3416 31ST DR 2016 Plans 2022-12-05

I . . . . . . . . . ... . . . . . . . .. . .. ... .. . . . . . . . . . . . . . . . _ . . .. . . . . . . . - . . . . . . . . . . . S T R U C T U R A � f� 0 T E S STRUCTURA� DRAW �lG SHEET �1DEX � 01000: GENERAL REQUIREMENTS 03000: CONCRETE 06100: ROUGH FRAMING 06176: M�TAI. PLATE CONNECTED WOOD TRUSSES SHEET DESCRIPTION DATE o � THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIpNS. ANY DISCREPANCY FOUND CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SHALL CONEORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMP�Y � BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS 318-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, 19 WITH THE TRUSS PLATE INSTITUTE (ANSI/TPf 1-2002, NATIONAL, DESIGN STANQARD FOR METAL PLATE S1.0 STRUCTURAL NOTES Ol/21/16 � SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CORRECT THE DISCREPANCY IN WRITING. ANY PERCENT MAkIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER CONNECTED WOQD TRUSS CONSTRUCTIQN) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND S1.1 STRUCTURAI. NOTES AND SCHEDULES 01/21/16 ¢ WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTIQN 1903. ADMIXTURES SMALL BE APPROVED DRYING OF ASSEMBLED FRAMWG TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED CALCULATIONS SHALL BE SUBMITTED PER TNE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE S1.2 SHEARWALL SCHEDULE AND DETAILS 01/21/16 � RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTfON 3.6. CONCRETE TO WEATHER OR IN GONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON THE PLANS, LOADS PER SECTION 0120Q AND THE FOLLdWING: S1.3 HOLDOWN SCHEDULE AND DETAILS 01/21/16 . �; DIM€NSIONS NOT SHOWN. CONSU�T MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. EXPOSED TO FREEZING AN� THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTfES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR S1.4 SWSB DETAILS 01/21/16 U ' IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. FOLLQWS U.N.O. PER PLAN/SCHEDULE: TOP CHORD LIVE LOAD SEE SECTION Q120Q SEE SECTION 01200 z � � THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPQRARY CONSTRUCTION TOP CHORD DEAD �OAD 10 PSF 10 PSF - ' LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS Fb Fv Fcp Fc E S6.0 TYPICAL CONCRETE DETAILS Ol/21/16 � �, TNE CONTRACTOR SNALL SUBMIT MIX DESIGNS Tp ENGINEER OF RECORQ FOR APPROVAL FOUR WEEKS USE LOCATION SPECIES GRADE (PSI PSI PSI PSI TOP CHORD DRAG LOAD SEE PLAN SEE PLAN � � SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY $UPPORTED. PRIQR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED F4R CONFORMANCE TO IBC � } ( ) OO (PSI) TOP CHORD NET WIND UPLIFT 7 PSF (NET) N/A � a� WALL STUDS/BLOCKING S9,0 TYPICAL FLOOR FRAMING DETAILS Ol/21/16 SECTIONS 1904 AND 1905. 2X, 3X HEM-FIR STUD 675 150 4Q5 800 1.2E6 BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF � � � THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR HVAC SEE MECHANICAL SEE MECHANICAL S9.1 TYPICAL RQOF FRAMING DETAfLS 01/21/16 , o � SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATIQN, SHORING, AND OTHER WORK CONCRETE MIX DESfGNS SNALL MEET THE FOLLOWING REQUIREMENTS: 4" WIDE LIVE LOAD DEFLECTION L/360 L/360 S9.2 FRAMING DETAILS 01/21/16 � a; � WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERV10E PRIOR TO ANY S9.3 FRAMING DETAILS - UNIT E1C & E1D Ol/21/16 � � � - WORK AT 1-800-332-2344. 28 DAY MAX. MAX. AIR SPECIAL LOCATION 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 S9.4 FRAMING DETAILS - UNIT E1B, D, F & E3 01/21/16 � � � STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 6" & WIDER S9.5 FRAMING DETAILS - UNIT E & E3 01/21/16 � � � fc (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION 06185: STRUCTURAL GLUED LAMINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F Q1/21/16 �- � WALL PLATES � � 2X4, 3X4 HEM-FIR STUD 675 150 405 800 1.2E6 GLUED-�AMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � � 01100: CODE REQUIREMENTS 2500 0.45 4f1 Ot1 NO FOOTINGS IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED W � � ALL DESIGN AND CONSTRUCTION SNALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS 3000 0,45 4t1 5f1 NO FOUNDATION AND STEM WALLS IMMEOIATELY AFTER TRIMMING W EITHER SHQP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER � " � ADOPTED BY THE CITY OF EVERETT WASHlNGTON. 300� 0.45 4f1 5f1 NO EXTERIOR SLAB ON GRADE, 2X6> 3X6 HEM-FIR N0. 2 850 150 405 1300 1.3E6 THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOI�LOWS: � ° � . DRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCHES, STEPS EXPOSED TO 01200: DESIGN LOADS WEATHER, ANQ GARAGE FLQQRS. � JOISTS USE COMBINATION SYMBOL SPECIES CAMBER � � �' LIVE LOADS 2500 0.50 5f1 Ot1 NO ALL OTHER CONCRETE 2X, 3X NEM-FIR N0. 2 850 150 405 1300 1.3E6 SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD U �� ROOF (SNOW) 25 PSF CONTINUOUS BEAM 24F-V8 DF/DF ZERO � � ONE COMPRESSION TEST MINIMUM SNALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5Q00 � o � FLOORS (RESIDENTIAL) 40 PSF SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACN DAY. A TEST SHALL BE THE CANTILfVER BEAM 24F-V8 DF/DF ZERO � m o AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE LEDGERS SNOW LOAD DESIGN DATA: 2X, 3X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED P 20 PSF, Pf - 14 PSF, Ce - 1.0, Is - 1.0, Ct - 1.0, SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFQRMATION REGARDING POST � f �� ,� - 9 = - - - - 4X DQUGLAS FIR-LARCH N0. 1 1000 180 625 1500 1.7E6 QTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. � � r�� TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE � r, � � , a .� ,.� y '�r'��' , i 3 �F `t�w . ,��'�5`c`y�i WIND DESIGN DATA: ACCEPTABLE IF: 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH � ��"��h U '�.�`^f ,�YFfid�� BASIC WIND SPEED: 110 MPH (ULT.) 85 MPH (ASD) BEAMS AND POSTS �� _ £� 2. THE AVERAGE OF ALL SETS OF 3 GONSECUTIVE TESTS DOES NOT FALL � �r�� K ��` WIND IMPORTANCE FACTOR: Iw = 1.0 4X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 - �� k5�� <5 � BELOW TNE SPECIFIED STRENGTH. f�"�� ;,,,`�'� a`� e�`�� WINQ EXPOSURE: EXPOSURE B 6X DOUGLAS FtR-LARCH N0. 1 1200 170 625 1000 1.6E6 06190; MANUFACTURED WOOD BEAMS � u ,� , TOPOGRAPHICAL FACTOR: Kzt = 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING AT NO MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS t' �� -�� - � � INTERNAL PRESSURE COEFFfCIENT: GCpi = +/- 0.18 ADDITIONAL EXPENSE TO THE OWNER. AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE, ERECTION, AND INSTALLATION � _ COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF RESHQRING, WHERE REQUIRED, SHALL CONFORM T0 ACI 301 SECTION 4.6. SUBMIT PROPOSED SHALL BE PER MANUFACTURER SPECIFICATIONS. MIGROLAM AND PARALLAM MEMBERS SHALL NOT � RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. 06101; STRUCTURAL FINGER JOINTED LUMBER HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORD APPROVAL SHOP DRAWINGS S �� EARTHQUAKE DESIGN DATA: STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITH SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES �T �1.�� - SEISMIC IMPORTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE AS FOLLOWS; CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED � ' SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.302 S1 = 0.495 SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS � `� `� BY THE ARCHITECT. SITE CLASS: SITE CLASS E 20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTIGAL APPLICATIONS MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � c� ' � a � SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.781 SD1 = 0.792 ONLY. LUMBER WITH CERTIFIED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. LVL = MICROLAM 1.9 E6 2600 750 285 �,, �, � �� a � SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY Q PSL = PARALLAM 2.0 E6 2900 650 290 � o 03100: REINFORCING STEEL � � r� BASIC FORCE RESISTING SYSTEM: BEARWG WALL SYSTEM REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-11. LSL = 1J5° TIMBERSTAND 1.55 E6 2250 750 40Q �? �Cy � � DESIGN BASE SHEAR: Cs = 0.120 W REINFORCiNG STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: 06102: FRAMING NOTES LSL RIM = 1.5" TIMBERSTAND RIM BOARD �b�� RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHTFRAME WALLS) FRAMING CONNECTORS, ACCESSORfES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL ANALYSIS FROCEDURE; EQUIVALENT LATERAL FORCE ASTM A-615 DEFORMEQ BARS GRADE 40 (fy=40 KSI) FOR #3 BARS ONLY BE AS MANUFACTIJRED BY SIMPSON STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR r ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER APPROVAL BY ENGINEER OF RECORD. INSTA�L ALL HARDWARE PER MANUFACTURERs' SPECIFICATIONS. 01300: GEOTECHNICAL INFORMATION ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, PLACE HA�F OF THE REQUIRED FASTENERS INTO � EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING ASTM A-185 SMOOTH BAR f -60 KSI FOR WELDED WIRE FABRIC EACH MEMBER. PROVIDE SOLID BLOCKING AT A�L BEARING POINTS. SEE SECTION 06071 FOR W `� � RECOMMENDATIdNS. ALL FOUNDATIONS ARE TO BE fOUNDEQ ON COMPETENT NATIVE MATERIAL OR � � � FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL QR ¢ � � � BY OTHER MEANS AS DEFINEQ BY A LICENSED GEOTECNNICAL ENGINEER. ' Q � � � ` REINFORCING FOR SLABS ON GRAOE SHALL BE 6X6 W1,4XW1.4 WELDED WIRE FABRIC OR FIBER MESH SCHEDULE SHA�L CONFORM TO FASTENING SCNEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING � CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. SCHEDULE ON SHEET S1.0. `� � `- REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS � � ALLOWABLE BEARING PRESSURE 2500PSF W � ELSE CORNER BARS SHALL BE PROViDED. NAILS SNALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIQNS ARE AS FOLLOWS: ;� aa ACTIVE EARTH PRESSURE (YIELDING) 35 PCF � � ACTIVE EARTH PRESSURE (AT-REST) 55 PCF COVER REQUIREMENTS SHRL� BE AS FOLLOWS UNLESS NOTEp OTHERWISE: NAIL SIZE DIAMETER LENGTH PASSIVE EARTH PRESSURE 350 PCF 8d 0.13t" 2.5" � COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH � SOIL PROFILE SITE CLASS E 10d Q.148" 3.0" ALL BAR SIZES . . . . . . . . . . . . . . 3" 12d 0.148" 3.25" �. FORMED SURFACE EXPOSED TO EARTH OR WEATHER 16d 0.162" 3.5" � ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR � #6 AND LARGER . . . . . . . . . . . . . . 2" z H � A LICENSED GEOTECHNICAL ENGINEER. � O #5 AND SMALLER . . . . . . . . . . . . . l 1/2" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES v� ,...a CO(�CRETE NOT EXPOSED TO EARTN OR WEATHER SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CQNCRETE AND SHALL BE SPACED NOT > �" WALLS AND JOISTS MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE � 01330: SHQP DRAWING SUBMITTAL PROCESS #11 BARS AND SMALLER . . . . . . . . . 3/4" BOLT LQCATED NQT MORE THAN 12" NOR LESS THAN 4.5" FROM EACH END OF THE PIECE. A � v�i , SHQP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL SLABS AND JOISTS 3"X3"XQ.229" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (DO NQT COUNTER-SINK � ~ PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW #11 BARS AND SMAL�ER . . . . . . . . 1" � > � » '- Q � PLATE WASHERS). A 13/16' X 1 3/4' DIAGONAL SLOTTED HOLE IN THE 3' X 3 PLATE WASHER IS � ¢ DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON BEAMS, COLUMNS m v ALLOWED WITH A STANDARp CUT WASHER. � STRUCTURA� ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING �, OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. PRIMARY REINFORCEMENT . . . . . . . 1 1/2° TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2" � � SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. � ~ REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLAC€ PRIOR TQ Ofi1Q3: JOIST AND BEAM HANGERS � CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON C O N C R E T E P L A C E M E N T. R E I N F O R C I N G S T E E L S H A L L N O T B E F I E L D B E N T E X C E P T A S N O T E D I N T H E �OIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON � DESIGN DRAWINGS. WELDING QF REINFORC[NG STEEL SNALL NQT BE PERM(TTED WITNOUT PRIOR � i z � STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WfTH THE SHOP DRAWINGS FQR PREFABRICATED APPROVA� OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS. STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. Z W PLATED WOOD TRUSSES. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFiCATIONS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS: 01400: INSPECTIONS AND SPECIAL INSPECTIONS • MEMBER SIZE HANGER � THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE AL� INSPECTIONS REQUIRED BY THE 06071: PRESERVATIVE TREATED WOOD PRODUCT5 SAWN LUMBER "U" SERIES TO MATCH LUMBER SIZE LOCAL BUIL.DING DEPARTMENT. PRESERVATIVE TREATED W�OD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE STRUCTURAL 3.125} WfDE GLULAM BEAM HGUS3.25/10 � . SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES 5.125 WIDE GLULAM BEAM HGUS5.25/10 � SPECIAL INSPECTIONS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTEGTION FROM A ROOF, EAVE, 6.75" WIDE GLULAM BEAM HGUS6.88/10 � OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE 8.75" WIDE GLULAM BEAM HGU9.00-SDS � 01401: STRUCTURAL OBSERVATION OR AT JOINTS BETWEEN MEMBERS. STRUCTURAL OBSERVATION IS NOT REQUIRED. MANUFACTURED WOOD "I" JOIST "IUS" SERIES TQ MATCH "I" JOIST SIZE � AL� WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY 1.75" WIDE PSL QR �VL BEAM "LBV" SERIES TO MATCH DEPTH � FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTN � � 02000: SITE CONSTRUC110N 3.5" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH � ' ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING POSTS OR COLIJMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB I 5.25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH � RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING R�PQRT (SEE SECTION 013Q0� AND OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; 7" WIDE PSL BEAM "HGLN° SERIES TO MATCN DEPTH IN SUBSEQUENT DIRECTIVES. � _ 1. IF L.00ATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 fNCH ABOVE THE , 02260: EXCAVATION SUPPORT AND PROTECTION SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. � EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO llNDISTURBED NATIVE MATERIAL PER _ THE GEOTECHNICAL ENGWEERING RECOMMENDATIONS. OVER-EXCAVATED AREAS SHALL BE 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN TNE BUILDING 061Q4: SHRINKAGE OF WOOD FRAMING � BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONIRACTOR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCHES FROM SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF EXPENSE. EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. ASSEMBLIES QF WOOQ COMPONENTS, PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL � AS EXTERIOR FINISHES SHA�L BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR �i EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED SY 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DQES NOT NAVE AN IMPERVIOUS WOOD SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE �j LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WITN EXPOSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISNES W1LL HELP CONTROL BUT WILL NOT ELIMINATE � SHRINKAGE. / INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR _O , NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRADE. E--� 02300: BACKFILL AND COMPACTION PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION (AWPA) 06160: WOOD SHEATHING � BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFfLL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. STRUCTURAL WQOD SNEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN � BEHIND ALL WALLS SNALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL PLYWOQD ASSOCIATION, WOQd SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE � � BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED (CDX). ORIENTEQ STRAND BOARD (OSB) PANELS SNALL BE EXPOSURE 1. PANELS SHALL HAVE THE � ENGINEERING RECOMMENDATIONS. LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR FOLLOWING THICKNESS, SPAN RATING, AND �ASTENING UNLESS NOTED OTHERWISE PER PLAN: � � �DGE FIELD Q.� � STAINLESS STEEL. NAILS NAILS -� � ROOF: 7/16" 40/20 APA RATED OSB 8d AT 6" 8d AT 12" Q � � FLOOR: 3/4" APA RATED STURD-1-FLOOR OSB 40/20 T&G tOd AT 6" 10d AT 12" � p SHEARWALL: 7f16" APA RATED 24/16 EXPOSURE 1 4SB SEE SCNEDULE SHEET S1.1 � � � ALL ROOF AND FLOOR SNEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO � 1 � SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED QTHERWISE PER PLAN. BLOCKING AT � rT., � INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED � �W � OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT AL.L EDGES WITH 2X OR 3X � FRAMING PER SHEARWALL SCNEDULE V � , � �--� � � � . N � �-� � � � W W � , .