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REVIEWED BLD BLD2020-0564+Structural_Plan+11.19.2020_7.28.31_AM
STRUCTURAL NOTES O C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 15 PSF FLOOR 15 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF FLOOR 40 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. SITE CLASS (ASSUMED) D SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.323 ONE SECOND SPECTRAL RESPONSE ACCEL (Si) 0.520 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0.882 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.520 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR (IE) 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD SHEAR WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) 1.0 SEISMIC RESPONSE COEFFICIENT (CS) 0.136 W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. BASE SHEAR (V), V = CSW = SIDS R I W 14.7 KIPS WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 110 MPH EXPOSURE C KZT 1.72 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. CONCRETE CONSTRUCTION - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.3 AND TABLE 1705.3. LIGHT FRAMED WOOD SHEAR WALLS - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.5 AND 1705.11.2. A PRECONSTRUCTION MEETING IS REQUIRED FOR WOOD FRAMING WITH THE STRUCTURAL ENGINEER, GENERAL CONTRACTOR AND FRAMING CONTRACTOR REPRESENTATIVES PRESENT. SPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS SOILS PIPE PILING INSTALLATION X GEOTECH ENGINEER PILING REFUSAL VERIFICATION X GEOTECH ENGINEER CONCRETE CONCRETE TEST SPECIMENS X ADHESIVE ANCHORS X IF REQ'D WOOD FRAME SHEARWALL & DIAPHRAGM NAILING X SPACING s 4" OC STRAP NAILING X DRAG STRUT INSTALLATION X NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. SHOP DRAWINGS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION: 1. REINFORCING STEEL 3. OPEN WEB TRUSSES 2. CONCRETE MIX DESIGN 4. ENGINEERED WOOD BEAMS SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE MANNER. ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED. DEFERRED APPROVAL ITEMS SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW THEM AND INDICATE THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. 1. HANDRAILS AND GUARDRAILS 2. OPEN WEB TRUSSES FOUNDATIONS: PIN PILES SOILS REPORT: REPORT NO: 999017 PREPARED BY: NELSON GEOTECHNICAL ASSOCIATES, INC. DATED: SEPTEMBER 29, 2017 ALLOWABLE PILE CAPACITY: 3 TONS (2"0) 8 TONS (4"0) PASSIVE EARTH PRESSURE: 150 PCF LATERAL EARTH PRESSURE: UNRESTRAINED: 100 PCF IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557-00. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. 4" 0 PIPE PILING INSTALLATION 4" STD PIPE SHALL CONFORM TO ASTM A53 GRADE A OR B, FY = 30 KSI (MIN) REFERENCE PLAN FOR ANY BATTER PILES REQUIRED. PIPE PILING SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL BY MEANS OF A TRACTOR MOUNTED TB425 BREAKER HAMMER W/ AN ENERGY RATING OF 1100 FT -LB, WITH REFUSAL BEING DEFINED AS 3 INCH OR LESS OF PENETRATION DURING 1 MINUTE OF SUSTAINED DRIVING. PIPE SECTIONS SHALL BE BUTTED TOGETHER AND WELDED. PROPERLY PREPARE ENDS OF WELDED JOINTS TO AVOID FRACTURE OF JOINT. WELDED COUPLERS SHALL BE USED. WHERE NOT INDICATED, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN AWS "STRUCTURAL WELDING CODE". WELDING SHALL CONFORM TO AWS D1.1 LATEST EDITION. ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED IN ACCORDANCE WITH AWS AND WABO. SLEAVED COUPLERS IF DESIRED SHOULD BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 3% OF THE INSTALLED PILES SHALL BE LOAD TESTED TO 2 TIMES THE DESIGN LOAD (2x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fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD SLABS ON GRADE 3000 PSI 0.55 5 1/2 SACK N/A FOOTINGS 3000 PSI 0.55 5 1/2 SACK N/A GRADE BEAMS 3000 PSI 0.50 5 1/2 SACK N/A WALLS 3000 PSI 0.45 5 1/2 SACK N/A ALL OTHER CONC. 2500 PSI 0.45 5 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: f'c = 3000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 22 17 9 28 22 12 #4 29 22 11 37 29 15 #5 36 28 14 47 36 19 #6 43 33 17 56 43 23 #7 63 48 20 81 63 27 #8 72 55 22 93 72 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: #6 BARS AND LARGER 2" #5 BARS AND SMALLER 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. LUMBER ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) SLEEPERS DOUG-FIR STUD 700 - LIGHT FRAMING (STUDS) HEM -FIR STUD 675 800 2x JOISTS AND PLANKS HEM -FIR #2 850 - PLATES AND BLOCKING HEM -FIR #2 850 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMS AND STRINGERS HEM -FIR #2 850 - ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: NAIL SHANK 0 MIN LENGTH 8d COMMON 0.1310 2 1/2" SHANK 10d COMMON 0.1480 3" SHANK 12d COMMON 0.1480 3 1/4" SHANK 16d COMMON 0.1620 3 1/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS, OR BOLTS IN EACH MEMBER. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED WOOD CCA-C SBX ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHER PT WOOD G90 X X X G185 X X X X X X HDG X X X X X X STT300 X X X X X X X X G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG = HOT DIP GALVANIZED SST300 = TYPE 316L STAINLESS STEEL RATED SHEATHING RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fv (PSI Fc (PSI) BEAMS & POSTS (d < 9 1/2") LSL 1.3E 1,700 425 1,835 RIMS & BEAMS (d >_ 9 1/2") LSL 1.55E 2,325 310 - BEAMS & POSTS LVL 2.0E 2,600 285 2,510 POSTS (d < 9 1/2") PSL 1.8E 2,400 190 2,500 BEAMS (d >_ 9 1/2") PSL 2.2E 2,900 290 - TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS. UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. GLUE -LAMINATED TIMBER GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE FOLLOWING MINIMUM STANDARDS: SPAN COMBINATION Fb SIMPLE SPAN BEAMS 24F-V4 2400 PSI CANTILEVER OR MULTI -SPAN BEAMS 24F-V8 2400 PSI OPEN WEB WOOD JOISTS OPEN WEB WOOD JOISTS, MANUFACTURED BY THE RED BUILT COMPANY SHALL BE SIZED AND DETAILED TO FIT THE DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW. PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. EXISTING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 11/16/20 m J Lu J Q N Q z F- 'a - CID N Z �u � u Lu Z w u w w w O Q a a U O O O Ld c'n I� �o Q m o r--i O r-I r-I Y D' Q DESIGN: BTJ DRAWN: JEG CHECK: DMT JOB NO: 20039.10 DATE: 03/23/20 ' N W i; O U 00 Z Ld V)Q 0 co WCO I-- V) 0 Z Z W W N Q M J I� W SHEET: Simi r� V w z J STRUCTURAL NOTES ,6- . __jmu4=#] (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ANCHOR TESTING EACH GROUND ANCHOR SHALL BE TESTED. THE MAXIMUM TEST LOAD SHALL NOT EXCEED THE MANUFACTURER RECOMMENDED MAXIMUM LOAD. TENDON ANCHORS SHALL BE LOADED SIMULTANEOUSLY TO THE ENTIRE TENDON. STRESSING OF A SINGLE ELEMENT OF MULTI -ELEMENT TENDONS WILL NOT BE PERMITTED. A DIAL GAUGE OR VERNIER SCALE CAPABLE OF MEASURING TO 0.001 INCHES SHALL BE USED TO MEASURE THE GROUND ANCHOR MOVEMENT. THE MOVEMENT MEASURING DEVICE SHALL HAVE A MINIMUM TRAVEL EQUAL TO THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS 1 INCH. THE DIAL GAUGE OR VERNIER SCALE SHALL BE SUPPORTED INDEPENDENT OF THE JACKING SYSTEM & RETAINED STRUCTURE & SHALL BE ALIGNED SO THAT ITS AXIS IS WITHIN 5° FROM THE AXIS OF THE GROUND ANCHOR. A HYDRAULIC JACK OR RAM SHALL BE USED TO APPLY THE TEST LOAD. THE JACK & PRESSURE GAUGE SHALL BE CALIBRATED BY AN INDEPENDENT TESTING LABORATORY AS A UNIT. THE PRESSURE GAUGE SHALL BE GRADUATED IN 100 PSI INCREMENTS OR LESS. THE RAM TRAVEL OF THE JACK SHALL NOT BE LESS THAN THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS 1 INCH. THE JACK SHALL BE INDEPENDENTLY SUPPORTED & CENTERED OVER THE ANCHOR SO THAT THE ANCHOR DOES NOT CARRY THE WEIGHT OF THE JACK. ANCHOR LOAD TEST AT LEAST (2) ANCHOR SHALL BE PERFORMANCE TESTED TO 200% OF THE DESIGN LOAD. ANCHORS TO BE TESTED SHALL BE SELECTED BY THE GEOTECHNICAL ENGINEER. ADDITIONAL ANCHOR TESTS MAY BE REQUIRED AT THE REQUEST OF THE GEOTECHNICAL SPECIAL INSPECTOR. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION OF WHALERS IF REQUIRED TO LIMIT PILE DEFLECTION DURING TESTING. THE PERFORMANCE TEST SHALL BE COMPLETED BY INCREMENTALLY LOADING THE GROUND ANCHOR IN ACCORDANCE WITH THE FOLLOWING TABLE. ANCHOR LOADING ANCHOR UNLOADING LOAD HOLD TIME LOAD HOLD TIME ALIGNMENT LOAD 1 MINUTE 175% DESIGN LOAD UNTIL STABLE 25% DESIGN LOAD 5 MINUTES 150% DESIGN LOAD UNTIL STABLE 50% DESIGN LOAD 5 MINUTES 125% DESIGN LOAD UNTIL STABLE 75% DESIGN LOAD 5 MINUTES 100% DESIGN LOAD UNTIL STABLE 100% DESIGN LOAD 5 MINUTES 75% DESIGN LOAD UNTIL STABLE 125% DESIGN LOAD 5 MINUTES 50% DESIGN LOAD UNTIL STABLE 150% DESIGN LOAD 5 MINUTES 25% DESIGN LOAD UNTIL STABLE 175% DESIGN LOAD 5 MINUTES ALIGNMENT LOAD UNTIL STABLE 200% DESIGN LOAD 60 MINUTES THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS & SHOULD NOT EXCEED 5% OF THE DESIGN LOAD. DIAL GAUGES SHOULD BE SET TO ZERO AFTER THE ALIGNMENT LOAD HAS BEEN APPLIED. A CREEP TEST SHALL BE PERFORMED DURING THE 200% DL HOLD TIME. ANCHOR MOVEMENT DURING THE CREEP TEST SHALL BE MEASURED & RECORDED AT 1, 2, 3, 5, 6, 10, 20, 30, 40, 50 & 60 MINUTES OF ELAPSED TIME FROM WHEN THE LOAD INCREMENT WAS APPLIED. ANCHOR PROOF TEST ALL OTHER ANCHORS SHALL BE PROOF TESTED TO 130% OF THE DESIGN LOAD BY INCREMENTALLY LOADING THE ANCHORS IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. AT LOAD INCREMENTS OTHER THAN THE MAXIMUM TEST LOAD THE LOAD SHALL BE HELD LONG ENOUGH TO OBTAIN A STABLE READING. ANCHOR LOADING LOAD HOLD TIME 25% DESIGN LOAD UNTIL STABLE 50% DESIGN LOAD UNTIL STABLE 75% DESIGN LOAD UNTIL STABLE 100% DESIGN LOAD UNTIL STABLE 130% DESIGN LOAD 10 MINUTES THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS & SHOULD NOT EXCEED 5% OF THE DESIGN LOAD. DIAL GAUGES SHOULD BE SET TO ZERO AFTER THE ALIGNMENT LOAD HAS BEEN APPLIED. THE MAXIMUM TEST LOAD SHALL BE HELD PER THE SCHEDULE. THE LOAD HOLD PERIOD SHALL START AS SOON AS THE MAXIMUM TEST LOAD IS APPLIED & THE ANCHOR MOVEMENT SHALL BE RECORDED AT 1, 2, 3, 5, 6, & 10 MINUTES. IF THE TOTAL ANCHOR MOVEMENT EXCEEDS 0.04 INCHES, THE MAXIMUM TEST LOAD SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES & ANCHOR MOVEMENT SHALL BE RECORDED AT 20, 30, 50 & 60 MINUTES. IF ANCHOR FAILS IN CREEP, RETESTING WILL NOT BE ALLOWED. ACCEPTABLE ANCHOR TESTS A LOAD TESTED OR PROOF TESTED ANCHOR WITH A 10 MINUTE HOLD CREEP TEST IS CONSIDERED ACCEPTABLE WHEN: THE ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.04" OF MOVEMENT BETWEEN THE 1 & 10 MINUTE READINGS. A LOAD TEST OR PROOF TESTED ANCHOR WITH A 60 MINUTE HOLD CREEP TEST IS CONSIDERED ACCEPTABLE WHEN: THE ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.08" OF MOVEMENT PER LOG CYCLE OF THE TIME & THE CREEP RATE IS LINEAR OR DECREASING. IN ADDITION TO THE ABOVE, A TESTED ANCHOR SHALL NOT EXPERIENCE A PULLOUT FAILURE AT THE MAXIMUM TEST LOAD. A PULLOUT FAILURE IS DEFINED AS THE LOAD AT WHICH ATTEMPTS TO INCREASE THE TEST LOAD RESULT IN CONTINUED PULLOUT MOVEMENT OF THE TEST ANCHOR. ANCHORS THAT HAVE CREEP RATES GREATER THAN SPECIFIED CAN BE INCORPORATED IN THE FINISHED WORK AT A LOAD EQUAL TO 1/2 OF THE FAILURE LOAD. THE FAILURE LOAD IS THE MAXIMUM LOAD CARRIED BY THE ANCHOR AFTER THE LOAD HAS BEEN ALLOWED TO STABILIZE FOR 10 MINUTES. LEGEND DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF FRAMING NATIVE SOIL I I mI mI mI I=l I 1 — — — — — EXTENT OF FRAMING GRANULAR FILL STRUCTURAL STEEL COLUMNS COLUMN BEARING ON BEAM P RATED SHEATHING BEAM CONTINUOUS OVER SUPPORT e SHEAR WALL (SEE SCHEDULE) SWX CONCRETE WALL COLUMN MARK (SEE SCHEDULE) G� BEARING STUD WALL FOOTING MARK (SEE SCHEDULE) O NON -BEARING STUD WALL HOLDOWN MARK (SEE SCHEDULE) BEARING STUD SHEAR WALL HANGER MARK (SEE SCHEDULE) O NON -BEARING STUD SHEAR WALL CMU WALL FLAG NOTE (SEE PLAN NOTES) STEEL MOMENT FRAME CONN. �V ABBREVIATIONS (A) AB ABOVE ANCHOR BOLT GLB GLUE -LAMINATED BEAM HORIZ HORIZONTAL ALT ALTERNATE KIP KING POST ARCH ARCHITECT KSI KIPS PER SQUARE INCH (B) BELOW L ANGLE BD BAR DIAMETER MECH MECHANICAL BLKG BLOCKING MF MOMENT FRAME BM BEAM MTL NS METAL NEAR SIDE BOT BOTTOM BRNG BTWN BEARING BETWEEN OC ON CENTER OPPOSITE OPP CJP CLR COMPLETE JOINT PENETRATION PL PLATE PLACES CLEAR PLCS CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH COL COLUMN PSF POUNDS PER SQUARE FOOT CONC CONCRETE P/T POST TENSIONED CONN CONT CONNECTION CONTINUOUS PT PRESSURE TREATED REINFORCING REINF COORD COORDINATE DOUBLE REQ'D REQUIRED SCHEDULE DBL SCHED DET DETAIL SIM SIMILAR DIA DIAMETER SOG SLAB ON GRADE DIM DIMENSION STD STANDARD STIFFENER DIR DIRECTION STIFF EA EACH STL STEEL ELEV ELEVATION SYMM SYMMETRICAL ES EACH SIDE SW SHEARWALL EX EXISTING TOC TOP OF CONCRETE EXP EXPANSION TOS TOP OF STEEL FLR FLOOR TOW TOP OF WALL FDN FOUNDATION FOOTING TYP TYPICAL FTG UNO UNLESS NOTED OTHERWISE FS FAR SIDE VERT VERTICAL GC GENERAL CONTRACTOR �WF WIDE FLANGE ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 /16/20 m J UJ J Q N Q O — m � Z w w u w w w O 0 d d U O O O Q O Y Q DESIGN: BTJ DRAWN: JEG CHECK: DMT JOB NO: 20039.10 DATE: 03/23/20 IF AN ANCHOR FAILS, THE CONTRACTOR SHALL BE RESPONSIBLE TO MODIFY THE DESIGN AND/OR THE N INSTALLATION METHODS USED IN CONSTRUCTION. ANY MODIFICATIONS BY THE CONTRACTOR THAT REQUIRE W N CHANGES TO THE STRUCTURE SHALL HAVE PRIOR APPROVAL PER THE ENGINEER. U 0 Z 0) W Q WCO I-- V) L 0 Z Z w O � N � Q M 0 J I*-, W SHEET: N W O Z S102 w Z O 4m� FOOTING PER DETAIL F-ol P36 P37 a EXIST PILE, TYP (2) LOACTIONS P38 FOUNDATION PLAN SCALE: 1/4" = V-0" 3/4" 0 THREADED ROD, TYP DOWEL & EPDXY INTO EXIST FTG W/ HILTI HIT-HY 200 BLOCK OUT OPENING FOR CRAWLSPACE ----- I II I I I II I - �° I III I I II I I v I III 1 II I I I I III 1 '•I III I I II I I 9 I II I 54.1 I III I III I I 11 I I i - I III I I II I I L- - - - - - - - - - - - - - - - - - - - - - - L - - - - - - - - - - - - - - - - -------------------- ---- - - - - - - - - - - - - - - - - - - - - - - - r - - - - - - - - - - - I I I I I I I I I I 1 I I III I I I I I I III I I I I I I I I I I I I I I- I I I I I I I I I I I I I I I I r- I I I I I I I I I I I I•I I I I I I I I L- I I I I I I I • • • I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I•I I I I I I I I I I I I I I 1 Inl I 23'-5 1/2" 14'-0" 6 54.1 4"0 PIPE PILE, TYP op,P2 P5 HELICAL TIEBACK, TYP • • • �H1 334 r-------- --------------------------- I I /AA I 1 • I I CATCHMENT WALL, TYP - - - - - - - - - - - - - - - I I I 1 I I o I 1 I P6 10 7) Ai bo I vv 1 I I I I I, I 7 TYP@ I ® I';P26 V.1CATCHMENT H2 I I j I I I I I 1 I I I P11, P12 333 I I 1 I 4AA - P8 I • • I I SLAB ON GRADE I H3 8 I I P9 P10 54.1 I Ivv • i0 L--------------------------� `32' 10 I I P25 54.1 1 1 I 1 1 I o � I I A" /�- P13 j • �P14) °o I I I I I I I I I I I 7 I I I I 1 54.1 H4 I I I I I 'VIF 224 223 P22 P21 j L-------------------------------------- -----� I • • • • I I P15 j • • P16 I I I 0 I I I 00 I 6 I I 00 54.1 1 8'-0" MAX ^ I I PILE SPACING I A5) AAA I I 1 L- - - - - - - - - - vvv • 227, I I I I I I I I I I I I 01 I P29 r----- I ® ® P28 I I I I 1 T-O" I � I un I � I I I P30 P20 P19 P18 P17 2'-0" x 1'-0' x 1'-6" DEEP CONC FTG, W/ #4 @ 8" EA WAY BOT 22'-6 1/2" 14'-5 1/2" DOWEL & EPDXY INTO NEW FTG W/ HILTI HIT-HY 200 & 4" EMBED FOUNDATION PLAN NOTES: op r m 0 a, 1. PILES SHALL BE LOAD TESTED PER STRUCTURAL NOTES AND GEOTECHNICAL REPORT. 2. • INDICATES 4" STD PIPE PILE. REFER TO STRUCTURAL NOTES ON 51.1 FOR SIZE AND INSTALLATION INSTRUCTIONS. 3. NOTIFY THE STRUCTURAL ENGINEER AND THE GEOTECHNICAL ENGINEER IF OBSTRUCTIONS ARE ENCOUNTERED DURING THE DRILLING PROCESS. ALL FINAL PILE LOCATIONS SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER FOR REVIEW. 4. PILES THAT DO NOT MEET THE ACCEPTANCE CRITERIA OF THE GEOTECHNICAL ENGINEER SHALL BE REPLACED WITH A PAIR OF PILES, ORIENTED SO THAT THEY ARE ORTHOGONAL TO AND CENTERED ON THE ORIGINAL PILE LOCATION. 5. STRUCTURAL SLAB SHALL BE 6" THICK W/ #4 BARS @ 12" OC EA WAY AT MID -DEPTH. AT SLOPED PATIO SLABS, THICKNESS SHALL NOT EXCEED 7 1/2". SLAB SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 4" OF 5/8" CLEAN CRUSHED ROCK OR PEA GRAVEL. 6. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET 51.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 9/54.1 FOR CONTROL JOINT CONSTRUCTION. 7. REFER TO SHEET 54.1 FOR FOUNDATION DETAILS. 8. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET 51.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. 9. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON UPPER FLOOR FRAMING PLAN. REFER TO HOLDOWN SCHEDULE ON SHEET 53.1 FOR HOLDOWN TYPES AND MAIN FLOOR FRAMING PLAN FOR HOLDOWN ANCHOR BOLT LOCATIONS. 10. REFER TO UPPER FLOOR FRAMING PLAN AND SHEAR WALL SCHEDULE ON SHEET 53.1 FOR LOCATION OF SHEAR WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES. 11. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 12. REFER TO DETAIL 8/54.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. 13. UNDER SLAB INSULATION PER ARCH DRAWINGS. 14. REFER TO ARCH DRAWINGS FOR IN -SLAB HEATING SYSTEM REQUIREMENTS. 15. / INDICATES 2" SLAB STEP AT PATIO. CONTRACTOR TO VERIFY SLAB STEP W/ ARCHITECT. 16. ® INDICATES CATCHMENT WALL ABOVE FOUNDATION REFER TO DETAIL 7/54.1. PILE & ANCHOR SCHEDULE PILE WORKING LOAD PILE TYPE PILE SHAFT HELIX MAX TORQUE MIN TORQUE KT NOTES CONFIGURATION HI-H5 7.0K HELICAL TIEBACK 1 1/2" SQUARE SHAFT TRIPLE HELIX 5 700 FT# 1,500 FT# 10 LOCK OFF SNUG TIGHT HELIX (8", 10", 12") ONLY P1-P38 16.OK PIPE PILE 4" STD PIPE - - - - - ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 11/16/20 m J Lu J Q N Q z H d m N w Z of L Z u Ld w w O Q a a U coo 0 m O CD Y Q DESIGN: BTJ DRAWN: JEG CHECK: DMT JOB NO: 20039.10 DATE: 03/23/20 P� � Q Wp U 00 W N Z Q O W I-- F- CO N Q c) 0 Z Z Z W O D 04 M Q O w a Q J I� W L.L W SHEET: S2ml 2x CAR DECK W/ PLYWOO WATERPROOF O N FIRST FLOOR FRAMING PLAN SCALE: 1/4" = V-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10D COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER TO DETAIL 2/S4.1. AT EXTERIOR DECKS, SHEATHING SHALL BE 2X PT DECKING LAID FLAT W/ 1/4" GAP BETWEEN DECK BOARDS AND NAILED W/ 16D NAILS @ 4" OC AT ALL SUPPORT FRAMING. 2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 3. ALL DIAPHRAGMS UNBLOCKED UNO. 4. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2" 0 HOLE CENTERED IN THE DEPTH AND AT THE THIRD POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN. 5. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. 6. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x6 HF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 7. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 8. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 9. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU OR HUC SERIES FACE MOUNT HANGERS W/ MAX NAILING. 10. UNLESS NOTED OTHERWISE, ALL JOIST -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT HANGERS W/ MAX NAILING. 11. UNLESS NOTED OTHERWISE, ALL BEAM -TO -POST CONNECTIONS SHALL BE SIMPSON CCQ OR ECCQ COLUMN CAPS. 2'-0" 0 2'-0" 7116 4'-0" 4= - 4m ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 11/16/20 m J Lu J Q N Q z a - m N Lu z re Ln z w u w w w O Q a a U coo Ld c'n Q M O r-I O r-I r-I 1-a DESIGN: BTJ DRAWN: JEG II CHECK: DMT 1 JOB NO: 20039.10 DATE: 03/23/20 W F� Ld N p U 00 Z Of W N 0 0 Q co 0 Ld I -- CO N LL. 0 Z Z F— LLI N O N N w Q M a J I� L d L.L W SHEET: S2m2 14= 'dft 4m ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 2 SW6 N SW6 SW6 SW6 LOWER TOP PLATE AS REQ'D 7 16" ROOF TRUSSES `n �n. o � x a 45901 LL 3 1 2" x 16" PSL N 11/16/20 m N SW4 2 T 4x12 HF#2 S I M YA4 I PT 2x8 HF#2 12" FLOOR TRUSSES N N W w w x N N � N CS N Z) Z cr- 4x8 H F#2 ~ ~ 56.1 O O x O O M LL L 4 —j Lu W 00 Q C/) N Q H z O 12" FLOOR TRUSSES m N LOWER TOP PLATE z w 2x6 HF#2 @ " OC AS REQ'D =) w F--- N N Ln Z Co W N ` 4x8 HF#2 3 3 5 1/4" x 16" PSL 3 3 2 7 \ SW2 Est �,4� SW2 a d d U x 55.2 W a 16" ROOF TR SSES Q N N rl � m � �o 6 m CD r--i 16" ROOF TRUSSES 56.1 O Y ti 5 1/4 x 12 PSL x Q w 6 S I M 2 SW4 2 cl L� 2 SW4 2 56.1 DESIGN: BTJ SI 4 DRAWN: JEG G� CHECK: DMT JOB NO: 20039.10 cs LL DATE: 03/23/20 x Lti x x 16" RO SSES TYPICAL FLOOR FRAMING PLAN NOTES: a > 1. REFER TO TYPICAL FLOOR FRAMING PLAN NOTES ON S2.2. io X Q 2. REFER TO TYPICAL ROOF FRAMING PLAN NOTES ON S2.4. t > N N u- 2 5 56.1 R x 56.1 OS, V 3 1/2" x 11 7/8" PSL NJ CS � 4 5 56.1 L Q �--L W N O c� 00 O w z rn O Ln Ln o N Q LL LL LL- cn = N � �//1 7� ,Q L � w zzi o O SW6 SHEET: SECOND FLOOR FRAMING PLAN 1 SCALE: 1/4" = V-0" S203 I 1 2'-0" 0 2'-0" 4'-0" 14= 'ift 4m ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 1 56.1 SW6 0 HF#2 O ZS M. ?, of waste Lu 45901 N R1 SW6 I0 SW6 o II/ 16/ 20 w LL N L 0 0 \NNNrNr I l0 J Lu or N N JLu N Q C/) N 4 Q � O L.L J 0 N w N Z m Lu z 0 - m w F- a to Z v H HLu w w w O SW6 SW6 SW6 1 d d U O O O Ld NQ N N M O r-I O 6 xi "Ni N11 � Q 1 SW6 1 SW6 1 DESIGN: BTJ DRAWN: JEG CHECK: DMT JOB NO: 20039.10 DATE: 03/23/20 TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR WINDOW HEADER. 3. ROOF SHEATHING SHALL BE 1/2" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO DETAIL 2/S4.1 FOR SHEATHING LAYOUT AND NAILING. 4. UNLESS NOTED OTHERWISE, HEADERS SHALL BE 4x6 HF#2 WHERE MAXIMUM SPAN = 4'-0" AND SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 5. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. Z 6. REFER TO DETAIL 3/S4.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. Q 7. ALL DIAPHRAGMS UNBLOCKED UNO. 8. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. W N O f^ 9. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC, TYP. V 0 Z Z (3) 10. ATTACH ALL ROOF TRUSSES TO WALLS BELOW WITH SIMPSON H2.5A HURRICANE TIES. W p N Q Lw �- � V) z p W Z L.L. O p N w Q M p O Z J I� W Of SHEET: ROOF FRAMING PLAN 1 SCALE: 1/4" = V-0" S2E 2'-0" 0 2'-0" 4'-0" SHEAR WALL SCHEDULE APA-RATED MIN FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE NAILING TO SILL PLATE ANCHOR FOUNDATION SHEAR TYPE SHEATHING ADJOINING PANEL NAILING BLOCK CONN TO RIM/BLKG BOLT TO SLAB OR SILL PLATE SIZE CAPACITY EDGES (SEE NOTE 5) AT PANEL EDGES TOP PLATE FOUNDATION (pLF) BELOW 15/32" 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW6 ONE SIDE AND BLKG @ 6" OC @ 24" OC 6" OC @ 5'-0" OC 2x 242 15/32" 2x STUD 0.131"0 x 2 1/2" LTP4 OR A35 0.131"0 x 3" @ 5/8"0 AB SW4 ONE SIDE AND BLKG @ 4" OC @ 20" OC 4" OC @ 4'-0" OC 2x 350 15/32" (2) 2x STUD AND 0.131"0 x 2 1/2" LTP4 OR A35 0.131"0 x 3" @ 5/8"0 AB SW3 ONE SIDE 2x FLAT BLKG @ 3" OC @ 15" OC 3" OC @ 3'-0" OC 2x 455 15/32" 3x STUD AND 0.131"0 x 2 1/2" LTP4 OR A35 0.131"0 x 3" @ 5/8"0 AB SW2 ONE SIDE 2x FLAT BLKG @ 2" OC @ 12" OC 2.5" OC @ 2'-6" OC 2x 595 15/32" (2) 2x STUD 0.131"0 x 2 1/2" LTP4 OR A35 0.131"0 x 3" @ 5/8"0 AB 2SW4 BOTH SIDES AND BLKG @ 4" OC @ 10" OC 2" OC @ 2'-0" OC 2x 706 15/32" (2) 2x STUD 0.131"0 x 2 1/2" LTP4 OR A35 0.131 x 3" 5/8"0 AB 2SW3 BOTH SIDES AND BLKG @ 3" OC @ 7.5" OC @ 1.5" OC @ 1'-6" OC 2x 910 15/32" 3x STUD 0.131"0 x 2 1/2" LTP4 OR A35 0.131 x 3" 5/8"0 AB 2SW2 BOTH SIDES AND BLKG @ 2" OC @ 6" OC @ 1.5" OC @ 1'-0" OC 2x 1190 NOTES: 1. REFER TO THE TYPICAL SHEAR WALL DETAIL. 2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR HF GRADE STUDS AND HF GRADE PLATES &RIM/BLOCKING. 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING SHALL BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 5. WHERE TABLE SPECIFIES (2) 2x FRAMING, CONNECT (2) 2x STUDS AND BLOCKING AS FOLLOWS: SW3 = (2) 0.131"0 @ 3.5" OC, 2SW4 = 0.131"0 @ 2.5" OC, 2SW3 = (2) 0.131"0 @ 1.5" OC. 6. NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMING SPECIFIED IN TABLE. 7. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM. 8. AT ALL 5/8"0 SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE WASHER SHALL BE WITHIN 1/2" OF SHEATHED EDGE. FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEET THIS REQUIREMENT. 9. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL. 10. 7/16" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. HOEDOWN SCHEDULE MARK TYPE MIN CHORD SIZE STUD NAILS OR BOLTS ANCHOR BOLT (SEE NOTE 4) CAPACITY (LB) O1 MST37 (2) 2x (11) 16d EA END - 2,355 02 HDUS (2) 2x (14) SDS 1/4" x 2 1/2" SCREWS 5/8"S6 4,340 03 HDU8 4x DF#2 (20) SDS 1/4" x 2 1/2" SCREWS 7/8"0 6,970 ® HDU9 - - - - NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 2. REFER TO DETAIL 10/55.1 FOR INSTALLATION OF MST FLOOR TO FLOOR STRAPS. REFER TO DETAILS 11 & 13/55.1 FOR CONNECTION OF STRAP TO BEAM BELOW. 3. REFER TO DETAIL 9/55.1 FOR INSTALLATION OF ROD FLOOR TO FLOOR HOEDOWNS. REFER TO DETAIL 12 & 13/55.1 FOR CONNECTION OF ROD HOEDOWN TO BEAM BELOW. 4. INSTALL HD HOEDOWNS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 6/54.1. 5. AT ALL HOEDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED. COLUMN SCHEDULE MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL Cl (2) 2x4 (2) 2x6 SEE NOTE 2 C2 (3) 2x4 (3) 2x6 SEE NOTE 2 C3 (4) 2x4 (4) 2x6 SEE NOTE 2 C4 4x6 HF#1 4x6 HF#1 - 05 4x8 HF#1 6x6 DF#1 - C6 4x10 HF#1 6x8 DF31 - C7 6x10 DF#1 6x10 DF#1 - C8 TS4x4x1/4 TS4x4x1/4 PL 3/4 x 5 x 0'-10" NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR PRE -FABRICATED CONNECTION INSTALLATION REQUIREMENTS. 2. MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL FRAMING SCHEDULE. REFER TO DETAIL 5/55.1 FOR FABRICATION OF MULTIPLE STUD COLUMNS. 3. CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST SPACE FOR COLUMNS CONTINUING TO FOUNDATION. 1 4= *_ 4m ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 ZS M. ?, of waste o45901 ti 1� SSIONAL 11/16/20 m J Lu J Q N Q � z 2 a -mN z� W �of a- N = Z w w w w O a a U O O O W � � � rn I- (_0 Q cM O r\-I O r-I rl Y Q' Q DESIGN: BTJ DRAWN: JEG CHECK: DMT JOB NO: 20039.10 DATE: 03/23/20 W i; p U 00 Z W N w � CO V) z c) 0 W z W o = N w Q M o U a J I� W (n z SHEET: S301 "A11 CORNER BARS x I Q A" MAY BE SUBSTITUTED FOR ALL 90° HOOKED BARS STD 90° HOOK TYP UNO UNO, VERT CORNER BARS SHALL BE SAME SIZE TABULATED FOR MIN WALL REINF FOR THICKER WALL — "A" = SPLICE LENGTH SEE NOTES, DETAILS, OR PLANS FOR (1) #6 VERT REQ'D REINF. ALL BARS TO BE CONT OR SPLICED PER STRUCTURAL NOTES STD 180' HOOK HORIZ CORNER BARS OF SIZE AND SPACING TO MATCH (2) #6 VERT REINF OF THINNER WALL - © ® 01 o PLACE VERT REINF OUTSIDE EXCEPT AS OTHERWISE NOTED OR SHOWN ol "A" TYPICAL CONCRETE WALL REINFORCING DETAIL SCALE: NTS T/2 IN ALL AREAS WITH EXPOSED CONC FLOORS, EDGE SLAB WITH 1/8" MAX RADIUS AND FILL JOINT WITH SEALANT CONC SLAB ON GRADE PROVIDE 5/8"0 x T-0" SLAB REINF AT CENTER OF SLAB SMOOTH SLIP DOWEL BARS OR AT TOP AND BOT. REINF AT 12" OC, TYP UNO SHALL NOT PASS THRU JOINT Q X X X X = N GREASE THIS HALF OF BAR TYPICAL CONSTRUCTION JOINT Q SAWCUT JOINT - IN ALL AREAS WITH EXPOSED CONC. FLOORS, FILL JOINT CONC SLAB ON GRADE WITH SEALANT. IN LIEU OF SAWCUT JOINTS CONTRACTOR MAY USE ZIP STRIP PLACED WITH SLAB SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT Q X X X X X X TYPICAL CONTRACTION JOINT TYPICAL SLAB ON GRADE DETAILS J � U } m FRS TO MATCH DOTING 4 REINF JRBED EARTH IPACTED FILL UCTURAL NOTES T = FTG THICKNESS PER PLAN, SCHED, AND DETAILS TYPICAL STEPPED WALL FOOTING SCALE: 1/2" = V-0" SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHED SILL PLATE NAILING PER SHEAR WALL SCHED SHEATHING PANEL EDGE NAILING PER SW SCHED OR STRUCTURAL NOTES (2) #5 CONT X X X X — SLAB ON GRADE & SUPGRADE PER PLAN u 6" 8"F (3) #4 BARS PER PILE SECTION �3Y V-6" 2x8 PT SILL PL W/ ANCHOR BOLT SIZE AND SPACING PER SW SCHED OR STRUCTURAL NOTES 2x PT LEDGER W/ 3/4" 0 AB @ 16" OC EMBEDDED 6" INTO CONCRETE WALL JOIST PER PLAN W/ TOP FLANGE HANGER TO SILL #5 @ 15" OC EA WAY (2) #4 CONT TOP & BOT TI F #3 STIRRUPS @ 12" OC ALT HOOK AS SHOWN PIN PILE PER PLAN SCALE: 1" = V-0" 4"0 PERFORATED PVC PIPE PER LOCAL CODES WITH 6" OF 1" MINUS GRAVEL ALL AROUND, WRAPPED IN NON -WOVEN GEOTEXTILE FABRIC. SLOPE TO DRAIN 1/8" PER V-0" MIN. TURN DOWN PERFORATIONS AS SHOWN LINE OF MAX EXCAVATION. IF SOIL IS OVER EXCAVATED, REPLACE WITH LEAN MIX CONCRETE. JI I\VL.I VI\flL I ILL TYPICAL FOOTING DRAIN SCALE: 1" = V-0" SHEATHING AND NAILING PER PLAN NOTES JOISTS PER PLAN -j HANGER PER I I PLAN NOTES I I l� 2x8 HF LEDGER W/ 1/2"0 x 3" LAGS TOP AND BOTTOM @ 16" OC EXIST P PER PL, SECTION NOTE: FOR NOTES AND DETAILS NOT SPECIFICALLY CALLED OUT REFER TO DETAIL X EXIST JOIST EXIST STEM WALL IF BAR REINF USED, PROVIDE 'Z' BARS W/ LAP SPLICE PER STRUCTURAL NOTES SLAB STEP PER PLAN X X X X V-0" MIN TYPICAL SLAB STEP EXIST STUD WALL ANCHOR BOLT PER SHEAR WALL SCHEDULE (2) #4 CONT TOP FINISHED GRADE NOT TO CHANGE _ dl -III—III-I I 8" 6" 8 F (3) #4 BARS PER PILE SECTION SCALE: 1" = V-0" (3) #3 TIES @ TOP 2" SPACING A (4) #4 #3 TIES @ 6" OC V-6" x V-6" x V-6" SQUARE FOOTING BASE THREADED ROD PER PLAN (3) #4 BARS PER PILE 6" 811 SECTION CONC SLAB ON GRADE SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT X X X Q 1 1 #4 @ 12" OC EA WAY CENTERED IN WALL DOWEL & EPDXY SLAB REINF INTO EXIST FND W/ SIMPSON SET-XP & 4" MIN EMBED SLAB ON GRADE & REINF PER PLAN NOTES �-1 I I-� 11=III=III=I I I ® VAPOR BARRIER & SUBGRADE PER PLAN NOTES (2) #4 CONT TOP & BOT #3 STIRRUPS @ 12" OC ALT HOOK AS SHOWN PIN PILE PER PLAN NEW POST PER PLAN ATTACH POST TO NEW FOUNDATION W/ SIMPSON -I CBSQ POST BASE 12"0 SONOTUBE le 4 TOP & BOT EA WAY PL 1/4 x 8 x 0'-8" EXTEND THROUGH FOOTING W/ NUT & WEDGE WASHER I u PIPE PILE PER PLAN IN ANCHOR IN BASE OF FOOTING PIPE SLEEVES TO CLEAR PIPE 1" ALL SIDES TOF VO PIPES ALLOWED IN THIS REGION. LOWER =TGS AS REQ'D BOF - -III 2 _ � < IIIIII 10 I1=1 LOWER BOF AS REQ'D _ z_ 9 MIN PIPE TRENCH EXCAVATION PARALLEL TYP TO FOOTING IS NOT ALLOWED BELOW THIS LINE. STEP FTG AS REQUIRED FOR THIS CONDITION TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS SCALE: 1/2" = V-0" DOWEL & EPDXY SLAB REINF INTO EXIST STEM WALL W/ SIMPSON SET-XP & 4" MIN EMBED #4 @ 10" OC EA WAY SLAB ON GRADE & REINF PER PLAN NOTES 611 � i �(3) #4 BARS 8" PER PILE 10" PIN PILE PER PLAN, TYP 5/8" 0 x 10 x 0'-10" PL W/ WEDGE WASHER & NUT 4'-0" 71 CATCHMENT WALL SECTION SCALE: 1" = V-0" SECTION A -A ® 811 1 1/2" 8" 1 4" 1 6" STUD WALL ANCHOR BOLT PER SHEAR WALL SCHEDULE (2) #4 CONT TOP #4 @ 12" OC 0 #4 @ 8" OC — (3) #4 TOP & BOT (3) #3 STIRRUPS EA SIDE OF ANCHOR & 12" OC BEYOND HELICAL r 7J ANCHOR PER PLAN R:! ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 11/16/20 1 m J Q Lu N J Q � z � 2 a — m � � Lu of u = Z w u W w w O a a U O O O Q M O r-I O Y Q DESIGN: BTJ DRAWN: JEG CHECK: DMT JOB NO: 20039.10 DATE: 03/23/20 V I J Q ' W W i; O Q U 00 W N Z cl Q O W I-- N Q L00 0 0 Z Li Z Z O Q N M Q O w a J I*-, W L.L W SHEET: S4.1 SCALE: 1" = V-0" SCALE: 1" = V-0" V 1 SCALE: 1" = V-0" STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED HEADER PER PLAN J .I I II I CRIPPLE STUDS PER III I•I I I PLAN; DO NOT CUT I.1 AWAY MATERIAL FROM 1 CRIPPLE STUDS I I1.jI 1 I FULL -HEIGHT I III I•I I HOLDOWN CHORD I 11 1111 1111 1111 AB W/ SIMPSON BP PL WASHER, TYP PT SILL PL PER SHEAR WALL SCHED CONCRETE FOOTING OR P/T SLAB -n-------n- - - - - - - - r------r 1-1 I•I I•I I'I I'I I'I I.I I I•I II II II II II II III Ij II II II II �I �I•I II II II II II II III I•j I•I 1.1 1.1 1.1 �•I I•I II II I II II II II III II II I I I II II II II I I I j I I I I FRAMING AT ADJOINING I I I I I I I I PANEL EDGES PER SHEAR I I I 1• I•I I 1• I'I WALL SCHED I I II II I' I I II II 11 10 II II I •I 1 " " II I I I I I 1 1 I I I I I I I I 1 j II II I� I 1 II II II II 111 II II I •I II II II I I I•I I I 1 I 1.1 I.I ICI I.I I. II II I' 1 II II II II II II 1.I II II II II I I I ,J U ;-- ;--j•F- ;-- ;-i F�---�-- 1I I I I• I I I II II I •I II II II I•I I I 1 I 1.1 1.1 ICI ICI II II I. 1 11 II II II II II 1.I II II II II II II I I II II II II II II 1' I II II II II II II I.1 11 II II II I•I I•I 1 I I.I I.I ICI ICI II II I. 1 11 II II II II II 1.I II II II II II II I I II II II II II II 1� I II II II II II I.1 11 II II II I•I I I 1•I I'I ICI ICI II I. 1 11 II II II 1.I II II II II II I I II II II II II 1' I II II II II II I •1 A 11 II II II I•I I I 1•I I'I ICI ICI II I 1-------L -- - J1-- I I I I I I _1L------1L------1 2. . NOTES: 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 2. FOR SHEAR WALLS WHERE NO HOLDOWNS ARE SPECIFIED THE FIRST AB SHALL BE LOCATED NOT MORE THAN V-0" AND NOT LESS THAN (7) BOLT DIAMETERS FROM END OF WALL. TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = V-0" EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"0 x 3" NAILS @ 9" OC (2) ROWS OF 0.131" 0 x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP II II II II II II II II II -IL - __1 AB SIZE AND SPACING A III- II II PER PLAN AND SHEAR WALL SCHEDULE, TYP RIM BOARD OR BLOCKING 11 -III-III- -III-III- -III-III- EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP A. CORNER INTERSECTION B.'T' INTERSECTION TYPICAL WALL INTERSECTION DETAIL SCALE: 1" = V-0" 2x6 STUD @ 2x4 CROSS WALL 2x8 STUD @ 2x6 CROSS WALL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"0 x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP NOTE: SUPPORTS AT SOLID POSTS SIM BEAM PER AND SCHE SIMPSON LTP4 C A35 FRAMII� ANCHOR EACH SII OF BEA SOLID OR MULT STUD COLUMN PER FL„,V BEAM WIDTH, MIN UNO NOTE: STAGGER SHEATHING AS SHOWN. (IBC TABLE 2306.3.1, CASE 1 OR 3) INTERMEDIATE FRAMING MEMBERS SHEATHING PANEL, TYP PANEL EDGE NAILING PER SHEAR WALL CONTINUOUS SCHEDULE, TYP PANEL EDGES PANEL EDGE NAILING INTO HOLDOWN CHORDS, TYP INTERMEDIATE NAILING @ 12 OC SUPPORTED PANEL EDGES SHEATHING PER PLAN AND SHEAR WALL SCHEDULE HOLDOWN CHORD PER SCHEDULE. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOLDOWN BOLTS HOLDOWN ANCHORAGE PER PLAN AND SCHEDULE SIMPSON CNW COUPLER 1/2" TO NUT W/ SIZE TO MATCH SHEATHED EDGE HOLDOWN ANCHORAGE PANELEDGE NAILING PER SHEAR WALL SCHED CONTINUE HOLDOWN CHORD TO FOUNDATION PARALLEL TO STUD WALL CONCRETE FOOTING JOIST DIRECTION PER PLAN STUD WALL TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1" = V-0" PLATE WASHER PER SHEAR WALL SCHED SECTION A -A SCALE: 1 1/2" = V-0" SOLID STUDCOLUI V 1 L1 1 L(l1V PERPENDICULAR TO STUD WALL 2x OR 3x BLOCKING ONLY IF BLOCKED DIAPHRAGM DIAPHRAGM BOUNDARY (SHEAR WALL, BEAM, OR DRAG STRUT) TYPICAL FLOOR/ ROOF SHEATHING DETAIL SCALE: NTS 2 1/4" END DISTANCE, TYP (2) ROWS OF (8) 0.131"0 x 3" NAILS @ 3" OC EA SIDE OF SPLICE AND (2) @ 9" OC ELSEWHERE W/ 1 1/2" EDGE DISTANCE 3" OC \ SPACING TOP CHORD SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM TO INSTALL THE SPECIFIED 0.131"0 CHORD SPLICE NAILS, THE CONTRACTOR SHALL SPLICE INSTALL SIMPSON CS20 STRAPS EA SIDE OF WALL AT SPLICE. INSTALL EA STRAP W/ (12) 10d AT EA END. WHERE BOTH PLATES ARE CUT, INSTALL CS20 STRAPS AT EA PLATE AND EA SIDE OF THE WALL. 6'-0" MIN BETWEEN SPLICES E SPLICES TO OCCUR AT CENTER OF VERTICAL STUD TOP CHORD SPLICE BOTTOM CHORD SPLICE TYPICAL TOP PLATE SPLICE DETAIL 4 SCALE:1'-0" STUD WALL ADJACENT NAILS IN A ROW ARE TO BE DRIVEN FROM OPPOSITE SIDES, TYP FOR 2x4 STUDS, PROVIDE SINGLE ROW OF NAILS STAGGERED EA SIDE WITH 1 1/2" EDGE DISTANCE. FOR 2x6 STUDS, PROVIDE (2) ROWS OF NAILS SPACED AT 2 1/2" W/ 1 1/2" EDGE DISTANCE 9" OC MAX SPACING BETWEEN ADJACENT NAILS IN A ROW 0.131" 0 x 3" NAILS, TYP (5) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS TYPICAL BUILT-UP STUD COLUMN DETAIL SCALE: 1" = V-0" SIMPSON A35 (ONLY REQUIRED AT EXTERIOR HEADERS GREATER THAN 6' SPAN) (6) 0.131"0 x 3" NAILS - TYPICAL STUDS 2" MIN NAILING PER TYP BUILT-UP STUD COLUMN DETAIL AT HOLDOWNS: PROVIDE FULL HT HOLDOWN CHORDS PER HD SCHED. OTHERWISE: (1) 2x FULL HT TYP DOUBLE TOP PLATE BEAM OR HEADER PER PLAN AND NOTES f-RIPPLE STUDS PER PLAN AND COLUMN SCHEDULE OR STRUCTURAL NOTES TYPICAL HEADER DETAIL SCALE: 1" = V-0" GUIDELINES FOR HOLES DRILLED THRU JOISTS SCALE: 1" = V-0" 1/3 DEPTH MIDDLE 1/3 1/3 DEPTH NOTE: HOLES DRILLED THRU JOISTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE JOIST DEPTH & MIDDLE THIRD OF THE JOIST SPAN, BUT NOT THE EXACT CENTER SPAN. CONTRACTOR SHALL MINIMIZE HOLE SIZE IF POSSIBLE. CONTACT ENGINEER FOR DRILLING OUTSIDE AREA SHOWN O C I ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 11/16/20 1 m JLu Q N J Q z H a Z co N W of u = Z W u Ld w w O a a U O O O W - m r- (_0 o o ran r--i O Y D' Q DESIGN: BTJ DRAWN: JEG CHECK: DMT JOB NO: 20039.10 DATE: 03/23/20 0 U 00 Z W N 0 Q (� W I-- � V) 0 Z Z W 0 N Q M � J I� W SHEET: 0 0 0 w 3;-- W S5ml O C SHEATHING AND NAILING ENGINES RING 250 4TH AVE. S., SUITE 200 STUD WALL PER PER PLAN AND SHEAR STUD WALL PER STUD WALL PER EDMONDS, WASHINGTON 98020 FRAMING PLAN NOTES WALL SCHEDULE OR FRAMING PLAN NOTES FRAMING PLAN NOTES PHONE (425) 778-8500 SHEATHING AND NAILING STRUCTURAL NOTES CHORD SIZE PER FAX (425) 778-5536 SHEATHING AND HOLDOWN SCHEDULE PER PLAN AND SHEAR SILL PLATE NAILING PER PLAN SILL PLATE NAILING PER PLAN NAILING PER PLAN AND SILL PLATE NAILING PER PLAN WALL SCHEDULE OR AND SHEAR WALL SCHEDULE ALIGNED TRUSS OR RIM AND SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE AND SHEAR WALL SCHEDULE STRUCTURAL NOTES OR STRUCTURAL NOTES PER TRUSS MFR; DESIGN OR STRUCTURAL NOTES OR STRUCTURAL NOTES OR STRUCTURAL NOTES SIMPSON STRAP WITH FASTENERS PER SHEATHING AND BLKG OR RIM FOR 595 PLF IN -PLANE SHEAR AT SHEATHING PER SHEATHING AND HOEDOWN SCHEDULE NAILING PER PLAN SHEAR WALLS ONLY `PLAN NOTES BEAM PER PLAN F NAILING PER PLAN SILL PLATE NAILING PER PLAN AND SHEAR WALL SCHED BOTTOM CHORD OF RIM OR BLOCKINGI v BREAK SHEATHING AT TOP OF DBL TOP PLATE AND PROVIDE PANEL BREAK SHEATHING AT TOP NAILING EA SIDE OF OF DBL TOP PLATE AND JOINT PER SW SCHED PROVIDE LTP4 ANCHORS PER SHEAR WALL SCHEDULE PRE-ENGINEERED PRE-ENGINEERED FLOOR BOUNDARY NAILING PER TRUSS PER PLAN FLOOR TRUSS SHEAR WALL SCHED PER PLAN TRUSS BLKG PER MFR @ EXTERIOR WALL FRAMING DETAIL SCALE: 1" = V-0" SHEAR WALL PER PLAN HOLDOWN STRAP PER PLAN, FIELD BEND AROUND BEAM BEAM PER PLAN (DIRECTION VARIES) FLUSH BEAM JOIST P (DIRECTION 48" OC, FIRST BAY ONLY EXTERIOR WALL FRAMING DETAIL SCALE: 1" = V-0" HEADER TYPICAL STRAP HOLDOWN TO WOOD BEAM SCALE: 1" = V-0" SHEAR WALL PER PLAN HOLDOWN STRAP PER PLAN, FIELD BEND AROUND BEAM CONTINUOUS RIM HEADER BEAM PER PLAN SHEAR WALL SHEATHING & NAILING PER PLAN & SCHEDULE APPLIED TO ALL FACES OF WALL PRE-ENGINEERED FLOOR TRUSS PER PLAN I:l�e1►��»:i»e\►1 SHEATHING AND NAILING PER PLAN PRE-ENGINEERED ROOF TRUSS PER PLAN FACE MOUNT HANGER PER MFR JOISTS PERP TO BEAM 06DROP BEAM DETAIL - SCALE: 1" = V-0" PROVIDE CONTINUOUS TOP CHORD AT SHEAR WALL OR PROVIDE SIMPSON CMST16 STRAP W/ 16d NAILS AT ALL NAIL HOLES ALONG ENTIRE TOP CHORD AT PERFORATION r 4x HF BLOCKING, TYP ........ .............. I --=r'r=------ I II II I II II .I .I II! it I II. I I I I I it I II. II II II Q- - HEADER PER PLAN it I II. II II II CONTINUOUS CMST16 STRAP W/ 10d NAILS AT ALL NAIL HOLES OVER ENTIRE LENGTH OF PERFORATED SHEAR WALL I I I I HEADER SUPPORTS PER i t I I I I II II PLAN & SCHEDULE II it I I - •I II II II I+ II II II I II . II II II II •I II IIf END STUDS PER HOLDOWN SCHEDULE (HOLDOWN NOT SHOWN) 0 PRE-ENGINEERED FLOOR TRUSS PER PLAN TRUSS HANGER INTERIOR BEARING ON BOTH SIDES SCALE: 1" = V-0" SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES JOIST PER PLAN 2x LEDGER W/ (2) 1/4"0 SIMPSON SIDS SCREWS @ 12" OC STUD WALL PER FRAMING PLAN NOTES PROVIDE ADDITIONAL BLOCKING FOR LEDGER ATTACHMENT SHEATHING AND NAILING PER PLAN PRE-ENGINEERED FLOOR TRUSS PER PLAN NOTE: REFER TO DIET 1 FOR ADDITIONAL INFORMATION EXTERIOR WALL FRAMING DETAIL SCALE: 1" = V-0" 0 CE WITH FULL ING TO VSIONS OF N ABOVE TYPICAL STRAP HOLDOWN DETAIL SCALE: 1" = V-0" It=11xy hN 1010 BEAM PER PLAN BEAM PER PLAN PLYWOOD SHEATHING PER PLAN BEAM PER PLAN SIMPSON HU HANGER DECK FRAMING SECTION 11/16/20 m J Lu J Q N Q � z a m V) Z w u = z w u w w w O Q a a U O O O Ld M M O r\-I O r-I rl DESIGN: BTJ DRAWN: JEG CHECK: DMT JOB NO: 20039.10 DATE: 03/23/20 U 00 Z 0 Q00 Q Lo V) Z 0 Z 0 LLI � O O N Q w Q M �j Z J I� W w SHEET: S5m2 FORCE -TRANSFER SHEAR WALL DETAIL SCALE: NTS NOT USED 1 o SCALE: NTS NOT USED 11 SCALE: NTS PANEL EDGE NAILING PER ROOF PLAN NOTES SHEATHING & NAILING PER ROOF FRAMING PLAN O C TOP CHORD EXTENSION AT OVERHANG (WHERE APPLICABLE) TRUSS BLOCKING PER TRUSS MFR SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES PANEL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES PANEL EDGE NAILING PER ROOF PLAN NOTES SIMPSON H2.5A AT EA TRUSS SIMPSON A35 PER SW SCHED (24" OC MAX) FLAT TRUSS FRAMING (BEARING SCALE: 1" = V-0" PANEL EDGE NAILING PER ROOF PLAN NOTES TRUSS BLOCKING PER TRUSS MFR LOWER ROOF TRUSS PER PLAN TRUSS HANGER PER MFR SECTION SCALE: 1" = V-0" SHEATHING AND NAILING PER ROOF FRAMING PLAN PRE -MANUFACTURED ROOF TRUSS PER PLAN TOP CHORD EXTENSION PANEL EDGE NAILING PER AT OVERHANG ROOF PLAN NOTES (WHERE APPLICABLE) TRUSS BLOCKING SHEATHING AND NAILING PER TRUSS MFR PER ROOF FRAMING PLAN PANEL EDGE NAILING PER ROOF PLAN NOTES TOP CHORD EXTENSION AT OVERHANG (WHERE APPLICABLE) SHEATHING & NAILING PER ROOF FRAMING PLAN TRUSS BLOCKING PER TRUSS MFR SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES PANEL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES SIMPSON A34 TOP & BOT (ONLY REQ'D WHEN ROOF HAS OVERHANG) SIMPSON H2.5A \ I AT EA TRUSS SIMPSON A35 ` PER SW SCHED (24" OC MAX) SIMPSON H2.5A EA TRUSS BLOCK PRE -MANUFACTURED ROOF TRUSS PER PLAN TRUSS BLKG PER MFR @ 48" OC, FIRST BAY ONLY (SPACE @ 24" OC WHEN ROOF HAS OVERHANG) FLAT TRUSS FRAMING (NON -BEARING SCALE: 1" = 1'-0" PRE -MANUFACTURED SIMPSON H2.5A ROOF TRUSS PER PLAN EA TRUSS BLOCK SIMPSON A35 PER SW SCHED (24" OC MAX) FULL HEIGHT STUD WALL 412 HF#2 BLKG W/ SIMPSON A35 EA SIDE BOTTOM NOTE: FOR NOTES & DETAILS NOT SPECIFICALLY CALLED OUT REFER TO DETAIL 1. NOTE: SECTION SCALE: 1" = 1'-0" TRUSS HANGER PER MFR SIMPSON A35 PER SW SCHED (24" OC MAX) BEAM PER PLAN SHEATHING & NAILING PER ROOF FRAMING PLAN PRE -MANUFACTURED ROOF TRUSS PER PLAN NOTE: FOR NOTES & DETAILS NOT SPECIFICALLY CALLED OUT REFER TO DETAIL 1. FLAT TRUSS FRAMING (BEARING SCALE: 1" = V-0" R V NOTES LAN :TURED ER PLAN TRUSS BLOCKING PER TRUSS MFR LOWER ROOF TRUSS PER PLAN TRUSS HANGER PER MFR SECTION SCALE: 1" = V-0" SIMPSON H2.5A EA TRUSS BLOCK SIMPSON A35 PER SW SCHED (24" OC MAX) PRE -MANUFACTURED ROOF TRUSS PER PLAN FULL HEIGHT STUD WALL NOTE: 1. FOR NOTES & DETAILS NOT SPECIFICALLY CALLED OUT REFER TO DETAIL 1. 2. AT SIM SECTION NO STUD WALL BELOW LOWER ROOF. BLKG BECOMES BEAM PER PLAN. 412 HF#2 BLKG W/ SIMPSON A35 EA SIDE BOTTOM ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 M J Lu J Q N Q � z I— 75 a - m N Lu z N, Lu Ln z w u w w w O a a U 11/16/20 PROVIDE FULL DEPTH W SOLID BLKG FOR Q N N LEDGER ATTACHMENT m CD � DIAPHRAGM BOUNDARY NAILING PER ROOF SHEATHING PER Y FRAMING PLAN NOTES ROOF FRAMING ROOF SHEATHING AND SLOPE PER PLAN NOTES ARCH DIAPHRAGM BOUNDARY NAILING PER ROOF Q NAILING PER ROOF FRAMING PLAN NOTES I FRAMING PLAN NOTES DESIGN: BTJ FULL DEPTH BLKG RIPPED DRAWN: JEG TO MATCH SLOPE OF ROOF CHECK: DMT TRUSS BLOCKING PER TRUSS MFR. DESIGN JOB NO: 20039.10 FOR 310 PLF (ASD) DATE: 03/23/20 IN -PLAN SHEAR. OF RAFTERS PER PLAN PANEL EDGE NAILING PRE -MANUFACTURED 16d @ 6" OC 2x4 BLKG W/ PER SHEAR WALL SCHED ROOF TRUSS PER PLAN 16d @ 6" OC SIMPSON A35 PER SW SHEATHING AND NAILING PER PLAN AND SCHED (24" OC MAX) SIMPSON H2.5A TIE SHEAR WALL SCHEDULE SIMPSON H2.5A OR STRUCTURAL NOTES TIE EA TRUSS BEAM PER PLAN SECTION TYPICAL RAFTER SUPPORT DETAIL 0 SCALE: 1" = V-0" n SCALE: 1" = 1'-0" V Q L�J co W N p (� U 00 Z Z a) W (/) Q W F_ � N cl Z Z L.L. w O O N O w Q M o a J I� W Of W Ll SHEET: S601