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Plans BUP2013 00021 STRUCTURAL NOTES 8.1. ALL REINFORCING TO BE ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. OTHERWISE NOTED. ALL NAILING SHALL COMPLY WITH IBC TABLE 2304.9.1, NAILING �-? TIP - LOADING DOCK AND CANOPY - VLMK JOB 20120657 B.2. USE ONLY A706 WELDABLE REBAR IF REBAR IS TO BE WELDED. USE ONLY LOW HYDROGEN SCHEDULE OBTAIN ENGINEERS APPROVAL OF ALL PROPRIETARY NAILING SYSTEMS, fir* ELECTRODES. ALL WELDING TO BE IN COMPLIANCE WITH AWS D1.4. A.3.e. NAILS AT ROOF AND WALL DIAPHRAGMS TO BE DRIVEN SO THAT THEIR HEAD OR CROWN CODE REQUIRE SPECIAL INSPECTION AND MATERIALS TESTING PROGRAM (2009 IBC) B. FABRICATE AND INSTALL REINFORCING STEEL ACCORDING TO THE MANUAL OF STANDARD IS FLUSH WITH THE SURFACE OF THE SHEATHING. CHECK AND RESINK IF NEEDED, N 4 03 . . DIVISION 1 - GENERAL PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES - ACI STANDARD 315. IMMEDIATELY BEFORE ROOFING. SOILS AND FOUNDATION SUBGRADE: COMMENTS DURATION INSPECTION AGENCY A.3.f. CORROSION PROTECTION: I OF I R 8.4. PROVIDE 2'-0" x 2'-0" CORNER BARS TO MATCH HORIZONTAL REINFORCING IN A.3.f.a. CONFIRM REQUIRED CORROSION PROTECTION FOR HARDWARE AND FASTENERS FILL MATERIAL, PLACEMENT AND COMPACTION C GEOTECHNICAL/TESTING LAB BUILDING D ISI N A. GENERAL POURED-IN-PLACE WALLS AND FOOTINGS AT ALL CORNERS AND INTERSECTIONS. A.1. THESE NOTES SET MINIMUM STANDARDS FOR CONSTRUCTION. THE DRAWINGS GOVERN OVER THE 8.5. SPLICES IN WALL REINFORCING SHALL BE LAPPED 40 BAR DIAMETERS (2'-0" MINIMUM) AND WITH SPECIFIC RECOMMENDATIONS FROM PRESSURE TREATING MANUFACTURER FOOTING EXCAVATION AND COMPACTION P GEOTECHNICAL/TESTING LAB GENERAL NOTES TO THE EXTENT SHOWN. SHALL BE STAGGERED AT LEAST 4 FEET AT ALTERNATE BARS. OR HANGER MANUFACTURER (USE MOST CONSERVATIVE) FOR SPECIFIC WOOD TREATMENTS USED. CONCRETE: � A.2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON DRAWINGS AND IN FIELD. 8.6. ALL OPENINGS SMALLER THAN 12 INCHES x 12 INCHES THAT DISRUPT REINFORCING SHALL HAVE A.3.f.b. MINIMUM CORROSION PROTECTION ON METAL CONNECTORS EXPOSED TO THE O COORDINATE LOCATIONS OF OPENINGS THROUGH FLOORS, ROOFS AND WALLS WITH AN AMOUNT OF REINFORCING EQUAL TO THE AMOUNT DISRUPTED PLACED BOTH SIDES OF 0 ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. NOTIFY VLMK CONSULTING ENGINEERS ENVIRONMENT OR PRESSURE TREATED LUMBER TO BE PER ASTM A653 CLASS VERIFY USE OF ENGINEER APPROVED CONCRETE MIX DESIGNS P TESTING LAB OPENING. 185 (SIMPSON ZMAX) OR ASTM A123. (VLMK) OF ANY DISCREPANCIES OR IF ACTUAL CONDITIONS DIFFER FROM THOSE SHOWN OR 8.7. PROVIDE (2) #4 CONTINUOUS BARS AT TOP AND BOTTOM AND AT DISCONTINUOUS ENDS OF ALL FOOTING FORMWORK AND REINFORCING PLACEMENT P TESTING LAB a NOTED. A,3.f.c. FASTENERS FOR PRESSURE TREATED LUMBER MUST BE MINIMUM HOT-DIP A.3. CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY SUPPORT PRIOR TO COMPLETION OF 'HALLS. GALVANIZED, STAINLESS STEEL, SILICON BRONZE OR COPPER. DRILLED-IN ADHESIVE ANCHORS, RODS AND DOWELS SHALL VERTICAL AND LATERAL LOAD SYSTEMS. VLMK HAS NOT BEEN RETAINED TO PROVIDE ANY B.B. PROVIDE DOWELS FROM FOOTINGS TO MATCH ALL VERTICAL WALL REINFORCING A.3.f.d. HOT-DIP GALVANIZED HARDWARE AND FASTENERS MUST COMPLY WITH ASTM BE CONTINUOUSLY INSPECTED DURING INSTALLATION PER ICC EVALUATION REPORT C TESTING LAB SERVICES RELATED TO JOB SITE SAFETY PRECAUTIONS, OR TO REVIEW THE MEANS, METHODS, (POURED-IN-PLACE WALLS). A153, STAINLESS STEEL FASTENERS TO BE TYPE 304 OR TYPE 316. TECHNIQUES, SEQUENCES, OR PROCEDURES FOR THE CONTRACTOR TO PERFORM WORK. UNLESS B.9. LAP ALL BARS IN CONTINUOUS AND INTERSECTING FOOTINGS 2'-0" OR 40 BAR DIAMETERS, PER ICG EVALUATION REPORT C TESTING LAB DRILLED-1N EXPANSION/WEDGE ANCHORS !N CONCRETE WE ARE SPECIFICALLY RETAINED AND COMPENSATED TO DO OTHERWISE, OUR WORK IS LIMITED TO WHICHEVER IS GREATER. A.3.f:e. HARDWARE AND FASTENERS USED TOGETHER MUST BE THE SAME TYPE (E.G. (UNLESS OTHERWISE NOTED ON DRAWINGS) THE DESIGN OF WORK DESCRIBED ON OUR DRAWINGS FOR THIS PROJECT. HOT-DIP GALVANIZED NAILS WITH HOT-DIP GALVANIZED MANGERS). A.4. WHERE REFERENCE 15 MADE TO ASTM, AISG, ACI OR OTHER STANDARDS, THE LATEST ISSUE B.10. ON VERTICAL DRAWINGS. WALL REINFORCING TO BE PLACED IN CENTER OF WALL UNLESS SHOWN OTHERWISE A.4. DELIVERY AND STORAGE: ALL LUMBER AND SHEATHING DELIVERED TO THE SITE, SHALL BE STRUCTURAL WELDING AND HIGH-STRENGTH BOLTING: SMALL APPLY. STACKED OR STORED OFF THE GROUND AND PROPERLY PROTECTED AGAINST WEATHER. B.11. EXTEND REINFORCING TO WITHIN 1 INCH OF WALL AND SLAB EDGES. MATERIAL VERIFICATION OF STRUCTURAL STEEL, DECKING, A.5. INSPECTION AND/OR JOB SUPERVISION IS NOT PROVIDED BY VLMK. A.S. NOTIFY ENGINEER FOR OBSERVATION OF ROOF SHEATHING NAILING. OBTAIN ENGINEER'S HIGH STRENGTH BOLTS, NUTS AND WASHERS, ANCHOR P TESTING LAB APPROVAL PRIOR TO STARTING ROOF INSTALLATION. SEE STRUCTURAL OBSERVATION NOTES FOR RODS, AND WELD FILLER MATERIALS A.6. ALL WORK SHALL BE IN STRICT COMPLIANCE WITH THE 2009 INTERNATIONAL BUILDING CODE (IBC) ADDITIONAL REQUIREMENTS. ¢ AS AMENDED BY THE STATE OF OREGON (2010 OREGON STRUCTURAL SPECIALTY CODE) AND ALL A.6. CUTTING AND NOTCHING OF JOISTS NOT ALLOWED. A 1 INCH DIAMETER HOLE MAY BE DRILLED IN SINGLE PASS FILLET WELDS 5/16" AND SMALLER P TESTING LAB p OTHER STATE AND LOCAL BUILDING REQUIREMENTS THAT APPLY. DIVISION 4 - MASONRY (NOT USED) THE CENTER 1/3 OF THE MEMBER DEPTH. ALL OTHER HOLES TO BE APPROVED BY ENGINEER. A.7. DESIGN CRITERIA: WELDING OF REINFORCING STEEL PER I.B.C. 1 '04.3.1 !F USED C TESTING LAB A.7.a. ROOF SNOW LOAD (PER IBC 1603.1.3) WELDING OF REINFORCING STEEL FOR EMBED PLATES z DIVISION 5 - METAL BAR SMALLER THAN #5 P TESTING LAB FLAT-ROOF SNOW LOAD (Pf) 25 PSF RU C T Up� SNOW EXPOSURE FACTOR (Ce) 1.0 APPROVED FABRICATORS: SNOW LOAD IMPORTANCE FACTOR (!s 1.0 A. GENERAL ���D PRO���, THERMAL FACTOR (Ct) 1.0 A.1. ALL STRUCTURAL MEMBERS TO BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH CERTIFICATE OF COMPLIANCE MUST BE SUBMITTED TO THE G I Ne z THE LATEST EDITION OF RISC STANDARDS. SUBMIT SHOP DRAWINGS OF COLUMNS AND ARCHITECT OR ENGINEER OF RECORD, FOR ALL OFF SITE 6 A.7.b. WIND LOAD (PER IBC 1603.1.4) MISCELLANEOUS STEEL. FABRICATION SUCH AS STRUCTURAL STEEL, OPEN-WEB STEEL P TESTING LAB BASIC WIND SPEED (3-SECOND GUST) 95 MPH A.2. ALL BIDDER DESIGN STRUCTURAL SYSTEMS TO INCLUDE PLANS AND CALCULATIONS STAMPED BY JOISTS AND GIRDERS, GLU-LAMS, AND PRE-CAST CONCRETE AN ENGINEER REGISTERED IN THE GOVERNING JURISDICTION. O E ON WIND IO MPORTANCE FACTOR (Iw) eO,... 1.0 WINDOCCIM OR CATEGORY 11 A.3. UNLESS OTHERWISE NOTED, CONTRACTOR WILL BE REQUIRED TO PROVIDE A SEPARATE PERMIT �� FOR BIDDER DESIGN STRUCTURAL SYSTEMS. ' , WIND EXPOSURE B � I '*. C. N B. MATERIALS h �al . ,-y� � � INTERNAL PRESSURE COEFFICIENT (GCpi) t0.18 B.1. ALL STEEL W SECTIONS TO BE ASTM A992 TYPICAL UNLESS OTHERWISE NOTED. °` STRUCTURAL OBSERVATION: EXPIRES: 12/31/ P/ A.7.e EARTHQUAKE DESIGN DATA (PER IBC 1603.1.5) 8.2. ALL STEEL PLATE, ANGLES, CHANNELS, ETC. TO BE ASTM A36 TYPICAL UNLESS OTHERWISE SEISMIC IMPORTANCE FACTOR ({e) 1.0 NOTED. _ RETAINING WALL REINFORCING P ENGINEER k OCCUPANCY CATEGORY 11 B.3. STEEL PIPE ASTM A53 (Fy = 35 KSI), TYPE E OR S, OR ASTM A501 (Fy = 36 KSI), R' '_ �z FRAMING AT CONOPY/OFFICE/CASH ROOM PRIOR TO COVER P ENGINEER m0 E: MAPPED SPECTRAL RESPONSE ACCELERATIONS Ss = 94.1%, Si = 33.8% B.4. STRUCTURAL TUBING TO BE ASTM A500 GRADE B (Fy = 46 KSI RECTANGULAR, Fy = 42 KSI � fi ) SITE CLASS D ROUND c� oo � �; SPECTRAL RESPONSE COEFFICIENTS Sds = 7{7.5%. Sd� = 38.9% 8.5. UNLESS OTHERWISE NOTED, BOLTS TO BE A325N FOR STEEL TO STEEL CONNECTIONS. S® y �r STRUCTURAL OBSERVATION NOTEN @} B.6. ANCHOR BOLTS AND WOOD CONNECTIONS TO BE A307. PROVIDE STANDARD PLATE WASHERS - E 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE ENGINEER OF RECORD A MINIMUM OF 24 HOURS IN ADVANCE OF Q E SEISMIC DESIGN CATEGORY D � trfy REQUIRED OBSERVATIONS APPROVAL BY THE MUNICIPAL INSPECTOR DOES NOT PRECLUDE OBSERVATION BY THE ENGINEER OF Ln � > UNDER ALL BOLT HEADS AND NUTS IN CONTACT WITH WOAD. x.{'= � ��, t , ,.: ,;� � OBSERVATION(S). A.8. WHERE REQUIRED, SEISMIC BRACING FOR MECHANICAL AND ELECTRICAL EQUIPMENT, SPRINKLER z, _ RECORD AND APPROVAL BY THE ENGINEER OF RECORD DOES NOT PRECLUDE THE INSPECTION PROCESS BY THE MUNICIPAL PIPING OR OTHER NON-STRUCTURAL COMPONENTS SHALL BE PROVIDED BY THE CONTRACTOR IN B.7• ANCHOR RODS TO BE ASTM 1554, GRADE 36 UNLESS OTHERWISE NOTED. INSPECTOR AND ANY OTHER CODE REQUIREMENTS FOR INSPECTION. ACCORDANCE WITH CHAPTER 13 OF ASCE 7-05. STRUCTURAL CALCULATIONS AND DETAILS B.8. HEADED STEEL STUD CONNECTORS SHALL BE NELSON GRANULAR FLUX-FILLED HEADED STUDS OR STAMPED BY A LICENSED ENGINEER SHALL BE SUBMITTED TO VLMK FOR REVIEW. PRIOR APPROVED EQUAL AND BE MADE FROM C-1015 COLD ROLLED CARBON STEEL AND SHALL .-` 2. UPON COMPLETION OF WORK THE STRUCTURA_ OBSERVER SHALL SUBMIT A REPORT TO OWNER AND BUILDING OFFICIAL WITH WET w31 STAMP AND SIGNATURE ATTESTING TO THE VISUAL OBSERVATIONS MADE. THE REPORT SHALL IDENTIFY ANY REPORTED A.9. THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR USE IN THE CONSTRUCTION OF THE TIGARD CONFORM TO ASTM A-108, GRADES 1015-1020 WITH A MINIMUM TENSILE STRENGTH OF 60,00010 r _ H H , PSL STUDS T4 BE AUTOMATICALLY END WELDED WITH A STUD WELDING GUN. ALTERNATE DEFICIENCIES WHIG AVE NOT BEEN RESOLVED. INDUSTRIAL PARK - LOADING DOCK AND CANOPY PROJECT LOCATED IN TIGARD, OR. POSSESSION OF THESE DRAWINGS DOES NOT GRANT A LICENSE TO CONSTRUCT OR FABRICATE THE WHOLE, OR WELDING PROCEDURES MAY BE USED ONLY WITH PRIOR WRITTEN APPROVAL FROM THE ENGINEER. bsuJ PARTS OF THIS PROJECT IN OTHER LOCATIONS. STUD WELDING, INSPECTION AND TESTING SHALL CONFORM TO AWS D1.1. = � ; C. DRILLED ANCHOR BOLTS: A.10. PROVIDE SHOP DRAWINGS FOR ALL STRUCTURAL PRODUCTS DELIVERED TO THE PROJECT. FOR -: ' „ �,zq .. w , � �,k SPECIAL IN5PEGTION PROGRA, NOTES � BIDDER DESIGNED ITEMS (DEFERRED SUBMITTALS), THE DRAWINGS AND CALCULATIONS SHALL BEAR ADHESIVE ANCHORS 1. DURATION REFERS TO TIME AND FREQUENCY OF INSPECTION FOR THE PORTIONS OF WORK INDICATED. THE STAMP OF AN ENGINEER (PRODUCT ENGINEER) REGISTERED IN THE STATE WHERE THE BASE MATERIAL PRODUCT IjC.C.¢ C = CONTINUOUS INSPECTION IN WHICH THE ;PECIAL INSPECTOR IS ON SITE AT ALL TIMES, OBSERVING PROJECT IS LOCATED. SUCH DRAWINGS SHALL CERTIFY THAT THE DRAWINGS HAVE NOT DEVIATED CONCRETE SIMPSON SET-XP ADHESIVE ANCHOR ESR-2508 THE WORK REQUIRING SPECIAL INSPECTION. C? FROM THE VLMK DESIGN IN ANY WAY, OR SHALL CALL TO THE ATTENTION OF VLMK THAT THE P = PERIODIC INSPECTION IN WHICH THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY Z V PRODUCT ENGINEER HAS DEVIATED FROM THE VLMK DESIGN DRAWINGS. SUCH DEVIATION MAY BE CONCRETE HILTI HIT-RE 500-SD ADHESIVE ANCHOR ESR-2322 TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE WITH APPROVED CAUSE FOR REJECTING THE SHOP DRAWINGS. SEE DRAWINGS FOR ITEMS CLASSIFIED AS DEFERRED CONCRETE HILTI HIT-HY 150 MAX-SD ADHESIVE ANCHOR ESR-3013 PERMIT DRAWINGS AND SPECIFICATIONS. SUBMITTALS. VLMK WILL REVIEW AND MARK-UP A MAXIMUM OF THREE COPIES OF SUBMITTALS. CONCRETE POWERS PE1000+ EPDXY ADHESIVE ANCHOR ESR-2583 u ui THE CONTRACTOR WILL BE RESPONSIBLE FOR DUPLICATING MARK-UPS IF ADDITIONAL COPIES ARE 2. THE INSPECTION AGENCIES ARE AS FOLLOWS: REQUIRED. SUBMITTALS WILL BE STAMPED AND RETURNED TO THE GENERAL CONTRACTOR WITHIN MASONRY SIMPSON SET ADHESIVE ANCHOR FSR-1772 ENGINEER: VLMK ENGINEERS TWO WEEKS. FAX SUBMITTALS WILL NOT BE ACCEPTED WITHOUT PRIOR APPROVAL. ALL MASONRY HILTI HIT-HY 150 MAX ADHESIVE ANCHOR ESR-1967 GEOTECHNICAL: TO BE DETERMINED C' SUBMITTALS SHALL BE REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO TESTING LAB: TO BE DETERMINED THE ENGINEER. UNLESS OTHERWISE INDICATED, SHOP DRAWINGS SHALL BE PROVIDED ON THEEXPANSION ANCHORS: 0) FOLLOWING: BASE MATERIAL PRODUCT I.C.C.# 'VICINITY TESTING LAB SHALL PERFORM INSPECTIONS C:= ALL PORTIONS OF WORK DESIGNATED IN THE PROGRAM. � A.10.a. STRUCTURAL STEEL AND MISCELLANEOUS STEEL. CONCRETE SIMPSON STRONG-BOLT WEDGE ANCHOR ESR-1771 NTS THE SELECTED INSPECTION AGENCY SHALL BE AN ACCREDITED, APPROVED SPECIAL INSPECTION AGENCY A.10.b. ALL REINFORCING STEEL. CONCRETE HILTI KWIK BOLT TZ ANCHOR ESR-1917 EMPLOYED BY THE OWNER OR OWNER'S AGEN f, NOT THE CONTRACTOR OR SUB CONTRACTOR, PER I.B.C. SECTION 1704.1. THE SPECIAL INSPECTORS DUTIES REGARDING THE PORTIONS OF WORK ARE A.10.c. STRUCTURAL MASONRY MATERIALS. CONCRETE POWERS POWER-STUD+ SDI ANCHOR ESR-2818 DESCRIBED IN CHAPTER 17 OF THE I.B.C. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO CONCRETE POWERS POWER-STUD+ SD2 ANCHOR ESR-2502 SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION DIVISION 2 - SITE WORK MASONRY HILTI KWIK BOLT 3 ANCHOR , ESR-1385 OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. C.1. OTHER ANCHORS ARE ACCEPTABLE ONLY WITH PRIOR WRITTEN APPROVAL OF ENGINEER. INSTALL 3. PRIOR TO THE BEGINNING OF CONSTRUCTION, THE ARCHITECT (OR ENGINEER) SHALL CALL A A. GENERAL ALL ANCHORS PER MANUFACTURER'S INSTRUCTIONS. PROVIDE MINIMUM EMBEDMENT AND SPACING PRE-CONSTRUCTION MEETING WITH THE ARCHITECT, ENGINEER, BUILDING OFFICIAL, CONTRACTOR AND UNLESS NOTED OTHERWISE ON DRAWINGS, SPECIAL INSPECTION OF ANCHOR INSTALLATION IS SPECIAL INSPECTORS TO REVIEW THE SPECIAL INSPECTION REQUIREMENTS. THE STRUCTURAL A.1. FILL MATERIAL TO CONSIST OF A GRANULAR MATERIAL OR CONDITIONED SITE MATERIAL. PLACE REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON DRAWINGS. OBSERVATION REQUIREMENTS SHALL ALSO BE DISCUSSED DURING THIS MEETING. M FILL IN LIFTS NOT TO EXCEED 8 INCHES AND COMPACT TO 95% STANDARD ASTM D-1557 UNDER D. WELDING FOOTINGS, UNDER PAVED AREAS AND UNDER FLOOR SLABS. A.2. BASE MATERIAL IMMEDIATELY UNDER SLAB TO BE 6 INCH LAYER OF COMPACTED CRUSHED ROCK D.I. ALL WELDS TO BE MADE BY CERTIFIED WELDERS TO AWS STANDARDS WITH E70XX ELECTRODES. . Statet �r4 ecuCod WITH LESS THAN 5% PASSING THE #200 SIEVE. CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE MEANS AND METHODS OF CONSTRUCTION ANOPY THEY ANTICIPATE EMPLOYING ON THE PROJECT. SOME WELDS SHOWN AS SHOP WELDS MAY NEED Y..4 h011Ja°«e 45"fr„Y tl;r� S "s� t6j✓ I A.3. ALL FOOTINGS TO BEAR A MINIMUM 18 INCHES BELOW FINAL GRADE ON FIRM, UNDISTURBED SOIL TO BE FIELD WELDS TO AID ERECTION, A B OR APPROVED COMPACTED FILL, NOTIFY VLMK BEFORE PROCEEDING IF ANY UNUSUAL CONDITIONS CITY OF 11GARD ARE ENCOUNTERED IN THE FOOTING EXCAVATIONS, Bolts Inst'alle'd S2.0 S2.Q _ DIVISION 6 - WOOD Approved..,LA:1? t).4 A.4. CLEAN ALL FOOTING EXCAVATIONS OF LOOSE MATERIAL. 5 .xFI a +� "*, F tC as Fra33�FOUNDAT ONCL Conditionally Approved..............[ j 1 on See Letter to:FoI low.................. [ 1 �1e �k ..PLASS e ��9«..at Sa xx t�stf�"`"ws$Y;;��, t�� Fs�c DIVISION 3 - CONCRETE AND REINFORCING A. ROUGH CARPENTRY - - - - - - - - - - - ® ® - - - - - - ® - - ® - ® - - - Attached.. A.1. LUMBER SPECIES AND GRADES TO BE AS FOLLOWS UNLESS OTHERWISE SHOWN ON DRAWINGS: c,r,g Permit Number-P-A "} •r cr � JOISTS, BEAMS & STRINGERS: DOUGLAS FIR #2 High`t4e, ,-hl E'"I 9 i -- I Address:, � � A. CONCRETE MIX/MATERIAL t I By: Date: ( , A.1. STRENGTH: AVERAGE 28 DAY CONCRETE STRENGTH DETERMINED BY JOB CAST LAB CURED 6 INCH NOMINAL AND GREATER: DOUGLAS FIR #1 Sf µzlI� I40 CYLINDER TO BE AS INDICATED BELOW PLUS INCREASE DEPENDING ON THE PLANT'S STANDARD SILLS, LEDGERS, PLATES, STRIPPING, ETC. IN CONTACT PRS URE TREATED HEM FIR #2 ,,.;. anr '"a;x=M„yte I DEVIATION AS SPECIFIED IN ACI 318. PROVIDE MIX DESIGNS TO THE ENGINEER FOR ALL WITH CONCRETE, AND WOOD CURBS: I t Approved plans CONCRETE TO BE USED. CLEARLY LABEL ALL MIX DESIGNS FOR PROPOSED AREA OF USE. POSTS, COLUMNS (SAWN): DOUGLAS FIR #1 Insult n ,l; t _ __ _ I Shall be on job site. A.2. MINIMUM MIX REQUIREMENTS: ROOF, FLOOR AND WALLSHEATHING: 0W r } F - t LOCATION MIN. COMP. SLUMP MIN. CEM. ADMIXTUR APA RATED SHEATHING, EXPOSURE 1, CONFORMING TO APA PERFORMANCE 0 p;r„y,$;fI'rsl� , _ > ;c =«s�M °ss I I C I I t STRENGTH (a) CONTENT STANDARD PS 1-95 AND EXCERPT NER-108. SEE DRAWINGS FOR REQUIRED OFFICE COPY THICKNESS OF SHEATHING AND/OR SPAN RATING. INSTALL ROOF AND FLOOR LL FOOTINGS 3,000 PSI 0"-5" 470 LB NONE ,�Iraicat 3 t I I I t SHEATHING WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS UNLESSl EXTERIOR SLAB ON GRADE 3.000 PSI 2"-4" 517 ( B (b), (c) OTHERWISE NOTED. USE SPACERS TO PROVIDE 1/8 INCH END AND EDGE JOINTS Special Grad i 1c J ifion and FI.MrD MISCELLANEOUS 3,000 PSI 0"-5" 470 LB (b) (1/4 INCH FOR JUMBO PANELS) WHENEVER SHEATHING IS EXPOSED TO WET 0 Smoky-�"oro of•_ ys,Isnns t _ � � - (_- __�� C J t C� � WEATHER. FILL ANY JOINT SPACING OVER 3/8 INCH UNLESS OTHERWISE t - '■'" ---_ t _____ (a) - SLUMP EXCEEDING SPECIFIED LIMITS SHALL NOT BE INCORPORATED IN THE PROJECT APPROVED BY ENGINEER. INSTALL 2x4 OR THICKER BLOCKING AT EJ Oil*r I aspect on t i EXCEPT BY WRITTEN APPROVAL FROM ENGINEER, UNSUPPORTED JOINTS IN WALL SHEATHING. BLOCK ROOF OR FLOOR SHEATHING «. µpa_ I I P L''C ( t (b) - WRA = WATER REDUCING AGENT. WHERE NOTED ON DRAWINGS. t t (c) - AE = AIR ENTRAINMENT LULAM BEAMS: - --i.� - - - --� ---- > (e) - POZZUTEC 20 REQUIRED FOR CONCRETE PLACED BELOW 40 DEGREES FAHRENHEIT. -Fb = 2400 PSI, E = 1,800,000 PSI PER ANSI A190.1 SPECIFICATION. I I m A.3. USE TYPE I CEMENT, PER ASTM C-150 UNLESS OTHERWISE APPROVED. -SIMPLE SPANS COMBINATION: 24F-V4 A.4_ AGGREGATE ASTM C33. SIZE TO BE 1 1/2 INCH MINUS FOR SLABS ON GRADE, ALL OTHER -CANTILEVER SPANS COMBINATION: 24F-V8 ® � ® ® ® ® � ® ® � ® ® ® � ® ® � _J CONCRETE MAY USE 3J4 INCH MAXIMUM SIZE AGGREGATE. -SUBMIT CERTIFICATE OF CONFORMANCE INDICATING MEMBERS MEET THE A.5, WATER REDUCING AGENT (WRA) SHALL BE POLYHEED R-1 OR DURACEM 55 (MINIMUM 6 OZ. PER REQUIREMENTS OF ANSI A190.1, nt, Li 3: a 100 POUNDS CEMENT). COMPLY WITH ASTM C-494. MICROLLAM LVL BEAMS: A.6. AIR ENTRAINMENT (AE) SHALL COMPLY WITH ASTM C-260 AND SHALL BE USED ONLY WHERE -ALL LVL SHALL BE MANUFACTURED BY iLEVEL --`� �' L) SPECIFIED AND/OR APPROVED BY ENGINEER, -Fb = 2600 PSI. E = 1.900.000 PSI. Fv = 285 PSI t� 4 A.7. ACCELERATORS: POZZUTEC 20 NON-CHLORIDE FOR COMPONENTS EXPOSED TO WEATHER IN THE Q0 C7 COMPLETED STRUCTURE (WALLS, EXTERIOR PAVING, ETC.), QUANTITY (DOSAGE) TO BE A.2. PROVIDE FIRE BLOCKING AS REQUIRED AND BLOCKING FOR ALL SPECIFIED WALL-MOUNTED ITEMS N I- DETERMINED BY CONTRACTOR AND APPROVAL OBTAINED FROM ENGINEER BEFORE USE OF INCLUDING CABINETS, DOORSTOPS, ETC. DATE ACCELERATORS. A.3. CONNECTORS: A.8. PLACE AND CURE ALL CONCRETE PER ACI CODES AND STANDARDS. JANUARY 17, A.3.a. TIE STRAPS, FRAMING ANCHORS, HANGERS, STIRRUPS, COLUMN CAPS, COLUMN BASES, SCALE PROJ.. N N0. A.9. PROVIDE CONTROL JOINTS IN ALL INTERIOR SLABS ON GRADE AT 25'-0" ON CENTER EACH WAY ETC., TO BE SIMPSON AS DETAILED, OR AS APPROVED. MAXIMUM UNLESS OTHERWISE SHOWN ON PLANS. PROVIDE HEAVY (3/4 INCH) TOOLED JOINTS AT A.3.b. FULLY FASTEN ACCORDING TO MANUFACTURER'S SCHEDULE USING LARGEST SIZE SHOWN. 1 AS NOTED 20120657 5-0" ON CENTER IN ALL EXTERIOR WALKS UNLESS OTHERWISE NOTED, A.10. SLEEVES, PIPES OR CONDUITS OF ALUMINUM SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE A.3.c. ALL BEAMS AND JOISTS NOT BEARING ON ANOTHER MEMBER TO CONNECT WITH 'U' TYPE DRAWN CHECKED HANGERS UNLESS OTHERWISE NOTED ON DRAWINGS. UNLESS EFFECTIVELY COATED. SMS TON B. REINFORCING A.3.d. NAILING: ALL NAILS SPECIFIED IN THE DRAWINGS TO BE "COMMON" NAILS UNLESS A KEY PLAN SHEET NO 1/16" = 1'-0" S1 , 0 OF 20120657 20120657 S10 - NOTES AND PLAN.dwq 17 Jan 2013 - 2:32 Em stephens _ 66'-0" (VERIFY) SLOPE ASPHALT PAVING TO DOCK AS REQ'D {BY OTHERS) ------ Z O cn 6" UNREINFORCED CONRETE SLAB. SEE NOTE 4 AND DETAILS f� AND S3.Q 53.0 FOR ADDITIONAL INFORMATION J. C. J. C. J. C. J. 2 i ' EXISTING ui S3.0 , : , RAMP f- 6A 10 68'-0" IL (VERIFY) aw Sr i �SF T GUTTER AND DOWNSPOUT (D.S.) VERIFY D.S. o {" > ; �' TO STORM SEWER (BY OTHERS) REQUIREMENTS z AND LOCATION 5 6B ; VERIFY FOOTING STEP AS D.S. PR 53.0 53.0 , r REQUIRED. SEE NOTE 2. - ---. __.... - ��SR�'®� ��F` c, I 55 C, J. --------- C. J. C. J. C, J, FE` ---------- -- ----- -----------__ _- ----- ------------ ------- -- ----- 5 1/8 x 19 1/2 GLB 5 1/8 x 19 1/2 GLB 5 1/8 x 19 1f2 GLB Y _ _ +- ---------- -- -- - --- ---- ----- ---- ------ -- �i� ---------------------------� -� 2 TS 3 �° &� o '� 52.0 pF#2 J01S 52.0 OREGON p N4- 4A �� 2x12 ,P o� 1 ��'� S2.0 k'4'� �`'� S2 0 } AT 2'-p" O.C.©.C. TYP A cH 13,`0 *4v o 53.0 k TYP TYP 1/4 PER FOOT �A1T C t4 Gy - - - - - SLOPE TO GUTTER - C. J. C. J. C. J. C. J, , - - - VERIFY WITH ARCH - - - - - - - EXPIRES: 12/39/gip j - � - -- -SIMPSON 'LTT19' STRAP E € 3 FAT EACH END AND AT 1 U) " a o I 4' Q" D.C.. . TYP S2.0 � s rn E � U fv op >/�� E r 5" CONCRETE SLAB ON /� N -;T @) GRADE WITH #5 AT 36" O.C. o o EACH WAY OVER 6" COMPACTED Ln in > CRUSHED ROCK m Ln A DOCK FOUNDATION FLAN B DOCK CANOPY FRAMING PLAN i OOBASE.dwg 1 f8" = 1'-0" OOBASE.dwg 1/8" = 1'-0" W 2. u C 0 Z Or) FOUNDATION LEGEND: FOUNDATION NOTES: ROOF FRAMING LEGEND: ROOF FRAMING NOTES: zu0 8" CONCRETE WALL 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS AND EXISTING FIELD CONDITIONS. - - - - LEDGER PER DETAIL 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS WITH 2 ----- - CONCRETE FOOTING PER SCHEDULE THIS SHEET 52'0 ARCHITECTURAL DRAWINGS AND EXISTING FIELD CONDITIONS. +- 2. CONTRACTOR TO VERIFY ALL FOOTING ELEVATIONS WITH SITE S__M= =S CONCRETE FOOTING STEP PER DETAIL GRADES AND THE FOLLOWING CRITERIA: TOP OF FOOTING TO 2, ROOF DESIGN CRITERIA: a- 53.0 BE MINIMUM 12" BELOW FINISH GRADE AND FINISH FLOOR. DEAD LOAD = 15 PSF TUBE STEEL COLUMN PER SCHEDULE THIS SHEET BOTTOM OF FOOTING TO BE A MINIMUM OF 18" BELOW FINISH GRADE. SNOW LOAD = 2E PSF + DRIFT DEFLECTION = SMALLER OF LL/360, TL/240 C. J. CONCRETE SLAB CONTROL JOINT PER DETAILG 4. EXTERIOR CONCRETE APRON AT DOCK TO BE A 6" UNREINFORCED c CONCRETE SLAB. PROVIDE SAWCUT CONTROL JOINTS AT 15'-0" O.C. 3. ROOF SHEATHING TO BE APA RATED EXPOSURE I SHEATHING MAXIMUM, WITH MINIMUM SPAN RATING OF 32/16 AND A MINIMIM 5. FOUNDATION DRAINS AT RETAINING WALLS SHALL BE INSTALLEDTHICKNESS OF 5/8". 21, WITH POSITIVE SLOPE FOR PROPER DRAINAGE. CONTRACTOR 4. ROOF NAILING TO BE 10d COMMON OR GALVANIZED BOX NAILS. _1�4 SHALL COORDINATE WITH PLUMBING AND LOCAL JURISDICTION NAIL AT 6" O.C. AT ALL SUPPORTED PANEL EDGES AND AT DRAINAGE REQUIREMENTS. AT 12" O.C. INTERMEDIATE SUPPORTS. BLOCKING IS NOT REQUIRED. V) M M m �, I (E) CONCRETE TILT-UP WALL 2x BLOCKING, TYP 1'-0" U.O.N. 1'-0" U.O.N. ROOF SHEATHING PER PLAN 3 4" DIA x 3 1 2" MIN EMBEDMENT 1 1 f2 1 1/2" ROOF SHEATHING 1 1/2" 1 1 j2' HSS PER PLAN , , f / FASCIA, FLASHING, AND STAINLESS STEEL HILTI 'HIT-HY 150 MAX-SD' SIMPSON TENSION TIES PER PLANPER PLAN WITH 3/4" DIA x 3 3/4" EMBED DRILLED GUTTER BY OTHERS FLASHING BY OTHERS ASCIA AND EDGE A; � EPDXY ANCHOR, {1) EACH SIDE WITH F 1/2" BASE PLATE. ANCHOR BOLTS, DO NOT LOCATE BOLTS 2x BLOCKING PER ROOF SHEATHING 2x BLOCKING CONCRETE PAD R PLAN CLOSER THAN 4' TO LEDGER BOLTS TYPICAL PER PLAN TYPICAL ±1 1/2" GROUT PADS WITH LEVELING NUTS Fill LijX - JOIST PER PLANf SIMPSON 'H3' HURRICANE _ _,__-- ___.__.� __ _ -_ cid --___ __ ___._.- _-- __ ___ - _ - 1/4" SIDE PLATES TIE AT EACH JOIST SIMPSON 'LUS210' FACE -=a --------------- — --- --- - - 1/4" SIDE PLATES — - --- �- WITH (2) 3/4" DIA 1'-0» II i MOUNT HANGER AT EACH JOIST ;, `= GLULAM BEAM ---- -- -WITH (4) 3/4" DIA BOLTS EDGE OF SLAB "' c EDGE OF SLAB PER PLAN _ a ° --BOLTS - ° o - r 1 1/2__I, r TYP > I 4x12 LEDGER WITH 15 LB FELT ao m AT CONCRETE INTERFACE WITH 1/4" 3/4" DIA x 3 3/4" EMBED DRILLED w f1 1 ANCHOR BOLTS AT 24" O.C. co ® ^ -1 STAGGERED WITH 4" OFFSET GLU-LAM BEAM GLU-LAM BEAM PER PLAN i� i� Q [ ��I PER PLAN, TYP PROTECT END FROM WEATHER _ WITH FASCIA OR PRIME/PAINT 1 1/2" Ti;;i7 1/2" BEARING PLATE TYP s � x BEAM WIDTH PLUS 1" 8 1/2" U7 1 COLUMN BEYOND i 1/2" BEARING PLATEiv 1 1/2" ` 1/4 COLUMN PER PLAN 1/4 x BEAM WIDTH PLUS 1" 1/4" TYP TYP N Q COLUMN PER PLAN IfIi'f yl !I(;l�l 1/4 1/4 COLUMN BASE PLATE - MIDDLE COLUMN BASE PLATE - END 1'-Q" u 1" - 1'-0" DATE JANUARY 17, 2013 SCALE PROD. N0, AS NOTED 20120657 1 CANOPY CONNECTION DETAIL 2 GLULAM GIRDER SEAT 3 GLULAM GIRDER SEAT ® EDGE 4 TYPICAL POST BASE DRAWN CHECKED 2.0 S20-01.dwg 1" = 1'-0" 2 S20-02.dwg 1" = 1'-0" S20-03.dwg 1" = 1'-0" 7 520-04.dwg 1" _ -0" SMS TCN G SHEET NO S 2 "0"' m 20120657 20120657 S20 - PLANS AND ELEVATION.dwg 17 Jan 2013 - 4:12 pm stephens OF I V) z 0 V) w vn I SEE PLAN r-- #5 BARS AT 36" O.C. EXISTING PANEL---,,' b O EACH WAY BEYOND °; t i P — —BACKER ROD, PLACE IMMEDIATELY o ° o AFTER SAWCUT (SAME DAY) i °. . _ z SAWN JOINT PER SCHEDULE #5 x 2'-0" EPDXY EXISTING SLAB ' b cx SAWING TO OCCUR AS EARLY DOWEL AT 18" O.C. 4 RU C T Vhf c° EMBED 5' MIN. SEE PLAN U J AS POSSIBLE WITHOUT SPALLING JOINT CONCRETE. DO NOT WAIT UNTIL THE i ° FOLLOWING DAY. USE "SOFFCUT" SAW �� °. . /�� W �� G ° rr//\ —\(1JNDISTURBED EARTH REG � Mal #4 AT 18" O.C. LAP BARS °' � _ a � � Q cD 1 1/2" CLR 1'-6" OVER #4 CONTINUOUS o ' .' f MATCH FOOTING 1. 4�C tiQ 4v M 13, SLAB PER PLAN—/ REINFORCING REINFORCING AND v (2) #4 CONTINUOUS ' AT BOTTOM b c � PROVIDE � �. �P SEE SCHEDULE FOR -. STOP REINFORCING 0'-3" � EXPIRES: 12/3i/ 4� I CLEAR OF JOINT REINFORCING ING SIZE AND 1'-6" MINIMUM 8„ E Ln w o o rn E r1j � > E N N � � C) O 1 T N FOOTING2 WET AWN CONTROL JOINT 3 SLA CONNECTION 4 CONCRETEFOOTING STEP S30-01.dwg 1" = 1'-0" S30-02.dwg 1 1/2" = 1'-0" Z (�1 S30-03.dwg 1" = 1'-0" S,30-04.dwg J J � Oti ® W m ry W � c 0 W ar O 4 0 c u W O e ske c d 1 1/2" DIA STD PIPE 1 1/2" DIA STD PIPE ckn POSTS AND RAILS. POSTS POSTS AND RAILS. POSTS �.,,y AT 6'-0" O.C. MAX. RAIL AT 6'-0" O.C. MAX. RAIL m SPACING AS SHOWN SPACING AS SHOWN rn m NOTE: RAILING IS NOT GROUT - CONTOUR FOR NOTE: RAILING IS NOT co GROUT - CONTOUR FOR CAN11L WERE RETAINING ALL SCHEDULE REQUIRED WHERE WATER RUNOFF REQUIRED WHERE WATER RUNOFF RETAINED SOIL FOOTING FOOTING DIFFERENCE IN GRADES o DIFFERENCE IN GRADES o C1Ox11.5xREQUIRED WITH IS LESS THAN 2'-6" i IS LESS THAN 2'-6" I HEIGHT 'H' DEPTH 'D' WIDTH 'W' A' BARS 'B' BARS #5 x 2'-6' A706 BARS AT BLOCK-OUT INSERT FOR BLOCK-OUT INSERT FOR 1/8 18" O.C. EACH SIDE, STAGGERED HANDRAIL WITH (2) OPPOSING HANDRAIL WITH (2) OPPOSING < 4'-0" 12" 2'-4" #4 AT 12" O.C. EXTEND 'A' BARS ° #3 TIES x 9" #3 TIES x 9" 6'-0" 12" 3'-0" #4 AT 12" Q.C. EXTEND 'A' BARS (2) #4 AT TOP OF WALL z � � � (2} #4 AT TOP OF WALL NOTES: z 'A' BARS o CONCRETE SLAB CNATERPROOF MEMBRANE o 1,) BACKFILL BEHIND WALL TO BE LEVEL EXTENDING A DISTANCE NOT LESS v 1 PER PLAN S 'A' BARS THAN THE HEIGHT OF THE WALL. IF SLOPE OCCURS DIRECTLY BEHIND WALL 3 ° ` / AT BACK OF WALL DOCK BUMPER C UNREINFORCED CONCRETE J CONTACT ENGINEER FOR ADDITIONAL WALL AND FOOTING REQUIREMENTS. o SEE SPECS ;'' APRON SEE DETAIL 5/S3.0 6 #4 AT 12'" O.C. HORIZONTAL ° ��tFREE DRAINING FOR MORE INFORMATION J: '4 2.) SLAB AT FRONT OF WALL IS REQUIRED FOR WALLS HIGHER THAN 4'-0", „ sem GRANULAR BACKFILL4 #4 AT 12' Q.C. HORIZONTAL WHERE SLAB IS NOT PRESENT, PROVIDE CONTINUOUS KEYWAY. CONCRETE UNREINFORCED CONCRETE '`k� ``' WATERPROOF MEMBRANE APRON _ c,�'1, o. a.Q , „ APRON SEE DETAIL 5/S3.0 � � AT BACK OF WALL 3.) DO NOT BACKFILL UNTIL SLAB IS COMPLETE. PER PLAN 8” Zc> FOR MORE INFORMATION FREIE DRAINING 8 #4 AT 18' O.C. EACH WAY ` GRANULAR BACKFILL KEYWAY ° PROJECT VERTICAL BARS ?� a FOUNDATION DRAIN ,L 6 ` 1'-6' AND BEND INTO G7<� 4�" n SLAB OVER #5 Q o WRAP WITH FILTER FOUNDATION DRAIN \' F' - co z RETAINED SOIL KEY n WRAP WITH FILTER r , !/:f/, I 'C' BARS w \q FABRIC FABRIC 1- `` : `'`' HEIGHT 'H' DEPTH 'K' v; ;�L 0 0 C BARS I z #5 AT 16" O.C.---�_ d °: #5 AT 16" O.C. o. g. °. . < 4'-0" N/A N/A ° LONGITUDINALQ. °. . ®® ®� LONGITUDINAL °. 6'-0" 8" N/A ____ ____ _ _ \ �f (2} #4 x CONTINUOUS /' i ;'% }, r , rr' KEY NOT REQUIRED IF BASEMENT SLAB IS PRESENT CLRi ' f 3r' CLRi `, r c� io b W' i�1 W' 12"112" d v - L71 0 A B _ �cy LL_ < 2'-0" � a NOTE: Q FUTURE DOCK DEPTH EXPANSION TO BE FILLED WITH COMPACTED CRUSHED ROCK, N DATE 5 LOADING DOCK WALL AND APRON SECTION CANTILEVERED RETAINING WALL JANUARY 17, 2013 S30--05.dwg 1" = 1'-0" 3 S30-06.dwg 1/2" = 1'-0" SCALE PROD, NO. AS NOTED 20120657 DRAWN CHECKED SMS TCN SHEET NO S3 . 0 OF 20120657 20120657 S30 _. DETAILS.dwg 17 Jan 2013 - 2:24 pm stephens