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<br /> DO ED FOOTINGS UTILITIES ETC. THAT INTERFERES WITH NEW CONSTRUCTION SHALL BE REMOVED. 3. PREFABRICATED SOLID WEB WOOD JOISTS SHALL BE DESIGNED BY THE MANUFAGTURER FOR THE SPANS AND CONDITIONS 9.4 ELECTRICAL, MECHANICAL, PLUMBING AND ARCHITECTURAL SYSTEMS: ALL ELECTRICAL, MECHANICAL, PLUMBING AND P �
<br /> GENERAL STRUCTURAL NOTES 5. ALL ABAN N , ,
<br /> THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS.� SHOWN ON THE PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER S PUBLISHED ARCHITECTURAL SYSTEMS (INCLUDING VERTICAL TRANSPORTATION SYSTEMS, EXTERIOR FINISHES AND CLADDING SYSTEMS) SHALL ��'�F wasy��ri
<br /> � 6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SPECIFICAIIONS. PREFABRICATED SOLID WOOD JOISTS SNALL BE AS MANUFACTURED BY TRUS JOIST CORPORATION OR APPROVED BE DESIGNED FOR SHRINKAGE OF Y" PER FLOOR ABOVE THE UPPERMOST CONCRETE FLOOR LEVEL. Q,��, � �
<br /> A, GENERAL SAFELY RETAIN EXCAVATIONS. EQUAL WEBS MAY BE PLYWOOD OR ORIENTED STRAND BOARD. CHORDS SHALL BE LAMINATED VENEER LUMBER (LVL). ALL �� F'`, �o �
<br /> NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE THE TOTAL ESTIMATED SHRINKAGE FOR VARIOUS HEIGHT BUILDINGS ARE AS FOLLOWS:
<br /> 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION FOR NEW CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, 7. BACKFILL BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL MATERIAL, AND PROVIDE PERFORATED PIPE DRAINS AS MANUFACTURER. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR ��N�� , ��,��,
<br /> SPECIFICATIONS AND THE INTERNATIONAL BUILDING CODE IBC , 2015 EDITION. DESCRIBED IN THE SOILS REPORT. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED REVIEW PRIOR TO FABRICATION. DESIGN SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED SIRUCTURAL STORIES TOTAL ESTIMATED SHRINKAGE ��,T zaoz�������
<br /> ' ( � BY TNE FLOOR SLAB, OR TEMPORARY BRACING. ALL FOOTINGS SHALL BE CENTERED BELOW CENTERLINE OF COLUMNS OR WALLS ENGINEER IN THE STATE OF WASHINGTON. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH 1 Y2 s �� C>
<br /> I DING AND CONSTRUCTION. ABOVE, UNLESS NOTED OTHERWISE. MANUFACTURER'S STRUCTURAL SPECIFICATIONS. 2 1" SI�NA� E� ,,�;',
<br /> 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS F4R B D
<br /> CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIQNS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY 3 1Y"
<br /> DISCREPANCIES PRIOR TO CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND D. CONCRETE 4. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE 4 2"
<br /> WINDOW OPENINGS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS. WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUC110N," ANSI/TPI 1-2014" BY 5 zy" ,,
<br /> 1. ULI1MATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-14. TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. MINIMUM LOADING SHALL BE AS FOLLOWS:
<br /> 3. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. � PARTIAL HEIGHT SYSTEMS SHALL BE DESIGNED FOR PROPORTIONAL SNRINKAGES.
<br /> ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE 2. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF f'c = 3,000 PS! AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 TOP CHORD LIVE LOAD 25 PSF (SNOW)
<br /> VERIFIED. SACKS OF CEMENT PER CUBIG YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS, DESIGN IS BASED TOP CHORD DEAD LOAD 10 PSF LARGER THAN NORMAL FLOOR TO FLOOR HEIGHTS, MOISTURE CONTENT OF FRAMING LUMBER WHEN INSTALLED, TYPE OF �
<br /> ON f'c = 2,500 PSL BOTTOM CHORD DEAD LOAO 10 PSF FRAMING AND OTHER FACTORS MAY INFLUENCE THE ACTUAL SHRINKAGE. W
<br /> 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL TOTAL LOAD 45 PSF N
<br /> CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 3. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE DESIGN MIX IS NET UPL�FT 1.2 PSF (WIND) F. QUALITY ASSURANCE PLAN FOR SEISMIC RESISTANCE (IBC SECTION 1705) �"'-' °'
<br /> SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY O Z
<br /> 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE ANQ COARSE AGGREGATE, WATER ADDITIONAL LIVE LOAD CASES SHALL BE ANALYZED FOR UNBALANCED SNOW LOADS & SNOW DRIFTS PER ASCE 7-10, SECTfONS 1. THE SEISMIC-FORCE-RESISTING SYSTEMS COVERED BY THIS PLAN INCLUDE: z > o M;� � :¢`�
<br /> PROCEDURES REQUIRED TO PERFORM HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN 7,6 & 7,7, a � �� � '
<br /> � 00(O p.� V
<br /> LOADS, CODE SPECIFIED LATERAL LOADS, AND MAXIMUM EXPECTED SERVICE LOADS. NO CONSIDERATION HAS BEEN GIVEN TO � ����
<br /> ACCORDANCE WITH ACI 318, CHAPTERS 19 AND 26. 1.1 STRUCTURAL PANEL SHEAR WALLS AND THEIR FOUNDATION BOLTING, HOLD-DOWNS, AND DIAPHRAGM ANCHORAGE _1 �, �o� �
<br /> LOADS WHICH WILL BE INDUCED BY ERECTION PROCEDURES. THE CONTRACTOR SHALL VERIFY, TO THE SATISFACTION OF 5. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP D R A W I N G S A N D D E S I G N � N`� �
<br /> Q � � ��°
<br /> HIM/HERSE L F A N D T H E O W N E R, T H E A B I L I T Y O F T H E S 1 R U C T U R E T O R E S I S T A L L E R E C T I O N LO ADS WITHOUT EXCEEDING THE A L L C O N C R E T E E X P O S E Q T O F R E E Z I N G T E M P E R A T U R E S W H I L E C U R I N G A N D ALL CONCRETE PERMANENTLY EXPOSED TO CALCULATIONS (COMPLETE WITH STRES S D I A G R A M S} T O T H E A R C H I T E C T A N D S T R U C T U R A L E N G I N E E R F O R R E VIEW PRIOR TO 1.2 WOOD ROOF AND FLOOR DIAPHRAGMS AND THEIR CONNECTIONS � �' � �N �
<br /> ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE E R E C T I O N L O A D S W O U L D O V E R S T R E S S T H E S T R U C T U R E, THE W EA T H E R S H A L L B E A I R-E N T R A I N E D W I T H A N A I R-E N T R A I NI N G AGENT CONFORMWG TO ACI 318. TOTAL AIR CONTENT SHA�L BE FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATU RE O F A R E G I S T E R E D S T R U C T U R A L E N G I N E ER I N THE C.� �
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<br /> CONTRACTOR SHALL SUBMIT DESIGN DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INGLUDING FABRICATION AND 6� IN ACCORDANCE WITH TABLE 19.3.3.1. STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE 2. TESTING („_
<br /> ERECTION DRAWINGS, TO THE ARCHITECT FOR REVIEW. THESE DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, UALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, �
<br /> REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. THE CONTRACTOR SHALL PROVIDE, INSTALL AND IF NO ADMIXTURES, OTHER THAN FOR AIR-ENTRAINMENT AS NOTED ABOVE, SHALL BE USED WITHOUT PRIOR REVIEW BY THE STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED QN THE PLANS. 2.1 WOOD CONSTRUCTION: WOOD MEMBERS AND THEIR METAL CONNECTORS SHALL BE STAMPED AS DESCRIBED IN THE z U
<br /> NECESSARY REMOVE SUCH TEMPORARY WORK AS REQUIRED. STRUCTURAL ENGINEER. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNEC110N DETAILS AND REQUIRED CONNECTION MATERIALS. CARPENTRY SECTION OF THE STRUCTURAL NOTES. - � �
<br /> 6. CONTRACTOR-INIIIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR 4. REINFORCING PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. 3. SPECIAL INSPECTION SHALL BE CARRIED OUT AT FREQUENCY DESCRIBED AND FOR THE MATERIALS DESCRIBED IN THE � � J ,
<br /> APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS fi. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN SPECIFICATION" INCLUDING STRUCTURAL NOTES. INSPECTION REPORTS SHALL BE SENT TO THE ENGINEER FOR REVIEW. � � � �
<br /> REQUIREMENT. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = e;� � _ �
<br /> APPLICABLE SUPPLEMENTS, UNLESS NOTED OTHERWISE. PLYWOOD OR ORIENTED-STRAND BOARD (OSB) PANELS SHALL BE GRADE �
<br /> 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY NOTED ON THE ORAWINGS AS GRADE 40, fy = 40,000 PSI. CD AND ALSO CONFORM TO DOC PS-1 & PS-2. ALL PANELS SHALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHERWISE. 4. REQUIRED SERVICES OF CONTRACTOR m J CL � '
<br /> 7, DRAWINGS INDICATE GENERAL AND TIPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY Q �, �,
<br /> INDICATED, BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT PANEL RATING TO BE AS FOLLOWS UNLESS NOTED OTHERWISE:
<br /> REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TQ ASTM A70fi. REINFORCING COMPLYING 4.1 THE CONTRACTOR SHALL PROVIDE THE MATERIALS SUBMITTALS TO THE ENGINEER FOR APPROVAL. � � �
<br /> TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. WITH ASTM A615 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING
<br /> PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. SPIRAL REINFORCING SHALL BE PLAIN WIRE. ROOF: 19/32n (OR 5/8°) THICK, 40/20 4.2 THE CONTRACTOR SHALL PROVIDE COPIES OF TNE SPECIAL INSPEC110N AND TESTING REPORTS TO THE ENGINEER FOR W � �
<br /> 8. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SNA�L BE SUPERVISED WALLS: 15/32 THICK, 32/16, OR 1/2 THICK, 24/0 REVIEW, z "� `-�
<br /> BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS WELDED WIRE REINFORCEMENT: ASTM A82 AND ASTM A185, SPLICE WITH AT LEAST ONE FULL MESH. PLACE AT FLOORS: 23/32" (OR 3/4") THICK, TONGUE & GROOVE, (48/24) W C�J �
<br /> PREPARED BY THE SUPPLIER. MID-DEPTH, OR SLIGHTLY ABOVE, OF S�AB. MATERIAL TO BE SUPPLIED IN FLAT SHEETS. 4.3 AS REQUIRED, THE CONTRACTOR SHALL CONSULT THE ENGINEER ON THE INTENT OF THE CONSTRUCTION DOCUMENTS. r� � �
<br /> UNLESS NOTED OTHERWISE ON THE PLANS ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR v
<br /> 9, SPECIAL INSPECTION: SHALL BE PERFORMED BY A CERTIFIED TESTING AGENCY, DESIGNATED BY THE ARCHITECT OR 5. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 318 (LATEST EDITION). TO SUPPORTS AND NAILED WITH 8d NAILS �? 6"oc TQ FRAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND @ 4.4 THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR STRUCTURAL MODIFICATIONS REQUIRED TO MEET UNFORESEEN ������
<br /> ENGINEER, AND APPROVED BY THE OWNER, � -
<br /> LAP ALL CONTINUOUS REINFORCEMENT PER NOTE D.6. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS 12 oc {10 oc AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED SHEATHING EDGE CLIPS � 16"oc AT UNBLOCKED FIELD CONDITIONS.
<br /> PER NOTE D.6. LAP ADJACENT MATS OF WELDED WIRE REWFORCEMENT A MINIMUM OF 8" AT SIDES AND ENDS. ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS AND EDGE CLIPS.
<br /> THE SPECIAL INSPECTION AGENCIES SHALL PRODUCE REPORTS AND KEEP RECORDS PER IBC SECTION 1704.2,4. PROVIDE SOLID BLOCKING AT ALL EDGES ONLY WHERE NOTED ON PLANS. TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS, 4,5 THE CONTRACTOR SHA�L SUBMIT A 'STATEMENT OF RESPONSIBILITY" PER IBC SECTION 1705.3 TO THE OWNER AND THE �, 'T
<br /> NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR UNLESS NOTED OTHERWISE. BUILDING OFFICIAL WHICH INCLUDES, BUT IS NOT LIMITED T0, A STATEMENT THAT HE/SHE/THEY HAVE REVIEWED THE QUALITY
<br /> THE SPECIAL INSPECTION AGENCIES DUTIES SHALL INCLUDE THE FOLLOWING: APPROVED BY THE STRUCTURAL ENGINEER. ASSURANCE PLAN.
<br /> UNLESS NOTED OTHERWISE ON THE PLANS, WALL SNEATHING MAY BE LAID UP HORIZONTALLY OR VERTICALLY, �
<br /> 9.1 WOOD CONSTRUCTION: 6. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE: UNSUPPORTED EDGES SHALL BE BLOCKED AND ALL EDGES SHALL BE NAILED WITH 10d � 6"oc, NAIL WITH 8d � 12"oc AT
<br /> FOR FABRICATED WOOD STRUCTURAL ELEMENTS, INSPECT DURING FABRICATION PER IBC SECTIONS 1705.5, 1705.11, AND 1705.12. REMOVE NOTE IF USING TABLES INTERMEDIATE SUPPORTS. NAIL SHEAR WALL SHEATHING TO ALL HOLDOWN STUDS USING EDGE NAIL SPACING WHEN HOLDOWN G. MASONRY
<br /> THIS INCLUDES SPECIAL INSPECTION OF 'NIGH-LOAD" DIAPHRAGMS AND SEISMIC RESISTANCE COMPONENTS INCLUDING FRAMING DEVELOPMENT LENGTH - COMPRESSION 20 BAR DIAM. - 24" MINIMUM STUD DOES NOT OCCUR AT PANEL EDGES.
<br /> ANCHORS, HOLD-DOWNS, BOLTED OR NAILED CONNECTIONS, SHEAR WALL NAILING, FLOOR AND ROOF NAILING, LOAD-BEARING DEVELOPMENT LENGTH - TENSION 48 BAR DIAM. - (#11 BAR - 54 BAR DIA.) 1. BRICK VENEER SHALL BE ANCHORED TO BACKING WALLS WITH 1"x 16 GAUGE GALVANIZED SHEET METAL
<br /> CANTILEVERS, AND DRAG STRUT CONNECTIONS. � SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATNING. ANCHORS MINIMUM. EMBED ANCHORS IN THE MORTAR JOINT AND EXTEND INTO THE VENEER A MINIMUM OF 1Y2", WITH
<br /> DEVELOPMENT LENGTH - TENSION, to bar 64 BAR DIAM. - 11 BAR - 70 BAR DIA.
<br /> P �# AT LEAST %" MORTAR COVER TO THE OUTSIDE FACE. ATTACH EACH ANCHOR TO METAL STUDS W/ A 06.20.17 Permit
<br /> 9.2 SOILS:
<br /> _ LAP SPLICE LENGTH - COMPRESSION 30 BAR DIAM. - 24" MINIMUM 7. INTERIOR (INCLUDING CRAWLSPACES) WOOD MEMBERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE CORROSION-RESISTANT #10 SCREWS. ATTACH EACH ANCHOR TO WOOD STUDS WITH A CORROSION-RESISTANT 8d
<br /> SPECIAL INSPEC110N IS REQUIRED OF THE EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD BEARING REQUIREMENTS PRESSURE-TREATED WITH SODUIM BORATE (SBX). WOOD MEMBERS EXPOSED TO WEATHER (UNPAINTED) OR IN DIRECT CONTACT RING-SHANK NAIL. ANCHOR TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF _
<br /> PER IBC SECTION 1705.6. LAP SPLICE LENGTH - TENSION 64 BAR DIAM. - (#11 BAR - 70 BAR DIAM.) WALL AREA. ANCHOR TIES SHALL BE SPACED NOT MORE THAN 24"oc HORIZONTALLY. IN SEISMIC DESIGN CATAGORIES :�
<br /> LAP SPLICE LENGTH - TENSION, top bar� 80 BAR DIAM. - (#11 BAR - 90 BAR DIAM.) WITH SOIL SHALL BE PRESSURE-TREATED WITH A�KALINE COPPER QUATERNARY (ACQ). NOTE THAT ACQ IS EXTREMELY ' '
<br /> P ATE WOOD ROOF TRUSSES SHALL BE SUBMITTED TO THE CORROSIVE TO METALS. SBX IS NON-TOXIC TO THE ENVIRONMENT. PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED BUILDING C AND D, ANCHOR TIES SHALL HAVE A LIP OR NOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE A 'k' .
<br /> 10. SHOP DRAWINGS FOR REINFORCING STEEL AND CONNECTOR L t
<br /> ' AND CONCRETE OR MASONRY. ALL METAL CONNECTORS IN CONTACT HORIZONTAL JOINT REINFORCEMENT WIRE OF N0. 9 GAUGE OR EQUIVALENT. THE JOINT REINFORCEMENT SHALL BE
<br /> ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF TNESE ITEMS. �TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" 4F CONCRETE IS CAST IN THE MEMBER PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. BRICK VENEER SHALL HAVE A MAXIMUM INSTALLED WEIGHT
<br /> BELOW THE BAR. WITH "ACQ" PRESSURE-TREATED LUMBER SHALL BE TYPE 304 OR 316 STAINLESS STEEL. THIS INCLUDES WASHERS, SCREWS, OF 40 PSF. '"
<br /> ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. DIMENSIONS AND QUANTITIES ARE NOT NAILS, HANGERS, AN0 ANY OTHER MISCELLANEOUS LT. GAGE METAL CONNECTORS. wMERE ACQ LUMBER IS MISTAKENLY USED W
<br /> GUARANTEED BY THE ENGINEER OF RECORD, AND THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR, DRAWINGS FOR ALL HOOKS SHA�L BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. DO NOT INTERIOR CONDITIONS, G185 ("HOT-DIP" GALVANIZED TO 1.85 OUNCES PER SQUARE FOOT} METAL CONNECTORS MAY BE USED IN
<br /> COMPONENTS DESIGNED PRIMARILY BY OTHERS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW WELD GRADE 60 REINFORCING LIEU OF STAINLESS STEEL. METAL CONNECTORS Y2" THICK OR GREATER NEED NOT BE GALVANIZED FOR INTERIOR USE, NOR DO
<br /> BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE THEY NEED TO BE STAINLESS STEEL FOR EXTERIOR USE. METAL CONNECTORS Y2" THICK PLUS MUST BE GALVANIZED FOR
<br /> AND A COPY; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY EXTERIOR USE, UNLESS SPECIFIED OTHERWISE BY THE ARCHITECT.
<br /> CONTRACTOR PRIOR TO REVIEW BY ENGINEER. 7. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: �
<br /> 8. WOOD FASTENER NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS:
<br /> 11. PRE-MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON THE CRITERIA FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3" `+
<br /> PRESENTED IN THE CONTRACT DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE, TEMPORARY 8,1 NOTAl10NS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS AND OTHER CONNECTING DEVICES REFER TO �`�
<br /> AND PERMANENT BRACING AND ALL NECESSARY CONNECTIONS, INCLUDING CONNECTIONS TO THE PRIMARY STRUCTURE, NOT FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND} OR YdEATHER
<br /> CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY, DUBLIN, CALIFORNIA. EQUIVALENT °`'
<br /> SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE THE (#6 BARS OR LARGER) 2" DEVICES BY OTHER MANUFACTURERS MAY BE SUBST(TUTED, PROVIDED TNEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD
<br /> MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND CALCULATIONS SHALL (#5 BARS OR SMALLER) 1-1/2 CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICC REPORTS TO ARCHITECT AND ENGINEER FOR REVIEW WHEN REQUESTING
<br /> BE SUBMITTED PER PARAGRAPH "A.10." OF THESE NOTES. COLUMN TIES OR SPIRALS AND BEAM S1IRRUPS 1-�/2" SUBSTITUTIONS. ALL SPECIFIED FASTENERS MUST BE USED AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN "
<br /> JOISTS, SLABS AND WALLS (INTERIOR FACE) 3/4" ORDER TO OBTAIN ICC APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE SUPPORTING MEMBER ARE
<br /> 12. DEFERRED SUBMITTALS - THE FOLLOWING ITEMS ARE CONSIDERED TO 8E DEFERRED SUBMITTALS UNDER SECTION 107.3.4.1 SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS.
<br /> OF THE INTERNATIONAL BUILDING CODE AND MUST BE SUBMITTED TO THE ARCHITECT OR THE ENGINEER FOR REVIEW. THESE 8. CONCRETE WALL REINFORCING - PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE:
<br /> ITEMS WILL THEN BE FORWARDED TO THE BUILDING OFFICIAL FOR APPROVAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE 8.2 NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITED STATES IN SIZES AND TYPES AS FOLLOWS, UNLESS NOTED
<br /> INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. 6" WALLS #4 C� 13 HORIZ. #4 C� 13 VERTICAL 1 CURTAIN � CENTER OTHERWISE
<br /> � PRE-ENGINEERED WOOD TRUSSES 8" WALLS #5 � 15 HORIZ. #5 � 15 VERTICAL 1 CURTAIN C� CENTER
<br /> PNEUMATIC NAILWG - PLAIN SHANK, COATED OR GALVANIZED �
<br /> B. DESIGN CRITERIA 8d = .131 DIAMETER x 2-1/2" MINIMUM LENGTH ��
<br /> 9. NON-SHRINK GROUT SHALL BE FURNISNED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN SIRICT lOd - .148 DIAMETER x 3" MINIMUM LENGTH � z � '`
<br /> �;�
<br /> 1. DESIGN LOADS ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT SHALL BE NON SHRINK, CEMENT-BASED AND 16d - .162 DIAMETER x 3-1/4" MINIMUM LENGTH � �
<br /> HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF f'c = 5000 PSI WHEN TESTED IN ACCORDANCE WITH ASTM C109. 20d - .192 DIAMETER x 4" MINIMUM LENGTH � z �
<br /> ROOF LIVE LOAD 25 PSF (SNOW�, Is=1.0) Q � ,,
<br /> ROOF DEAD LOAD 15 PSF 10. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-TREATED (SEE WOOD SECTION). HAND NAILING - SINKERS, COATED � W �-- �
<br /> FLOOR LIVE LOAD 40 PSF
<br /> FLOOR DEAD LOAD 15 PSF E. CARPENTRY 8d = 11-1/2 GAGE x 2-3/8 O � U �
<br /> DECK LIVE LOAD 60 PSF
<br /> 10d = 11 GAGE x 2-7/8" � �
<br /> DECK DEAD LOAD 15 PSF 1. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST 16d = 9 GAGE x 3-1/4" � � � �
<br /> PARTITION LOADING 10 PSF COAST LUMBER, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: L
<br /> 9. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: � � U) �
<br /> WIND (ASCE 7-10) 110 MPH (3 sec gust), EXPOSURE "B", Iw=1.0, Kzt = 1.0 MIN. BASIC � �
<br /> MEMBER SIZE SPECIES GRADE DESIGN STRESS 9.1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHAL� BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE � (� M
<br /> EARTHQUAKE (ASCE 7-10) SITE CLASS D / `
<br /> OCCUPANCY CATEGORY II (le - 1.0) JOISTS AND RAFTERS: 2x, 3x HEM.FIR #2 Fb - 850 PSI INTERNATIONAL BUILDING CODE. MINI�IUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE O ~
<br /> .\ V "' EL�...�
<br /> SEISMIC DESIGN CATEGORY D 4x HEM.FIR #2 Fb - 850 PSI INTERNATIONAL BUILDING CODE. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL �"� �
<br /> Ss =1.412 S1 = 0.543 DRAWINGS. �• Q 0 �
<br /> , �
<br /> 9 9 Z �
<br /> Sds=0.94g, Sd1 = 0.54g BEAMS AND STRINGERS: 6x AND DOUG.FIR #1 Fb = 1350 PSI � •�
<br /> R=6.5 LARGER 9.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS � 16"oc AT INTERIOR Q
<br /> �
<br /> WALLS AND 2x6 STUDS � 16"oc AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS � "'�+ �- �
<br /> V = 38.8 k t�S
<br /> V = 29.6 k (ALLOWABLE) POSTS AND TIMBERS: 6x6, 6x8 DOUG.FIR #1 Fc = 1000 PSI AND AT EACH SIDE OF ALL OPENINGS. UNLESS NOTED OTHERWISE A (2) 2x8 HEADER SHALL BE PROVIDED OVER ALL OPENINGS C� z �
<br /> EQUIVALENT LATERAL FORCE PROCEDURE Fb = 1200 PSI IN 2x4 STUD WALLS AND A (3) 2x8 HEADER OVER ALL OPENING S IN 2x 6 W A L L S. S O L I D B L O C K I N G F O R W O O D C O L U M N S S H A L L � t"+� W �
<br /> L A T E R A L L O A D S A R E R E S I S T E D B Y BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID-HEIGHT OF ALL STUD c �
<br /> G O
<br /> TOP AND BOTTOM HEM.FIR #2 Fb = 850 PSI WALLS OVER 8'-0" IN HEIGHT. J � � 00 �
<br /> ALLOWABLE SOIL PRESSURE�* ................ ... 2500 PSF PLATES AT SHEAR CV O
<br /> LATERAL EARTH PRESSURE ... /45 PCF AT-REST WALLS AND BEARING ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES ATTACHED TO WOOD FRAMING �, �
<br /> �� . 35 PCF ACTIVE N -� �
<br /> .................
<br /> �.
<br /> COEFFICIENT OF FRICTION�� ....................... 0.35 WALLS: BELOW WITH 16d NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE OR MASONRY WITH 5/8" DIAMETER BY 10" LONG ANCHOR � ;..
<br /> BOLTS, EMBEDDED 7" AND SPACED AT 4'-0"oc MAXIMUM, UNLESS NOTED OTHERWISE (UNO) ON PLANS. SHEAR WALLS REQUIRE �\ �' � � " '_
<br /> #*SOILS REPORT REFERENCE: GEOTECHNICAL ENGINEERING REPORT STUDS, PLATES, & HEM.FIR #2 Fb = 850 PSI MINIMUM 3»x3"�° SQUARE PLATE WASHERS AT ALL ANCHOR BOLTS. REFER TO THE STRUCTURAL PLANS AND SHEAR WALL �" � W �
<br /> PROPOSED DEVELOPMENT - 11229 19TH AVE SE EVERETT,WASHINGTON MISC. LIGHT FRAMING: SCHEDULE FOR REQUIRED SHEATHING AND NAILING.
<br /> � � � ,
<br /> DATED SEPTEMBER 2016 N
<br /> ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED SURFACE-DRY AND SHALL HAVE A MOISTURE g,3 FLOOR AND ROOF FRAMING: PRQVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTI110NS AND AROUND ALL OPENINGS IN � �
<br /> C, FOUNDATION CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4 FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING � 8'-0"oc AND SOLID BLOCKING AT ALL BEARING POINTS. � �
<br /> (NOMINAL) OR GREATER SHALL BE STAMPED SURFACE-GREEN AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. �
<br /> 1. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFORM TO SPECIFICATION REQUIREMENTS. THIS PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE.
<br /> CONSTRUCTION WORK, INCLUDING DRAINAGE, SHORING AND SUCH OTHER RELATED WORK AS REQUIRED, SHALL BE CONDUCTED BY TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED OTHERWISE, ATTACH JOISTS TO FLUSH HEADERS
<br /> THE CONTRACTOR UNDER THE OBSERVATION AND DIRECTION OF THE GEOTECHNICAL ENGINEER. 2. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST OR APPROVED EQUAL. REQUESTS FOR APPROVAL OR BEAMS WITH SIMPSON "LU" SERIES METAL JOIST HANGERS TO SUIT JOIST SIZE. ALL OOUBLE JOISTS, BEAMS, AND SLOPED
<br /> 2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST AS EQUAL WILL REQUIRE SUBMITTAI OF ICC REPORT EQUIVALENT TO ESR-1387 FOR LAMINATED STRAND LUMBER (LSL), AND/OR SKEWED JOISTS SHALL BE CONNECTED TO FLUSH MEMBERS WITH U-SERIES JOIST HANGERS UNLESS NOTED OTHERWISE.
<br /> LAMINATED VENEER LUMBER (LVL), OR PARALLEL STRAND LUMBER (PSL). THE MINIMUM ALLOWABLE DESIGN VALUES ARE AS SKEW AND SLOPE ALL CONNECTORS AS REQUIRED. FACE-NAIL ALL MULTI JOIST BEAMS TOGETHER WITH 16d SPIKES (� 24"oc ,,:�,
<br /> 18 BELOW LOWEST ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO 95% MINIMUM OF MAXIMUM DRY DENSITY AS FOLLOWS: �
<br /> DETERMINED BY ASTM D1557. STAGGEREO. ,
<br /> _ - _ = S1 . 1 a
<br /> ,� LSL Fb - 2,250; Fv 400 PSI; E 1,500,000 PSI .
<br /> 3. FOOTINGS MAY BE POURED IN NEAT EXCAVA110NS PROVIDED SIZE IS INCREASED 3 AT EACH INTERFACE WITH SOIL LVL - Fb = 2,600; Fv = 285 PSI; E = 1,800,000 PSI ,.
<br /> PSL - Fb = 2,900; Fv = 290 PSI; E = 2,OOQ,000 PSI
<br /> 4, ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING CONCRETE
<br /> GENERAL STRUCTURAL NUTES 3
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