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Fruit Street SHEET INDEX SHEET DESCRIPTION REVISIONS S-1 COVER SHEET/GENERAL NOTES S-2 FOUNDATION PLAN S-3 ROOF FRAMING PLAN SD1 STANDARD DETAILS SD2 FOUNDATION & ROOF FRAMING DETAILS GENERAL NOTES 1.THE STRUCTURES DEPICTED HEREIN HAVE BEEN DESIGNED PER THE 2022 CALIFORNIA BUILDING CODE PRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND LOSS OF LIFE, NOT NECESSARILY TO LIMIT DAMAGE OR MAINTAIN FUNCTION. 2.THESE DRAWINGS HAVE BEEN PREPARED USING STANDARDS OF PROFESSIONAL CARE AND COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY REPUTABLE STRUCTURAL ENGINEERS IN THIS OR SIMILAR LOCALITIES. THESE DRAWINGS ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN EXPERIENCED CONTRACTOR AND OR WORKMEN WHO HAVE A WORKING KNOWLEDGE OF THE APPLICABLE CODE STANDARDS AND REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT EVERY CONDITION OR ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON THESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRY ACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOT EXPLICITLY SHOWN ON THE DRAWINGS. 3.CALCULATIONS AND DESIGN OF MISCELLANEOUS NON-STRUCTURAL ITEMS, SUCH AS STAIRS, RAILINGS, NON-STRUCTURAL WALLS AND PREFABRICATED STRUCTURAL ITEMS, FOR EXAMPLE, FLOOR AND ROOF TRUSSES, ARE NOT INCLUDED AND ARE TO BE PROVIDED BY OTHERS UNLESS SPECIFICALLY NOTED ON THESE DRAWINGS. 4.THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DESIGN AND PROVIDE ADEQUATE SHORING, BRACING, FORMWORK, ETC... AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION. CONSTRUCTION MATERIALS STACKED ON FLOOR OR ROOF FRAMING SHALL BE UNIFORMLY SPREAD OUT SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT AS STATED HEREIN IS NOT EXCEEDED. VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT BE CONSIDERED AN INSPECTION, BUT AS A RESOURCE FOR THE CONTRACTOR. 5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE LOCAL BUILDING CODES, REGULATIONS AND SAFETY REQUIREMENTS. 6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS, CONDITIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. THE CONTRACTOR SHALL INFORM THE ARCHITECT IN WRITING OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED BEFORE START OF CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. WHERE DISCREPANCIES OCCUR IN THESE DRAWINGS, NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. 7.IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN DOCUMENTED ENGINEER'S APPROVAL AND BUILDING DEPARTMENT APPROVAL FOR STRUCTURAL REVISIONS PRIOR TO CONSTRUCTION OF SAID REVISIONS. THE ENGINEER OF RECORD ASSUMES NO LIABILITY FOR DAMAGES INCURRED BY THE CONTRACTOR OR CLIENT DUE TO UNAPPROVED STRUCTURAL ALTERATIONS. 8.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 CALIFORNIA BUILDING CODE AND ANY OTHER REGULATORY AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 9.OPENINGS, POCKETS, ETC... LARGER THAN 6 INCHES SHALL NOT BE PLACED IN SLABS, DECKS, BEAMS, JOISTS, COLUMNS WALLS, ETC., UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED ON STRUCTURAL MEMBERS SPECIFIED ON THE APPROVED STRUCTURAL DRAWINGS. 10.ASTM SPECIFICATIONS NOTED ON THESE CONSTRUCTION DOCUMENTS SHALL BE THE LATEST ACCEPTED VERSION. FOUNDATION 1.THIS FOUNDATION IS DESIGNED PER THE 2022 CALIFORNIA BUILDING CODE MINIMUM REQUIREMENTS. A SOILS INVESTIGATION BY A QUALIFIED GEOTECHNICAL ENGINEER IS RECOMMENDED TO DETERMINE THE SITE SOIL'S DESIGN CHARACTERISTICS. NGW DOES NOT ASSUME LIABILITY FOR STRUCTURAL DAMAGE DUE TO SOIL RELATED PROBLEMS WHICH COULD BE MITIGATED PER THE RECOMMENDATIONS OF A QUALIFIED GEOTECHNICAL ENGINEER. 2.IF THE SOIL IS FOUND TO HAVE AN EXPANSION INDEX GREATER THAN 20, THE FOUNDATION SYSTEM SHALL BE DESIGNED PER SECTION 1808.6 OF THE 2022 CBC. 3.ALL FOOTINGS SHALL EXTEND 12 INCHES MINIMUM BELOW GRADE. GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS, LOWEST ADJACENT COMPACTED SUBGRADE (BUILDING PAD PRIOR TO PLACEMENT OF LANDSCAPE) OR NATURAL GRADE WITHIN 10 FEET OF BUILDING PERIMETER FOOTINGS. FOOTING EXCAVATIONS SHALL BE CLEAN AND FREE FROM LOOSE DEBRIS, STANDING WATER, OR UNCOMPACTED MATERIAL AT THE TIME OF CONCRETE PLACEMENT. 4.ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE = 1,500 PSF (U.N.O.). 5.BACKFILL AGAINST FOUNDATION WALLS OR EXTERIOR WALLS BELOW GRADE SHALL NOT BE PLACED UNTIL AFTER THE TOP OF THE WALLS IS RESTRAINED BY THE COMPLETED INTERIOR FLOOR SYSTEMS AND ALL ELEMENTS HAVE REACHED THEIR DESIGN STRENGTH. 6.TRENCHES AND EXCAVATIONS UNDER OR ADJACENT TO FOUNDATIONS SHALL BE PROPERLY BACKFILLED AND COMPACTED. CONCRETE 1.FOUNDATIONS DESIGNED PER THE 2022 CALIFORNIA BUILDING CODE MINIMUM REQUIREMENTS, HAVE BEEN DESIGNED BASED UPON A 28-DAY MINIMUM F'c = 2,500 PSI FOR ALL CONCRETE IN CONTACT WITH THE SOIL THEREFORE SPECIAL INSPECTION WILL NOT BE REQUIRED. WHERE REQUIRED BY THE GOVERNING BUILDING ENTITY, A GEOTECHNICAL ENGINEER SHALL PROVIDE THE LOCATION OF ON-SITE SOILS CLASSIFIED AS MODERATE, SEVERE OR VERY SEVERE SULPHATE EXPOSURE. THE CONCRETE DESIGN FOR SULFATE (SO4) EXPOSURE AS DETERMINED PER ASTM D516 OR D4130 SHALL CONFORM WITH ACI 318-14, SECTION 19.3: EXPOSURE CLASS % SO4 BY MASS MAX WATER : CEMENT MIN F'c AT 28 DAYS CEMENT TYPE CALCIUM CHLORIDE S1 0.1 < SO4 < 0.2 0.50 4,000 psi II NO RESTRICTION S2 0.2 < SO4 < 2.0 0.45 4,500 psi V NOT PERMITTED S3 2.0 < SO4 0.45 4,500 psi V NOT PERMITTED THE CONTRACTOR SHALL SAVE ALL BATCH RECEIPTS FOR BUILDING DEPARTMENT REVIEW. 2.ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 POUNDS PER CUBIC FOOT USING HARDROCK AGGREGATES. 3.WATER SHALL BE CLEAN AND POTABLE. UNLESS WATER REDUCERS ADDED, THE MAX. SLUMP SHALL BE 5" 4.PORTLAND CEMENT SHALL CONFORM TO ACI 318-14. TYPE V CEMENT SHALL BE USED FOR CONCRETE IN CONTACT WITH THE SOIL CATEGORIZED AS MODERATE TO SEVERE SULPHATE EXPOSURE. CEMENT SHALL BE TYPE V WITH POZZOLAN WHERE CONCRETE IS IN CONTACT WITH SOIL CATEGORIZED AS VERY SEVERE SULFATE EXPOSURE. TYPE II CEMENT MAY BE USED ELSEWHERE. 5.CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY. MIX DESIGNS FOR CONCRETE SLABS SHALL BE PROPORTIONED SO AS TO MINIMIZE SHRINKAGE. 6.FLY ASH SHALL COMPLY WITH ASTM C-618, AND SHALL BE APPROVED BY THE ARCHITECT PRIOR TO BEING USED ON A PROJECT. 7.ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING, DOWELS, BOLTS, ANCHORS, SLEEVES, ETC. SHALL BE SECURELY POSITIONED IN THE FORMS PRIOR TO PLACEMENT OF THE CONCRETE. 8.CONCRETE MIXING, PLACEMENT AND QUALITY SHALL BE PER ACI 318-14. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED. SLABS ON GRADE NEED BE VIBRATED ONLY AROUND AND UNDER FLOOR DUCTS OR SIMILAR ELEMENTS. REMOVE ALL DEBRIS FROM FORMS BEFORE PLACING CONCRETE. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL SO AS TO NOT CAUSE SEGREGATION OF AGGREGATES. UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED FIVE FEET. 9.CONCRETE SLAB ON GRADE CONTROL JOINTS SHOULD BE SPACED A MAXIMUM OF 30 x THE SLAB THICKNESS AND SHOULD OCCUR AT ANY ABRUPT CHANGES IN WIDTH, DEPTH, OR CHANGE IN SLOPE. CONTROL JOINTS SHOULD BE 1/3 THE DEPTH OF SLAB AND MAY BE TOOLED AT TIME OF FINISHING OR SAW CUT AS SOON AS POSSIBLE TO PREVENT IRREGULAR SHRINKAGE CRACKS. KEYED OR DOWELED CONTROL JOINTS NEED ONLY OCCUR AT EXPANSION JOINTS OR COLD JOINTS WHERE CONTINUOUS REINFORCEMENT DOES NOT OCCUR. POST-TENSIONED CONCRETE SLABS ON GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS SPECIFICALLY SPECIFIED ON THE PLANS. 10.PROTECT CONCRETE FROM DAMAGE OR REDUCED STRENGTH DUE TO COLD OR HOT WEATHER IN ACCORDANCE WITH ACI 305 AND 306. CONTRACTOR SHALL TAKE SPECIAL CURING PRECAUTIONS TO MINIMIZE SHRINKAGE CRACKING OF CONCRETE SLABS. 11.CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATED SLABS, ETC.) NOT SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS REQUIRE PRIOR APPROVAL OF THE ENGINEER. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FOR APPROVAL. 12.PIPES AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. EMBEDDED ITEMS SHALL NOT IMPAIR THE STRENGTH OF THE MEMBER. CONNECTION HARDWARE 1.UNLESS NOTED OTHERWISE, ALL HANGERS, CLIPS, STRAPS, HOLD-DOWNS, MISC. STRUCTURAL CONNECTORS, ETC. SHOWN ON PLANS OR DETAILS SHALL BE SIMPSON STRONG-TIE OR EQUAL. SEE SIMPSON CATALOG, SHEET 12 FOR THE CODE REFERENCE KEY CHART. EQUIVALENT ALTERNATIVES MAY BE USED PROVIDED THEY HAVE EQUIVALENT CAPACITY FOR THE INTENDED APPLICATION AND A CURRENT ICC APPROVAL. 2.ALL HARDWARE SHALL BE INSTALLED WITH FASTENERS PER MFR'S SPECIFICATIONS. ALL HANGERS SHALL BE INSTALLED WITH MAXIMUM NUMBER OF FASTENERS REQUIRED PER MFR'S SPECIFICATIONS UNLESS SPECIFIED OTHERWISE. 3.FASTENERS INSTALLED ON PRESERVATIVE-TREATED, FIRE-RETARDANT-TREATED WOOD OR HARDWARE EXPOSED TO WEATHER SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER PER CBC 2304.10.5.1. OR RBC R317.3. COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 4.HOLD-DOWN HARDWARE BOLTED CONNECTIONS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING FRAMING. 5.INTERIOR NON-BEARING, NON-SHEAR WALLS ON CONCRETE SLAB ON GRADE SHALL BE ATTACHED TO THE SLAB WITH GALVANIZED 0.145"Ø X 3" POWDER ACTUATED SHOT PIN w/ 1"Ø WASHER AT 32" O.C., 6" TO 10" FROM EA END OF EACH SEGMENT. USE SIMPSON PDPWL-300MG SHOT PIN PER ICC REPORT ESR-2138 (AND LADBS RR 25469 OR EQUIV. FASTENER APPROVED BY THE ICC AND LADBS RATED FOR PRESSURE TREATED WOOD. 6.FOR ALL LAG SCREW INSTALLATIONS IN FRAMING LUMBER (SPECIFIC DENSITY "G" LESS THAN OR EQUAL TO 0.5), PROVIDE A LEAD HOLE OF DIA. BETWEEN 40% AND 70% OF THE THREADED SHANK DIA. TO THE DEPTH OF EMBEDMENT (60% TO 75% FOR 0.5<G<0.6, 65% TO 85% FOR G>0.6). A LEAD HOLE IS NOT REQUIRED FOR 3/8" DIA. SCREWS AND SMALLER. USE HIGHER PERCENTAGE FOR LARGER DIA. SCREWS. PROVIDE A LEAD HOLE OF EQUAL DIA. OF AND TO THE SAME DEPTH AS THE UNTHREADED PORTION OF THE SHANK. (SEE NDS 2015) 7.ALL HOLES FOR THROUGH BOLTS SHALL BE OF 1/32 TO 1/16" GREATER DIA. THAT BOLT SHANK. REINFORCING STEEL 1.REINFORCING STEEL SHALL CONFORM TO REQUIREMENTS OF ASTM A615. REINFORCING SHALL BE GRADE 60 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #5 AND LARGER AND ALL BARS USED FOR CONCRETE WALLS, BEAMS ELEVATED SLABS AND COLUMN PRIMARY REINFORCING. REINFORCING MAY BE GRADE 40 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O. ON PLANS OR DETAILS. ALL REINFORCING TO BE WELDED SHALL BE ASTM A706, GRADE 60 LOW ALLOY WELDABLE STEEL. 2.ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS "CLEAR" OR "CLR" ARE TO CENTER OF STEEL. MINIMUM, COVER FOR NON-PRESTRESSED CONCRETE REINFORCING SHALL BE AS FOLLOWS: (U.N.O. ON THESE PLANS OR PLAN DETAILS) EXPOSURE REBAR SIZE MIN. COVER TOLERANCE CAST AGAINST EARTH ALL 3" 3/8" EXPOSED TO EARTH OR WEATHER:#5 & SMALLER 1 1/2" 3/8" #6 & LARGER 2" 3/8" NOT EXPOSED TO WEATHER: ROOF SLABS ALL 1" 1/8" STRUCT.SLABS & WALLS ALL 3/4" 1/8" BEAMS & COLUMNS ALL 1 1/2" 3/8" SLAB ON GRADE ALL 1 1/2" 1/4" 3.LAP SPLICES OF REINFORCING STEEL IN CONCRETE BEAMS, SLABS AND FOOTINGS SHALL BE ACCORDING TO ACI 318-14, SEC. 25.5 OR LAP SCHEDULE WHERE PRESENT, U.N.O.. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. NO TACK WELDING OF REINFORCING BARS ALLOWED. LATEST ACI CODE AND DETAILING MANUAL APPLY. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES. SPLICE TOP BARS AT CENTER LINE OF SPAN AND BOTTOM BARS AT THE SUPPORT IN SPANDRELS, BEAMS, GRADE BEAMS, ETC. U.N.O. ON THE PLANS. 4.ALL REINFORCING SHALL BE BENT COLD, ONE TIME ONLY. FIELD BENDING OF REBAR SHALL NOT BE ALLOWED UNLESS SPECIFICALLY NOTED ON THE PLANS. 5.REINFORCING BAR SPACING SHOWN ON PLANS REPRESENT THE MAXIMUM ON CENTER SPACING. ALL BARS SHALL BE DETAILED AND PLACED PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION, AS SPECIFIED ON PLANS OR DETAILS. MINIMUM CLEAR SPACING BETWEEN PARALLEL REINFORCEMENT SHALL BE THE LARGER OF 1 1/2 TIMES NOMINAL BAR DIAMETER, 1 1/3 TIMES MAXIMUM AGGREGATE SIZE OR 1 1/2". 6.EPOXY GROUTED REBAR ANCHORAGE SHALL BE SPECIFICALLY DETAILED. REBARS SHALL BE INSTALLED WITH EPOXY ADHESIVE APPROVED FOR CRACKED CONCRETE (SIMPSON SET-3G EPOXY PER ICC-ESR 4057, HILTI HIT-RE500 EPOXY PER ICC-ESR 2322). THE EPOXY GROUTED BARS SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS AND ICBO/ESR REPORT REQUIREMENTS. ALTERNATE ICC APPROVED EPOXY APPROVED FOR WIND AND SEISMIC TENSION LOADS IN CRACKED CONCRETE MAY BE USED, WITH WRITTEN APPROVAL FROM THE ENGINEER. 7.ALL EPOXY REBAR INSTALLATIONS REQUIRE SPECIAL INSPECTION. ANCHOR BOLTS 1.SILL PLATE ANCHORAGE AT CONCRETE OR MASONRY SHALL BE 5/8" DIAMETER EMBEDDED ANCHOR BOLTS w/ 3X3X.229" SQ. PLATE WASHER. SILL PLATE ANCHOR BOLTS SHALL BE EMBEDDED 7 INCHES MINIMUM INTO THE CONCRETE. HOLD-DOWN ANCHORS SHALL NOT BE CONSIDERED AS PART OF THE REQUIRED SILL PLATE ANCHOR BOLTS AS SPECIFIED IN THE SHEARWALL SCHEDULE OR GSN (MIN). INTERIOR WALLS MAY BE ANCHORED TO THE CONCRETE WITH, EMBEDDED ANCHOR BOLTS, EXPANSION ANCHORS OR POWDER DRIVEN FASTENERS AS SPECIFIED BELOW, U.N.O. SPECIFICALLY ON THE PLANS. 2.SHEARWALL ANCHOR SPACING SHALL BE PER THE ANCHOR BOLT SCHEDULE FOR THE SPECIFIED SHEAR TYPE ON PLAN. NON- SHEAR WALL SILL ANCHORS SHALL BE SPACED NO MORE THAN 72" O.C. EACH SILL PLATE SEGMENT SHALL HAVE A MINIMUM OF TWO ANCHOR BOLTS. ONE ANCHOR BOLT SHALL BE INSTALLED BETWEEN 6" AND 12" FROM THE END OF EACH SILL PLATE. 3.ALL HOLD-DOWN ANCHORS, SHEAR WALL ANCHOR BOLTS AND ANCHOR BOLTS OF NON-STANDARD SPACING SHALL BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. 4.INTERIOR EMBEDDED 5/8" DIA. ANCHOR BOLTS MAY BE REPLACED ON A ONE-FOR-ONE BASIS w/ 5/8" SIMPSON-STRONGTIE STRONG-BOLT 2 WEDGE ANCHORS PER ICC-ESR 3037, HILTI KWIK BOLT EXPANSION ANCHORS PER ICBO/ESR-1917 OR ITW RED HEAD TRUBOLT + WEDGE ANCHORS PER ICC-ESR-3772. DO NOT USE EXPANSION ANCHORS WITHIN 8" OF FOUNDATION EDGE. 5.EXTERIOR AND INTERIOR EMBEDDED 5/8" DIA. ANCHOR BOLTS MAY BE REPLACED ON A ONE-FOR-ONE BASIS w/ 5/8" A307 OR A36 ALLTHREAD ANCHOR BOLTS OF THE SAME DIAMETER w/ 5" MIN. EMBEDMENT AND EPOXY ADHESIVE APPROVED FOR WIND AND SEISMIC LOADS IN CRACKED CONCRETE (SIMPSON SET-XP EPOXY PER ICC-ESR 2508, HILTI HIT-RE500 V3 EPOXY PER ICC ELC-3814 ). ALL ANCHORS SHALL BE 1 3/4" CLEAR OF THE EDGE OF SLAB U.N.O. 6.EPOXY GROUTED ALL-THREAD ANCHORS SHALL BE SPECIFICALLY DETAILED AND FOR EACH HOLD-DOWN SIZE AND CONFIGURATION. WHERE EMBED ANCHORS HAVE BEEN OMITTED, THE CONTRACTOR SHALL CONTACT THE ENGINEER OF RECORD TO OBTAIN RETROFIT ANCHOR SPECIFICATIONS. ANCHORS SHALL BE INSTALLED WITH EPOXY ADHESIVE APPROVED FOR CRACKED CONCRETE (SIMPSON SET-3G EPOXY PER ICC-ESR 4057, HILTI HIT-RE500 V3 EPOXY PER ICC ELC-3814). THE EPOXY GROUTED BOLTS SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS AND ICBO/ESR REPORT REQUIREMENTS. ALTERNATE ICC APPROVED EPOXY APPROVED FOR WIND AND SEISMIC TENSION LOADS IN CRACKED CONCRETE MAY BE USED, WITH WRITTEN APPROVAL FROM THE ENGINEER. 7.ALL EPOXY ANCHOR INSTALLATIONS REQUIRE SPECIAL INSPECTION. WOOD 1.STRUCTURAL SAWN LUMBER DESIGN VALUES SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) DOC PS 20. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MATCH OF AN APPROVED LUMBER GRADING AGENCY. STRUCTURAL SAWN LUMBER COMPONENTS SHALL HAVE THE FOLLOWING MIN. GRADE U.N.O.: USE LUMBER GRADE . 2x TOP PLATES DOUGLAS FIR/LARCH No. 2 . 2x4 STUDS, 2x6 STUDS 10 ft & UNDER DOUGLAS FIR/LARCH STUD GRADE . 2x6 STUDS OVER 10 ft DOUGLAS FIR/LARCH No. 2 . JOISTS, RAFTERS, ALL OTHER 2x DOUGLAS FIR/LARCH No. 2 . 4x POSTS & BEAMS DOUGLAS FIR/LARCH No. 2 . 6x & WIDER POSTS & BEAMS DOUGLAS FIR/LARCH No. 1 . 2.ALL SILL PLATES IN CONTACT WITH CONCRETE SHALL BE NATURALLY RESISTANT TO OR PRESSURE TREATED FOR RESISTANCE TO INSECTS AND DECAY. 3.ALL BEAMS SHALL BE CONSIDERED DROPPED U.N.O. ON THE PLANS. GIRDER TRUSS/BEAM PLATE SHALL HAVE FULL BEARING (2) 2x STUDS MINIMUM. NAIL STUDS TOGETHER PER TYPICAL NAILING SCHEDULE. BEAMS OR TWO PLY (OR LARGER) GIRDER TRUSSES BEARING ON TOP PLATES SHALL BE ATTACHED TO TOP PLATES WITH A34 OR A35 ONE SIDE AND (2) 16d TOENAILS ON THE OTHER SIDE. 4.UNLESS SPECIFICALLY NOTED ON THE PLAN, DOOR & WINDOW OPENINGS AT EXTERIOR WALLS FOLLOWING MIN NUMBER OF KING STUDS EACH END: MAX. OPENING WIDTH ALLOWED FOR THE GIVEN KING STUD COUNT WALL HEIGHT (1) 2x4 (2) 2x4 (3) 2X4 (1) 2X6 (2) 2X6 (3) 2X6 8 ft 5'-8"12'-6"22'-6"13'-6"29'-0"36'-O" 9 ft 4'-0"9'-6"15'-0"10'-6"22'-6"34'-6" 10 ft 3'-2"7'-8"12'-4"8'-4"18'-0"27-8" 12 ft ------------7'-3"15'-6"24'-6" 2X4 KING STUDS SHALL BE CONNECTED TO PLATES w/ (2) 16d T&B MIN, 2x6 KING STUDS w/ (3) 16d T&B. 5.A HOLE NOT GREATER IN DIAMETER THAN 40% OF THE STUD WIDTH MAY BE BORED IN ANY WOOD STUD. BORED HOLES NOT GREATER THAN 60% OF THE WIDTH OF THE STUD ARE PERMITTED IN NONBEARING PARTITIONS OR IN ANY WALL WHERE EACH BORED STUD IS DOUBLED PROVIDED NOT MORE THAN TWO SUCH SUCCESSIVE DOUBLED STUDS ARE SO BORED. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8" IN TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. (2308.5.10 CBC 2022) DO NOT NOTCH JOISTS, RAFTERS OR BEAMS, EXCEPT WHERE SHOWN IN DETAILS. OBTAIN ENGINEER'S APPROVAL FOR ANY HOLES OR NOTCHES NOT DETAILED. 6.ALL BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16 INCH LARGER THAN THE DIA. OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL WASHERS UNDER HEADS AND NUTS. DING THREADS TO PREVENT LOOSENING. LAG BOLTS SHALL BE INSTALLED IN PRE-DRILLED HOLES BY TURNING WITH A WRENCH. 7.ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS U.N.O. 16d NAILS MAY BE 16d COMMON (.162"x3 1/2"), 16d SINKER OR 12d COMMON (.144"x3 1/4"), 16d BOX (.135" x 3 1/2"), PNEUMATIC "P-NAIL" or "SHORT" (.131" x 3 1/4") UNLESS SPECIFIED OTHERWISE. NAILS SHALL BE DRIVEN SO THAT HEADS ARE FLUSH WITH WOOD SURFACE. OVER-OR UNDER-DRIVEN NAILS WILL NOT BE ACCEPTABLE. MISC. NAILING SHALL BE PER CBC TABLE 2304.10.1 FASTENING SCHEDULE. 8.ALL PLYWOOD LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS SHALL BE C-D OR C-C SHEATHING CONFORMING TO AWC SDPWS TABLE 4.2 (AF&PA DOC 2) AND SHALL CONFORM TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING AND NAILING PATTERN UNLESS SPECIFIED OTHERWISE.: THICKNESS SPAN RATING FIELD NAILING EDGE NAILING (EN) BOUNDARY NAILING (BN) 3/8"24/0 8d AT 12" O.C.8d AT 6" O.C.8d AT 6" O.C. 7/16"24/16 8d AT 12" O.C.8d AT 6" O.C.8d AT 6" O.C. 15/32"32/16 8d AT 12" O.C.8d AT 6" O.C.8d AT 6" O.C. 19/32"32/16 8d AT 12" O.C.8d AT 6" O.C.8d AT 6" O.C. 3/4"48/24 10d AT 12" O.C.10d AT 6" O.C.10d AT 6" O.C. 1"60/48 10d AT 12" O.C.10d AT 6" O.C.10d AT 6" O.C. 1 1/8"48 10d AT 12" O.C.10d AT 6" O.C.10d AT 6" O.C. 9.REFER TO 2022 CRC TABLES R602.3 (1-4) FOR ALTERNATIVE FASTENERS, WALL SHEATHING AND ALLOWABLE SPANS. 10.A.P.A. PERFORMANCE RATED SHEATHING (OSB) MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER AND ARCHITECT. RATED SHEATHING SHALL COMPLY WITH PSI-95 AND/OR PSI-92, EXPOSURE 1, AND SHALL HAVE A SPAN RATING EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1/32") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PER MFR'S RECOMMENDATIONS. 11.GLUE-LAMINATED BEAMS (GLULAM or GLB) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 ON SINGLE SPANS, 24F-V8 FOR CANTILEVERED OR MULTI-SPAN BEAMS, U.N.O. ON THE PLANS. THE GLB BEAMS SHALL HAVE THE FOLLOWING MINIMUM BASE PROPERTIES: E = 1,800,000 psi; Fb = 2,400 psi; Fv = 265 psi; Fc = 1,650 psi (PARALLEL), Fc = 650 psi (PERPENDICULAR); Ft = 1,100 psi. FABRICATION AND HANDLING SHALL CONFORM WITH THE LATEST AITC AND AST STANDARDS. BEAMS SHALL BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. BEAMS SHALL BE MANUFACTURED WITH INDUSTRY STANDARD MINIMUM CAMBER UNLESS CAMBER IS SPECIFICALLY NOTED ON THE DRAWINGS. SPECIAL INSPECTION NOTES 1.ALL SPECIAL INSPECTIONS REQUIRED SHALL BE PERFORMED IN ACCORDANCE WITH SECTION 1704 & 1705 OF THE 2022 CALIFORNIA BUILDING CODE. 2.IN ADDITION TO STANDARD INSPECTION BY THE BUILDING OFFICIAL REQUIRED PER CBC, THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE INSPECTION DURING CONSTRUCTION FOR THE TYPES OF WORK LISTED BELOW. 3.THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. 4.THE SPECIAL INSPECTOR SHALL INSPECT THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED CONTRACT DRAWINGS AND SPECIFICATIONS. SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL. THE ENGINEER OF RECORD AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN IF UNCORRECTED IN A REASONABLE PERIOD OF TIME, THE ENGINEER AND THE BUILDING OFFICIAL SHALL BE NOTIFIED. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE CODE PROVISIONS. 5.INSPECTORS SHALL INSPECT FROM AN APPROVED SET OF CONTRACT DRAWINGS, SHOP DRAWINGS SHALL NOT BE USED IN LIEU OF THE APPROVED CONTRACT DRAWINGS FOR INSPECTION PURPOSES. 6.CERTIFICATE OF APPROVAL REGARDING MATERIALS AND INSPECTION OF PREFABRICATED ITEMS SHALL BE PROVIDED IN ACCORDANCE WITH CBC CHAPTER 17. 7.TYPES OF WORK TO BE INSPECTED BY THE SPECIAL INSPECTOR ARE AS FOLLOWS: a.DURING ALL EPOXY ANCHORING INSTALLATIONS FOR BOLTS, REBAR, THREADED ROD, ETC. PER CBC 1705.3, 7 ACI 318: 17.8.4.2 INCLUDING VERIFICATION OF BOLT OR BAR MATERIALS, HOLE DEPTH AND DIAMETER, HOLE CLEANOUT, EPOXY MIXING AND PLACEMENT PROCEDURES, AND EMBEDMENT DEPTH IN ACCORDANCE THE CONTRACT DRAWINGS, REFERENCE ICC ESR REPORTS AND THE MFR'S SPECIFICATIONS AND RECOMMENDATIONS. DESIGN VALUES GRAVITY LOADS: ROOF DEAD LOAD = 15.0 psf ROOFING WEIGHT = 5.0 psf ROOF LIVE LOAD = 20.0 psf S WIND: BASIC WIND SPEED = 95 mp EXPOSURE CATEGORY 'C' RISK CATEGORY: I1 ASCE 7-16 METHOD 2 PRESSURES ZONE A = 23.3 psf ZONE B = -7.0 psf ZONE C = 14.6 psf ZONE D = -4.1 psf S 1 Residence Remodel 1 1 SPECIAL INSPECTION CHECK LIST NAME OF OWNER OR AGENT: I, AS THE OWNER/AGENT (CONTRACTOR MAY NOT EMPLOY SPECIAL INSPECTORS), CERTIFY THAT I WILL BE RESPONSIBLE FOR EMPLOYING THE SPECIAL INSPECTOR FOR EACH ITEM LISTED AS REQUIRED BY THE 2022 CA BUILDING CODE, SECTION 1704 & 1705 FOR THIS PROJECT LOCATED AT THE ADDRESS LISTED ON THE TITLE BLOCK. SIGNATURE , DATE AS THE ENGINEER OF RECORD, I NEAL G. WANKET CERTIFY THAT I HAVE PREPARED THE FOLLOWING SPECIAL INSPECTION PROGRAM REQUIRED BY THE 2022 CBC, SECTION 1704.3 FOR THIS PROJECT AT THE ADDRESS LISTED ON THE TITLE BLOCK. 1.SEE SPECIAL INSPECTION NOTES ON THIS SHEET FOR EACH CATEGORY LISTED BELOW. 2.SPECIAL INSPECTORS SHALL CHECK IN WITH THE GOVERNING DEPARTMENT OF BUILDING AND SAFETY WITH CREDENTIALS TO OBTAIN APPROVAL BY THE DEPARTMENT TO ACT AS THE SPECIAL INSPECTOR FOR THIS PROJECT PRIOR TO BEGINNING WORK ON THIS PROJECT. ITEMS TO BE INSPECTED:INSPECTOR: DUTIES: . EPOXY ANCHORS/DOWELS DEPUTY INSPECTOR REFER TO SPECIAL INSPECTION NOTE 7a DEPUTY INSPECTORS: INLAND ENGINEERING TECHNOLOGIES, INC (951) 894-6464 ACCUTECH AFFORDABLE INSPECTIONS (760) 846-1464 DEPUTY SPECIAL INSPECTIONS (951) 203-5010 1 1 1 1 1 COVER SHEET/GENERAL NOTES S-1 3 N.A. 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