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DOUBLE TOP PLATE - MIN. LAP SPLICE - GIRDER TRUSS
<br /> GENERAL NOTES WOOD CONSTRUCTION (IBC CH. 23 4 NDS) SHALL BE 1'-0' - NAIL W/ 10d 9 4' O.C. PER PLAN
<br /> TRUSSES OR RAFTERS ABUTTING VERTICAL PW SPECIAL SHEAR WALL PANELS
<br /> THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE PRESCRIBED VERTICAL AND LATERAL FORCES GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER 2015 IBC TABLE 2304.9.1 OR MORE, AS EDGE FRAMING - SIZE 2x BLOCKING (TIP.)
<br /> AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS SEEN COMPLETED. STABILITY OF THE OTHERWISE SHOWN. PRESSURE TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. ROOF SHTG. ii) 4.--
<br /> PER SCHEDULE SEE SCHEDULE FOR NAILING
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<br /> STRUCTURE IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR THIS RESPONSIBILITY PROVIDE CUT WASHERS WHERE BOLT HEADS,NUTS AND LAG SCREW HEADS BEAR ON WOOD. DO AND HOEDOWN TYPES
<br /> INCLUDES BUT 15 NOT LIMITED TO JOBSITE SAFETY: ERECTION MEANS, AND SEQUENCES: TEMPORARY NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOWED BY IBC SECTIONS 2308.10.42 . 0J
<br /> SHORING, FORMWORK, AND BRACING: USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. OR AS APPROVED PRIOR TO INSTALLATION. PL ELEV. 1�/ II�I�IIIII-IIlI1�I SIMPSON HI (TIP.)
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<br /> STANDARDS WOOD SHEATHING : SHALL BE STRUCTURAL "1 PLYWOOD OR ORIENTED STRAND BOARD. PLYWOOD HEADERAPER I II i �I Wrill
<br /> ALL METHODS, MATERIALS, AND WORKMANSHIP SHALL CONFORM TO THE 2015 INTERNATIONAL SHALL BE GROUP I OR GROUP 2 SPECIES, C-D GRADE EXPOSURE 1 CONFORMING TO PS I-83. I �• �I I ,I 1 BOUNDARY EDGE FRAMINGNOTE: N
<br /> I I I 1BUILDING CODE (IBC) ANp SEI/ASCE 1-10 MINIMUM DESIGN LOADS FOR BUILDING AND OTHER EACH PANEL SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. y I
<br /> 1 - '�!I��� r PER SHEAR WALL SCHEDULE
<br /> STRUCTURES AS AMENDED BY LOCAL JURISDICTION ORIENTED STRAND BOARD (OSB) SHALL BE APA RATED STRUCT.-I FOR ROOF AND WALLS AND APA AREAS NOT HATCHED REQUISOLE 4 III � I I I �� IIS ,1' IIS
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<br /> RATED STURDY-I-FLOOR FOR FLOORS. EACH PANEL SHALL BE CLASSIFIED AS EXPOSURE I AND MINIMUM SHEAR NAILINGOR II 1 ` I�j I' , II
<br /> rANCHORBOLT 1 A ©A I 1 'i! 11 ' �illw4iw ��I ADDITIONAL STUDS r�nn
<br /> PROJECT LOCATION: SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION (APA). PLATE NAILING ORBL 11. r ► 1' 1� BELOW GIRDER TRUSS uJ
<br /> GPS LOCATION: 41.106840 LAT., -122301509 LONGIT. SPSCHEDULEACING. SEE
<br /> 'SHEAR WALL
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<br /> SITE ADDRESS: 11021 NE 1TH ST, BELLEV IE, WA 98004 FRAMING LUMBER PW SHEATHING -SEE(THIS SHEET) II I Y VJPRODUCTS ASSOCIATION (WWPA). EACH PIECE SHALL BEAR THE SCLIB OR WWPA GRADE TRADE- � 41 I , 1'IIpry
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<br /> MARK SOLE PLATE PER I
<br /> LATERAL FORCES: SCHEDULE I 00AII, �� 3/4' FLOOR SHTG.
<br /> I. WIND ( IBC 1609 4 ASCE 6.0 ): II. SEISMIC ( IBC 1613 4 ASCE 11.0-13.0 ): SPECIES AND GRADE - BASE DESIGN VALUES ( CSU per NDS I liI } Il , 1 (A \,IQfff ff E /I II ® I110 MPH WIND SPEED(ult) SEISMIC DESIGN CATEGORY - D2 STRUCTURAL ELEMENT SPECIES/GRADE bx vx cl c ti�I ISI I�I I I /IMST STRAPS 0 1.11
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<br /> S5 MPH WIND SPEED (asd) OCCUPANCY RISK - II I. 6x BEAMS AND HEADERS DF NO. 2 815 110 625 600 425 1300000 FIN.FLR pAlliPillb/i°
<br /> 1 I 1 I I �; PER PLANEXPOSURE - B 2%o PE IN 50 YR ( 2006 LAT-LON ) USGS CD: N
<br /> IMPORTANCE FACTOR Iw = 1.0 02 SEC. (Ss) 1292 2. 4x BEAMS AND HEADERS DF NO. 2 900 180 625 1350 525 1600000 I" A iII '� 'I1 Ig PL ELEV. ��� IIi I II�� .440./PAPPdilla ® N111
<br /> WIND SPEED UP: KzT=1.00 1.0 SEG. (SI) 0.4918 3. 2x JOIST HF NO. 2 850 150 405 1300 525 1300000 �'� r FLOOR JOISTS I I'
<br /> 4. 6x POST DF NO. I 1200 110 625 1000 825 1600000 frairffOrtiEFFOI ' Virrr I PER PLAN ® N WFLOOR BEAM PER I, ,% ;�II1' � ��I .1Air00011, ki.`/ERTIGAL FORGES - GRAVITY ( IBC 1601 4 TABLE 1601.1 ) DF NO. 2 850 180 625 1400 500 1600000 PLAN III �`�'� , I' ' `� - LSTA24 I1•. `I '
<br /> 5. 4X POSTI II II SII I BLOCKING I 1 � � II
<br /> VERTICAL LOADS: DEAD LOAD LIVE LOAD 6. 51i8x6 GLU-LAM POST 24F V4, 24F Y8 2400 265 650 1650 1100 1100000 II \ J I \ C
<br /> r OCA JU I5 ICTION) _ 0 265 650 1650 1100 1500000 1111104 3 0A Alll J3
<br /> ROOT A,TUAL 25 P5F SNOW (OR PER L L R D 1. GLU LAM BEAM 24F-V4, 24F-VS 240 ABUTTING VERTICAL PUJ II (All
<br /> FLOOR ACTUAL 40 PSFil
<br /> 8. 31/zx OR 51/4X PSL BEAM PARALLAM PSL 2900 290 150 2900 - 2000000 EDGE FRAMING SIZE 1 1 / 1 IFIAPDAlir GARAGE ACTUAL 50 PSF for 3000 WHEEL LOAD) NV I ilI�l�I, i'1 SIMPSON MSTC66B3 I' I r, 0
<br /> # PER SCHEDULE
<br /> 9. 3�"x OR 5�/x LVL BEAM MICROLLAM LVL 2600 285 150 2510 - 1900000 r. �1', l PRE-BENT STRAP ,� I, BOUNDARY EDGE FRAMING
<br /> DECK ACTUAL 40 PSF z 4 '
<br /> II� or
<br /> r � Ii� II PER SCHEDULE a,
<br /> 10. 3'1zx OR 51/4x LSL BEAM TIMBERSTRAND LSL 1100 400 680 1400 - 1300000 BLOCKING REQUIRED AT 11
<br /> 11. 2x WALL FRAMING HF NO. 2 850 150 405 1300 525 1300000 ALL HORIZONTAL UNSUPPORTED 1 r I� J4.1.00 I I w, D
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<br /> SOILS AND FOUNDATION DESIGN CRITERIA (IBC CH. 18): PW EDGES - SIZE PER SCHEDULE 1 , LI ��I I 'HD' BOLTED HOEDOWN �=
<br /> 12. 2x WALL FRAMING > 15FT DF NO. 1 1000 ISO 625 1500 615 1100000 I II I '11 AT FOUNDATION AS L7 lij
<br /> SUBSURFACE INVESTIGATION SHALL BE REQUIRED PER 18032: FOUNDATION DESIGN SHALL BE BASED 11'Q{ 1 READ. PER PLAN
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<br /> IN THE ABSENCE OF A SOILS REPORT, THE PRESUMPTIVE LOAD BEARING VALUES DETERMINED SOLE 1!� 1101111101:1101,44,17,110141,..0.4.10011\
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<br /> LOCAL JURISDICTION OR PER IBC TABLE 18062 SHALL BE USED: GLUE-LAMINATED MEMBERS: CONFORM TO ANSI/AITC AI90.1. MEMBERS SHALL BE COMBINATION FIN.FLR ,FI
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<br /> 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS, 24F-V8 DOUGLAS FIR FOR CANTILEVERED SPANS WITH !E.9 (e).....7
<br /> I. SOIL BEARING PRESSURE 1500 PSF
<br /> EXTERIOR GLUE.
<br /> B.O. PW L �r y �r / Il � \ I \ 5 II I IAl 3i4' FLOOR SHTG.
<br /> 2. ACTIVE PRESSURE - RESTRAINED 45 PCF 7i u u ii u n IJ]
<br /> 3. ACTIVE PRESSURE - UNRESTRAINED 35 PCF I-JOISTS: SHALL BE TRUS JOIST MACMILLAN, OR APPROVED EQUAL, AS INDICATED ON THE j 410 1� BLOCKING y q ; TREATED SILL PL W
<br /> 4. PASSIVE RESISTANCE 250 PCF STRUCTURAL DRAWINGS. I-JOISTS SHALL BE MANUFACTURED IN ACCORDANCE WITH A CURRENT MAIN FLOOR JOISTS PER PLAN - 1 I I I --SIMPSON FAB
<br /> ICBG REPORT AND APPROVED SHOP AND INSTALLATION DRAWINGS.
<br /> 5. COEFFICIENT OF FRICTION 035 (NOT READ. AT SLAB ON GRADE - HOLD DOU�I BOLT-
<br /> 6. 0 LOCAL FROST DEPTH 12 INCH WOOD CONSTRUCTION CONNECTORS: SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE AS CONDITION) 5
<br /> > SPECIFIED IN THEIR LATEST CATALOG. PROVIDE MAXIMUM SIZE AND QUANTITY OF NAILS, BOLTS, OR AT FOUNDATION ) W
<br /> ALL FOOTINGS SHALL TEDR A FIRM UNDISTURBED EARTH OR COMPACTED 'STRUCTURAL BACKFILL'. SCREWS SPECIFIED ON CONNECTOR HARDWARE. CONTRACTOR'S PROPOSED SUBSTITUTION OF OTHER 5/0' 4, A.B.'S - EMBED 1' MIN. -SPACE ® \J3 QM:41111k,,
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<br /> AREAS OVER EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE lf'c = 2000 PSI) OR MANUFACTURE'S CONNECTORS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND PER SHEAR WALL SCHEDULE
<br /> STRUCTURAL BACK FILL. W
<br /> WRITTEN APPROVAL PRIOR TO ORDERING. REQUESTS FOR SUBSTITUTION SHALL INCLUDE CURRENT ICC N
<br /> AppITIONAL EDGE FRAMING AND HOEDOWN L � � �n
<br /> AND/ A INT O ES REPORTS AND A LIST STATING THE PROPOSED ITEM-FOR-ITEM COMPLY SUBSTITUTION HAS AN NOTE: THIS ELEVATION DOES NOT REPRESENT A SPECIFIC SHEAR WALL TYPE OR LOCATION. REFER TO THIS REQUIRED BELOW EDGE OF UPPER FLOOR v
<br /> CONCRETE (IBC CH. 19 4 ACI 318-11) EQUIVALENT OR GREATER LOAD CAPACITY. IN ADDITION, SUBSTITUTIONS SHALL WITH CURRENT SHEAR WALL - SEE PLAN IF READ.
<br /> ICC ACCEPTANCE CRITERIA AC13 AND/OR IAPMO EVALUATION CRITERIA 002-2001 FOR JOIST HANGERS DETAIL FOR VARYING SHEAR WALL CONDITIONS, I.E. SHEAR WALL CONNECTION FROM SECOND FLOOR t0 MAIN O
<br /> CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE AND SIMILAR DEVICES AND ICC AC 155 FOR HOEDOWNS AND TENSION TIES. BOLTS IN WOOD FLOOR SEE TO SHEAR WALL SCHEDULE FOR SPECIFIC NAILING, HOLDOUN TYPES, AND FRAMING SIZES. 0
<br /> READY-MIXED PER ASTM C-94, MAXIMUM SLUMP 5'. MINIMUM CEMENT CONTENT 5�iz SACKS PER YARD CONNECTORS SHALL CONFORM TO ASTM A-301,GRADE A.
<br /> PROVIDE 5%-1% AIR-ENTRAINED CONCRETE FOR CONCRETE (f'c = 3000 PSI) EXPOSED TO WEATHER
<br /> STRUCTURAL WOOD SCREWS: WHERE SPECIFIED OR REQUIRED BY SPECIFIC HARDWARE, SCREWS SHALL t I I /� I '
<br /> MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f'c AT 28 DAYS) IBC TABLE 19042 BE 'SDS' STRONG-DRIVE SCREWS MANUFACTURED BY SIMPSON STRONG-TIE AS SPECIFIED IN THEIR ELEVATION - TWO STORY FRAMING O 51-1EAR WALL (HATCHED) ,
<br /> SPECIAL INSPECTION LATEST CATALOG AND ICC ESR-2236. SUBSTITUTION PROPOSED BY THE CONTRACTOR SHALL BEF>.
<br /> USE OR LOCATION OF CONCRETE CONSTRUCTION: f'c (PSI) SUBMITTED WITH A CURRENT ICC ES REPORT TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTENC 4 TESTING REQUIRED APPROVAL. IN ADDITION, SUBSTITUTIONS SHALL COMPLY WITH CURRENT ICC ACCEPTANCE CRITERIA 3%' = I'-0'FOOTING PADS 4 FOUNDATIONS NOT EXPOSED TO WEATHER 2,500 NOT REQUIRED AC233 (ALTERNATE DOWEL TYPE THREADED FASTENERS) ` }
<br /> REQUIREMENTS FOR FASTENERS IN TREATED MATERIAL: ALL HARDWARE AND FASTENERS IN 9` ��0 ,,PORCHES, PATIOS, DRIVEWAYS, AND GARAGE SLAB 3,000 NOT REQUIRED PRESSURE TREATED MATERIAL SHALL BE SIMPSON G185 HDG (HOT DIPPED GALVANIZED)OR 4x wSST300 STAINLESS STEEL CONNECTORS OR EQUIVALENT. i 6x 3��z GL �� 'S�zGL r� � �FOUNDATION STEM WALLS AND INTERIOR SLABS ON GRADE 2,500 NOT REQUIRED 5�4EVL3''z LVL �� J1HOT DIPPED GALVANIZED FASTENERS SHALL BE USED WITH GI85 Z-MAX AND HDG CONNECTORS AND MST21 ABOVE BM. �_�.._ `CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY STAINLESS STEEL FASTENERS SHALL BE USED WITH SST300 CONNECTORS. Do NOT USE STAINLESS OR SIDE OF PLATE ~. fix; .4
<br /> FOR MIX OF 3000 PSI OR GREATER FOR BUILDING INSPECTOR VERIFICATION IF REQUESTED. STEEL FASTENERS WITH G185 Z-MAX OR HDG CONNECTORS. _-H2.5
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<br /> H2.5 • -
<br /> REINFORCING STEEL: REINFORCEMENT SHALL CONFORM TO ASTM A-615, 'DEFORMED AND PLAIN BILLET ALL ANCHOR BOLTS, WASHERS, AND NUTS SHALL BE HOT DIPPED GALVANIZED.
<br /> STEEL BARS FOR REINFORCING STEEL'. BARS SHALL BE GRADE 60 EXCEPT THAT NO. 3 AND 4 MAY lir PLATE HT.
<br /> BE GRADE 40. BARS SHALL BE DEFORMED. SPLICE SHALL BE 24 BAR DIAMETERS OR 18' MINIMUM. HOT DIPPED OR STAINLESS STEEL NAILS MUST BE USED WHEN FASTENING SHEATHING, STUDS, AND [___ i
<br /> PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS IN WALLS AND FOOTINGS AT INTERSECTIONS. JOIST INTO TREATED MUDSILL. HOT DIPPED GALVANIZED OR STAINLESS STEEL FASTERES SHALL BE ��_�� QE
<br /> MILL TICKET FOR REINFORCING BARS SHALL BE MADE AVAILABLE TO THE BUILDING INSPECTOR AND USED WHEN FASTENING DECKING TO TREATED MEMBERS. 6x �-- (6) 16d ` 4x 101
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<br /> ENGINEER OF RECORD FOR VERIFICATION IF REQUESTED. 5�iz GLS/ I 3�iz GL ��, �J
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<br /> I FABRIC SHALLCONFORM TO ANSI/ASTM A-185 STEEL WELDED WIRE FABRIC PLAIN FOR CONCRETE51/4 LVL 3�iz LVL 1- m rn
<br /> WIRE BR INSPECTION: (IBC CH. I SECT. 110 ) 10d 12' �� �,�': 10d 12' , .
<br /> PLACEMENT. CONSTRUCTION SHALL BE SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL AND SUCH '-- STAGGER ;� �- 2X KING STUD �;' STAGGER-�
<br /> CONSTRUCTION OR WORK SHALL REMAIN ACCESSIBLE AND EXPOSED FOR CONTINUING INSPECTION
<br /> CONCRETE ACCESSORIES: 2X KING STUD -� itl TIP. ,�
<br /> UNTIL APPROVED. THE OWNER OR CONTRACTOR SHALL NOTIFY THE BUILDING OFFICIAL TO MAKE THE PW FILLER 11p i, W c1
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<br /> ANCHOR BOLTS, BARS AND RODS SHALL CONFORM TO ASTM A-301' 'LOW CARBON STEEL EXTERNALLY INSPECTIONS SET FORTH IN SECTIONS 1103.1 THROUGH 1103.10. INSPECTION REQUESTS SHALL BE THE � F--r- ', :: ' � ---1-6:0:
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<br /> AND INTERNALLY THREADED FASTENERS'. RESPONSIBILITY OF THE BUILDING PERMIT HOLDER WORK SHALL NOT PROCEED BEYOND THE POINT o '�
<br /> INDICATED IN EACH SUCCESSIVE INSPECTION WITHOUT OBTAINING THE APPROVAL OF THE BUILDING -(3) 2x CRIPPLES - (2) 2x CRIPPLES -(4) 2x CRIPPLES �-- (3)2x CRIPPLES udd ui
<br /> CAST-IN-PLACE COLD-FORM STEEL CONNECTORS IN CONCRETE FOR LIGHT FRAME CONSTRUCTION OFFICIAL. THE BUILDING OFFICIAL SHALL INDICATE ANY OF CONSTRUCTION THAT IS SATISFACTORY AS
<br /> ORNOTIFY THE CONTRACTOR ANY PORTIONS THAT ARE NOT IN COMPLIANCE TO THIS
<br /> SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE AS SPECIFIED IN THE CURRENT SIMPSON COMPLETED,E.
<br /> CODE. ANY PORTIONS THAT DO NOT COMPLY SHALL BE CORRECTED BY THE CONTRACTOR AND p t''1 t� tit I I ' I 1�P '
<br /> STRONG-TIE ICC ES OR IAPMO ES REPORT. ALTERNATE PRODUCTS SHALL BE SUBMITTED TO THE SUCH PORTION(S) SHALL NOT BE COVERED OR CONCEALED UNTIL AUTHORIZED OR SIGNED OFF BY DROI FEJT SEAM FLUS1-1 5E4I
<br /> STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. REQUEST FOR SUBSTITUTION WILL ONLY THE BUILDING OFFICIAL. (11
<br /> BE APPROVED WITH CURRENT ICC ES OR IAPMO ES REPORT AND A LIST STATING THE PROPOSED ITEM
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<br /> SUBSTITUTION WI CN EQUIVALENT OR GREATER LOAD CAPACITY. IN ADDITION, SUBSTITUTIONS WILL BE X ,n
<br /> REQUIRED TO COMPLY WITH THE CURRENT ICC ACCEPTANCE CRITERIA, AC398 (CAST-IN-PLACE
<br /> �� (3) 2X BUILT-UP POST v
<br /> COLD FORMED STEEL CONNECTORS IN CONCRETE FOR LIGHT FRAME CONSTRUCTION) r tL'W' MIN. OR PER PLAN
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<br /> PROPRIETARY CAST-IN-PLACE ANCHOR BOLTS SHALL BE 'SB' AND 'SSTB' ANCHOR BOLTS FOOTING SCHEDULE (1500 PSF ERG.) f'c = 2500 psi C2)
<br /> 1' = 1'-0'
<br /> MANUFACTURED BY SIMPSON STRONG-TIE AS SPECIFIED ON THEIR LATEST CATALOG AND ICC ESR-2611. tJl OR MULTIPLE STUDS -
<br /> SUBSTITUTION PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED WITH A CURRENT ICC E5 REPORT DIMENSION (INCHES) REINF. ALLOWABLE TJI Ol JOIST pr MATCH ABOVE
<br /> TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. IN ADDITION, SUBSTITUTIONS WILL TYPE LOAD (KIPS)
<br /> BE REQUIRED TO COMPLY WITH THE CURRENT ICC ACCEPTANCE CRITERIA, AC399 (CAST-IN-PLACE 'L' 'W' THK LONGIT. TRANSV. - - '
<br /> PROPRIETARY BOLTS IN CONCRETE) dl. PLATE HT.
<br /> EXPANSION ANCHORS (WEDGE ANCHORS) SHALL BE AS NOTED ON PLANS. INSTALLATION SHALL BE IN I lit 1
<br /> 24' 24' 10' (3) *4 (3) *4 5.5 K _1_- - - +l._
<br /> ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS. WHEN NOTED ON CONSTRUCTION DOCUMENTS, igr- BUILT-UP POST
<br /> INSTALLATION ~-
<br /> SHALL BE SPECIAL INSPECTED. F2.0�
<br /> MATCH ABOVE
<br /> NON-SHRINK GROUT: MASTER BUILDERS 'MASTERFLOW 925 OR PRE-APPROVED EQUAL GROUT MAY BE CASE I - BLKG. BELOW UPPER FLOOR
<br /> PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE i D �) 24' DIA. 10' (2) 4 (2) 4 4.3 K -I- - ® - --I-
<br /> UNDER PLATES OR SHAPES. NO GROUTING SHALL BE DONE BELOW 40 DEGREES F. \\ R% Q 'LONGIT.'
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<br /> EPDXY GROUT: SIMPSON STRONG-TIE 'SET', COVERT OPERATIONS 'CIA' GEL, OR PRE-APPROVED REINF.
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<br /> EQUAL. TWO PART LOW SAG EPDXY. USE EQUIPMENT, WHICH SHALL ACCURATELY MIX AND DISPENSE '1-- - - ®->- ~�� w E C e
<br /> 2X BUILT-UP POST
<br /> THE COMPONENTS. HOLES SHALL BE DRILLED AT THE DIAMETER AS SPECIFIED BY THE 36' 36' 10' (3) *4 (3) #4 12.4 K \ 'TRANSV.' SOLID POST PER PLAN p z 0
<br /> MANUFACTURER BASED ON THE DOWEL BAR OR THREADED ROD DIAMETER HOLES SHALL BE DRY F30 REINF.
<br /> AND CLEANED WITH PRESSURIZED AIR JUST PRIOR TO INSTALLING GROUT. THE REBAR DOWEL OR L J 0
<br /> THREADED ROD SHALL BE CLEAN AND INSTALLED SLOWLY, AND SHALL BE ROTATED AS IT IS -' MULTIPEE STUDS - � Q
<br /> PUSHED INTO THE HOLE. COLD WEATHER GROUTING SHALL BE DONE WITH PROPER GROUT FORMULA. TJI JOIST MATCH ABOVE ,-- B p , CZ
<br /> EMBED (9) DIAMETERS MINIMUM UNLESS NOTED OTHERWISE IN PLANS AND DETAILS. GROUTING _I 42' 42' 12' (3) *4 (3) *4 16.5 K
<br /> OPERATION SHALL BE INSPECTED BY AN AGENT AS RECOMMENDED BY THE OWNER F3.5 PLAN " Uj n >} O
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<br /> ''.� <:. .• ;�., .- •..° :. -MUDSILL
<br /> Project #
<br /> 48' 45' 12' (3) "5 (3) "5 21b K STEM WALL
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<br /> 12313
<br /> It 1 36' 24' 10' (3) *4 (3) *4 53 K i\/\/\/\/\/\/\/\/\/•
<br /> F3/2 /\./.\/\/\/\/\/\/\".4\
<br /> F3/2 \.\\,\\.\\,\\�\ CASE 1 - BLKG. BELOW LOWER FLOOR Sheet
<br /> CITY OF EVERETT
<br /> SFR _CO Ne Di Al 1' = 1'-0'
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