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<br /> DESIGN CRITERIA: THE PLACING OF CONCRETE BY FORM TIES ADEQUATE TO PREVENT PLYWOOD ROOF AND FLOOR SHEATHING TO BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED
<br /> ALL MATERIAL, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, DISPLACEMENT DURING CONSTRUCTION. WITH 8D NAILS AT 6"O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND AT 12"O.C.
<br /> SPECIFICATIONS,AND THE 2015 INTERNATIONAL BUILDING CODE,ASCE 7-10, NDS 2012\. TO INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. PROVIDE APPROVED PLYWOOD EDGE CLIPS AT 16"
<br /> STRUCTURAL STEEL O.C. AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED L,; ^
<br /> DESIGN, LOADING CRITERIA: TONGUE-AND- GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. TOENAIL BLOCKING TO � � ��
<br /> ALL STEEL SHALL CONFORM TO THE FOLLOWING: SUPPORTS WITH 16D @ 12" O.C. UNLESS NOTED OTHERWiSE. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS �, k- �
<br /> LIVE LOADS: PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD PANEL EDGES AND NAIL WITH EDGE NAILING `�/' ' ,.�'���
<br /> W-SHAPES ASTM A992, Fy= 50 KSI SPECIFIED. ��_ . � _ � ���
<br /> ROOF............................................................................................ 25 PSF „ �� �l
<br /> FLOOR RESIDENTIAL................................................................. 40 PSF TUBE SHAPES ASTM A 500, GRADE B Fy=46 KSI \,L''•�-'' ` �
<br /> STAIRWAY AND EXIST PASSAGE WAY FLOOR...................... 100 PSF WOOD FRAMING NOTES �' ��� ` 4�''
<br /> WIND LOADS: BASE PLATE GROUT ASTM C 1107 �" .� � `
<br /> EXPOSURE CATEGORY............................................................. B THE FOLLOWING APPLY UNLESS NOTED OTHERWISE ON THE PLANS. � M '�
<br /> WIND SPEED................................................................................110 MPH C-SHAPES , BASE&CAP PLATE ASTM A36, Fy=36 KSI
<br /> IMPORTANCE FACTOR, Iw.........................................................1.0 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF
<br /> INTERNAL PRESSURE COEFFiENT, Cpi....................................0.85 ALL STEEL ANCHORS EMBEDDED IN CONCRETE SHALL BE LEFT UNPAINTED. ALL STEEL BOLTED CONNECTIONS THEINTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE
<br /> TOPOGRAPHICAL FACTOR, Kzt.................................................1.00 ARE ASTM A 325 TYPE N CONNECTIONS- BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON.
<br /> CONNECTIONS ARE NON-SLIP CRITICAL AND BOLTS NEED TO BE TIGHTENED"SNUG TIGHT"ONLY, UNLESS COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL ARCHITECTURAL DRAWINGS.
<br /> SEISMtC LOADS: OTHERWISE NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN PROVIDE PLATE 1/4X2X2 WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON
<br /> ACCORDANCE WITH"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS WOOD.
<br /> LATITUDE/LONGITUDE..............................................................47.54/-122.002
<br /> IMPORTANCE FACTOR, le.......................................................... 1.0 STRUCTURAL STEEL WELDING WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2 X 4 STUDS @ 16" O.C. AT
<br /> OCCUPANCY CATEGORY........................................................... II INTERIOR WALLS AND 2 X 6@ 16" O.C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE
<br /> MAPPED SPECTRAL RESPONSE, SS/S1..................................1.34g/0.51g ALL WELDING SHALL BE DONE BY AWS/WABO {WASHINGTON ASSOCIATION OF BULDING OFFICIALS) CERTIFIED END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2 X 8 HEADERS SHALL BE PROVIDED OVER ALL
<br /> SPECTRAL RESPONSE COEF., Sds/Sd1...................................0.89g/0.51g WELDERS AND IN ACCORDANCE WITH AWS D1.1. WELDS SHOWN ON DRAWINGS ARE THE MINIMUM SIZES. OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH
<br /> SITE CLASS.................................................................................. D INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. FIELD WELDING SYMBOLS HAVE NOT FLOOR TO SUPPORTS BELOW. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL
<br /> SEISMIC DESIGN CATEGORY.................................................... D NECESSARILY BEEN INDICATED ON DRAWINGS. WHERE SHOWN PROPER FIELD WELDING PER AWS D1.1 SHALL BE TOP PLATE TO EACH STUD WITH TWO 16D NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH
<br /> SEISMIC FORCE-RESISTING SYSTEM...................................... PLYWOOD SHEAR WALLS USED. WHERE NO FIELD WELDS HAVE BEEN SHOWN IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE TWO 16D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16D AT 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND r t� � h
<br /> RESPONSE MODIFiCATION FACTOR, R................................... 6.5(WALLS) THE USE OF SHOP AND FIELD WELDS. ALL WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH PROVIDE SIX 16D NAILS AT 4" O.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD W � `� � �
<br /> ANALYSIS PROCEEDURE......................................................EQUIVALENT LATERAL FORCE MINIMUM TENSILE STRENGTH PER AWS D1.1 (MINIMUM 70 KSI). PLATES ATfACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12"O.C. STAGGERED OR BOLTED TO o ��i, N o N
<br /> SEISMIC RESPONSE COEFFICIENT, Cs.................................... 0.14 CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT) AT 4'-0" O.C. UNLESS NOTED o 0 0 �
<br /> SEISMIC BASE SHEAR................................................................V E= 9.8 KIPS(ULTIMATE) OTHERWISE. INDIVIDUAL MEMBERS OF BUiLT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16D @ 12" O.C.
<br /> WIND BASE SHEAR...................................................................... VN,_ E-W= 8.8 KIPS(ALLOWABLE) EPDXY ADHESIVE STAGGERED. REFER TO THE PLANS AND WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT N N N �
<br /> V,N= N-S=22.7 KIPS (ALLOWABLE) OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACE NAILED TO ALL STUDS, TOP AND z z z z
<br /> EPDXY ADHESIVE SHALL CONFORM TO ASTM C881 FOR BONDING STEEL TO HARDENED CONCRETE. EPDXY BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 50 COOLER NAILS FOR GWB AND 60 COOLER NAILS
<br /> GOVERNING BASE SHEAR.........................................................WIND ADHESIVE SHALL BE USED FOR DRILLED AND GROUTED REINFORCING BARS OR BOLTS UNLESS NOTED FOR 5/8" GWB. WHEN NOT OTHERWISE NOTED, PROVIDE 1/2" (NOM)APA RATED SHEATHING (SPAN RATING 24/0) ON � � � �
<br /> OVERSTRENGTH FACTOR, i2....................................................2.5 OTHERWISE. EPDXY SHALL BE ICBO APPROVED AND SHALL BE MIXED, APPLIED AND CURED IN STRUCT EXTERIOR SURFACES NAILED AT AI.L PANEL EDGES (BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM PLATES V V V � .
<br /> ACCORDANCE WITH THE ICBO REPORT. ALL PLACEMENT AND CURING SHALL BE CONDUCTED WITH CONCRETE W1TH 8D @ 6"O.C.AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8D @ 6"O.C.AND TO ALL INTERMEDIATE Z
<br /> STRUCTURAL DRAWINGS SHALL BE USED IN CONJUCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND AND AIR TEMPERATURES ABOVE 50 DEGREES. APPLY EPDXY ONLY TO CLEAN, DRY CONCRETE. PROVIDE POSITIVE STUDS AND BLOCKING WITH 8D @ 12"O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS. � z z z z
<br /> CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL PROTECTION SO ANCHORS ARE NOT DISTURBED DURING THE CURING PERIOD. HOLES FOR DOWELS AND BOLTS � � � � � ,
<br /> NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. SHALL BE DRILLED WITH ROTARY IMPACT HAMMER OR EQUIVALENT METHOD TO PRODUCE A HOLE WITH A ROUGH USE FULL LENGTH STUDS(BALOON FRAME)ON EXTERIOR WALLS AT STAIRWAYS AND AT VAULTED CEILINGS. �
<br /> INSIDE SURFACE. NO REINFORCING SHALL BE CUT TO INSTALL DOWELS, BARS, OR BOLTS. A�L COLUMNS AND POSTS SUPPORTING BEAMS NOT SPECIFIED FOR SIZE ON PLANS SHA�L CONSIST OF 2 STUDS W a a a a
<br /> CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCING WORK AND DETERMINE THE SPIKE-LAMINATED TOGETHER WITH 16D NAILS 9 O.C. o 0 0 0 0
<br /> LOCATION OFALL ADJACENT UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION AND NOTIFY FRAMING LUMBER
<br /> ARCHITECT OF DISCREPANCIES AND CONFLICTS. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS z z z z
<br /> FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CONFORMANCE WITH WCLIB OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH p p p p
<br /> CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS STANDARD GRADING RU�ES FOR WEST COAST LUMBER NO. 17, LATEST EDITION. ALL WOOD FRAME TWO 16D NAILS.ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS. � J J �
<br /> UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETE IN ACCORDANCE WITH THE PLANS. THE CONTRACTOR CONSTRUCTION SHALL CONFORM TO THE STANDARDS OF THE IBC AS A MiNIMUM REQUIREMENT. FURNISH TO THE m m m m
<br /> MUST RETAIN A LICENSED STRUCTURAL ENGINEER WHO SHALL INVESTIGATE WHERE THIS TEMPORARY FOLLOWING MINIMUM STANDARDS: TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG-TIE" BY SIMPSON COMPANY,
<br /> SHORING/BRACING IS REQUIRED,AND SHALL DESIGN THIS TEMPORARY SHORING/BRACING. AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE o
<br /> JOISTS: (2X8 AND SMALLER) HEM NO. 2 SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE w a � � �
<br /> CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, MINIMUM BASE VALUE, FB=850 PSI NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER.
<br /> SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO �
<br /> OVERALL SUPERVISION/AUTHORITY OR ACTUAL AND/ OR DIRECT RESPONSIBILITY FOR THE SPCIFIC WORKING BEAMS AND STRINGERS: DOUGLAS FIR NO. 2 CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE
<br /> CONDiTIONS AT THE SITE AND/ OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE (2X10 AND LARGER) MINIMUM BASE VALUE, FB= 1350 PSI CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL
<br /> CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT BOLTS IN WOOD MEMBERS SHALL FORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL
<br /> ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITtES OR PERSONS AT THE POSTS AND TIMBERS: DOUGLAS FIR NO. 2 BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL
<br /> PROJECT SITE. (4X4 AND LARGER) MINIMUM BASE VALUE, FB = 1200 PSI SHiMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM)AS MEMBERS CONNECTED. HANGERS IN
<br /> DIRECT CONTACT WITH PRESERVATIVE- TREATED WOOD SHALL BE EITHER STAINLESS STEEL (SST300), POST
<br /> GEOTECHNICAL STUDS, PLATES&MISC. FRAMING: DOUGLAS FIR OR HEM-FIR STANDARD GRADE HOT-DIPPED GALVANIZED (HDG) OR GALVANIZED WITH A MINIMUM OF 1.850Z ZINC PER SQUARE INCH (MAX).
<br /> TOP AND BOTTOM PLATES AT UNLESS NOTED OTHERWISE, ALL LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITN "LUS" SERIES
<br /> FOUNDATION NOTES: SUBGRADE PREPERATION INCLUDING DRAINAGE, EXCAVATiON, COMPACTION, AND FILLING BEARING WALLS DOUGLAS FIR OR HEM-FIR STANDARD GRADE JOIST HANGERS.
<br /> REQUIREMENTS, SHALL CONFORM STRICTLY WITH THE IBC 2012. Q.��'Y
<br /> 2X6 STUDS AND PLATES: HEM-FIR NO. 3/STUD GRADE QUALITY ASSURANCE ��,��� o�`�'�
<br /> ALLOWABLE SOIL PRESSURE 2000 PSF '� �� � `��,,
<br /> 2-INCH PIPE PILE CAPACITY 12000 LBS ENGINEERED LUMBER MEMBERS SHALL BE MANUFACTURED UNDER A PROCESS BY THE NATIONAL RESEARCH SPECIAL INSPECTION SHAL� BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS p� � �°`�.. a `� '
<br /> BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ;� a�., �� � o �
<br /> � � CONTINUOUS OBSERVATION BY THE GEOTECHNICAL SPECIAL INSPECTOR IS REQUIRED DURING THE PLACEMENT MANUFACTURER, THE GRADE, THE NATIONAL RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUiLDING �' � ,� g �
<br /> OF ALL DRIVEN PIPE PILES. PIPE PILES SHALL BE DRIVEN TO REFUSAL AS DETERMINED BY SOILS ENGINEER. A L L L U M B E R S H A L L B E M A N U F A C T U R E D I N A C C O R D A N C E W I T H T F f E A P P R OP R IAT E N E R R E P O R T A N D G L U E D W I T H DEPARTMENT SHALL BE FURNiSHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTIOIV ��'�o1a, �' o� w '
<br /> 3-INCH PILE REFUSAL SHALL BE 60 SECONDS PER INCH WITH A MINIMUM 90 LB JACKHAMMER OR A 140 LB RHINO A WATERPROOFING ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH OF THE FOLLOWING TYPES OF CONSTRUCTION �? � 4�` z
<br /> HAMMER. PIPE PILES SHALL BE INSTALLED IN STRICT CONFORMANCE TO THE SOILS ENGINEER REQUIREMENTS. THE LENGTH OF THE MEMBER. Q�� �
<br /> THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITtES PRIOR TO SPECIAL INSPECTIONS ARE REQUIRED BY THE LOCAL BUILDING CODE. THE CONTRACTOR SHALL NOTIFY BUILDING �
<br /> DRIVING PILES. ALL PIPE PILES SHALL BE EXTRA-STRONG SCHEDULE 40 PIPE AND SHALL CONFORM TO ASTM A-53, PSL FB =2900 PSI E=2000 PSI FV=290 PSI NER-292 DEPARTMENT FOR INSPECTIONS REQUIRED BY THE LOCAL JURISDICT{ON. o
<br /> TYPE E OR S, GRADE B, FY=35 KSI. LVL FB =2600 PSI E= 1900 PSt FV= 285 PSI NER- 126
<br /> LSL FB = 1700 PSI E= 1300 PSI FV= 150 PSt NER-481 CONCRETE CONSTRUCTION PER TABLE 1704.41
<br /> EPDXY GROUTED INSTALLATIONS PER MANUFACTURER'S
<br /> i z DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE TRUS-JOIST CORPORATION. ALTERNATE UNLESS OTHERWISE NOTED, THE FOLLOWING ELEMENTS COMPRiSE THE SEISMIC-FORCE-RESISTING SYSTEM AND �
<br /> MINIMUM REQUIREMENTS FOR PIN PILE INSTALLATION � �
<br /> MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ARE SUBJECT TO SPECIAL INSPECTION FOR SEISMIC RESISTANCE IN ACCORDANCE WITH SECTION 1707 OF THE
<br /> PILE SIZE ENGINEER. ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN IBC 2012 CODE. Z ^ '
<br /> PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND � W M
<br /> "GEOTECHNICAL REPORT WITH ANALYSIS REQUIRED 3 OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED. STRUCTURAL WOOD SHEARWALL SYSTEM REQUIRE PERIODIC INSPECTION FOR NAILING, BOLTING, ANCHORING
<br /> *GEOTECHNICAL SPECIAL INSPECTION REQUIRED 4 AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC FORCE RESISITNG SYSTEM INCLUDING DRAG � � A ,
<br /> 3-INCH DIAMETER "ASTM QUICK TEST REQUIRED ON MINIMUM 3%OF PILES GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSUAITC A190.1 AND ASTM D3737. STRUCTS, BRACES AND HOLDOWNS. � L V '
<br /> UP TO 5 PILES MAXIMUM (1 MINIMUM) EACH MEMBER SHALL BEAR AN A4TC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE � � I
<br /> *TYPICAL CAPACITY 6 TONS OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMINATION 24F-V4, FB = 2400 PSI, FV= 190 MISCELLANEOUS M M
<br /> PSI. CAMBER ALL GLULAM BEAMS TO A 2,000 FOOT RADIUS UNLESS NOTED OTHERWISE ON THE PLANS. W � O
<br /> 1. THE MINIMUM PILE WEIGHT FOR 2-INCH DIAMETER PIN PILES SHALL BE EXTRA STRONG AS NOTED IN THE AISC ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-TREATED WITH AN REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL, ELEVATOR, OR OTHER SPECIALTY ENGINEERING
<br /> STEEL CONSTRUCTION MANUAL. PILE WEIGHT FOR ALL OTHER PILES SHALL BE AS RECOMMENDED IN THE APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROViDED DRAWINGS FOR DIMENSIONS NOT SHOWN, INCLUDING BUT NOT LIMITED TO: SIZE AND LOCATION OF CURBS, � N
<br /> GEOTECHNICAL REPORT. BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE EQUIPMENT HOUSEKEEPING PADS, WALL AND FLOOR OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS, SUMPS, � > �
<br /> ADEQUATE PROTECTION OF A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DRAINS, ANCHOR BOLTS, EMBEDDED ITEMS, ARCHITECTURAL TREATMENT, ETC. CONTRACTOR SHALL VERIFY � �
<br /> 2. PILES LARGER THAN 2-INCHES IN DIAMETER MAY BE DESIGNED BY THE GEOTECHNICAL ENGINEER FOR DECAY OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS GIRDERS, JOISTS, DIMENSIONS AND RESOLVE DISCREPANCIES OR CONFLICTS PRIOR TO CONSTRUCTION. � �
<br /> CAPACITIES GREATED THAN THE TABULAR VALUES, PROVIDED ADEQUATE JUSTIFICATION IS SUBMITTED. DECKING, OR VERTICAL MEMBERS SUCH AS POSTS, POLES AND COLUMNS. �
<br /> SHOP DRAWINGS �
<br /> PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES � �
<br /> CONCRETE SHOP DRAWINGS FOR PREFABRICATED ROOF TRUSSES AND STAiRS SHALL BE SUBMITTED FOR REVIEW PRIOR TO � �
<br /> THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF PREFABRICATED CONNECTOR PLATE WOOD ROOF FABRICATION OF THESE ITEMS. � �
<br /> CONCRETE TO BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH THE IBC AND ACI 301. TRUSSES. THESE MEMBERS SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "DESIGN � �
<br /> F'C = 2,500 PSI, 5 1/2 SACK MIX @ 28 DAYS, MAX. SLUMP 4" , MAX. AGGREGATE 1-1/2". CEMENT MAY BE REPLACED SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES." TP1 LATEST EDiTION, BY THE TRUSS PLATE DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD; THEREFORE THEY SHALL BE J
<br /> WITH FLYASH 1:1 WEIGHT RATIO UP TO 50%. ALL CONCRETE SHALL BE REINFORCED. REINFORCING STEEL PER INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. THE FOLLOWING TRUS5 LOADING IS TYPICA� VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY THE � O �
<br /> PLANS WITH COVERAGE AS FOL�OWS: UNLESS NOTED OTHERWISE ON PLANS. ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, � � ' ♦ �
<br /> METHODS, TECHNIQUES, SEQUENCES, AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND "� v �
<br /> CONCRETE CAST AGAINST AND EXPOSED TO EARTH:..................................3" TOP CHORD LIVE LOAD(SNOV1n.............................................. 25 PSF PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE ONE REPRODUCIBLE AND ONE COPY: �
<br /> CONCRETE EXPOSED TO EARTH BUT CAST IN FORM:......................... .........2" TOP CHORD DEAD LOAD...........................................................10 PSF REPRODUCIBLE WI�L BE MARKED AND RETURNED. Z � O W
<br /> CONCRETE NOT EXPOSED TO WEATHER OR EARTH:................................ ..3/4" BOTTOM CHORD DEAD LOAD................................................... 5 PSF �
<br /> SLAB-ON-GRADE(FROM TOP OF SURFACE):...............................................1 1/2" SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP z � N �
<br /> ROOF TRUSSES SUPPORTING SNOW LOADS SHALL BE DESIGNED TO RESIST THE STRUCTURAL FORCES SET DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR � O
<br /> AN AIR ENTRAINING AGENT, CONFORMING TO ASTM-C260 SHALL BE USED TO PROVIDE ENTRAINMENT OF APPROX. FORTH tN ICBO APPENDIX CHAPTER 16, DIVISION 1. ROOF TRUSS DEFLECTION SHALL MEET THE MINIMUM ICBP UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND � � � W
<br /> 5%. ALL ANCHOR BOLTS SHALL BE ASTM A-307, 5/8" DIAMETER WITH 3x3x1/4 PLATE WASHER, EMBEDDED A MIN. OF REQUIREMENTS. INSTALLED, AND BY DETAILING THE INTENDED FABRICATION AND INS7ALLATION METHODS. IF DEVIATIONS, w ♦� �
<br /> 7" INTO CONCRETE WITH HOOK, U.N.O. MINIMUM 2 BOLTS PER SILL PLATE PIECE WITH ONE BOLT TO BE PLACED DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWINGS SUBMITTALS AND THE CONTRACT DOCUMENTS ARE o v J >
<br /> WITHIN 12"OF EACH END OF THE SILL PIJ�TE. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR APPROVED EQUAL). SUBMIT SHOP DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE � �
<br /> DRAWINGS AND DESIGN CALCULATIONS COMPLETE WITH STRESS DIAGRAMS FOR REVIEW A MINIMUM OF TWO DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. w � W .
<br /> NON-SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED WEEKS PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A =
<br /> IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL REGISTERED PROFESSIONAL ENGINEER IN THE STATE OF WASHINGTON. PROVIDE SHAPES, BEARING POINTS, SPECIAL INSPECTIONS: "'
<br /> BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). GIRDER TRUSSES, INTERSECTIONS, HIPS, VALLEYS, ETC. SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF
<br /> SPECIAL HIP, VALLEY, AND INTERACTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS.
<br /> EPDXY GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "SET" HIGH STRENGTH EPDXY TRUSSES, ETC.) SHALL BE DETERMINED BY THE CONTRACTOR UNLESS SPECIFICALLY INDICATED ON THE PLANS.
<br /> AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED BY STRICT ACCORDANCE WITH ICBO ER 5279. PROVIDE FOR ALL TRUSS-TO-TRUSS AND TRUSS-TO-GIRDER TRUSS CONNECTION DETAILS AND REQUIRED HIGH STRENGTH BOLTING DESIGNER: LUIS MARTINEZ
<br /> CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. WELDING
<br /> REINFORCING STEEL
<br /> SHEATHING ENGINEER: WADE DAMEY
<br /> ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WITH THE BUILDING CODE REQUIREMENTS FOR
<br /> REINFORCED CONCRETE (ACI 318-11) AND THE MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE SHALL BE IN �
<br /> CONSTRUCTION (LATEST EDITION) BY CRSI. TO BE DEFORMED BILLET STEEL CONFORMING TO ASTM A-615, GRADE CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE z
<br /> 60, FY = 60,000 PSI, OF THE SIZE SHOWN ON DRAWINGS. REINFORCING SHALL BE CONTINUOUS, STAGGER ALL RATING AND PANEL ►NDEX MAY BE USED IN LIEU OF PLYWOOD. � PROJECT NAME: APARTMENT BLDG.ADD'N.
<br /> SPLICES, LAPS SHALL BE 27" MINIMUM. PROVIDE ELBOW BARS TO LAP HORIZONTAL BARS AT ALL CORNERS AND PERMIT STAMP HERE(21/2"x 2") Q
<br /> INTERSECTIONS. ALL STEEL SHALL BE ACCURATELY LOCATED IN THE FORMS AND SECURED BEFORE AND DURING ROOF SHEATHING SHALL BE 1/2"(NOM)WITH SPAN RATING 24/0 �
<br /> a"i PROJECT NO.: 160001
<br /> FLOOR SHEATHING SHALL BE 3/4" (NOM)WITH SPAN RATING 40/20 �
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<br /> WALL SHEATHING SHALL BE 1/2" (NOM)WITH SPAN RATING 24l0 a DATE: 01.19.16
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