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STRUCTURAL
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<br />SHEET DESCRIPTION
<br />STAMP
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<br />JOB: R24-0920
<br />PHONG TR UONG
<br />STATE OF CALIFORNIA
<br />REGISTERED PROFESSIONAL ENGINEER
<br />NO. C70784
<br />EXP. 06/30/2025
<br />CIV IL
<br />SHEET INDEX:
<br />SHEET TITLE
<br />S0 STRUCTURAL NOTES
<br />S1 FOUNDATION & ROOF FRAMING PLAN
<br />SD1 FOUNDATION DETAILS
<br />SD2 FRAMING DETAILS
<br />1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS
<br />AND SITE CONDITIONS BEFORE STARTING ANY WORK. THE ENGINEER ( GET STRUCTURAL )
<br />SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES.
<br />2.ARCHITECT/DESIGNER SHALL VERIFY ALL DIMENSIONS AND PLAN LAYOUT PRIOR TO CITY
<br />SUBMITTAL. THE ENGINEER ( GET STRUCTURAL ) SHALL BE NOTIFIED OF ANY AND ALL
<br />DISCREPANCIES.
<br />3.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL
<br />DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN
<br />CONDITIONS ARE NOT SHOWN OTHERWISE.
<br />4.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND
<br />TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO
<br />SIMILAR WORK ON PROJECT.
<br />5.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE
<br />CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE
<br />AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA
<br />DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE
<br />NOTES AND SPECIFICATIONS.
<br />6.APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE
<br />PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS
<br />MUST BE REFERRED TO THE ENGINEER ( GET STRUCTURAL ) FOR INTERPRETATION OR
<br />CLARIFICATION.
<br />7.SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES,
<br />ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS.
<br />8.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY
<br />ENGINEER.
<br />9.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY
<br />SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN
<br />CONSIDERED BY THE ENGINEER ( GET STRUCTURAL ). THE CONTRACTOR IS RESPONSIBLE
<br />FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS,
<br />ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE
<br />NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE
<br />AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOBSITE VISITS BY THE
<br />ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
<br />10.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS
<br />FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS,
<br />FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER ( GET
<br />STRUCTURAL ) AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY.
<br />11.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR
<br />ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE
<br />ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN
<br />STRENGTH.
<br />12.CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE
<br />SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE
<br />PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN
<br />NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE
<br />NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT
<br />IN ANY WAY BE USED AS SUCH.
<br />13.ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200
<br />POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS
<br />REQUIRED AT 3-STORY AND MULTI-FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50,
<br />A 20 PLF LOAD MAY BE USED.
<br />14.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION
<br />AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND
<br />OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY
<br />SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION.
<br />15.SLAB-ON-GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS
<br />SOLELY, U.N.O. THE SLAB-ON-GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS
<br />NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE.
<br />16.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE
<br />STRUCTURAL GENERAL NOTES (SHT SGN), THE MORE STRINGENT REQUIREMENT SHALL
<br />GOVERN.
<br />1.ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL
<br />REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE
<br />FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL
<br />REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60
<br />2.ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M.
<br />3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS
<br />LIKELY TO IMPAIR BOND.
<br />4.ALL BENDS SHALL BE MADE COLD.
<br />5.SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL
<br />CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED
<br />ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40
<br />AND 48 DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O.
<br />6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE
<br />POURING CONCRETE.
<br />7.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE
<br />DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW:
<br />CONCRETE MASONRY
<br />A.POURED AGAINST EARTH 3"2"
<br />B.POURED AGAINST FORM BELOW GRADE 2"2"
<br />#6 AND LARGER 2"2'
<br />#5 AND SMALLER 1 1
<br />2"1 1
<br />2"
<br />C.FORMED SLABS 1"1"
<br />D.SLABS ON GRADE (FROM TOP OF SLAB) 1"1"
<br />E.COLUMNS AND BEAMS TO MAIN BARS 1 1
<br />2"2"
<br />F.WALLS
<br />EXPOSED TO WEATHER 1 1
<br />2"1 1
<br />2"
<br />NOT EXPOSED TO WEATHER,
<br />#11 AND SMALLER 3
<br />4"3
<br />4"
<br />#14 AND #18 1 1
<br />2"1 1
<br />2"
<br />1.ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE
<br />SUPERVISION OF THE LICENSE CONTRACTOR AND THE SOIL ENGINEER (IF APPLICABLE)
<br />2.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS
<br />REQUIRED.
<br />3.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD.
<br />4.SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.)
<br />FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF
<br />BUILDING TO STREET.
<br />5.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND
<br />DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM
<br />OUTSIDE CORNER OF ANY FOOTING.
<br />6.SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY
<br />OF ENGINEER OF RECORD ( GET STRUCTURAL ).
<br />7.ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE
<br />PRIOR TO FOUNDATION INSPECTION.
<br />8.PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE
<br />FLOOR BY ELECTRIC SERVICE METERS.
<br />9.FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR
<br />EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED.
<br />10.DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O.
<br />11.FOR POST-TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN
<br />OCCURS).
<br />12.MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE LOCAL
<br />AHJ REQUIREMENTS OR THE SOILS ENGINEER'S RECOMMENDATIONS (IF APPLICABLE)
<br />FOUNDATION/SITEWORK
<br />REINFORCING STEEL
<br />GENERAL NOTES
<br />EXPOSURE
<br />REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS
<br />(ACI 318-19, Table 19.3.2.1)
<br />CLASS
<br />MAX.
<br />W/C
<br />MIN. F'c
<br />(PSI)
<br />ADDITIONAL REQUIREMENTS
<br />AIR CONTENT LIMITS ON CEMENT. MAT'L.
<br />F0 N/A 2,500 N/A N/A
<br />F1 0.45 4,500 ACI 318-19 TABLE 19.3.3.1 N/A
<br />F2 0.45 4,500 N/A
<br />F3 0.45 4,500 ACI 318-19 TABLE 19.2.1.1
<br />EXPOSURE
<br />CLASS
<br />1
<br />1
<br />FREEZING/THAWING
<br />SULFATE
<br />LOW PERMEABILITY
<br />CORROSION
<br />ACI 318-19 TABLE 19.3.3.1
<br />ACI 318-19 TABLE 19.3.3.1
<br />NOTES:
<br />1. FOR LIGHT WEIGHT CONCRETE, SEE ACI 318-19, SECTION 19.2.4.2
<br />2.ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MATERIAL OF THOSE LISTED IN TABLE 19.3.2.1 SHALL BE
<br />PERMITTED WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN SECTION 19.3.1.1
<br />3.FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C3A)
<br />CONTENTS UP TO 10% ARE PERMITTED IF THE W/C DOES NOT EXCEED 0.40
<br />4.OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE III OR TYPE I ARE PERMITTED IN EXPOSURE CLASSES S1
<br />or S2 IF C3A CONTENTS ARE LESS THAN 8% or 5%, RESPECTIVELY
<br />5.THE AMOUNT OF THE SPECIFIC SOURCE OF POZZOLAN or SLAG TO BE USED SHALL NOT BE LESS THAN THE
<br />AMOUNT DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE
<br />CONTAINING TYPE V CEMENT. ALT: THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN or SLAG TO BE
<br />USED SHALL NOT BE LESS THAN THE AMOUNT TESTED PER ASTM C1012 AND MEETING CRITERIA OF ACI 318-19,
<br />SECTION 19.3.1.1
<br />6.WATER SOLUBLE CHLORIDE ION CONTENT THAT IS CONTRIBUTED FROM THE INGREDIENTS INCLUDING
<br />WATER, AGGREGATES, CEMENT AND ADMIXTURES SHALL BE DETERMINED PER ASTM C1218 BETWEEN 28 AND
<br />42 DAYS.
<br />1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA RESIDENTIAL CODE (CBC 2022)
<br />2.CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR
<br />SOIL CONDITIONS.
<br />3.ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE CEMENT TYPE TYPE II
<br />4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT
<br />CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE.
<br />5.CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND
<br />MAX. SLUMP OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY-MIX CONCRETE SHALL
<br />BE MIXED AND DELIVERED PER ASTM C-94.
<br />6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN
<br />THREE PARTS SAND.
<br />7.ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO
<br />PLACE AND INSPECTED PRIOR TO POURING CONCRETE.
<br />8.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN
<br />APPROVED CURING COMPOUND.
<br />9.REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR
<br />MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS,
<br />PITS, CURBS, ETC.
<br />10.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS,
<br />SCORING, ETC. FOR CONCRETE WALKS AND SLABS.
<br />11.ALL STRUCTURAL CONCRETE f'c = 2500 PSI
<br />ALL SLAB-ON-GRADE f'c = 2500 PSI
<br />ALL CONTINUOUS FOOTINGS AND PADS f'c = 2500 PSI
<br />ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C
<br />RATIO=0.5).
<br />CONCRETE LUMBER/CARPENTRY
<br />DESIGN LOADS
<br />1.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF)
<br />LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.).
<br />2.DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI
<br />3.INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURE
<br />CONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE.
<br />4.FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED
<br />IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL BE MARKED WITH AN
<br />AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE
<br />SPECIFICATIONS AND REQUIREMENTS.
<br />5.GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION.
<br />CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF
<br />INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO
<br />INSTALLATION.
<br />6.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS =
<br />3500, UNLESS NOTED OTHERWISE.
<br />PARALLAM PSL 2.2E BY I-LEVEL PER ESR-1387
<br />f b = 2900 PSI; f v = 290 PSI; E = 2.2x106 PSI
<br />TIMBERSTRAND LSL 1.55E BY I-LEVEL PER ESR-1387
<br />f b = 2250 PSI; f v = 310 PSI; E = 1.55x106 PSI
<br />MICROLAM LVL BY I-LEVEL PER ESR-1387
<br />f b = 2600 PSI; f v = 285 PSI; E = 2.0x106 PSI
<br />7.ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER
<br />( GET STRUCTURAL ) PRIOR TO INSTALLATION.
<br />8.REFER TO LSL, LVL, AND PSL MANUFACTURER SPECIFICATIONS FOR DRILLING OF HOLES
<br />9.PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB)
<br />FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL.
<br />10.I-LEVEL I-JOISTS PER ICC ESR#1533
<br />11.LOUISIANA PACIFIC I-JOISTS PER ICC ESR#1130
<br />12.BOISE CASCADE I-JOISTS PER ICC ESR#1336
<br />13.ROSEBURG I-JOISTS PER ICC ESR#1251
<br />14.PROVIDE DOUBLE I-JOISTS OR DOUBLE I-JOIST BLOCKS WHEN 16d SOLE PLATE NAILING
<br />(SPN) IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE.
<br />15.REFER TO I-JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I-JOIST
<br />WEB. NOTCHING OF I-JOIST FLANGE IS PROHIBITED.
<br />GLULAMS/MFR. WD. PROD.
<br />SIMPSON ICC - ESR REPORTS
<br />1.CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS
<br />DESCRIBED IN CBC 2022 CHAPTER 17, SEE INSPECTION SCHEDULE BELOW ONLY CHECKED
<br />ITEMS ARE REQUIRED
<br />2.APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH
<br />THE PLANS OR SPECIFICATIONS. ANY DETAIL THAT FAILS TO BE CLEAR OR IS AMBIGUOUS
<br />MUST BE REFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR
<br />CLARIFICATION
<br />3.FOR VERIFICATION AND INSPECTION OF SOILS SEE SOILS REPORT
<br />4.CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL
<br />STEEL WELDING, EXCEPT FOR SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE
<br />WELDING INSPECTORS SHALL BE AWS Q.C.-1 CERTIFIED
<br />5.STRUCTURAL WOOD. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR
<br />WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING,
<br />AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM,
<br />INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR
<br />PANELS, AND HOLDOWNS EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD
<br />SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING,
<br />ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE
<br />SEISMIC-FORCE-RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE SHEATHING
<br />IS MORE THAN 4 INCHES ON CENTER (O.C.) INSPECTIONS SHALL BE PERFORMED BEFORE
<br />COVERING
<br />6.CONTRACTORS RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE
<br />RESISTING SYSTEM/COMPONENT LISTED IN THIS STATEMENT OF SPECIAL INSPECTION
<br />SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS
<br />AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR
<br />COMPONENT PER SEC 1704.4.
<br />7.WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF
<br />A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE
<br />REQUIRED BY THIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED
<br />TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED
<br />UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL
<br />MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED
<br />SPECIAL INSPECTION AGENCY. AT COMPLETION OF FABRICATION, THE APPROVED
<br />FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL
<br />STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED
<br />CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE OF VERIFYING
<br />APPROVAL OF FABRICATOR.
<br />TYPE OF WORK
<br />CONCRETE WORK
<br />SHOTCRETE WORK
<br />DRIVEN DEEP FOUND. ELEMENT
<br />COLD FORMED STEEL
<br />STRUCTURAL WOOD
<br />HIGH LOAD DIAPHRAGMS
<br />MASONRY WORK
<br />HIGH STRENGTH BOLTING
<br />STRUCTURAL STEEL WELDING
<br />STRUCTURAL STEEL
<br />POST INSTALLED ANCHORS
<br />CAST IN PLACE DEEP FOUND.
<br />REINFORCING STEEL
<br />SOIL CONDITION
<br />CODE REFERENCE
<br />CBC TABLE 1705.3
<br />CBC TABLE 1705.3
<br />CBC 1705.3.1
<br />CBC TABLE 1705.3
<br />CBC 1705.2
<br />CBC 1705.2
<br />CBC 1705.2
<br />CBC 1705.4
<br />CBC 1705.5.1
<br />CBC 1705.12.1
<br />CBC 1705.12.2
<br />SEE NOTE 5 ABOVE
<br />SEE ALSO ICC APPROVAL
<br />REMARKS
<br />INSPECTION SCHEDULE
<br />CBC 1705.7
<br />CBC TABLE 1705.8
<br />CBC TABLE 1705.6 SEE SOILS REPORT FOR COMPLIANCE
<br />SPECIAL INSPECTION
<br />SEISMIC DESIGN DATA
<br />IMPORTANCE FACTOR 1.0
<br />SITE CLASS D
<br />SS 1.304
<br />S1 0.465
<br />SDS 1.043
<br />SD1 0.569
<br />SDC D
<br />LATERAL FORCE RESISTING SYSTEM A.15
<br />BASE SHEAR
<br />CS 0.160
<br />R 6.5
<br />W 2.50
<br />PROCEDURE USED ELF
<br />REDUNDANCY FACTOR 1.3
<br />WIND DESIGN
<br />PROCEDURE USED MWFRS
<br />BASIC WIND SPEED 95 MPH
<br />RISK CATEGORY II
<br />WIND EXPOSURE C
<br />SOIL
<br />1500 PSF PER CBC 2022
<br />ROOF
<br />DL =10 PSF
<br />LL =20 PSF
<br />FLOOR
<br />DL =15 PSF
<br />LL =40 PSF
<br />CEILING
<br />DL =5 PSF
<br />LL =10 PSF
<br />EXTERIOR WALL
<br />DL =15 PSF
<br />INTERIOR WALL
<br />DL =10 PSF
<br />IP(MS), IS(<70), (MS)
<br />IP(HS), IS(<70), (HS)
<br />IP(HS)+POZ.orSLAG5
<br /> IS(<70), (HS)+POZ.5 HS+POZZOLAN or SLAG5 NOT PERMITTED
<br />NOT PERMITTED
<br />V+POZZOLAN or SLAG5
<br />CEMENTITIOUS MATERIAL TYPE2
<br />HS
<br />MS
<br />---------
<br />---
<br />---
<br />V4
<br />II3
<br />N/AS0 2,500
<br />S1 0.50 4,000
<br />S2 0.45 4,500
<br />4,5000.45S3
<br />P1
<br />P0 N/A
<br />0.50 4,000
<br />2,500
<br />NONE
<br />NONE
<br />MAX.
<br />W/C1
<br />MIN. F'c
<br />(PSI)
<br />MAX. CHLORIDE ION CONTENT % BY WT.6
<br />MAX.
<br />W/C1
<br />MIN. F'c
<br />(PSI)ADDITIONAL REQUIREMENTSEXPOSURE
<br />CLASS
<br />EXPOSURE
<br />CLASS
<br />MAX.
<br />W/C1
<br />MIN. F'c
<br />(PSI)
<br />CALCIUM
<br />CHLORIDEASTM C1157ASTM C595ASTM C150
<br />C0 N/A 2,500 1.00 0.06 ---
<br />C1 N/A 2,500 0.30 0.06 ---
<br />C2 0.40 5,000 0.15 0.06 ACI 19.3.2.1 & 20.6.1.4.2
<br />RELATED
<br />PROVISIONSREINFORCED CONC.PRESTRESSED CONC.
<br />1.ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING:
<br />W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20.
<br />2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED
<br />DOUGLAS FIR (PTDF), U.N.O
<br />3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE
<br />NOMINAL BOLT DIAMETER.
<br />4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS
<br />(PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.)
<br />5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED
<br />OR DETAILED. CONTACT ENGINEER IF NOT SHOWN.
<br />6.CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER
<br />10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10" DEPTH. USE SOLID BLOCKING OR AN
<br />APPROVED METAL TYPE BRIDGING.
<br />7.ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR
<br />EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM TO DOC PS1 OR PS2. EACH SHEET
<br />SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A.
<br />8.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND
<br />NUT UNLESS NOTED OTHERWISE.
<br />9.ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON
<br />STRONG-TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR PRODUCTS AND PRE-APPROVED IN
<br />WRITING BY ENGINEER ( GET STRUCTURAL ).
<br />11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (OR BTR.), 19% MAX.
<br />MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.:
<br />12.FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A.
<br />AFG-01 OR ASTM D3498.
<br />13.FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT
<br />FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND
<br />REQUESTED BY GENERAL CONTRACTOR.
<br />14.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING,
<br />PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY
<br />TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS.
<br />15.INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS
<br />BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH
<br />NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE:
<br />A.STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS.
<br />B.AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS
<br />C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A
<br />WALL PARALLEL AND ADJOINING RUN OF STAIRS.
<br />22.FASTENING OF MULTIPLE MEMBERS:
<br />DOUBLE & TRIPLE JOISTS;
<br />16d NAILS AT 12" O.C STAGGERED (BOTH SIDES FOR TRIPLES).
<br />FOUR OR MORE JOISTS;
<br />1/2" DIA. M.B's AT 18" O.C STAGGERED.
<br />4X OR LARGER BEAMS;
<br />1/2" DIA. M.B's AT 12" O.C STAGGERED.
<br />23.ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE
<br />OF HEART CENTER (FOHC).
<br />24.ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON
<br />"IUS" FOR I-JOISTS, U.N.O.
<br />25.ALL WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID
<br />BLOCKING, UNLESS NOTED OTHERWISE.
<br />26.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS & ALL POST TO BE
<br />SUPPORTED BY SOLID BLOCKING BETWEEN FLOOR JOISTS.
<br />27.ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP.
<br />28.APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, FUR-OUTS, SOFFITS OR ANY
<br />OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD.
<br />29.PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH SHEAR WALLS.
<br />30.PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C.,
<br />U.N.O.
<br />31.TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST.
<br />32.PROVIDE SOLID BLK'G BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR
<br />WALLS.
<br />33.ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER
<br />(FOHC).
<br />34.ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER
<br />SECTION 2308 OF THE CALIFORNIA BUILDING CODE (CBC), U.N.O.
<br />35.ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE
<br />ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER ( GET STRUCTURAL ) REVIEW.
<br />36.COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX
<br />NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED
<br />WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS.
<br />37.FASTENERS FOR PRESERVATIVE-TREATED OR FIRE-RETARDANT-TREATED WOOD SHALL
<br />BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A 153
<br />SINGLE/REPTITIVE
<br />2X4 #2: Fb = 1350/1552 PSI ; Fv=180 PSI, E=1.6x106
<br />2X6 #2: Fb = 1170/1345 PSI
<br />2X8 #2: Fb = 1080/1242 PSI
<br />2X10 #2: Fb = 990/1138 PSI
<br />2X12 #2: Fb = 900/1150 PSI
<br />2X14 #2: Fb = 810/ 931 PSI
<br />4X4 #2: Fb = 1350 PSI
<br />4X6 #2: Fb = 1170 PSI
<br />4X8 #2: Fb = 1170 PSI
<br />4X10 #2: Fb = 1080 PSI
<br />4X12 #1: Fb = 1100 PSI ; Fv=180 PSI, E= 1.7x106
<br />4X14 #1: Fb = 1000 PSI
<br />4X16 #1: Fb = 1000 PSI
<br />6X10 #1: Fb = 1350 PSI ; Fv=170 PSI, E=1.6x106
<br />6X12 #1: Fb = 1350 PSI
<br />WALLS
<br />2X4 STUDS (UP TO 8')"STANDARD" OR BETTER
<br />2X4 STUDS (OVER 8')NO.2 OR BETTER
<br />2X PLATES & 3X PLATES "CONSTRUCTION GRADE" OR BETTER
<br />2X6 STUDS NO.2
<br />2X JOIST NO.2
<br />BEAMS AND STRINGERS
<br />4X10 AND SMALLER NO.2
<br />4X12 AND LARGER NO.1
<br />6X AND 8X NO.1
<br />4x POST/TIMBERS AND LARGER NO.1
<br />ROOF PLANKING AND DECKING COM.DEX.
<br />BOARD SHTG. AND STRIPPING SUITABLE FOR INTENDED USE.
<br />2018 NDS STRESS VALUES FOR DOUGLAS FIR-LARCH:
<br />TABLE 2304.10.2 FASTENER SCHEDULE FOR STRUCTURAL MEMBERS
<br />(Table reflects CBC 2022 options see code for more options)
<br />ITEM DESCRIPTION OF BUILDING ELEMENTS
<br />Roof
<br />1 Blocking between ceiling joists, rafters or trusses to top
<br />2
<br />3
<br />4
<br />5
<br />6
<br />8
<br />10
<br />Ceiling joists not attached to parallel rafter, laps over
<br />partitions (no thrust)
<br />Ceiling joist attached to parallel rafter (heel joint)
<br />Collar tie to rafter
<br />Rafter or roof truss to top plate
<br />Wall
<br />Stud to stud (not at braced wall panels)
<br />9
<br />Built-up header (2" to 2" header)
<br />11
<br />12
<br />13
<br />14
<br />15
<br />16d
<br />16d
<br />16d
<br />4-8d
<br />16d
<br />8-16d
<br />16d
<br />Bottom plate to joist, rim joist, band joist or blocking
<br />at braced wall panels
<br />16
<br />17
<br />18
<br />19
<br />20
<br />Floor
<br />21
<br />22
<br />23
<br />24 2" subfloor to joist or girder
<br />25
<br />26
<br />27
<br />28
<br />3-8d
<br />8d
<br />2-8d
<br />2-16d
<br />2-16d
<br />20d
<br />3-16d
<br />3-16d
<br />Toenail
<br />6″ o.c., toenail
<br />Face nail
<br />Face nail
<br />Each bearing, face nail
<br />32" o.c., face nail at top and
<br />End nail
<br />2-16d
<br />4-8d
<br />2-16d
<br />2-16d
<br />2-8d
<br />3-8d
<br />Face nail
<br />Face nail
<br />24″ o.c. face nail
<br />16” o.c. face nail
<br />16″ o.c. each edge, face nail
<br />Toenail
<br />16" o.c. face nail
<br />Each side of end joint, face nail
<br />16" o.c. face nail
<br />16" o.c. face nail
<br />Toenail
<br />Face nail
<br />Face nail
<br />3-8d
<br />3-8d
<br />3-16d
<br />XX
<br />3-10d
<br />3-10d
<br />Each end, toenail
<br />Each joist, toenail
<br />Face nail
<br />Face nail
<br />Face nail
<br />Toenail,c
<br />NUMBER AND TYPE OF
<br />FASTENER SPACING OF FASTENERS
<br />Ceiling joists to top plate
<br />Stud to stud and abutting studs at intersecting wall
<br />Continuous header to stud
<br />Top plate to top plate
<br />Top plate to top plate, at end joints
<br />Bottom plate to joist, rim joist, band joist or blocking
<br />Stud top or bottom plate
<br />Top plates, laps at corners and intersections
<br />1" brace to each stud and plate
<br />1" x 6" sheathing to each bearing
<br />1" x 8" and wider sheathing to each bearing
<br />For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1ksi = 6.895 MPa.
<br />a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard
<br />diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
<br />b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications.
<br />c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate
<br />d. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
<br />Joist to sill, top plate, or girder
<br />Rim joist, band joist, or blocking to top plate
<br />1" x 6" subfloor or less to each joist
<br />2" planks (plank & beam - floor & roof)
<br />Built-up girders and beams, 2" lumber layers
<br />Ledger strip supporting joists or rafters
<br />Joist to band joist or rim joist
<br />Each joist or rafter, face nail
<br />plate or other framing below
<br />Blocking between rafters or truss not at the wall top
<br />plate, to rafter or truss
<br />2-8d Each end, toenail
<br />Flat blocking to truss and web filler 16d @ 6" o.c.Face nail
<br />2-16d End nail
<br />7 Roof rafters to ridge valley or hip rafters; or roof rafter 2-16d End nail
<br />to 2-inch ridge beam 3-10d Toe nail
<br />corners (at braced wall panels)
<br />(minimum 24" lap splice
<br />length each side of end joint)
<br />(not at braced wall panels)
<br />2-16d End nail
<br />bottom staggered on
<br />opposite sides
<br />29 2-8d Each end, toenailBridging or blocking to joist, rafter or truss
<br />Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing,a
<br />EDGES
<br />(INCHES)
<br />INTERMEDIATE
<br />SUPPORTS
<br />(INCHES)
<br />30 6d common nail (subfloor and wall)3/8"-1/2"6 12
<br />8d common nail (roof)
<br />31 8d common nail19/32"-3/4"6 12
<br />32 10d common nail or 8d deformed7/8"-1 1/4"6 12
<br />Other exterior wall sheathing
<br />33 1 1/2" galvanized roofing nail (7/16" head diameter);1/2" fiberboard sheathing, b 3 6
<br />1 1/4" 16 gage staple with 7/16" or 1" crown
<br />34 1 3/4" galvanized roofing nail (7/16" head diameter);25/32" fiberboard sheathing, b 3 6
<br />1 1/2" 16 gage staple with 7/16" or 1" crown
<br />Wood structural panels, combination subfloor underlayment to framing
<br />35 8d common nail3/4" and less 6 12
<br />6d deformed nail
<br />36 8d common nail7/8"-1"6 12
<br />8d deformed nail
<br />37 10d common nail1 1/8"-1 1/4"6 12
<br />8d deformed nail
<br />Panel siding to framing
<br />38 6d corrosion-resistant siding1/2" or less 6 12
<br />6d corrosion-resistant casing
<br />39 8d corrosion-resistant siding5/8"6 12
<br />8d corrosion-resistant casing
<br />Interior paneling
<br />40 4d casing1/4"
<br />4d finish
<br />6 12
<br />41 6d casing3/8"
<br />6d finish (Panel supports at 24 inches)
<br />6 12
<br />Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked).
<br />in accordance with this schedule, the number of toenails in the rafter shall be permitted to be reduced by one nail.
<br />ESR-1056 TITEN HD SCREW ANCHOR
<br />ESL-1168 SET-3G EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE
<br />ESR-1622 POST BASE CONNECTORS FOR WOOD CONSTRUCTION
<br />ESR-1679 STEEL STRONG-WALL SHEAR PANELS
<br />ESR-2105 STRAPS
<br />ESR-2236 STRONG-DRIVE SDS SCREWS
<br />ESR-2330 SCREW HOLD-DOWN (HOLDOWN) CONNECTORS
<br />ESR-2523 INDEX OF SIMPSON STRONG-TIE STAMPED AND WELDED COLD-FORMED STEEL
<br /> PRODUCTS FOR WOOD OR COLD-FORMED STEEL CONSTRUCTION
<br />ESR-2551 ADJUSTABLE HANGERS AND HIP CONNECTORS FOR WOOD FRAMING
<br />ESR-2552 SIMPSON STRONG-TIE® FACE-MOUNT HANGERS FOR SAWN LUMBER,
<br /> STRUCTURAL COMPOSITE LUMBER (SCL), PREFABRICATED WOOD I-JOISTS AND
<br /> GLULAM BEAMS (ENGINEERED WOOD PRODUCTS)
<br />ESR-2553 TOP-FLANGE HANGERS FOR SAWN LUMBER
<br />ESR-2604 COLUMN CAPS FOR WOOD CONSTRUCTION
<br />ESR-2608 STUD SHOES, PLATE TIES, WALL BRACING, AND JOIST BRIDGING FOR WOOD
<br /> CONSTRUCTION
<br />ESR-2611 SSTB SERIES AND SB SERIES CAST-IN-PLACE ANCHOR BOLTS
<br />ESR-2613 HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING
<br />ESR-2615 TOP-FLANGE HANGERS FOR ENGINEERED WOOD PRODUCTS (EWP)
<br />ESR-2616 CONNECTORS ATTACHING WOOD MEMBERS TO CONCRETE CONSTRUCTION
<br />ESR-2652 STRONG-WALL WOOD SHEARWALL PANELS (WSWS) STRONG-WALL SB SHEARWALL
<br /> PANELS (SWSBS)
<br />ESR-2920 CAST-IN-PLACE STRAP STYLE HOLDOWNS AND PURLIN ANCHORS IN CONCRETE
<br />ESR-3006 STRONG-DRIVE X AND FPHSD SELF-DRILLING TAPPING SCREWS
<br />ESR-3046 STRONG-DRIVE SD AND SDWF SERIES SCREWS
<br />ESR-3050 EMBEDDED COLUMN BASES IN CONCRETE
<br />ESR-3096 CONNECTORS USING SD-SERIES SCREWS
<br />ESR-4057 SET-3G EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE
<br />1606 N Mabury St
<br />4/28/2025
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