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STRUCTURAL NOTES
<br /> (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILEO OTHERWISE ON DRAWINGS) �11GINEERING
<br /> CODE LIGHT GAGE METAL STUDS GENERAL 250 4TH AVE. S., SUITE 200
<br /> -" ""- EDMONDS, WASHINGTON 98020
<br /> ALL MATERIALS,WORKMANSHIP,DESlGN,AND CONSTRUCTION SHAII CONFORM TO TNE DRAWtNGS, NON-LOAD BEARING STEEL 5ECTIONS SNALL CONFORM TO ASTM A 645.LOAD BEARING STEEL STUDS SHALL STRUCTURAL pRAWINGS SHALL BE USED IN CONJUNCT'ION WITH ARCHITECTURAI,CIVIL, ELECTRICAL,AND PHONE (425) 7�8-8500
<br /> SPECIFICATIONS,AND THE INTERNATIONAL BUIIDING CODE(18C),2015 EOITION.SPECIFICA710NS AND STANQAROS CONFORM TO ASTM C 955. DESIGN,MANUFACTURE AND FABRICATION TO 8E IN ACCORDANCE WITH AISI MECHANICAL ORAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALI VERIFY ALL DIMENSIONS AND FAX (425� 778-5536
<br /> WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. SPECIFICATIONS,LATEST EDITION. CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANGES SHALL BE BROUGHT TO THE
<br /> ATTENTION OF THE ARCHITECT BEFORE PROCEEQING.
<br /> DESIGN LOADS: BUILDING LUMBER
<br /> � CONTRACT�R TO SEE ARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE ANO LOCATII)N
<br /> DEAD LOADS: ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED.AlL LUMBER SHALL BE IN ACCORDANCE WITH WWPA OF PIPE,VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
<br /> ROOF 15 PSF GRAOING RULES,KlLN-DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
<br /> CONTRACTOR SHALL BE RESPONStBLE FOR ERECTION STABILITY AND TEMPORARY SHORIN6 AS NECESSARY UNT1L
<br /> LIVE LOADS: SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) PERMANENT SUPPORT AND STIFFENING ARE INSTAtLED.
<br /> ROOF(SNOW LOAD) 25 PSF
<br /> SLEEPERS DOUG-FIR STUD 700 - CONTRAC70R-INITIATED CHANGES SHAlL BE SUBMITTED IN WRITiNG TO THE ARCNITECT AND STRUCTURAL
<br /> (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER iBC SECTION 1607.10). LIGHT FRAMING(STUDS} HEM-FIR STUD 675 gpp ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR COPISTRUCTION.CHANGES SHOWW ON SHOP DRAWINGS
<br /> QNLY WILL NOT SATISFY THIS REQUIREMENT.
<br /> EARTHQUAKE LOADS: 2x JOISTS AND PLANKS HEM-FIR #2 SSU -
<br /> PLATES AND BlOCKING HEM-F!R #2 85Q DRAWINGS INDICATE GENERAL AND TYPtCAL DETAILS OF CONSTRUCTION.WHERE CONOtTIONS ARE IdOT
<br /> EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. SPECIFiCALLY IN�iCATED BUT ARE OF A SIMILAR CHARACTER TO DETAtLS SHOWN,SIMILAR DETAILS OF
<br /> 6x AND IARGER BEAMS AND CONSTRUCfION SHALL BE USED,SUBJEGT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
<br /> SITE CLASS (ASSUMED) D STRINGERS DOUG-FIR #2 87� ' ENGINEER. ,�15 � Tj,p+
<br /> SHORT PERIOD SPECTRAL RESPONSE ACCEL(SSj 1.381 pF � �
<br /> 4x AND SMALIER BEAMS ANO ��,'� m a 1��, �
<br /> ONE SECOND SPECTRAI RESPONSE ACCEL(S�) 0.525 STRINGEftS HEM-FIR #2 850 - �e „
<br /> SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sps) 0.921 �'
<br /> ONE SECOND DESIGN SPECTRAL RESPONSE ACCEI(Spi} 0.525 ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000
<br /> RISK CATEGORY �� REFER TO PLAN NOTES,SCHEDULES,APID DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. �y�� �C�
<br /> SEISMIC IMPORTANCE FACTOR(IE) lA
<br /> SEISMIC�ESIGN CATEGORY D IONAL �
<br /> BASIC SEISMIC FORCE-RESIS7ING-SYSTEM LIGHT-FRAMING CFS SHEAR WALL UNLESS NOTED OTHERWISE IN THE PLANS,ALL WOQD AND WOOD-BASED MEMBERS EXPOSED TO WEATHER OR!N
<br /> RESPONSE MODIFICATIDN FACTOR,(R) 6.5 CONTACT WiTH CONCRETE,MASONRY,OR WITHIN$"OF SOIL SliALL BE PRESERVATIVE-TREATED BY II/I7/I�
<br /> VACUUM-PRESSURE IMPRE6NATtON!N ACCORDANCE WITH AWPA STANDARD U1.
<br /> REDUNDAPICY FACTOR{p) 1.0
<br /> SEISMIC RESPONSE COEFFICIENT{CS} 0.142 NAILS,BOLTS,AND METAL CONNECTt?R5 fOR WOOD
<br /> ._..��
<br /> W=TOTAL SEISMIC DEAD IOAD AS DEFINED PER ASCE 7'-10 SECTION 12.7.2. ALL NAILS SNALL CONFORM TO THE STANDAROS SET FORTH BY THE NATIOfdAL DESIGN STANDAROS(NDS)FOR
<br /> BASE SHEAR(V}, V=CSW= 5DS W 0.7 KIPS WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILfNG
<br /> � SCNEQULE.AL�NAILS CALLED QUT ON PLANS SHALL BE COMMON NAfLS UNLESS NOTED OTHERWiSE AND SHALI
<br /> MEET OR EXCEED THE FOLLUWING MINIMUM GUIDELINES:
<br /> WIND IOADS:
<br /> , NAIL 5HANK{6 MIN LENGTH
<br /> BASIC WIND SPEED(3 SECONU GUST) 110 MPH 8d COMMON Q.1310 2 1/2"SHANK
<br /> EXPOSURE 6
<br /> K� 1.00 10d COMMON 0.148Qf 3"SHANK
<br /> SEE PLANS FOR ADDITIONAL DESIGN LOADS. 12d COMMON 0.148Q1 3 1/4"SHANK a
<br /> �
<br /> 16d COMMON 0.962Q1 3 1/2"SHANK
<br /> DESIGN LOADS; RTU Z �
<br /> EXIST RTU TO BE RELOCATED: 150 LBS 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WlTH NO CHANGE IN NAIL SPACiNG.FRAMING � �
<br /> MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"Q9 x 3 1/4"),BUT ONLY 16d COMMON NAfLS SHALL BE USED �- N
<br /> ROOFTOP SCREENWALI: WHERE 16d NAILS ARE W�ICATED 1N THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAtI.S IF NAIL LABELS � ~
<br /> ARE SUBMITTED TO ENGINEER PRiOR TO START OF CONSTRUCTIOM. � �
<br /> WIND LOAO: 110 MPH EXPOSURE B �'''� w
<br /> ALL BOlTS IN WOO�MEMBERS SHALL CONFORM TO ASTM A3Q7, PROVIDE WASHERS UNDER THE HEADS AND NUTS � a
<br /> F= qz x(�Cr)x Af=28.5 PSF=17.1 PSF(ASO)[h<60'] OF ALL BOLTS AND LAG SCREWS BEARlNG ON WOOD. LEAD HOIES FOR lAG BOLTS SHAI.L SE 80RED FOR THE
<br /> SHANK AND THREADED PORTIt)NS PER NDS 11.1.3. ^
<br /> qz= 15.01 PSF(Kz=0.57,Kzt=1.00,Kd=0.85} �
<br /> GCr= 1.9[h<60'] CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE" BY SIMPSON COMPANY,CATALOG � n
<br /> RISK CATEGORY II TO BE THE LA7EST EDITI4N,OR ENGINEER APPROVEO EQUAt.CONNECTORS SMALL BE INSTALLED IN ACCOROANCE � �
<br /> WITH THE MANUFACTURER'S RECOMMENDATIONS AND WlTH THE NUMBER AND SIZE OF FASTENERS AS SPEGI�IED �
<br /> SEiSMIC IOAD:SEISMtC DESIGN CATEGORY D,SOIL TYPE Sd BY TNE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TW4 MEMBERS,PLACE ONE-HALF OF THE NAILS, `�
<br /> SCREWS,OR BOLTS tN EACH MEMBER. Y
<br /> Fp= �[1+2z/h]Wp=U.329 Wp(ASD) �
<br /> ap= 2.5(HUAC) INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME GRADE �
<br /> Rp= 6.0(HUAC) (MINIMUMj AS MEMBERS CONNECTED.
<br /> Sds= Q.921(Ss= 1.381&Fa=1.0 BASED ON LAT/LONG) GALVANIZATION DESIGN: JAC
<br /> Ip= 1.0
<br /> z/h= 1.0 UNLESS NOTED OTHERWISE,STEEL CONNECTORS IN C�NTACT WITH TREATED WOOD SHALL BE GALVANIZED DRAWN: JCP
<br /> STATEMENi'OF SPECIAL INSPECTIONS ACCORDING TO THE FOLLOWING TABLE: CHECK: DMT
<br /> UNTREATED ACQ-C CBA-A OTHER OTHER PT JOB NO: 17189.15
<br /> SPECIAL INSPECTIONS ARE REQUIRED AS iNDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBM{T A GALVANI2ATION CCA-C SBX ACZA
<br /> WRITfEN STATEMENT OF RESPONStBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WOOD QCQ D CA-B BORATE WOOD DATE: 1 1/17/17
<br /> WORK IN ACCOR�ANCE WITH CHAPTER 1704.4 OF THE IBC. G90 X X X
<br /> STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY 7HE EN6INEER IS NOT REQUIRED. G185 X X X X X X
<br /> HDG X X X X X X
<br /> FREQUENCY ANO DISTRIBUTION OF REPORTS-INSPECTtON REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
<br /> SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION.REPORTS STT300 X X X X X X X X
<br /> SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT,ENGINEER AND BU(LDING OFFICIAL. G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA
<br /> SPECIAl.tNSPECTION G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA
<br /> HDG=HOT DIP GALVANIZED
<br /> SST30Q=TYPE 316L STAINLESS STEEL
<br /> OPERATION CON7 PERIODIC REMARKS
<br /> SOtiS RATED SHEATMING
<br /> FOUNDATION BEARING CAPACITY VERtFiCATION X RATED SHEATMIN6 SHALL BE GRADE C-D INT-APA WiTH EXTERIOR GLUE OR OSB SHEATWING WITH EXTERIOR GLUE
<br /> IN CONFORMANCE WITH IBC STA(VDARD 2303.1.4.
<br /> NOTE:
<br /> ALL ITEMS MARKED WITH AN"X"SHAlL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL TYPICAL FRAMING NOTES
<br /> INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTIPIG AGENCY�ESIGNA7ED BY TNE OWNER.THE
<br /> ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICtAL SHALL 8E FURNISHED WITH COPIE5 OF ALL 1.BEARING/SHEAR/PARTITION WALL FRAMING
<br /> RESUlTS.ANY INSPECTION FAIUN6 70 MEET THE PROJECT SPECIFlCATIONS SHALL BE IMMEDIATELY BROUGHT
<br /> TO THE AITENTION OF THE DESIGN TEAM. 8005162-43 33 KSf STUDS @ 16"OC FOR ALL BEARING WALLS UNO.
<br /> � FOUNDATIONS:SPREAD FOOTIN6S 2.STUD WALL TRACK ON CONCRETE �
<br /> SOILS REPORT: NOT PROVIDED AT TIME OF DESIGN STUD WAIL TRACKS BEARING ON CONCRETE SHALL BE THE SAME WIOTH AND GAUGE AS THE STUDS.USE MINiMUM W
<br /> OF TWO ANCHORS PER TRACK AND PLACE ONE WITHIN 121NCHES OF EITHER END TYPICAL UN�ESS NOTED OR �" �"�
<br /> ALLOWABLE SOIL PRESSURE: 2000 PSF(ASSUMED;TO BE FIELD VERIFlED DURING CONSTRUCTtON� DETAILEQ OTHERWlSE.REFER TO DETAIL 1/53.1 � Q M O
<br /> 1�
<br /> .
<br /> LATERAL EARTH PRESSURE: 3.GYPSUM WALLBOARD FASTENERS � (� �
<br /> UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE ALL GYPSUM WALLBOARD SHALI BE SCREWED TO ALL STUDS AND TOP AND BOTTOM TRACKS WITH#1Q SCREWS. O Z N
<br /> RESTRAINED: 50 PCF+ANY APPLICABLE SURCHARGE Typ�Gq�UNLESS NOTED OTHERWISE.INSTALLATION OF GWB SNALL BE SUCH THAT JOINTS ARE STAGGERED ON � W � �„�
<br /> ' PASSIVE: 300 PCF EACH SIDE OF A SINGLE WALL. W W
<br /> COEFFICIENT OF FRICTfON: 0.35 Q
<br /> „ EXl5TING SUII.DING � �
<br /> FOOTINGS SHAtL BEAR�N FIRM UNDISTURBED EARTH OR 12 OF COMPACTED STRUCTURAL FILL AS REQUIRED AND („' a �
<br /> AT LEAST 18"BELOW ADIACENT EXTERIOR GRADE.ANY FOOTING ELEVA710NS SHOWN iN THE DRAWINGS CONTRACTOR SHALL dERI�Y ALL D{MENSIONS,MEMBER SIZES AND CONOITIONS OF THE EXISTING BUILDING Q W S �
<br /> � REPRESENT MINIMUM DEPTHS RND ARE FOR BIDDING ONIY.ACTUAL FOOTING ELEVA710NS ARE SUBJECT TO SITE DEPICTED IN THE DRAWIN65,AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCtES FOR POSSIBLE � ^ �
<br /> C O N D I T I O N S A N O M U S T T H E R E F O R E B E E S T A B L I S H E D B Y T H E C O N T R A C T O R. F O O T I N 6 S S HALL B E C ENTERE D BELO W REDESIGN.
<br /> COLUMNS OR WALLS ABOVE,UNLESS NOTED OTHERWISE. Q W ��.. U
<br /> IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRAOED GRANUtAR CONTRACTOR RESPONSIBLE FOR COMPLETEIY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS W �
<br /> MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXlMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE PENETRATED OR REMOVED.PROVIDE WATER PROUFiNG AS REQUIRED BY THE ARCH. U Q � N
<br /> C� W �,.L.
<br /> THAN 1096 FINES{PASSING THE#200 SIEVE). � � �
<br /> FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN E.EV€L LIFTS NOT EXCEEDING TWELVE(12")INCHE5 IN IOOSE , W ln W �
<br /> THICKNESS AND COMPACTED TO A MINIMUM OF 95%,OF ITS MAXIMUM DRY DENSITY AS DETERMINED 6Y ASTM �
<br /> TES7 METHOD D1557-00.
<br /> SHEET:
<br /> BACKFILL BEHIND ALl RETAINING WALL.S WITH WEtL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE
<br /> � DRAINAGE.PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED 70 EARTH PER
<br /> ARCHITECTURAL SPECIFiCATIONS.
<br /> EXCAVATIONS AND DRAiNA6E INSTALIATION SHALL BE OBSERVED BY A SOICS ENGINEER RETAINEO BY THE OWNER.
<br /> tF EXCAVATION SNOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTi�I(THE STRUCTUFtAL
<br /> ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
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