. PROVIDE DOUBLE
JOISTS BELOW BEARING PARTITIONS PARALLEL TO FLOOR FRAMING, UNLESS NOTED OTHERWISE.
12. WHERE PIPES ARE PLACED IN OR PARTLY IN A PARTITION AND NECESSITATE THE CUTTING OF THE SOLES OR
PLATES, A METAL TIE NOT LESS THAN 0.058' X 1.5' WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND
TO EACH SIDE OF THE OPENING WITH NOT LESS THAN 6-16d NAILS.
13. ALL STRUCTURAL SHEATHING (PLYWOOD OR OSB) SHALL BE IDENTIFIED WITH THE GRADE TRADEMARK OF APA -
THE ENGINEERED WOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF PRODUCTS STANDARD PS 1-09,
PS2-10 OR APA PRP 108. ALL SHEATHING WHICH HAS ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO
THE WEATHER SHALL BE OF THE EXTERIOR TYPE. SPAN RATING SHALL NEVER BE LESS THAN THE ON CENTER
SPACING OF SUPPORTS. SHEATHING LESS THAN 24 INCHES IN ANY DIMENSION SHALL NOT BE USED IN
STRUCTURAL APPLICATIONS. SPACING OF 1/8' IS RECOMMENDED AT PANEL ENDS AND EDGES.
ROOF SHEATHING:
15/32' APA RATED SHEATHING, EXP 1, 32/16 SPAN RATING WITH 8d COMMON O 6' O.C. AT
SHEATHING EDGES AND 12' O.C. AT INTERMEDIATE SUPPORTS. LAY SHEATHING WITH FACE GRAIN OR
STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND CONTINUOUS OVER TWO OR MORE SPANS.
FLOOR SHEATHING:
23/32' APA RATED STURD-I-FLOOR SHEATHING, EXP 1, T & G, 40/20 SPAN RATING. SHEATHING
SHALL BE GLUED AND NAILED WITH 10d COMMON (OR 10d RING SHANK / SCREW SHANK) O 6' O.C.
AT SHEATHING EDGES AND 12' O.C. AT INTERMEDIATE SUPPORTS. #8 X 2' LONG (2)j' FOR 1)6'
SHEATHING) WSNTL WOOD SCREWS IN ACCORDANCE WITH ESR- 1472 BY SIMPSON STRONG -TIE. MAY
BE SUBSTITUTED FOR THE 10D COMMON NAIUNG. LAY SHEATHING WITH FACE GRAIN OR STRENGTH
AXIS PERPENDICULAR TO SUPPORTS AND CONTINUOUS OVER TWO OR MORE SPANS. USE ADHESIVE
MEETING APA SPECIFICATION AFG-01 OR ASTM D-3498, APPLIED IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS.
IF APPROVED BY THE OWNER, WHERE JOISTS ARE SPACED AT 16' O.C. OR LESS FOR AN ENTIRE
FLOOR, 19/32' APA RATED STURD-I-FLOOR SHEATHING, EXP 1, T d: G. 32/16 SPAN RATING MAY BE
USED. NAILING AND GLUING SHALL BE AS DESCRIBED FOR 23/32' SHEATHING.
WALL SHEATHING:
3/8' APA RATED SHEATHING, EXP 1, 24/0 SPAN RATING WITH 8d COMMON O 6' O.C. AT PANEL
EDGES AND 12' O.C. AT INTERMEDIATE SUPPORTS U.N.O. IN THE SHEAR SCHEDULE.
FRAMING MEMBERS
(JOISTS/TRUSSES/RAFTERS)
BLDG. cn,. �r.w .nmc noi
TYP. ROOF & FLOOR SHEATH/NG LAYOUT
J: HARDWARE AND WOOD CONNECTORS
ADD BLKG. AT
BLOCKED DIAPHRAGMS
FIELD NAILING
STAGGER SECOND ROW
OF SHEATHING
BN AT ALL
SHEATHING
EDGES (MIN.%' EDGE DISTANCE)
LAY PANEL PERP.
TO FRAMING
1. UNLESS SPECIFICALLY NOTED OTHERWISE, ALL WOOD FRAMING CONNECTORS SHALL BE BY SIMPSON STRONG -TIE
ALL INSTALLATIONS SHALL FOLLOW CURRENT RECOMMENDATIONS OF SIMPSON. THE USE OF USP HARDWARE IS
ALLOWED, PROVIDED THE SUBSTITUTED HARDWARE ETHER MEETS OR EXCEEDS THE STRENGTH CAPACITIES OF
THE SPECIFIED SIMPSON PRODUCT. ALL USP HARDWARE SHALL BE INSTALLED PER THE MANUFACTURER'S
CURRENT RECOMMENDATIONS.
2. WHERE SIMPSON STRONG -TIE ALLOWS THE USE OF ALTERNATE OR ADDITIONAL FASTENERS, THE FASTENER TYPE
AND AMOUNT RESULTING IN THE HIGHER CAPACITY SHALL BE USED, UNLESS NOTED OTHERWISE.
3. THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION SHALL BE FOLLOWED WITH RESPECT TO
FABRICATION AND ASSEMBLY OF ALL FASTENERS, EDGE AND END DISTANCE REQUIREMENTS, AND MINIMUM
PENETRATION REQUIREMENTS.
4. BOLTS, LAG SCREWS, AND WOOD SCREWS SHALL CONFORM TO ASME STANDARD B-18.2.6.
5. ALL HOLES DRILLED FOR BOLTS THROUGH WOOD SHALL BE A MINIMUM OF )Sx- AND A MAXIMUM OF Xs
OVERSIZED.
6. STANDARD CUT WASHERS SHALL BE INSTALLED BETWEEN THE WOOD AND THE NUT FOR ALL BOLT INSTALLATIONS.
7. THE THREADED PORTION OF BOLTS SUBJECT TO WOOD BEARING SHALL BE KEPT TO A PRACTICAL MINIMUM.
8. CARE SHUT BE TAKEN TO CENTER BOLT HOLES IN MAIN MEMBERS.
9. WHEN NAILING A MEMBER CAUSES SPLITTING, THE MEMBER SHALL BE PREDRILLED TO PREVENT THE SPLITTING.
THE DIAMETER OF THE BOLTED HOLE SHALL NOT EXCEED 75% OF THE NAIL DIAMETER.
10. ALL NAILS SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN FEDERAL SPECIFICATION FF -N-1056.
11. ALL NAILS EXPOSED TO WEATHER, HEAT, OR MOISTURE SHALL BE GALVANIZED.
12. LEAD HOLES FOR LAG SCREWS SHALL BE BORED AS FOLLOWS:
(A) THE CLEARANCE HOLE FOR THE SHANK SHILL HAVE THE SAME DIAMETER AS THE SHANK, AND THE SAME
DEPTH OF PENETRATION AS THE LENGTH OF UNTHREADED SHANK.
(B) THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 40% TO 70% OF THE
SHANK DIAMETER IN WOOD AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION.
THE LARGER PERCENTILE SHUT APPLY TO LAG SCREWS OF )¢' OR GREATER DIAMETER.
13. THE THREADED PORTION OF THE LAG SCREW SHALL BE INSERTED IN IT'S LEAD HOLES BY TURNING WITH A
WRENCH, NOT BY DRIVING WITH A HAMMER.
14. CARE SHUT BE TAKEN TO AVOID OVER -TORQUING LAG AND WOOD SCREWS.
15. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE WOOD/LAG SCREW OR IN THE LEAD HOLES TO FACILITATE
INSERTION AND PREVENT DAMAGE TO THE LAG SCREW.
16. WOOD SCREWS LOADED IN WITHDRAWAL MAY BE INSERTED WITHOUT A LEAD HOLE.
17. LEAD HOLES FOR WOOD SCREWS LOADED LATERALLY SHALL BE BORED AS FOLLOWS:
THE PART OF THE LEAD HOLE RECEIVEING THE SHANK SHALL BE ABOUT 7A THE DIAMETER OF THE SHANK AND
THAT RECEIVEING THE THREADED PORTION SHALL BE ABOUT 36 THE DIAMETER OF THE SCREW AT THE ROOT OF
THE THREAD.
18. WOOD SCREWS SHALL BE INSERTED INTO THEIR LEAD HOLES BY TURNING, NOT BY DRIVING.
19. ALL NAILS SHALL BE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE BEING NAILED, BUT
DOES NOT PUNCTURE THE SURFACE BEING NAILED.
20. NAIL DEFINITIONS AND PENETRATION (INTO MAIN MEMBER) REQUIREMENTS:
NAIL DIAMETER (IN.) REQUIRED PENETRATION (IN.)
8d COMMON 0.131 1.57
10d COMMON 0.148 1.78
12d COMMON 0.148 1.78
16d SINKER 0.148 1.78
16d COMMON 0.162 1.94
21. THE FOLLOWING ARE RECOMMENDED CORROSION RESISTANCE SPECIFICATIONS FOR HARDWARE AND WOOD
CONNECTORS ATTACHED TO PRESSURE -(PRESERVATIVE-) TREATED WOOD:
SIMPSON
CHROMATED
DOT
ALKALINE
COPPER
COPPER
AMMONIACAL
OTM�
STRONG-TIESOTHERUNTREATED
COPPER
SODIUM
OUAT
AZOLE
BORATE
ZINC
NC
PRESSURE
PRODUCT
WOOD
ARSENATE
BORATE
ACO -C AND
C AND
(NON-DOT)
ARSENATE
�wo�oDTEDs
FINISHES
(CCA -C)
(Sex)
-0
CA-Bj
(mow
(CO
STANDARD
(G90)
(0.90 OZ/FV)
ZMAX
(G185)
(1.85 OZ/FP)
V
V
V
V
V
V
HOT-DIPPOST
GALVANIZED (HDG)
V
Y
SST(STAINLESS STEEL)
lI
V
Y
• REFER TO SIMPSON srRONC TE COMPANY. CATALOG IWOOO CONSTRUCTION CONNECTORS (LATEST EDITION)- FOR ADDITIONAL
INFORMATION
•• WHEN USING STAINLESS STEEL OR HOT -DIP GALVANIZED CONNECTORS, THE CONNECTORS AND FASTENERS SHOULD BE MADE OF THE
SAME MATERIAL
A: GENERAL
1. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL GRADES, DIMENSIONS, ELEVATIONS, AND
CONDITIONS AT THE JOB SITE PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. CROSS CHECK ALL DETAILS
AND DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED REQUIREMENTS ON ALL OTHER RELATED
DRAWINGS. NOTIFY THE ENGINEER AND THE ARCHITECT OF ANY DISCREPANCIES PRIOR TO STARTING WORK.
2. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL OTHER RELATED DRAWINGS. THE
CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL WORK, INCLUDING THAT OF THE SUB TRADES.
3. IN ALL CASES WHERE A CONFLICT OCCURS SUCH AS BETWEEN ITEMS INCLUDED IN THE SPECIFICATIONS AND
NOTES ON THE DRAWINGS, OR BETWEEN GENERAL NOTES AND SPECIFIC DETAILS, THE STRUCTURAL ENGINEER
SHALL BE NOTIFIED AND WILL INTERPRET THE INTENT OF THE CONTRACT DOCUMENTS.
4. DO NOT SCALE DIMENSIONS FROM DRAWINGS.
5. EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN IN THE PLANS OR SPECIFICATIONS, ALL
WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE CALIFORNIA BUILDING CODE
(LATEST EDITION) AND ALL APPLICABLE STATE AND LOCAL ORDINANCES AS ADOPTED BY THE CONTROLLING
JURISDICTION.
6. THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF
CONSTRUCTION. THE STRUCTURE SHOWN ON DRAWINGS IS STRUCTURALLY STABLE AND SOUND ONLY IN THE
COMPLETED FORM. GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
STRUCTURE, WORKFORCE, AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES INCLUDE BUT ARE
NOT LIMITED TO BRACING AND SHORING FOR BOTH THE STRUCTURE AND CONSTRUCTION EQUIPMENT.
7. THE DIMENSIONS AND LOCATION OF ALL WALLS, DOOR OPENINGS, AND WINDOW OPENINGS SHALL BE DETERMINED
FROM THE ARCHITECTURAL DRAWINGS. OTHER FLOOR, WALL, AND ROOF OPENINGS AS REQUIRED FOR
MECHANICAL, ELECTRICAL, OR OTHER REQUIREMENTS SHALL BE VERIFIED FROM SHOP DRAWINGS, EQUIPMENT
DATA, ETC.
8. OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB ELEVATIONS, DEPRESSED AREAS, AND ALL OTHER
ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND CML REQUIREMENTS MUST BE COORDINATED BEFORE THE
CONTRACTOR PROCEEDS WITH CONSTRUCTION.
9. STRUCTURAL MEMBERS SHALL NOT BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED ON THESE PLANS.
10. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS ALTERNATES ARE APPROVED IN WRITING BY
THE ARCHITECT, OWNER, AND STRUCTURAL ENGINEER.
11. ANY REFERENCE TO THE WORDS APPROVED' OR 'APPROVAL' IN DOCUMENTS SHALL BE DEFINED TO MEAN
GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND HIS SUBCONTRACTORS OF
ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFICATIONS AND COORDINATING THE
REQUIRED MATERIALS OR LABOR SPECIFICATIONS WITH OTHER TRADES.
12. WHERE A DETAIL, SECTION, OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE OR SIMILAR
CONDITIONS UNLESS OTHERWISE NOTED. DETAILS MARKED 'TYPICAL' SHALL APPLY IN ALL CASES UNLESS
SPECIFICALLY INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN, THE CONSTRUCTION SHALL BE
IDENTICAL OR SIMILAR TO LIKE CASES OF CONSTRUCTION.
13. CONNECTIONS OF ALL ITEMS SUPPORTED BY THE PRIMARY STRUCTURE ARE THE RESPONSIBILITY OF THE
DISCIPLINES WHICH MAKE THESE ATTACHMENTS. REVIEW AND COORDINATE ALL THE REQUIREMENTS IN THE
ARCHITECT'S DRAWINGS AND PROJECT SPECIFICATIONS.
14. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES, WHETHER INDICATED
ON THE CONTRACT DRAWINGS OR NOT, AND TO PROTECT THEM FROM DAMAGE.
15. VIBRATION EFFECTS OF MECHANICAL AND / OR ANY OTHER EQUIPMENT HAVE NOT BEEN CONSIDERED BY THE
STRUCTURAL ENGINEER.
16. FLOOR SYSTEMS HAVE NOT BEEN DESIGNED FOR WATER BEDS. ENGINEER OF RECORD SHALL BE NOTIFIED
PRIOR TO CONSTRUCTION IF WATER BEDS ARE ANTICIPATED.
17. NO CHANGES ARE TO BE MADE TO THESE DRAWINGS AND SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF A
LICENSED ENGINEER UNDER THE EMPLOYMENT OF PATEL BURICA & ASSOCIATES, INC.
B: SOILS AND FOUNDATION
1. THE FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL REPORT SHOWN IN THE DESIGN CRITERIA SECTION
OF THESE SPECIFICATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIREMENTS THEREIN AND
MAINTAIN A COPY ON THE JOB SITE AT ALL TIMES.
2. THE GEOTECHNICAL REPORT IN ITS ENTIRETY SHALL BE MADE A PART OF THE CONTRACT DOCUMENTS.
3. THE ENGINEER OF RECORD MUST BE INFORMED OF ANY CHANGES IN DESIGN CRITERIA MADE BY THE SOILS
ENGINEER IN THE COURSE OF CONSTRUCTION.
4. ALL FOOTINGS AND SUBS SHALL BE FOUNDED ON FIRM UNDISTURBED NATURAL SOILS OR APPROVED
COMPACTED FILL CONTRACTOR SHALL PROVIDE BUILDING INSPECTOR WITH COMPACTION REPORTS AND WRITTEN
APPROVAL OF COMPACTED FILL FROM THE GEOTECHNICAL ENGINEER FOR ALL REQUIRED FILL
5. ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM DENSITY OF 90% OF THE
MAXIMUM OBTAINABLE DENSITY IN ACCORDANCE WITH ASTM D-1557.
6. ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS SHALL BE INSPECTED AND
APPROVED BY THE GEOTECHNICAL ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING
NECESSARY TO SUPPORT CLT AND/OR FILL SECTIONS DURING EXCAVATION, AND SHORING FOR FORMING AND
PLACEMENT OF CONCRETE
7. THE GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE ALL FOUNDATION TRENCHES PRIOR TO CALLING FOR
CITY FOUNDATION INSPECTION AND PLACING REINFORCING AND/OR CONCRETE. SUBMIT THE GEOTECHNICAL
ENGINEER'S WRITTEN APPROVAL OF THE FOUNDATION TRENCHES TO THE CITY BUILDING INSPECTOR.
8. ALL RETAINING WALLS HAVE BEEN DESIGNED FOR A FREE DRAINING CONDITION. DESIGN OF THE DRAINAGE
SYSTEM SHALL BE BY OTHERS AND SHALL MEET THE REQUIREMENTS OF THE SOILS REPORT. BACK FILL
AGAINST WALLS SHALL BE PLACED EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER GRADE IS
REACHED. BACKFILL SHALL BE ACCOMPLISHED IN SUCH A MANNER AS TO NOT CAUSE A SURCHARGE ON THE
RETAINING WALL
9. SOIL CORROSIVENESS SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER. WHERE REQUIRED, MITIGATION
MEASURES FOR CORROSIVE SOILS SHALL BE PROVIDED BY A GEOTECHNICAL ENGINEER, CORROSION ENGINEER,
OR OTHER EXPERT IN THE MITIGATION MEASURES.
10. THE OUTSIDE BOTTOM EDGE OF ALL FOOTINGS SHALL BE SET BACK A MINIMUM OF H/3 (WHERE H IS THE
SLOPE HEIGHT) FROM THE FACE OF ANY DESCENDING SLOPE THE SETBACK SHOULD BE AT LEAST 7 FEET
AND NEED NOT EXCEED 40 FEET.
11. THE BOTTOM OF ALL FOOTINGS FOR STRUCTURES NEAR RETAINING WALLS SHOULD BE DEEPENED SO AS TO
EXTEND BELOW A 1:1 PROJECTION UPWARD FROM THE BOTTOM INSIDE EDGE OF THE RETAINING WALL FOOTING.
12. THE SPECIFIED FOOTING EMBEDMENT DEPTH, D. SHALL BE MEASURED FROM THE LOWEST ADJACENT FINAL
COMPACTED OR NATURAL GRADE WITHIN 5' OF THE BUILDING FOOTPRINT. SLOPES OF ADJACENT AREAS,
INCLUDING SWALES, SHALL BE CONSIDERED WHEN DETERMINING THIS EMBEDMENT REQUIREMENT.
C: CONCRETE MASONRY
1. CONCRETE MASONRY UNITS SHALL CONFORM TO STANDARD SPECIFICATION FOR HOLLOW LOAD BEARING
CONCRETE MASONRY UNITS ASTM C-90, GRADE N-11. ALL CMU SHALL BE MEDIUM WEIGHT W/ F'm=1500 PSI,
U.N.O.
2. SOLID GROUT ALL CELLS UNLESS NOTED OTHERWISE
3. CLEANOUTS REQUIRED AT THE BOTTOM OF ALL CELLS TO BE FILLED FOR POURS EXCEEDING 4 FEET IN HEIGHT.
4. MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED AND COMPOSED BY VOLUME OF ONE PART
TIMES THE SUM 0� A TOHE VOLUAET LI EEPUTT MID HYDRATED
DRATED LIME AND DAMP LOOSE SAND EQUAL TO 2X TO 3
5. GROUT SHALL BE COMPOSED BY VOLUME OF ONE PART PORTLAND CEMENT, TWO TO THREE PARTS SAND, TWO
PARTS PEA GRAVEL TO WHICH MAY BE ADDED NOT MORE THAN Xo PART HYDRATED LIME OR LIME PUTTY.
SUFFICIENT WATER SHOULD BE ADDED TO PRODUCE A CONSISTENCY FOR POURING WITHOUT SEGREGATION OF
GROUT CONSTITUENTS.
6. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS.
7. WHEN GROUTING IS PERFORMED IN MORE THAN ONE UFT, STOP THE INTERMEDIATE GROUT UFT 1)i' BELOW THE
TOP OF THE BLOCK.
8. PROVIDE VERTICAL EXPANSION JOINTS AT 30' ON CENTER MAXIMUM AND AT ALL STEPS IN WALLS. Q
1
D: CONCRETE
1. CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED TESTING LABORATORY AND SHALL BE STAMPED AND
SIGNED BY A LICENSED CML OR STRUCTURAL ENGINEER.
2. THE CONCRETE SUPPLIER SHALL BEAR THE RESPONSIBILITY THAT THE MIX DESIGN WILL ATTAIN THE REQUIRED
SPECIFIED STRENGTH AND SHRINKAGE CHARACTERISTICS.
3. CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150 TYPE 11. SEE SOILS REPORT FOR SULFATE
CONTENT. WHERE SEVERE OR VERY SEVERE SULFATE EXPOSURE EXISTS, TYPE V CEMENT SHALL BE USED AND
CONCRETE MIX SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-11 TABLE 4.3.1
4. MAXIMUM SLUMP OF NORMAL WEIGHT CONCRETE SHALL NOT EXCEED 4'.
5. READY MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C-94.
6. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33.
7. AGGREGATES FOR LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C-330.
8. THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 2500 PSI (3000 PSI FOR FOOTINGS
AND GRADE BEAMS OF THREE STORY AND TALLER STRUCTURES) UNLESS OTHERWISE NOTED.
9. SPECIAL INSPECTION IS REQUIRED ON CONCRETE WORK WHERE THE SPECIFIED ULTIMATE COMPRESSIVE DESIGN
STRENGTH EXCEEDS 2500 PSI.
10. REFER TO REQUIREMENTS IN ACI 318-11 TABLES 4.2.1, 4.2.2, 4.2.3, 4.3.1 do 4.4.1 FOR CONCRETE EXPOSED
TO FROST, DEICING CHEMICALS, SULFATE, CORROSION, OR OTHER SPECIAL EXPOSURE CONDITIONS.
11. FORMS SHALL BE REMOVED IN SUCH A MANNER AS NOT TO IMPAIR SAFETY AND SERVICEABILITY OF THE
STRUCTURE. CONCRETE TO BE EXPOSED BY FORM REMOVAL SHALL HAVE SUFFICIENT STRENGTH NOT TO BE
DAMAGED BY REMOVAL OF FORMS.
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Patel Burica & Associates, Inc.
structural engineering
9283 Research Drive
Irvine, California 92618
Tel: 949.943.8080
Fax: 714.352.2209
CLIENT REVISIONS
10-25-2016 SI
UPDATED TITLE BLOCK
12-20-2016 JS
ZL
The Engineer expressly reserves his common law
copyright in these plans. These plans are not to be
reproduced, changed, or copied in any manner
whatsoever, nor assigned to any other third party
without the expressed written consent of Patel
Burica & Associates, Inc.
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JOB NO.: 974 DRH
FILE NAME:
PROJ. ENGR: MS
DRAWN BY: RG
ORIGINAL ISSUE: 05-20-2016