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BUILDING CODE 7. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES.
<br /> 2015 INTERNATIONAL BUILDING CODE ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND SHEARWALL SCHEDULE (CDX) HOEDOWN SCHEDULE
<br /> ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL
<br /> FLOOR LOAD BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT MARK SHEATHING EDGE NAILING FIELD NAILING SILL PLATE & BOTTOM/TOP PLATE *FOR HOLDOWNS INSTALLED IN NEW FOUNDATIONS
<br /> CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. CONN. ® FND CONN. EMBEDMENT/ MINIMUM s y
<br /> DEAD LOAD 12 psf THRU'BOLTS OR
<br /> LIVE LOAD: 40 psf " CDX ONE 0 A.B. ® 48" LTP4 ® 20" O/C MODEL ANCHOR BOLT NAILS/SCREWS STRAP LENGTH EDGE DIST. le de �C I N
<br /> 8. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR 0 FACE 8d ® 6" O/C 8d ® 12" O/C O/C W/ 2x SILL W/ 2x BOTTOM
<br /> ROOF LOAD JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS PLATE PLATE
<br /> WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF LSTHD8RJ N/A (24) 10d COMMON B" EMBED 1Y2" NA NA
<br /> DEAD LOAD: 15 psf POUR JOINTS IS 400 SF. %2" CDX ON 10d ® 12" O A.B. SILL
<br /> LTP4 ® 9" 0/C W/
<br /> FLAT ROOF SNOW LOAD:60 psf FACE 10d ® 3" 0/C O/C 0/C W/ 3x SILL 3x BOTTOM PLATE HOU5-SDS2.5 SSTB20 (14) SDSYax2.5 16j" EMBED 1-y4" NA NA
<br /> SNOW EXPOSURE FACTOR (AC 1.1 9. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR PLATE SCREWS
<br /> N/A (30) 10d COMMON 34" + CLEAR CENTER ON NA NA
<br /> SNOW LOAD IMPORTANCE FACTOR
<br /> CS14 OR (Is): 1.0 FORMED WORK SHALL BE AS FOLLOWS: SHEARWALL NOTES IN SINGLE STUD SPAN RIM JOIST CD
<br /> THERMAL FACTOR (Ct): 1.1 INTERIOR WALL: 3/4" HOOK TO
<br /> 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM-FIR N0. 2 UNLESS (54) 10d COMMON (�
<br /> WIND DESIGN DATA EXTERIOR WALLS, EXPOSED TO WEATHER: 1?!Z" MSTC48B3 N/A 44�" BEAM NA NA
<br /> (#5 OR SMALLER): NOTED OTHERWISE ON PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER IN DOUBLE. STUD BELOW (� N
<br /> EXPOSED TO EARTH OR WEATHER FRAMING (SEE NOTE #3).
<br /> 1. BASIC WIND SPEED: 110 MPH 1 U)
<br /> 2. WIND IMPORTANCE FACTOR (Iw): 1.0 *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MIN. HOLDOWN NOTES N
<br /> COVERAGE 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL
<br /> BUILDING CATEGORY: II T. ALL-THREAD BOLTS SHALL CONFORM TO ASTM A307. (n �t uj
<br /> SHEATHING MUST EXTEND TO THE OUTISDE EDGE OF ALL HOEDOWN POSTS AND CORNERS, �N
<br /> 3. WIND EXPOSURE: B In
<br /> AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. w E
<br /> 4. Kzt = 1.37 10. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c = 2500 PSI Q >m o
<br /> 5. INTERNAL PRESSURE COEFFICIENT: NA Q �
<br /> 5. APPLICABLE WIND PRESSURE FOR EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY 3. WHERE SHEATHING NAILING IS SHEARWALL #3 AND GREATER, ALL FRAMING MEMBERS 3. ALL HOLDOWNS REQUIRE A 2 2x POST UNLESS NOTED OTHERWISE. HDU11 AND HHDQ14 m G '
<br /> APPROVED. RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE # ( ) � NN
<br /> COMPONENTS AND CLADDING: NA REQUIRE A 4x6 D F 2 MINIMUM POST SIZE, U.N.O. WHERE HOLDOWNS ARE INSTALLED INTO
<br /> 11. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH
<br /> 3-INCH NOMINAL MEMBER. ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH THE WIDE FACE OF THE STUD, THE STUDS MUST BE STITCH NAILED TOGETHER W/ 16d m y
<br /> FACES, ALL STUDS AND PLATES RECEIVING EDGE NAILING FROM BOTH FACES MUST BE A
<br /> SESIMIC DESIGN DATA ACI 318 (WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD SINGLE 3-INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE STAGGERED. IN EACH OF SINKERS STAGGERED ® 4" O/C. o[Q n M
<br /> 1. SEISMIC IMPORTANCE FACTOR: 1.0 EXPERIENCE ARE NOT AVAILABLE). THESE CASES 3x STUDS ARE REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON THE u 3 p a
<br /> SEISMIC USE GROUP: I PLANS BY THE ENGINEER. FOR SHEARWALLS #3 AND #4, A 2x SILL PLATE MAY BE USED IF 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR Q 8
<br /> 2. SPECTRAL RESPONSE ACCELERATION (Ss): 127.2% G CEMENT CONTENT SACKS PER TWO TIMES THE NUMBER OF ANCHOR BOLTS REQUIRED BY THE SHEARWALL SCHEDULE ARE CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT.
<br /> 3. SITE CLASS: D (ASSUMED) LBS/CUBIC YARD CUBIC YARD USED AND ARE EVENLY SPACED (SEE 2003 IBC SECTION 2305.3.10).
<br /> 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 84.8% G F'c (PSI) (MINIMUM) (MINIMUM) 5. NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. L w u�
<br /> 5. SEISMIC DESIGN CATEGORY: D 2500 (no special inspection) 470 5 4. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 2306.4.1 OF THE INTERNATIONAL :3
<br /> 6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SEE NOTE A BUILDING CODE (FOR CDX) OR REPORT NER-124 (FOR OSB). VALUES ARE BASED ON 6. ALL HOLDOWN BOLTS MUST BE RE-TIGHTENED JUST PRIOR TO ENCLOSING 2ND SIDE OF
<br /> SHEARWALLS 3000 517 5% HEM-FIR NO. 2 FRAMING WITH COMMON NAILS. WALL. V z
<br /> 7. DESIGN BASE SHEAR: SEE CALCULATIONS PREFABRICATED WOOD I-JOISTS
<br /> 8. SEISMIC RESPONSE COEFFICIENT (Cs): 0.13 MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR 5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY 1. THE JOISTS SHALL BE MANUFACTURED BY TRUS JOIST MACMILLAN, OR APPROVED EQUAL O
<br /> 9. RESPONSE MODIFICATION FACTOR (R): 6.5 LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE ALLOWED. SHEARWALLS. SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE AND SHALL BE FABRICATED IN ACCORDANCE WITH ASTM D 5055. (SUBSTITUTIONS MUST BE r^
<br /> 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL PLANS. REFER TO THE APPROPRIATE DETAILS AND/OR HOLDOWN SCHEDULE FOR V !
<br /> APPROVED BY THE STRUCTURAL ENGINEER IN WRITING, PRIOR TO INSTALLATION)
<br /> FORCE PROCEDURE A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. WHERE (2)
<br /> FOUNDATIONS 1704.4 OF THE I.B.C., CONCRETE SHALL HAVE A MINIMUM CEMENT 2x's ARE USED AS A HOLDOWN POST, SHEARWALL EDGE NAILING MUST BE STAGGERED INTO 2• SEE PLANS FOR SIZE, TYPE, AND LOCATIONS OF I-JOISTS. p
<br /> 1. THE FOUNDATION DESIGN IS BASED ON THE CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. EACH MEMBER OF THE POST.
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<br /> RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE 3. THE JOISTS ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE WITH THE PLANS AND
<br /> TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED B) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMU, THE MANUFACTURER'S INSTALLATION REQUIREMENTS AND RECOMMENDATIONS. CONTRACTOR
<br /> IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE. BE SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO AND SHALL BE PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER FOR SHALL GIVE NOTIFICATION PRIOR TO ENCLOSING THE JOISTS TO PROVIDE AN OPPORTUNITY FOR
<br /> FIRST USE. CONCRETE CAST AGAINST SOIL. INSPECTION OF THE INSTALLATION. PROVIDE BRIDGING, CONTINUOUS LATERAL BRACING, AND
<br /> 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING DIAGONAL BRACING BETWEEN THE JOISTS PER THE MANUFACTURER'S RECOMMENDATIONS.
<br /> VALUES: FRAMING LUMBER 7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON
<br /> ALLOW. SOIL BEARING 1500 PSF 1. FRAMING LUMBER SHALL BE HEM-FIR NO. 2. GRADES ARE TITEN HD BOLTS OF THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE 4. DRAWINGS AND CALCULATIONS SHALL BE STAMPED AND SIGNED BY A REGISTERED o
<br /> SOIL FRICTION .35 TYPICAL UNLESS OTHERWISE NOTED ON PLANS. LUMBER TO BE SUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A PROFESSIONAL ENGINEER. THE DRAWINGS SHALL SHOW ALL CRITICAL DIMENSIONS AS WELL AS
<br /> EQUIV. FLUID PRESSURES GRADE MARKED PER WCLIB SPECIFICATIONS. MINIMUM OF 5" INTO EXISTING CONCRETE. THE LOADS THE JOISTS ARE DESIGNED TO SUPPORT. THE JOISTS ARE TO BE ERECTED AND p
<br /> ACTIVE PRESSURE* 35 PCF INSTALLED IN ACCORDANCE WITH THE PLANS, APPROVED FABRICATOR DRAWINGS, AND z
<br /> PASSIVE PRESSURE 250 PCF 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, 8. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR INSTALLATION SUGGESTIONS.
<br /> EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL BORITE TREATED WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST
<br /> 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" STANDARDS P51-83, APA PRP-108, OR VOLUNTARY PRODUCT CORROSION. GENERAL
<br /> BELOW THE UNDISTURBED GROUND SURFACE OR TO STANDARD PSE-92. PROVIDE A MINIMUM OF %" EDGE DISTANCE
<br /> FROST DEPTH. ALL FOOTINGS SHALL BE FOUNDED ON ON ALL NAILS AND }6" EXPANSION JOINT BETWEEN ALL PANEL 9. WHERE 10d NAILS ARE SPACED AT 3" ON CENTER OR LESS, NAILS MUST BE STAGGERED. 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS.
<br /> COMPACTED FILL OR UNDISTURBED NATURAL GRADE EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE Lu
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<br /> UNLESS OTHERWISE NOTED. ROOF SHEATHING TO BE 1%2" INT-APA RATED PLYWOOD OR �s' 10. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR CDX SPECIFIED IN SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING,
<br /> 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING OSB WITH EXTERIOR GLUE, P.I. 24/0. NAIL WITH 8d NAILS SHEARWALL SCHEDULE. AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES. Q N
<br /> SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT ANY DEVIATION MUST BE APPROVED IN WRITING PRIOR TO ERECTION.
<br /> / INTERMEDIATE MEMBERS. GLUED-LAMINATED TIMBER Z p
<br /> IMPARTED BORROW AND SHALL BE FREE OF ORGANIC 1. ADHESIVE SHALL BE FOR WET USE. 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST F_- �
<br /> MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS BE APPROVED BY OSHA PRIOR TO ERECTION. � Q Q
<br /> SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. SUB FLOORING TO BE %" TONGUE AND GROOVE C-D INT-APA 2 LAMINATIONS SHALL BE OF DOUGLAS FIR/WESTER LARCH, COMBINATION 24F-V4 FOR Q
<br /> FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT RATED PLYWOOD OR OSB WITH EXTERIOR GLUE, P.I. 46/24. SIMPLE SPAN BEAMS AND 24F-V8 FOR CONTINUOUS MULTIPLE SPAN AND CANTILEVERED 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES. O "
<br /> TO EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO GLUE AND NAIL WITH 10d NAILS AT 6' ON CENTER AT PANEL BEAMS, FABRICATED IN ACCORDANCE WITH AITC A190.1 AND ASTM D 3737.
<br /> APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY EDGES AND 12" ON CENTER AT INTERMEDIATE MEMBERS. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES Lu J
<br /> ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN 3. FABRICATION SHALL BE BY A LICENSED FABRICATOR; SHOP DRAWINGS SHALL BE AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE O N
<br /> SUCH A MANNER AND EXTENT AS TO PRODUCE A 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. AITC CERTIFICATES ATTENTION OF THE ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. N ;
<br /> RELATIVE COMPACTION OF 90% OF MAXIMUM POSSIBLE INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. USE OF INSPECTION ARE REQUIRED FOR ALL MEMBERS. LLj
<br /> DENSITY AS DETERMINED BY ASTM D1557. HAND COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE _ W
<br /> TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN EXCESS OF 64 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS 4. GLULAM BEAMS EXPOSED TO WEATHER SHALL BE WOLMANIZED OR PRESSURE TREATED. CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS
<br /> SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE
<br /> SQUARE INCHES. HAND TAMPERS MAY BE OPERATED SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE REINFORCING STEEL ENGINEER.
<br /> EITHER MANUALLY OR MECHANICALLY AND SHALL BE STRUCTURAL ENGINEER. 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy = 60 KSI) FOR
<br /> USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. STRUCTURAL FILL OVER 12" 5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS BAR SIZES NO. 5 & LARGER, GRADE 40 (fy = 40 KSI) FOR NO. 3 AND NO. 4 BARS. 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY
<br /> OTHER SPECIFIC DETAIL CALLED OUT.
<br /> DEEP SHALL COMPLY WITH A GEOTECHNICAL REPORT. OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. WHERE LAP OR
<br /> CONCRETE 6. PROVIDE 3"x3"x0.229" WASHERS AT ALL ANCHOR BOLTS. SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, 8. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN
<br /> 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE WELL STAGGERED. AS THE BEST PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE
<br /> ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE GOVI�
<br /> REGULAR WEIGHT HARD ROCK TYPE (150 PCF) 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS Xs" 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH ACI 315 ENGINEER SO THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS TO CONSTRUCTION q�5 ofw"tn CJ
<br /> AGGREGATES SHALL CONFORM TO ASTM C33 WITH UNLESS NOTED OTHERWISE. LAG BOLT PILOT HOLES SHALL BE SHALL BE REVIEWED BY THE ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE DETAILS SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE ENGINEER.
<br /> PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN PRE-DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG PLACING OF CONCRETE.
<br /> 0.05%. BOLT.UNLESS NOTED OTHERWISE. '
<br /> 2. ALL CONCRETE DESIGN IS BASED ON A 28 DAY 8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH W WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND SHALL BE 6x6 aeaea
<br /> W2.1/W2.1 UNLESS OTHERWISE NOTED. LAP REINFORCEMENT 6' MINIMUM. HOEDOWN POST. SEE
<br /> COMPRESSIVE STRENGTH (fc) OF 2500 PSI. WHERE 3000 %" MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM OF 48" ON HOLDOWN SCHEDULE OR ,,,///-FOR DOUBLE SIDED SHEARWALLS, THE
<br /> PSI CONCRETE IS REQUIRED BY THE BUILDING CENTER. BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO LENGTH OF
<br /> 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLAN FOR MINIMUM SHEATHING ON EACH FACE MUST
<br /> SHEARWALL
<br /> DEPARTMENT FOR WEATHERING PURPOSES ONLY, NO CONCRETE OR MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC PLACE BEFORE CONCRETE IS POURED. .SLAB ON GRADE REINFORCEMENT SHALL BE PLACED REQUIREMENTS EXTEND CONTINUOUS BETWEEN AUS 9 7 2019
<br /> SPECIAL INSPECTION IS REQUIRED. REQUIREMENTS WHERE APPLICABLE. AT MID-DEPTH OF SLAB AND SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL HOLDOWN POSTS AS SHOWN.
<br /> DEVICES DURING PLACING OF THE CONCRETE. Drawn B 3. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA g, RIM JOIST IS TO BE 1Ya'� LSL MINIMUM. y: VKY
<br /> NORMAL. 6. REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND INTERSECTIONS OPENING PER PLA Checked By: CCC
<br /> 4. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION UNLESS SPECIFIED OTHERWISE. LOCATION OF # # Date: 08-05-19
<br /> FLATWORK. WALLS AND SOLID BLOCKING UNDER PERPENDICULAR PARTITION HOLDOWN TO BE
<br /> WALLS. STHD14RJ 5DA JOB NO.
<br /> 5. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE INSTALLED 8674 B
<br /> WITH ACI 301. 11. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO TYPE OF HOEDOWN TO BE
<br /> THESE DETAILS. INSTALLED
<br /> 6. CONCRETE SHALL BE MAINTAINED IN A MOIST SHEARWALL DESIGNATION - SEE SHEARWALL STRUCTURAL
<br /> CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER SCHEDULE FOR FRAMING, NAILING AND
<br /> PLACEMENT. ALTERNATE METHODS WILL BE APPROVED IF ANCHORAGE REQUIREMENTS NOTES/ DETAILS
<br /> SATISFACTORY PERFORMANCE CAN BE ASSURED. CITY OF EVERETT
<br /> LATERAL MARKING LEGEND REVIEWED FOR PERMIT 5- 1 .0
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