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Plans (3) BUP2013 00269 BUILDING CODE SUMMARY 2010 EDITION STATE OF OREGON STRUCTURAL SPECIAL CODE (OSSC) 2010 EDITION STATE OF OREGON MECHANICAL SPECIAL CODE (GMSC) 2011 EDITION STATE OF OREGON PLUMBING SPECIAL CODE (DSPC) 2011 EDITION STATE OF OREGON ELECTRICAL SPECIAL CODE (OSEC) WAITING 2010 EDITION STATE OF OREGON FIRE SPECIAL CODE (OSPC) / lml o CONSTRUCTION TYPE : TYPE VB (NON- SPRINKLED/NO ALARM) Z RECEP STORIES : 1 100 +30' AFF.1 APf'ROAGH I v s W 1 BLDG. AREA: = 1,195 S.F. - / BLDG. ADDITION: DDITI EA' 4OU_ 1560 S.F. (USABLE) �z i OCCUPANCY TYPE: B (NON SEPERATED USE) p c cz a V) ' EXIT OCCUPANT LOAD: OFFICE 1,560 S.F./100 = 16 o w 2 OCCUPANCY UNDER (50) AND PATH OF TRAVEL UNDER 100 L.F. 2 i CONSULT (1) EXIT REQ II �4 0 UIRED. LIJ CIZ 0 14 os FIXTURE REQUIREMENT: OFFICE 1,560 S.F./200 = 8 10 � (1) ADA UNISEX BATHROOM REQUIRED M o PSN-X 102 i o m. I TREATMENT AREA TEEN ROOM lma �h /I / J !1 A f '.: .�, . -----L� - --- — 9'-9 1/2' 3'-0' 14'-0 3/4' 3'-0 3/4' 3'-0' 3'--1'— � NEW STOREFRONT NEW DOOR EXIST 5TOREFt20NT EW STOREF NEW DOOR NEW STOREFRON i U OFFICE - ,�5 2 . STOREFRONT ELEV Iia SC,4L E: 1/4" = 1' -0" O ° rr 1"IECi-1 /./ADA . 107 imp CU!) r •� o REVISIO-N. N CITY OF TIGARD Approved........l..l.................. r Conditionally Approved..............C J See Letter to:Follow...................17i [ Attached................ 0 Permit Number. —�iJG(aj m Address: 2600 !� Q ! Date: By: �— -� l SCALE 1/4' _ T-011 Approved pians shall be on job site. 3 . RECEPTION DESK - ELEV OFFICE COPY DATE: Sept 6, 2013 JOB: Sfwk Ortho DATE REVISED SHE E T NO. ACCE55181LIT'' STRUCTURAL NOTES DIVISION 5 - METAL DR. SIERK DENTAL TENANT IMPROVEMENT DRIVE THRU CODE REQUIRED SPECIAL INSPECTION AND MATERIALS TESTING PROGRAM (2009 IBC) VLMK JOB #20130564 A. GENERAL A.1. ALL STRUCTURAL MEMBERS TO BE DETAILED,FABRICATED AND ERECTED IN ACCORDANCE WITH THE SOILS AND FOUNDATION SUBGRADE: COMMENTS DURATION INSPECTION AGENCY DIVISION 1 -GENERAL LATEST EDITION OF AISC STANDARDS. SUBMIT SHOP DRAWINGS OF COLUMNS AND MISCELLANEOUS FILL MATERIAL,PLACEMENT AND COMPACTION G GEOTECHNICALSTEEL. A- GENERAL A.2- ALL BIDDER DESIGN STRUCTURAL SYSTEMS TO INCLUDE PLANS AND CALCULATIONS STAMPED BY AN FOOTING EXCAVA'T'ION AND COMPACTION P GEOTECHNICAL ENGINEER REGISTERED IN THE GOVERNING JURISDICTION AA, THESE NOTES SET MINIMUM STANDARDS FOR CONSTRUCTION. THE DRAWINGS GOVERN OVER THE A.3. UNLESS OTHERWISE NOTED,CONTRACTOR WILL BE REQUIRED TO PROVIDE A SEPARATE PERMIT FOR CONCRETE: � GENERAL NOTES TO THE EXTENT SHOWN. BIDDER DESIGN STRUCTURAL SYSTEMS. A.2, CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON DRAWINGS AND IN FIELD. VERIFY USE OF ENGINEER APPROVED CONCRETE MIX DESIGNS P 'T`ESTWO LAB COORDINATE LOCATIONS OF OPENING$THROUGH FLOORS,ROOFS AND WALLS WITH ARCHITECTURAL. B. MATERIALS MECHANICAL AND ELECTRICAL DRAWINGS. NOTIFY VLMK CONSULTING ENGINEERS(VLMK)OF ANY 8.1. ANZHOR BOLTS AND WOOD CONNECTION S TO BE A.307, PROVIDE STANDARD PLATE WASHERS UNDER PLACING OF REINFORCING FOR SLAWON-GRADE P TESTING LAB DISCREPANCIES OR IF ACTUAL CONDITIONS DIFFER FROM THOSE SHOWN OR NOTED. ALL BOLT HEADS ANLL NUTS IN CONTACT WITH WOOD. - ®� a.3. CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY SUPPORT PRIOR TO COMPLETION OF 8-2. ANCHOR RODS TO BE ASTM 1554,GRADE 36 UNLESS OTHERWISE NOTED. DRILLED-!N ADHESIVE ANCHORS,RODS AND DOWELS SHALL: PER ICC EVALUATION REPORT C TESTING LAB VERTICAL AND LATERAL LOAD SYSTEMS. VLMK HAS NOT BEEN RETAINED TO PROVIDE ANY SERVICES BE CONTINUOUSLY INSPECTED DURING INSTALLATION 6 3: LAG BOLTS IN WOOD TO BE SAE 342.9 GRADE 1 WITH MINIMUM DIMENSIONS MEETING ANSUASME 8.18.2.1. - ... - "" --- RELATED TO JOB SITE SAFETY PRECAUTIONS,OR TO REVIEW THE MEANS, METHODS,TECHNIQUES;. DRILLED-IN EXPANSIC+NIWEDGE ANCHORS IN CONCRETE SEQUENCES,OR PROCEDURES FOR THE CONTRACTOR TO PERFORM WORK. UNLESS WE ARE B-4, LIGHT GAUGE STEEL 16 GAUGE AND HEAVIER SMALL BE FORMED FROM STEEL OF ASTM A1003 ST50H PER ICG EVALUATION REPORT C TESTING LAB WITH(Fy=5C KSI). LIGHT GAUGE STEEL 18 GAUGE AND LIGHTER SHALL BE FORMED FROM ASTM A1003 (UNLESS OTHERWISE NOTED ON DRAWINGS) SPECIFICALLY RETAINED AND COMPENSATED TO DO OTHERWISE,OUR WORK 15 LIMITED TO THE DESIGN .�.- .......:.�_:�. �:------------- .-- ,- OF WORK DESCRIBED ON OUR DRAWINGS FOR THIS PROJECT. ST33H NTH(Fy=33 KSI). DETAIL AND FABRICATE LIGHT GAUGE STEEL PER AISI STANDARDS. DRILLED IN SCREW ANCHORS IN CONCRETE Z A4, WHERE REFERENCE IS MADE TO ASTM,RISC,ACI OR OTHER STANDARDS,THE LATEST. ISSUE SHALL C_ DRILLED ANCHOR BOLTS (UNLESS OTHERWISE NOTED ON DRAWINGS) PER ICC EVALUATION REPORT C TESTING LAB APPLY. ADHESIVE ANCHORS: COLD-FORMED STEEL FRAMING. Rij C T u q A,& 11 SPECTION ANDIOR JOB SUPERVISION IS NOT PROVIDED BY VLMK. BASE MATERIAL PRODUCT I,C.C,# `�� � MATERIAL VERIFICATION, INCLUDING FASTENERS P TESTING LAB "' PR(�`�,3` A6. ALL.WORK SHALL BE IN STRICT COMPLIANCE WITH THE 2609 INTERNATIONAL BUILDING CODE(IBC)AS CONCRETE SIMPSON SETAP ADHESIVE ANCHOR ESR-2W8 , AMENDED BY THE STATE OF OREGON 2010 OREGON STRUCTURAL SPECIALTY CODE AND AL TER _ 1 (. C C ) L OTHER CONCRETE HILTI HIT-RE 50{1 SD ADHESIVE ANCHOR ESR-2322 FRAMING MEMBER SIZES,THICKNESS AND SPACING P TESTING LAB STATE AND LOCAL BUILDING REQUIREMENTS THAT APPLY. A:7. DESIGN CRITERIA: CONCRETE HILT]HIF HY 150 MAX-SD ADHESIVE ANCHOR ESR-3013 SHEARWALL SHEATHING, FASTENER SPACING,AND HOLDOWNS P TESTING 1,48 A.7.a. ROOF SNOW LOAD(PER IBC 1603.1.3) CONCRETE POWERS PE1000+EPDXY ADHESIVE ANCHOR ESR-:2583 FL25 PSF AT-ROOF SNOW LOAD MASONRY SIMPSON SET-XP ADHESIVE ANCHOR ESR-248 WOOD: �'' ©RE O MASONRY HILTI HIT-HY 150 MAX ADHESIVE ANCHOR ESR-1 T 23 SNOW EXPOSURE FACTOR (Ce) 1.O SCREW ANCHORS: SHEARWALL SHEATHING,, NAIL SPACING AND HOLDOWNS P TESTING LAB E`y ' y! ' PQ SNOW LOAD IMPORTANCE FACTOR 'is 1.0 . BASE MATERIAL PRODUCT I,C.C.# APPROVED FABRICATORS- fill) THERMAL FACTOR Ct 1.1] EXPIRES: 6--3p-2(3IS CONCRETE SIMPSON T17 EN HD SCREW ANCHOR ESR-2713 MASONRY 8IMPSON TITEN HD SCREW ANCHOR ESR-1056 CERTIFICATE OF COMPLIANCE MUST BE SUBMITTED TO THE A,7.b. WIND LOAD(PER IBC 16{13.t A;l ARCHITECT OR ENGINEER OF RECORD, FOR ALL OFF SITE P TESTING LAB BASIC WIND SPEED 3-SECOND GUST 95 MPH Cl OTHER ANCHORS ARE ACCEPTABLE ONLY WITH PRIOR WRITTEN APPROVAL OF ENGINEER. INSTALL ALL FABRICATION SUCH AS STRUCTURAL STEEL,OPEN-WEB STEEL ANCHORS PER MANUFACTURER'S INSTRUCTIONS PROVIDE MINIMUM EMBEDMENT AND SPACING JOISTS AND GIRDERS,GLU-TAMS,AND PRE-CAST CONCRETE mo chi WIND IMPORTANCE FACTOR 0w) 1.0 UNLESS NOTED OTHERWISE ON DRAWINGS. SPECIAL INSPECTION OF ANCHOR INSTALLATION IS OCCUPANCY CATEGORY II REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON DRAWINGS:. . 0% E WIND EXPOSURE B D. COLD-FORMED STEEL STUD BEARING WALLS A4 INTERNAL PRESSURE COEFFICIENT (GC2ij 10.18 DA ALL PRODUCTS ARE TO SE MANUFACTURED BY THE.CURRENT MEMBERS OF THE STEEL STUD SPECIAL INSPECTION PROGRAM NOTES: � E A.7.c EARTHQUAKE DESIGN DATA(PER IBC 1$(13.1.5) MANUFACTURERS ASSOCIATION(SSMA). INSTALLATION SHALL BE IN ACCORDANCE WITH THE CURRENT k^ 1. DURATION REFERS TO TIME AND FREQUENCY OF INSPECTION FOR THE PORTIONS OF WORK INDICATED. SEISMIC IMPORTANCE FACTOR ie 1.0 [CC REPORT(ER-4943P). D 2 STEED_.STUD FRAMING SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C754. C=CONTINUOUS INSPECTION WHICH THE SPECIAL INSPECTOR IS ON SITE AT ALL TIMES,OBSERVING � OCCUPANCY CATEGORY 11 THE WORK REQUIRING SPECIAL CIAL INSPECTION. � MAPPED SPECTRAL RESPONSE ACCELERATIONS Ss=91.0% S,=35..0 D.3. UNLESS OTHERWISE NOTED IN DRAWINGS,STEEL STUD WALL TRACKS ARE TO BE ATTACHED TO P=PERIODIC INSPECTION IN WHICH THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS Vf CONCRETE FLOORS WITH MINIMUM 4.145 INCH DIAMETER x 1 INCH PENETRATION POWDER-DRIVEN NECESSARY TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE SITE CLASS D FASTENERS SPACED AT 16 INCHES ON CENTER, WITH APPROVED PERMIT(DRAWINGS AND SPECIFICATIONS. Z lz 0. SPECTRAL RESPONSE COEFFICIENTS Sds-69.0'% Sd+=39-7% D.4- UNLESS OTHERWISE IK3TED IN DRAWINGS,STEEL STUDS ARE TO BE 60OS162-43 SECTIONS WITH "" W SEISMIC DESIGN CATEGORY D MINIMUM SECTION PROPERTIES(GROSS)AS FOLLOWS. ix-2.316 in"4,Sx=4.772.In^3 AND A=L0.447 in-12, }■ r"" STUDS TO BEAR ON FULL WIDTH OF TOP AND BOTTOM TRACK. 2. THE INSPECTION AGENCIES ARE AS FOLLOWS: W (h BASIC SEISMIC FORCE RESISTING SYSTEM LIGHT FRAMED WOOD WALL ENGINEER: VLMK CONSULTING ENGINEERS J SEISMIC RESPONSE COEFFICIENT'S (Cs) 0.078 D.6. STUD SPACING TO BE 16 INCHES ON CENTER OR AS INDICATED ON DRAWINGS, Z 4 GEOTECHNICAL: TO BE DETERMINED C7f RESPONSE MODIFICATION FACTOR IRI 6.5 D 8. WALL COVERING MATERIALS AND ATTACHMENT TO BE PER IBC SECTIONS 2506 THRU 2508 AND 2511_ TESTING LAB: TO BE DETERMINED IIA ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE D..7: GALVANIZED COATING TO BE G60 MINIMUM: TESTING LAB SHALL PERFORM INSPECTIONS OF ALL PORTIONS OF WORK DESIGNATED IN THE PROGRAM. Z {,� 0 A.B. MECHANICAL EQUIPMENT,MECHANICAL AND SPRINKLER PIPING LARGER THAN 2 INCHES IN DIAMETER D-B. CONNECTIONS: THE SELECTED INSPECTION AGENCY SHALL BE AN ACCREDITED,APPROVED SPECIAL:INSPECTION ' OR ANY OTHER ITEMS PRODUCINGA HANGER OR SUPPORT LOAD OF OVER 50 POUNDS SHALL.BE HUNG 13.8.a. WELDING IS ACCEPTABLE WHERE INDICATED ON THE DRAWINGS, ALL WELDS OF GALVANIZED AGENCY EMPLOYED BY THE OWNER OR OWNER'S AGENT,NOT THE CONTRACTOR OR SUB CONTRACTOR, 0 Z � BY A SYSTEM APPROVED BY VLMK, ANY HANGER OR SUPPORT PRODUCING A LOAD OVER 200 POUNDS STEEL SHALL BE VOUCHED UP WITH AZINC-RICH PAINT, PER I.B.G. SECTION 1704-1, THE SPECIAL INSPECTORS DUTIES REGARDING THE PORTIONS OF WORK ARE DESCRIBED IN CHAPTER 17 OF THE I.B.C.. THE:SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL HAVE ADDITIONAL FRAMING INSTALLED TO TRANSFER THESE LOADS TO THE MAIN STRUCTURAL D.8.b.. #12 GAUGE SCREWS TO BE USED TO CONNECT STEEL STUD FRAMING EXCEPT AS NOTED ON � SHALL DEMONSTRATE COMPETENCE,TO THE SATISFACTION OF THE BUILDING OFFICIAL,FOR BEAMS OR WALL UNLESS OTHERWISE APPROVED. DRAWINGS.. SCREWS TO BE SELF TAPPING AND DRILLING FROM ONE OF THE FOLLOWING: INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL. A.9. WHERE REQUIRED,SEISMIC BRACING FOR MECHANICAL AND ELECTRICAL EQUIPMENT,SPRINKLER STEEL STUD FASTENERS I.C.C.# INSPECTION. PIPING OR OTHER NON-STRUCTURAL COMPONENTS SHALL BE PROVIDED BY THE CONTRACTOR IN VS BRAND SELF DRILLING/SELF TAPPING STEEL SCREWS ER-5617 ACCORDANCE WITH CHAPTER 13 OF ASCE 7.05. STRUCTURAL CALCULATIONS AND DETAILS STAMPED BY 3 PRIOR TO THE BEGINNING OF CONSTRUCTION,THE ARCHITECT OR ENGINEER SHALL CALL A A LICENSED ENC3INEER SHALL BE SUBMITTED TO VLMK FOR REVIEW: HILTI KWtK-PRO SELF DRILLING STEEL SCREWS ESR-2196 ( ) PRE-CONSTRUCTION MEETING WITH THE ARCHITECT,ENGINEER, BUILDING OFFICIAL,CONTRACTOR,AND A-% THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR USE IN THE CONSTRUCTION OF THE DR-SIERK D-8-c. PLACE SCREWS WITH MINIMUM SPACING AND EDGE DISTANCE OF 3 SCREW DIAMETERS; SPECIAL INSPECTORS TO REVIEW THE SPECIAL INSPECTION REQUIREMENTS: THE STRUCTURAL > DENTAL TENANT IMPROVEMENT DRIVE THRU PROJECT LOCATED IN TIGARD,OR. POSSESSION OF THESE UNLESS OTHERWISE NOTED ON DRAWINGS. PROVIDE MINIMUM LENGTH FOR SCREW TO OBSERVATION REQUIREMENTS SHALL ALSO BE DISCUSSED DURING THIS MEETING. Q DRAWINGS DOES NOT GRANT A LICENSE TO CONSTRUCT OR FABRICATE THE WHOLE,OR PARTS OF THIS PENETRATE BEYOND FASTENED MEMBERS BY AT LEAST TWO FULL DIAMETER THREADS. ' PROJECT IN OTHER LOCATIONS- D B.d BOLTS TO BE PLACED IN PRE-DRILLED HOLES IN COMPLIANCE WITH AISI NORTH AMERICAN 4. DUTIES OF THE SPECIAL INSPECTOR TO INCLUDE,BUT ARE NOT LIMITED TO: Y SPECIFICATION,SECTION E3A. STANDARD HOLE SIZES SHOULD NOT EXCEED THE BOLT DIAMETER+ 1032"FOR BOLTS LESS THAN 1t2"DIAMETER,OR BOLT DIAMETER+1116"FOR A. ACKNOWLEDGE THE SPECIAL INSPECTION PROGRAM AND THE SPECIAL INSPECTION AND TESTING DIVISION 2 - SITE WORK BOLTS Ira"DIAMETER AND GREATER. OVERSIZED OR SLOTTED HOLES SHOULD NOT BE USED AGREEMENT,PROVIDED BY THE LOCAL JURISDICTION. t/1 UNLESS SPECIFICALLY NOTED ON DRAWINGS. B: THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED L+r3 PERMIT DRAWINGS AND SPECIFICATIONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE A GENERAL IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION,THEN, IF UNCORRECTED,TO THE A.1, REMOVE ALL ORGANIC MATERIAL AND TOPSOIL FROM AREAS UNDER THE BUILDING OR UNDER PAVED DIVISION 6 - WOOD ENGINEER AND TO THE BUILDING OFFICIAL, AREAS. C. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE Al, FILL MATERIAL TO CONSIST OF A GRANULAR MATERIAL OR CONDITIONED SITE MATERIAL. PLACE FILL IN BUILDING OFFICIAL,ARCHITECT,ENGINEER,CONTRACTOR,AND(OTHER DESIGNATED PARTIES), IN A LIFTS NOT TO EXCEED 8 INCHES AND COMPACT TO 96%STANDARD ASTM D-1557 UNDER FOOTINGS, A. ROUGH CARPENTRY TIMELY MANNER„AS ESTABLISHED AT THE PRE-CONSTRUCTION MEETING. UNDER PAVED AREAS AND UNDER FLOOR SLABS. A.1. LUMBER SPECIES AND GRADES TO BE AS FOLLOWS UNLESS OTHERWISE SHOWN ON DRAWINGS: D. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING ■ A.3. BASE MATERIAL IMMEDIATELY UNDER SLAB TO BE 6 INCH LAYER OF COMPACTED CRUSHED ROCK WITH JOISTS,BEAMS&STRINGERS; DOUGLAS FIR#2 SPECIAL INSPECTION WAS INSPECTED,AND WHETHER THE WORK IS IN GENERAL CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP LESS THAN 5°/a PASSING THE 1120u3 SIEVE, SUCKS,BLOCKING,BRIDGING AND MISCELLANEOUS: DOUGLAS FIR OR HEM FIR 03 PROVISIONS OF THE INTERNATIONAL BUILDING CODE, AA SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION, W A.S. ALL FOOTINGS TO BEAR A MINIMUM 18 INCHES BELOW FINAL GRADE ON FIRM, UNDISTURBED SOIL OR STRiPPIN : - DOUGLAS FIR 03 5. DUTIES OF THE CONTRACTOR INCLUDE,BUT ARE NOT LIMITED TO: APPROVED COMPACTED FILL. NOTIFY VLMK BEFORE PROCEEDING IF ANY UNUSUAL CONDITIONS ARE 2x4 STUDS: DOUGLAS FIR STUDS ENCOUNTERED IN THE FOOTING EXCAVATIONS- A, NOTIFY THE SPECIAL INSPECTOR THAT THE WORK IS READY FOR INSPECTION AT LEAST 24 HOURS SILLS,LEDGERS,PLATES,STRIPPING, ETC,IN CONTACT PRESSURE TREATED HEM FIR#2 BEFORE SUCH INSPECTION. A.6_ DO NOT EXCAVATE CLOSER THAN 21 SLOPE(BELOW FOOTING EXCAVATIONS. WITH CONCRETE,AND WOOD CURBS:: B, ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS A.7, CLEAN ALL FOOTING EXCAVATIONS OF LOOSE MATERIAL. ROOF, FLOOR AND WALL HEATHING; BEEN OBSERVED AND INDICATED TO BE IN CONFORMANCE BY THE SPECIAL INSPECTOR AND APA RATED SHEATHING, EXPOSURE 1,CONFORMING TO APA PERFORMANCE APPROVED BY THE BUILDING OFFICIAL DIVISION 3 - CONCRETE AND REINFORCING STANDARD PS I-a5 AND EXCERPT NER-108. SEE DRAWINGS FOR REQUIRED C. PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND THICKNESS OF SHEATHING ANWOR SPAN RATING.INSTALL ROOF AND FLOOR SPECIFICATIONS AT THE JOB SITE. SHEATHING WITH LUNG DIMENSION PERPENDICULAR TO SUPPORTS UNLESS D. MAINTAIN AT THE JOB SITE.,COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR. A CONCRETE MIXIMATERiAL OTHERWISE NOTED: USE SPACERS TO PROVIDE 118 INCH END AND EDGE.JOINTS(V4 Al- STRENGTH: AVERAGE 28 DAY CONCRETE STRENGTH DETERMINED BY JOB CAST IAB CURED CYLINDERINCH FOR JUMBO PANELS)WHENEVER SHEATHING IS EXPOSED TO WET WEATHER. 6. THE FOLLOWING INSPECTIONS AND TESTING REQUIREMENTS SHALL BE PERFORMED IN ADDITION TO . TO BE AS INDICATED BELOW PLUS INCREASE DEPENDING ON THE PLANT'S STANDARD DEVIATION AS FILLANY JOINT SPACING OVER 3.18 INCH UNLESS OTHERWISE APPROVED BY THOSE REQUIRED BY THE I.B:C.: SPECIFIED IN ACI 318, PROVIDE MIX DESIGNS TO THE ENGINEER FOR ALL CONCRETE TO BE USED, ENGINEER, INSTALL 2x4 OR THICKER BLOCKING AT UNSUPPORTED JOINTS IN WALL SHEATHING.BLOCK ROOF OR FLOOR SHEATHING WHERE NOTED ON DRAWINGS: A. CONCRETE INSPECTION AND TESTING REQUIREMENTS ARE AS FOLLOWS: CLEARLY LABEL ALL MIX DESIGNS FOR PROPOSED AREA OF USE. 1) CONTINUOUS OBSERVATION OF SLAB ON GRADE CONCRETE PLACEMENT 1S REQUIRED, ui A_2, MINIMUM MIX REQUIREMENTS: Al. PROVIDE FIRE BLOCKING AS REOUIRED AND BLOCKING FOR ALL SPECIFIED WALL-MOUNTED ITEMS tNCLUDING CABINETS,DOORSTOPS,ETC, 2) OBTAIN(4)TEST CYLINDERS FOR EACH 100 CUBIC YARDS PLACED(OR PORTION THEREOF IF L AT10N MIN.COMP. SLUMP MIN. CEM. ADMIXTURES A,2. CONNECTORS; LESS THAN 140 CUBIC YARDS ARE PLACED): BREAK(1)CYLINDER AT 7 DAYS AND(2)CYLINDERS AT 28 DAYS (IF THE FIRST 28 DAY CYLINDER BREAK IS LESS THAN REQUIRED STRENGTH,HOLD CD STRENGTH a CONTENT A.2.a, TIE STRAPS,FRAMING ANCHORS,HANGERS„STIRRUPS,COLUMN CAPS,COLUMN BASES,ETC., (2)CYLINDERS FOR 56 DAY BREAK)HOLD 4TH CYLINDER FOR 56 DAY BREAK. BREAK 4TH FOOTINGS 3,000 PSI 0"-51 470 LB NONE TO BE SIMPSON AS DETAILED,OR AS APPROVED_ CYLINDER ONLY IF REQUIRED STRENGTH IS NOT MET WITH(2)CYLINDERS AT 28 DAYS. 06 INTERIOR SLAB ON GRADE 3;504 PSI 2141 517 L (b), (c) A.2.Ib. FULLY FASTEN ACCORDING TO MANUFACTURER'S SCHEDULE USING LARGEST SIZE SHOWN, 3) VERIFY THAT THE APPROVED MIX.DESIGNS ARE BEING DELIVERED TO THE SITE. BATCH TICKETS MAX WATER 25O PCY � A.2-c, ALL BEAMS AND JOISTS NOT BEARING ON ANOTHER MEMBER TO CONNECT WITH'U'TYPE SHOULD BE CHECKED FOR ALL TRUCKS ENTERING THE SITE. � r j (a)- SLUMP EXCEEDING SPECIFIED LIMIT S SHALL NOT BE INCORPORATED IN THE PROJECT HANGERS UNLESS OTHERWISE NOTED ON DRAWINGS. co EXCEPT BY WRITTEN APPROVAL FROM ENGINEER. AL-2.d. NAILING: ALL NAILS SPECIFIED IN THE DRAWINGS TO BE"COMMOIT'NAILS UNLESS OTHERWISE C) NOTED. ALL NAILING SHALL COMPLY WITH IBC TABLE 2304.9.1, NAILING SCHEDULE. OBTAIN * /�p�/��qa (b)- UP T -WATER REDUCING AGENT. ENGINEERS APPROVAL OF ALL PROPRIETARY NAILING SYSTEMS: WOOD STUD SHEARWALL SCHEDULE - 10d NAILS (WIND) (c)- UP TO 1 1/2 PERCENT CALCIUM CHLORIDE ALLOWED DURING COLD W1=+�►THER, A.2.€�. NAILS AT ROOF AND WALL DIAPHRAGMS TO BE DRIVEN$O THAT THEIR HEAD OR CROWN IS A.3. USE TYPE I CEMENT, PER ASTM C-150 UNLESS OTHERWISE APPROVED_ FLUSH WITH THE SURFACE OF THE SHEATHING. CHECK AND RESINK IF NEEDED,IMMEDIATELY MARK SHEATHING AND NAILING SILL PLATE AND ANCHORAGE CAPACITY NOTES 0 AA. AGGREGATE ASTM C-33 WITH 314 INCH MAXIMUM SIZE AGGREGATE_ BEFORE ROOFING. � W Alf CORROSION PROTECTION: � LLJ A.S. MAXIMUM WATER ALLOWED IN SLAB ON GRADE DESIGNS IS 250 POUNDS PER CUBIC YARD UNLESS F 2' 15132"APA RATED,EXPOSURE 1 SHEATHING, UPPER WALL 2x SOLE PLATE WITH 16d NAILS TYPICAL [ , I � m ■ OTHERWISE APPROVED BY ENGINEER. A.2,f.a. CONFIRM REQUIRED CORROSION PROTECTION FOR HARDWARE AND FASTENERS ONE SIDE,ALL EDGES BLOCKED,WITH 10d AT 4"O-C.STAGGERED EXTERIOR iiJ A.6. WATER REDUCING AGENT(WRA)SHALL BE POLYHEED R-1 OR DURACEM 55(MINIMUM 6 OZ,PER 100 WITH SPECIFIC RECOMMENDATIONS FROM PRESSURE TREATING MANUFACTURER <3> COMMON WIRE NAILS AT 6"O.C�ALL PANEL 434 PLF WALLS OR HANGER MANUFACTURER(USE MOST CONSERVATIVE FOR SPECIFIC WOOD FOUNDATION; 2x P.T.SILL PLATE WITH Ira DIA w POUNDS CEMENT). COMPLY WITH ASTM C-484. ) EDGES AND i2"OIC-IN-FIELD ANCHOR BOLTS AT,i2"`O.C.: U,O.N. Q � A.7. PLACE AND CURE ALL CONCRETE PER ACI CODES AND STANDARDS. TREATMENTS USED. p /� ry �/ B. REINFORCING A-2.f-b: MINIMUMCORROSIONPRESSURE PROTECTION EDLUM ER TO RASTM 653 TO CLAS 'LAjj"'i3OD S"T"UD SHEARWALL SCHEDULE NOTES (WIND) ' � N � ENVIRONMENT OR PRESSURE TREATED LUMBER TO BE PER ASTM A653 CLASS 185 WOOD vv B.1. ALL REINFORCING TO BE ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. (SIMPSON ZMAX)OR ASTM A123. X B.2. FABRICATE AND INSTALL REINFORCING STEEL ACCORDING TO THE MANUAL OF STANDARD PRACTICE. A.2.f.c. FASTENERS FOR PRESSURE:TREATED LUMBER MUST BE MINIMUM HOT-DIP < FOR DETAILING REINFORCED CONCRETE STRUCTURES-ACI STANDARD 315, GALVANIZED,STAINLESS STEEL::.,SILICON BRONZE OR COPPER. 1. INSTALL SHEATHING HORIZONTAL OR VERTICAL. NO PIECE SMALLER THAN 2`-0"x 2'-U". 0 (� B:3. PROVIDE 2'4'x 2`-0"CORNER BARS TO MATCH HORIZONTAL REINFORCING IN POURED-IN-PLACE A 2 f d, HOT-DIP GALVANIZED HARDWARE AND FASTENERS MUST COMPLY WITH ASTM � r 2. APPLY GYPSUM BOARD OVER SHEATHING AS REQUIRED BY ARCHITECTURAL DRAWINGS. FOOTINGS AT ALL CORNERS AND INTERSECTIONS. A153,STAINLESS STEEL FASTENERS TO BE TYPE 304 OR TYPE 316, DATE B.4: LAP ALL BARS IN CONTINUOUS AND INTERSECTING FOOTINGS Z-0"OR 40 BAR DIAMETERS,WHICHEVER IS A.:2.f.e, HARDWARE AND FASTENERS USED TOGETHER MUST BE:THE SAME TYPE(E:G. 3. AT POSTS EMBEDDED IN SHEAR WALLS,ATTACH SHEATHING PER THE EDGE NAILING REQUIREMENTS FOR THAT SHEAR OCTOBER GREATER. HOT-DIP GALVANIZED NAILS WITH HOT-DIP GALVANIZED HANGERS), WALL:ALL SHEAR WALL NAILS TO BE COMMON WIRE(10d DIA=t7,:148")OR GALVANIZED BOX.NAILS(100 DIA a 0.128"). 08E 09.2013 8.5. EXTEND REINFORCING TO WITHIN 1 INCH OF WALL AND SLAB EDGES.. A.3. (DELIVERY AND STORAGE ALL LUMBER AND SHEATHING DELIVERED TO THE SITE,SHALL BE STACKED OR MINIMUM PENETRATION TO BE 1 3r8"FOR 10d NAILS. STAPLES ARE NOT AN ACCEPTABLE SUBSTITUTION. SCALE PROJECT NO, STORED OFF THE GROUND AND PROPERLY PROTECTED AGAINST WEATHER. 4. ANCHOR BOLTS TO BE STANDARD CAST-IN-PLACE»(-BOLTS WITH 7"MINIMUM EMBED AND 3"MINIMUM EDGE DISTANCE.IF AS NOTED 20130%4 DIVISION 4 - MASONRY NOT USED A 4. NOTIFY ENGINEER FOR OBSERVATION OF ROOF SHEATHING NAILING OBTAIN ENGINEERS APPROVAL EXISTING SHEARWALL DOES NOT HAVE ADEQUATE ANCHORAGE, PROVIDE 1r2"DIA x6"MINIMUM EMBED EPDXY ANCHOR. DRAWN CHECKED PRIOR TOS FARTING ROOF INSTALLATION SEE STRUCTURAL OBSERVATION NOTES FOR ADDITIONAL REQUIREMENTS. 5. PROVIDE A MINIMUM OF(2)ANCHOR BOLTS PER WALL SECTION.PROVIDE PLATE WASHERS-MINIMUM OF 114'x 3"x WIN SMS KMK A.5: CUTTiNG AND NOTCHING OF JOISTS RIOT ALLOWED. A'I INCH DIAMETER HOLE MAY BE DRILLED IN THE SIZE,AT ALL SILT.PLATE ANCHOR BOLTS. SHEET NO CENTER 113 OF 'THE.MEMBER DEPTH. ALL OTHER HOLES TO BE APPROVED BY ENGINEER. 6- PANEL EDGE FRAMING TO BE 3"NOMINAL AND NAILS STAGGERED WHERE NAIL SPACING IS 3"O,C,AND 10d NAILS ARE A.6. STUDS MAY BE NOTCHED IN THE LOWER VS OF THE HEIGHT OF THE STUD FOR ELECTRIC AND PLUMBING USED. PIPES,BUT NO PART OF THE NOTCH IS TO BE DEEPER THAN 25 PERCENT OF THE WIDTH OF THE STUD so . 0 HOLIES OF DIAMETERS UP TO 103 OF WIDTH OF STUD MAY BE DRILLED IN THE STUD. 20130564 20130564 - SOO STRUCTURAL NOTES & SPECIAL INSPECTIONS (Drawing Set 2).dwo 11 Dec 2013 12:06 m ccilinb OFL STUD WALL SLS 1 1N0 STAIRS PER PLAN TO SHEARWALL SHEATMING "rte PER PLAN —SIMPSON f AL WITH(24)1 5 INAILS STOREFRONT PER ARCHITECTURAL. ✓ � I WALL OCCURS AT SIMILAR � � CONDITION. F.T.BILL FLATS Atr'[) REINFORCING PER PLAN ANCHORAGE PER CRETE SLAB AND O T 'P 1 T''w'P �' SHEARWALL SCHEDULE 0¢ REINFORCING PER PLAN. '.>.. r FOR MORE INFORMATMDN C? }STI�*46�1-'I�..+'�bII;},�sA" i {''l 'Ei v�+`"IN .--y., .. �,`::,..,, ..:�_.:. r ' �`*.. :. "'"'"":.^'^' A.3 �F - CL7NCRETI=SI AB F�EFt PLAN PR�xfjr+ PLY'�1��,Cro z.$'}ELATk-TNG 3N ', #�1 _.:::. }I . ! SEE DETAIL x '� wIsII Sw f iTN t I"Ii dttlk�l 48 ,.� ' w EXISTING SLAB ON C�RAI�E 1'�i+l NI'4LS'A t 6"0, d�LI.I'!�,swIL=.L. EDGES S � '," � W— rs Gciw2CF2ETE SLAD TQ REMAIN.IrXISTING STEM EDS NAILNFK3 'jkI C 7 (f 5 PER PLAN[ Ore WALL OCCURS A7 SIMILAR r . -r-- S1.a ?1 w . t..4. CONDITIOIN t� p ! a ►t r J/ ,, �- , 1 .0 r 'FI E�.Tlrww.t: hl h�EYE:LAO�.lNL� � ti I h"I. - 112"CLR 'r . EXISTING STEM x- �k REPL3�CL'0V7TH THWII# C, , EIF I I TING D . • . ; , . w WALL AND FOO . � ,,:r. , -: . ,...,�:.,...,�: :�t�C��Y�C 1 Y}„I�#�� #�I ,.. �T:4�, f,),�.:�dw3�.F REMOVE EXISTING #C+ I, yt-?TL TO INSTALL STRAP FOOTING AS REQUIRED � GCS! NE VrR E»COMF��^,C�fFC�t`I3?ISIaF b I°L I #4 x 1'13"DOV+lELS AT 4EI'C)_C.EPDXY #4 x CONT TL?P AAii3 Flt TTO11tl TO REMAIN 2 F 1 TIN _ +rFa. ILw , EMBED 4•MIN INTO EDfaE OF . . . . � � � i f I;~J(15TING 5tA13 SESR 2505).SEE .: —,_ "::: �' 111019 STRUCTURAL NOTES QNISIQN 5 M #4 BARS AT 24•Q C.,EPC7XY (t '....�`�� '� '� - `,. �-,• - �. . ..�� SECTION C FOR MCN„TE I►NFORA+WTIC1',V "114t i EDGE OF EXF'lRES: 5-30-2011; 1EXISTING FOOTING ,� r� { 'r VL 3 f 51 ,- t E _ {#t ABOVE .- ( 1 CONCRETE DOWEL DETAIL 2 THICKENED SLAB DETAIL 3 HOLDOWN DETAIL THICKENED SLAB � co @j 1` S 10 X51 av�g 1 1�2H=1'-0' S14 Z.s1wg I"=i'$" Sll"3.tlwg 1"=1'-0" CJ O E T'y - r tm'4A - JR� :, `k I A FRt�'JfM al Ft,l1_t I-fFr'��T tr.4 � (� � -t 37 VAT A 2 Ff ' s:if T s �'1 'TI x}'€'�+ 01-BE u - " E }Ec QEF t�i� I c }G i• E Z I.F�,1'`F'ED:PRT G`v°1L'�E � ,r s TUBAL F' R MGIC _VVjfjf:prr �' CNI IL. .DE!`'.V411 '1 CRIPPf�.E ft p 4t� 1,:tt# T ` Vd a. C"4 STUD AT EACH END � � �' ORE INV. x:,fir,."ION W k Z as SIM `x � ; _ } � a' O EXISTING ROOF NOTE: Z ABOVE "y `" „��-' '�` s.""� STRUCTURE:TO IF CONDITIONS VARY FRC�uI .� .� '"✓ '' : lrlY �' ",� • REMAIN WHAT IS SHOWN OR NOTED, O Z C r . ' CONTACT THE ENGINEER. C w + q O r" SIM § a CL. y . • '~ 4¢ � ,a +'o t a �w #T+E'w�t.w}of J T e�'F1113R STUD f • VVA,L,Sf-EPK_TE-' FOR "'" , P MOREL INFOR A'T't 1 t ` b d TYP w 'SOT � �'ti NEW g2)2x TOP PLATE WITH � ' �` ' �'� ',: `s (4)16d NAILS AT 8C7.C. 3 � t ti EXISTING FRAMING, 0 h-. NEW STUD WALL PER { TYPICAL 39 NEW INTERIOR STUD I'I�N w� N ' WALL,SEE NOTE 3 FOR FINISHES PER FINISHES PER ARCHITECTURAL C" ARCHITECTURAL `# MORE INFURNATION V��' '! ABOVE SIM 4' ;w k r ` 6 `� $1..0 51,0 {{:.M "-:. . .- {F, _ � y _ � �.�,...'. : .�.�::: .^.:.:, 4 EXISTING ROOF CONNECTION DETAIL tea— y Si0'04.d" 1a-1�{1p \11 f' Est `�N�':r 3'I; � -w� - Rl=MC7V€ EXISTING CONCRETE SLAB ANI S - 7ll-:ali�R S 1 Uf" of t* °14 E F Eh fk 1 w f r L t w(r `� �" q,,L4 SEE t4O TE ?f FOR � ,Il-f w'4 qT N11 to r � } w,9 CONI .,r'' `v R REPLACE WITH 4'"THICK CONCRETE SLAB } } ON GRADE WITH Ito BARS AT 24"O.C.EACH a t �-' 'LL tylt f E d�"C �t1 1 PG t h r A Ii" txT 6"'��E.A.L r� f ssaT .I�_a } 1'S; -;""„ M' l '1 X52', WAY OVER 6"COMPACTED CRUSHED ROCK t A } [ � _i — ` I 71 '}y Ay � - ' SIMPSON HOLDOWN SCHEDULE s1 ,C F �- Ex 'T 3� t ��. +� .t,L WAD POST PER FLAN ` # MIl�tfilliMl ILPN '{`O0 SES t E HOLDOWN SIMPSON EPDXY BOLT POST THICKNESS POST THICKNESS SIMPSON SPECIFIED PER SCHEDULE FASTEI FIS SIMPS£Nwl'DDT2Z 11T DIA x REO'D EMBED 3" .. 4 uj SIMPSON HOLDOWN S"IMPSON'STHD14' NIA 3" PER SCHEDULE C) r—�P.T.SILL PLATE SCHI ALL HOLDOWN NOTES: w Cr. i 1. hCIL.C)OI+YIVS.STB BITS AIY13 EPDXY BOLTS MANUFACTURED BY sll4lt'sOly I,,,- F S'TR G TIE.INC.INSTALL PER SIMPSON REC NIMEIVDATIONS, co N A KEY PLAN V44.;n }� ..�.�. UJ Z ;7 C ANCHOR BOLT P 2. USE SIMPS'ON'SSTB ORA36 ANCHORS AT STEMWALLS.USE SIMPSCXV SET XP" < rn SCHEDULE " A307 THREADED ROD EPDXY ANCHORS AT FOOTINGS OR THICKENED SLABS, KEY PLAN NOTES; � . EXPANSfON&&HORS SHALL NOT BE USED AT",DOWNS. 4 KEY PLAN LEGEND: 3, SHEARWALL SHEATHING TO BE ATTACKED TO VERTICAL MEMBER WITH EDGE w •�••• U�.i In zzz` "', ExtSTING STUD WALT.PIER RWV 1- CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS ui VNITFI ARCHITECTURAL DRA1AlING5. NAILING REQUIREMENTS PER NOTES ON THIS SHEET. b� CONCRETE STER PLA 04 H EXl5TIIVC3 WALL TO BE REMOVED PER PIAN OR FOOTING PER PLAN 4, EMBED 4" MINIMUM INTO EXISTING CONCRETE FOOTING,FIELD V!RIFY CV -- "'~°� 2. CONTRACTOR TO VERIFY EXISTING�RAMINO SIZES AN[7 ------ THIGKEND SLAB EDGE PER DETAIL no � CONDITIONS SHOWN WITH ACTUAL SIZES AND COFlt7RIC>I`I5, FETING DEPTH PRIOR TO IaFtiL.LING. ���,J!! !NOTIFY ENGINEEIR IF DISCREPANCIES OCCUR. NEW INTERIC0 STUD WALL PER PLAN CATE ,, NEW�!'TI=RI(JR STUD WALL TO BE:31:�CURECI 1`D ExISnNIs C:3C'TC}8ER I19,2013 � 2M6 DOUG FIR#z STUDS AT 113'"t3,G.TYPICAL-U.t7.N. FRAMING AND SLAB ON GRAVE PER ARCHITECTURAL. SCALE PROJECT NO. ON PLAN, AS NOTED 20130564 SIMPSON HOLDOWN PER PLAN,SEE:DETAI6 (&NO {: 5 SHEARWALL HOLDOWN SCHEDULE DRAWN CHECKED 1 , Shearwal Ho�wn•Wo►d Stud"dwg 1" 1,4r SMS KMK SHEAR WALL TYPE PER SCHEDULE ON SHEET 50,0. SHEET NO Q ALL EXTER100 WALLS TO BE TYPE'A'SHEAR WALLS UNLESS OTHERWISE NOTED �'"� OF 201305642013056 — SID KEY FLAN Qravlrin Sat 2 ,dt� 11 Dec 2013 _ 12:J3 m c Ilinb