|
�� �� ��� � �i �I�ilU' ��!;1.
<br /> � ETC. THAT INTERFERES WITH NEW CONSTRUCTION SHALL BE REMOVED. � � 3. PREFABRICATED SOLID WEB WOOD JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR TNE SPANS AND CONDITIONS � 9.4 ELECTRICAL, MECHANICAL, PLUMBING AND ARCHITECTURAL SYSTEMS: ALL ELECTRICAL, MECHANICAL, PLUMBING AND
<br /> GENERAL STRUCTURAL NOTES 5. ALL ABANOONfD FOOTINGS, UTILITIES,
<br /> SHOWN ON THE PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED ARCHITECTURAL SYSTEMS (INCLUDING VERTICAL TRANSPORTA110N SYSTEMS, EXTERIOR FINISHES AND CLADDING SYSTEMS) SHALL ��oFPa P��
<br /> (THE FOLLOWING APPLY UNLESS SHOWN OTH�RWISE ON THE PLANS.}
<br /> 6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND �NSTALLATIQN OF ALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SPECIFICATIONS. PREFABRICATED SOLID WOOD JOISTS SHALL BE AS MANUFACTURED BY TRUS JQIST CORPORATION OR APPROVED BE DESIGNED FOR SHRINKAGE OF Y" PER FLOOR ABOVE THE UPPERMOST CONCRETE FLOOR LEVEL. Q'.��
<br /> SAFELY RETAIN EXCAVATIONS. EQUAL. WEBS MAY BE PLYWOOD OR ORIENTED STRAND BOARD. CHORDS SHALL BE LAMINATED VENEER LUMBER (LVL). ALL �� .F'� c�° 9
<br /> A. GENERAL -
<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 FOLLQWS:
<br /> GN 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 J '
<br /> 1, ALL MATERIALS, WORKMANSHIP, DESI ,
<br /> 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 STRUCTURAL STORIES TOTAL ESTIMATED SHRINKAGE '�o,���, 23024 �������` �,,
<br /> SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. ,
<br /> BY THE 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 Y2H �J' T�A� E� V�
<br /> ABOVE UNLESS NOTED OTHERWISE. MANUFACTURER'S STRUCTURAL SPECIFICATIONS. 2 1" SIONA� E� i
<br /> 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ,
<br /> CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL N011FY ARCHITECT OF ANY 3 1Y2"
<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 CQNSTRUCTION," ANSI/TPI 1-2014" BY 5 �"
<br /> 1. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-14. TRUSS PLATE INSTITUTE FOR TNE SPANS AND CONDITIONS SHOWN ON THE PLANS. MINIMUM LOADING SHALL BE AS FOLLOWS:
<br /> 3, CONTRACTOR SHALL VER�FY ALL EXISTING DIMENSIONS MEMBER SIZES AND CONDITIONS PRIOR TO COMMENCING ANY WORK. PARTIAL HEIGHT SYSTEMS SHALL BE DESIGNED FOR PROPORTIONAL SHRINKAGES.
<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 PSI AND MIX SHALL CONTAIN NQT LESS THAN 5-1/2 TOP CHORD LIVE LOAD 25 PSF (SNOW)
<br /> VERIFIED. SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRQDUCE 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 PSI. BOTTOM CHORD DEAD LOAD 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 ���� �x 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 UPLIFT 1.2 PSF (WIND) F. QUALITY ASSURANCE PLAN FOR SEISMIC RESISTANCE (IBC SECTION 1705) ��� f �' °' .
<br /> ��`��=�.` �
<br /> SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY �'""�"` Q 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 AND COARSE AGGREGATE, WATER ADDITIONAL LIVE LOAQ CASES SHALL BE ANALYZED FOR UNBALANCED SNOW LOADS & SNOW QRIFTS PER ASCE 7-10, SECTIONS 1. THE SEISMIC-FORCE-RESISTING SYSTEMS COVERED BY THIS PLAN INCLUDE ��-_-�`� � Z Q o M o 0
<br /> PROCEDURES REQUIRED TO PERFORM HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESI S T A N C E T O D E A D AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AN D S U B S T A N T I A T I N G S T R E N G T H D A T A I N 7.6 & 7.7. `�'� "` Y ��M �
<br /> L O A D S, C O D E S P E C I F I E D L A T E R A L L O A D S, A N D M A X I M U M E X P E C T E D S E R V I C E L O A D S. N O C O N S I D E R A T I O N H A S B E E N G I V E N T O A C C O R D A N C E W I T H A C I 3 1 8, C H A P T E R S 1 9 A N D 2 6. r� � R� � a��� �
<br /> 1.1 STRUCTURAL PANEL SHEAR WALLS AND THEIR FOUNDATION BOLTING, HOLD-DO�VNS�AND"DIAPHRAGM ANCHORAGE --� �, �o� y
<br /> L O A D S W H I C H W I L L B E I N D U C E D B Y E R E C T I O N P R O C E D U R E S. T H E C O N T R A C T O R S H A L L VERIFY, TO THE SATISFACTION OF 5. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN �i�r°``� Q � ����
<br /> � o
<br /> HIM HERSELF AND THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST ALL ERECTION LOADS WITHOUT EXCEEDING THE ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENTLY EXPOSED TO CALCULATIONS (COMPLETE WITH STRESS DIAGRAMS) TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO 1.2 WOOD ROOF AND FLOOR DIAPHRAGMS AND THEIR CONNECTION S�,�,�;fi., �� �, �_�
<br /> / .a�:d"�" � M N O X � .
<br /> E T H E - I R-E N T R AINING AGENT CONFORMING TO ACI 318. TOTAL AIR CONTENT SHALL BE P A D SIGN ATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE ..����'�` W r �aLL
<br /> ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE ER�CTION LOADS WOULD OVERSTRESS THE STRUGTUR , WEATHER SHALL BE AIR ENTRAINED WITH AN A FABRICAl10N. SUBMITTED DOCUMENTS SHALL BEAR THE STAM N �
<br /> CONTRACTOR SHALL SUBMIT DESIGN DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING FABRICATION AND 6% IN ACCORDANCE WITH TABLE 19.3.3.1. 2. TESTING "���Y�
<br /> STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE ��"$�` � �
<br /> EREC110N DRAWINGS, TO THE ARCHITECT FOR REVIEW. THESE DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A DRAWINGS, EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, ,,���-�����
<br /> ���.
<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 t1SED WITHOUT PRIOR REVIEW BY THE STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. 2.1 WOOD CONSTRUCTION: WOOD MEMB�R�=AND THEIR METAL CONNECTORS SHALL BE STAMPED AS DESCRIBED IN THE z U
<br /> NECESSARY REMOVE SUCH TEMPORARY WORK AS REQUIRED. STRUCTURAL ENGINEER. ��'a�j
<br /> PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. "CARPENTRY" SECTION OF THE STRUCTIJRAE�NOTES. - � �
<br /> �ny°��' 0
<br /> FOR PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. 3. SPECIAL WSPECTION�S�ALL BE CARRIED OUT AT FREQUENCY DESCRIBED AND FOR THE MATERIALS DESCRIBED IN THE _1 � � ;
<br /> 6, CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER 4. REINFORCING
<br /> APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS STRUCTURAL NOT�S°M�ikINSPECTION REPORTS SHALL BE SENT TO THE ENGINEER FOR REVIEW. �' a
<br /> SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 INCLUDING SUPPLEMENT S1 , GRADE 60, fy = 6. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN SPECIFICATION" INCLUDING ����� � (n � �
<br /> REQUIREMENT. REINFORCING STEEL � � APPLICABLE SUPPLEMENTS, UNLESS NOTED OTHERWISE. PLYWOOD OR ORIENTED-STRAND BOARD (OSB) PANELS SHALL BE GRADE � �
<br /> 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY NOTEQ ON THE ORAWINGS AS GRADE 40, fy = 40,000 PSI. 4. RE. UI��D SERVICES OF CONTRACTOR m J C�. �-
<br /> 7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY CD AND ALSO CONFORM TO DOC PS-1 & PS-2. ALL PANELS SHALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHER�ISE. a s,���;a�` � � � ,
<br /> INDICATED, BUT ARE OF SIMILAR CHARACTER TO DETAILS SHQWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING PANEL RATING TO BE AS FOLLOWS UNLESS NOTED OTHERWISE: -.�-°'�'�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. � �
<br /> V�TH ASTM A615 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING '��°� ~ �
<br /> ROOF: 19/32�� (OR 5/8") THICK, 40/20 �,�-;�`'��'�J 4.2 THE CONTRACTOR SHALL PROVIDE COPIES OF THE SPECIAL INSPECTION AND TESTWG REPORTS TO THE ENGINEER FOR W � �
<br /> 8. ALL STRUCTURAL SYSTEMS NMICH ARE TO BE CQMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. SPIRAL REINFORCING SHALL BE PLAIN WIRE. WALLS: 15/32 THICK, 32/16, OR 1/2 THICK, 24/0 ���� REVIEW, Z
<br /> DELIVERY HANDLING STORAGE AND EREC110N IN ACCORDANCE WITH INSTRUCTIONS SPLICE WITH AT LEAST ONE FULL MESH. PLACE AT FLOORS: 23/32" (OR 3/4») THICK, TONGUE & GROOVE, (48/24) �`''�''` � �
<br /> BY THE SUPPLIER DURING MANUFACTURING, , , WELDED WIRE REINFORCEMENT: ASTM A82 AND ASTM A185, ;,��-'� �
<br /> PREPARED BY THE SUPPLIER. � 4.3 AS REQUIRED, THE CONTRACTOR SHALL CONSULT THE ENGINEER ON THE INTENT OF THE CONSTRUCTION DOCUMENTS. W �
<br /> MID-DEPTH, OR SLIGHTLY ABOVE, OF SLAB. MATERIAL TO BE SUPPLIED IN FLAT SHEETS. .�''�'�� � �
<br /> UNLESS NOTED OTHERWISE ON THE PLANS, ROOF RNO FLOOR SHEATHING SHALL BE LAID UP WITH G�AI�I�PERPENDICULAR D ICATIONS RE UIRED TO MEET UNFORESEEN � ������
<br /> 9. SPECIAL INSPECTION: SHALL BE PERFORMED BY A CERTIFIEQ TESIING 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 Sd NAILS � 6 oc TO FRAMED PANEL EDGES AND OVER STUD WALLS�OWN ON PLANS AND (� 4.4 THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR STRUCTURAL MO IF Q
<br /> ENGINEER, AND APPROVED BY THE OWNER. 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 �PS���16"oe AT UNBLOCKED FIELD CONDITIONS. �
<br /> PER NOTE D.6. LAP ADJACENT MATS OF WELDED WIRE REINFORCEMENT A MINIMUM OF 8° AT SIDES AND ENDS. ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SNALL HAVE APPROVED TONGUE-�NQ`=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 BLQCKI(�G TO SUPPORTS WITH 16d NAILS, 4.5 THE CONTRACTOR SHALL SUBMIT A `STATEMENT OF RESPONSIBILITY" PER IBC SECTION 1705.3 TO THE OWNER AND THE
<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 f SHE/THEY HAVE REVIEWED THE QUALITY
<br /> THE SPECIAL INSPECTION AGENCIES DUTIES SHALL INCLUDE THE FOLLOWING: ���_a� �
<br /> APPROVED BY THE STRUCTURAL ENGINEER. ���`' ASSURANCE PLAN.
<br /> 9.1 WOOD CONSTRUCTION: UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY�B�yCAID UP HORIZONTALLY OR VERTICALLY,
<br /> FOR FABRICATED WOOD STRUCTURAL ELEMENTS, INSPECT DURING FABRICATION PER IBC SECTIONS 1705.5, 1705.11, AND 1705.12. 6. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE: UNSUPPORTED EDGES SHALL BE BLOCKED AND ALL EDGES SHALL B�f�AILED WITH 14d C� 6"oc, NAIL WITH 8d � 12'oc AT G. MASONRY
<br /> ' -L AD" DIAPHRAGMS AND SEISMIC RESISTANCE COMPONENTS INCLUDING FRAMING REMOVE NOTE IF USING TABLES INTERMEDIATE SUPPORTS. NAIL SHEAR WALL SHEATHING TO A�L-�if OLDOWN STUDS USING EDGE NAIL SPACING WHEN HOLDOWN
<br /> THIS INCLUDES SPECIAL INSPECTION OF HIGH 0 DEVELOPMENT LENGTH - COMPRESSION 20 BAR DIAM. - 24" MINIMUM STUD DOES NOT OCCUR AT PANEL EDGES. �,,,,�"'� n
<br /> ANCHORS, HOLD-DOWNS, BOLTED OR NAILED CQNNECTIONS, 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. � SHEATNING NAILS SHALL BE DRIVEN FLUSH BCJ SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. ANCNORS MINIMUM. EMBED ANCHORS IN THE MORTAR JOINT AND EXTEND INTO THE VENEER A MINIMUM OF 1Y2", WITH
<br /> DEVELOPMENT LENGTH - TENSION, top bar 64 BAR DIAM. - (#11 BAR - 70 BAR DIA.)
<br /> f�� AT LEAST %" MORTAR COVER TO THE oUTSIDE FACE. ATTACH EACH ANCHOR TO METAL STUDS W/ A 06.21 .17 Permit
<br /> '��
<br /> 9.2 SOILS: » 7. INTERIOR (INCLUDING CRAWLSPACE,S)�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 INSPECTION IS REQUIRED OF THE EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD-BEARING REQUIREMENTS LAP SPLICE LENGTH - COMPRESSION 30 BAR DIAM. - 24 MINIMUM -�- RING-SHANK NAIL, ANCHOR TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TVdO SQUARE FEET OF �
<br /> PER IBC SECTION 1705.6. LAP SPLICE LENGTH - TENSION 64 BAR DIAM. - (#11 BAR - 70 BAR DIAM.) PRESSURE-TREATED WITH SODUIM BORATE (SBX). WOOD MEMBERS EXPOSED TO WEATHER (UNPAINTED) OR IN DIRECT CONTACT
<br /> ��� 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 IL SHALL BE PRESSURE�;TREATED WITH ALKALINE COPPER QUATERNARY (ACQ). NOTE THAT ACQ IS EXTREMELY C AND D, ANCHOR TIES SHALL HAVE A LIP OR HOOK ON THE EXTENDED lEG THAT WILL ENGAGE OR ENCLOSE A
<br /> ,�-�
<br /> 10. SHOP DRAWINGS FOR REINFORCING STEEL AND CONNECTOR PLATE WOOD ROOF TRUSSES, SHALL BE SUBMITTED TO THE CORRO TO METALS. SBX.:IS NON TOXIC TQ THE ENVIRONMENT. PROVIDE TW4 LAYERS OF ASPNALT IMPREGNATED BUILDING
<br /> � " C ST IN THE MEMBER PAPE EN UNTRE�TED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL CONNECTORS IN CONTACT HORIZONTAL JOINT REINFORCEMENT WIRE OF N0. 9 GAUGE OR EQUIVA�ENT. THE JOINT REINFORCEMENT SHALL BE
<br /> ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR Tp FABRICATION OF THESE ITEMS. TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12 OF CONCRETE IS A y��{ " PRESSU�,R��=TREATED LUMBER SHALL BE TYPE 304 OR 316 STAINLESS STEEL. THIS INCLUDES WASHERS, SCREWS, C�ON�IONPOFS WITH BUTT SPLICES BETWEEN TIES PERMITTED. BRICK VENEER SHALL HAVE A MAXIMUM INSTALLED WEIGNT
<br /> ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ON�Y. DIMENSIONS AND QUANTITIES ARE NOT BELOW THE BAR.
<br /> A -S, HANGERS;�AND ANY OTHER MISCE�LANEOUS LT. GAGE METAL CONNECTORS. WHERE ACQ LUMBER IS MISTAKENLY USED IN
<br /> GUARANTEED BY TNE ENGINEER OF RECORD, AND THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. DRAWINGS FOR ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. DO NOT ' RIOR �,ONDITIONS, 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 CONNEGTORS 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 Y" THICK PLUS MUST BE GALVANIZED FOR
<br /> AND A COPY;
<br /> REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY 4 ���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 /> �,%�'"
<br /> 11. PRE-MANUFACTURED PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON THE CRITERIA �;� 8. WOOD FASTENER NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS:
<br /> �"' .
<br /> � FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3" `'y ,
<br /> PRESENTED IN THE CONTRACT DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE, TEMPORARY � M�=��'r� 8,1 NOTATIONS 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 WEATHER
<br /> SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE THE (#6 BARS OR LARGER} 2" f� �� CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY, DUBLIN, CALIFORNIA. EQUIVALENT
<br /> DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY 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 STIRRUPS 1-1/2" � �
<br /> 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 BE DEFERRED SUBMITTALS UNDER SECTION 107.3.4.1 �;��' SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS.
<br /> OF THE INTERNATIONAL BUIIDING 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 HOR�Z. #4 (� 13 VERTICAL 1 CURTAIN C� CENTER .� OTHERWISE:
<br /> � PRE-ENGINEERED WOOD TRUSSES 8" WALLS #5 0 15 HORIZ. #5 � 15 VERTICAL 1 CURTAIN � CENTER �
<br /> PNEUMAl1C NAILING - PLAIN SHANK, COATED OR GALVANIZED V
<br /> B. DESIGN CRITERIA �� � 8d = .131 DIAMETER x 2-1/2" MINIMUM LENGTH ,
<br /> 9. NON-SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT 10d = .148 DIAMETER x 3" MINIMUM LENGTN CI� z �
<br /> _ �
<br /> 1. DESIGN LOADS ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. �OUT SHALL BE NON-SHRINK, CEMENT-BASED AND 16d = .162 DIAMETER x 3-1/4" MINIMUM LENGTH � M
<br /> HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF f'c = 5000 PS�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) ,��
<br /> 0 �
<br /> ROOF DEAD LOAD 15 PSF 10. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE 0 �ASONRY SHALL BE PRESSURE-TREATED (SEE WOOD SECTION). HAND NAILING - SINKERS, COATED
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<br /> FLOOR LIVE LOAD 40 PSF �`
<br /> FLOOR DEAD LOAD 15 PSF RPENTRY � 8d = 11-1/2 GAGE x 2,3/8" O � � �
<br /> DECK LIVE LOAD 60 PSF E. CA , 10d = 11 GAGE x 2-7/8
<br /> DECK DEAD LOAD 15 PSF �`�� rr WCLIB STANDARD GRADING RULES FOR WEST 16d = 9 GAGE x 3-1/4" � Q� � �
<br /> PARTITION LOADING 10 PSF COASTFLUMBER,LLATEST EDITION E FURNISH TO �AR�DOWIN�MINR UM STANDARDS:
<br /> � � � �
<br /> �,�" MIN. BASIC 9. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTNERWISE SHOWN ON THE PLANS:
<br /> WIND ASCE 7-10) 110 MPH (3 sec gust), EXPOSURE "B", Iw=1.0, Kzt = 1.0 MEMBER SIZE SP�CIES GRADE DESIGN STRESS � � z M
<br /> EAR QUAKE (ASCE 7-10) SITE CLASS D � 9.1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE
<br /> ,' INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE ; O �
<br /> OCCUPANCY CATEGORY II (le = 1.0) JOISTS AND RAFTERS: 2x, 3x HEM.FIR �2 Fb = 850 PSI O
<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 /> � �
<br /> Ss =1.412g, S1 = Q.543g � DRAWINGS. � z �
<br /> Sds=0.94g, Shc = 0.54g BEAMS AND STRINGERS: 6�AND DOUG.FIR #1 Fb = 1350 PSI 9.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS � 16"oc AT INTERIOR � � Q �
<br /> R=6.5 �1ARGER �� `�•+ � �
<br /> V - 38.8 k � WALLS AND 2x6 STUDS � 16 oc AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS
<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 � � Z >
<br /> EQUIVALENT LATERAL FORCE PROCEDURE �� Fb = 1200 PSI I N 2x 4 S T U D W A L L S A N D A (3) 2x 8 H E A D E R O V E R A L L O P E N I N G S I N 2 x 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 � 'r l'` W �
<br /> LATERAL LOADS ARE RESISTED BY ,�� BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW, PROVIDE CONTINUOUS SOLID BLOCKING AT MID-HEIGHT OF A�L STUD _.I
<br /> TOP AND BOTT HEM.FIR #2 Fb = 850 PSI WALLS OVER 8'-0" IN HEIGHT.
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<br /> ALLOWABLE SOIL PRESSURE�� .................... 2500 PSF PLATES AT �SItE�AR CV O
<br /> LATERAL EARTH PRESSURE 35 PCF ACTIVE/45 PCF AT-REST WALLS A �BEARING AI.L STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES ATTACHED TO WOOD FRAMING C� � '
<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 ANCNOR ' I I � W � �
<br /> ;�� BOLTS, EMBEDDED 7" AND SPACED AT 4�-0»oc MAXIMUM, UNLESS NOTED OTHERWISE (UNO) ON PLANS. SHEAR WALLS REQUIRE ��i� �
<br /> �*SOILS REPORT REFERENCE: GEOTECHNICAL ENGINEERING REPORT S �S, 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 ISC. LIGHT FRAMING: SCHEDULE FOR REQUIRED SHEATHING AND NAILING. �
<br /> � N
<br /> DATED SEPTEMBER 2Q16 �"� � �
<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: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN � > �
<br /> C. FOUNDATION CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. LUMBER WITN 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 QTHER RELATED WORK AS REQUIRED, SHALL BE CONDU ED 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 ENG�NEER. 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 DOUBLE JOISTS, BEAMS, AND SLOPED
<br /> ALL BEAR ON SOLID UNDISTURBED EARTH CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST AS EQUAI WILL REQUIRE SUBMITTAL 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 /> 2. FOOTINGS SH ( 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 C1 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. STAGGERED. � � . �
<br /> LSL - Fb = 2,250; Fv = 400 PSI; E = 1,500,000 PSI
<br /> 3. FOOTINGS MAY BE POURED IN NEAT EXCAVAl10NS PROVIDED SIZE IS INCREASED 3" AT EACH INTERFACE WITH SOIL LVL - Fb - 2,600; Fv = 285 PSI; E = 1,SOO,OOQ PSI
<br /> PSL - Fb = 2,900; Fv = 290 PSI; E = 2,000,000 PSI
<br /> 4. ALL F0011NG EXCAVATIONS SHA�L BE HAND CLEANED PRIOR TO PLACING CONCRETE.
<br /> � GENERAL STRUCTURAL NOTES 3
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