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APPROVED BLD PLN_BLD2020-1418+Architectural_Plan+12.30.2020_4.21.27_PM+1968478N �— APPROVED BY PLANNING C.i� t �� Jan 26 2021 I • Special:inspection is required for I I Structural Epoxy • I I��7 I Special inspection is required for welded j structural elements. Fill out attached special j • inspection form with'the name and contact ' j information of the WABO certified special j inspector or welding shop that will be used on � I this project. ■��7 OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTRIES ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE APPROVED BY CITY OF EDMONDS BUILDING DIVISION Jan 20 2021 City Of Edmonds Building Department Work ------------------------------ ADDIT109N/REMODEL Address 224 SKYLINE DR Owner HERZIG Approved Date 01 /20/2021 Building Official :� w. � �iisuc Permit Number � gLD2020-1418 RECEIVED Dec 31 2020 CITY OF EDMONDS_. DEVELOPMENT SERVICES DEPARTMENT �i o �W+ L.L ' N O � �, U �� M _.. Ll.l N� F-- W � °' �� o Q �N � d„ U W �^W 1.1� N V �� IU �� Q cn � -� �a�- ,, zz W � �3 E� cry W I,1„l o 0 T U C N c� 0 N 0 ��o ..� 0 �' o w 0 Wo �W � Q} Y N N Revisions DOOR SCHEDULE MARK NOMINAL SIZE JAMB STYLE MATERIAL HARDWARE REMARKS 1 i 10-0 x 9-0 N/A GARAGE VERIFY W/ OWNERS REMOTE & KEYPAD R DIU E ' T WI H "CAR IA " FINISH. SEE SHT A3.1 2 10-0 x 9-0 _ _ - 10 25-0 x 8-0 N/A MULTI SLIDE ALUM CLAD FIBERGLASS KEYED VIN' U 1- I KI' POCKETING COMBO. SEE'PLANS & ELEVS 11 6-0 x 6-8 �, SNDING MATCH E ,, 12 2-4 x 6-8 4-9/16, SWING VERIFY W/ OWNERS PRIVACY 13 2 2-0 x :6-$ „ DBL SWING ;DUMMY 14 ` 3-0 x 6'-8 VVIF SWING " PASSAGE NOTES 1 CENTER ALL DOORS ON WALLS OR 6" FROM WALLS U.ON: ON PLANS (VERIFY'W/ OWNERS) 2 FULL LITE EXTERIOR .DOORS TO HAVE U = .28 OR .LESS 3 OPAQUE'EXTERiOR DOORS TO HAVE U = .20 OFF LESS 4 At_L U VALUES TO BE NFRC CERTIFIED 15 ALL GLAZING INDOORS AND SIDELITES ASSOGIA�"ED WITH DOORS TO BE SAFETY GLAZING WINDOW SCHEDULE u MARK NOMINAL�SIZE STYLE. MATERIAL FACTOR QUANT REMARKS .28 0R A 4-0 x 5-0 FIXED FIBERGLASS' LESS 1 � B! B 2-0 x 2-Ol _ CASEMENT ,� ,, 21 „ C 6-0 x 4-0 SLIDER '� �� 1 ,� NaTEs: _ 1 SEE EXTERIOR'ELEVATIONS FOR OPERATION OF OPERABLE UNITS 2 U-VALUES TO BE NFRG CERTIFIED 3 PROVIDE: SAFETY GLAZING AT WINDOWS MARKEfl A AND AS REQ. BY CODE GENERAL NOTES _t , . 1. PROVIDE SMOKE DETECTORS AT HALLWAY LEADING TO SLEEPING ROOMS AND AS REQUIRED BY'CODE. SMOKE DETECTORS T B O E HARD WIRED AND INTERCONNE TE .SMOKED T .; J s C D E ECTORS SHOWN ON PLANS AS. ' N a 2. PR VI O DE ARB IDE D C/ C ON MONOX ETECTORS WHERE SHOWN AS. � �� h s_ � : ❑ .�t � � �-� �_v r ,�x, �_ 3. VERIFY L A OCATION AND U NTITY OF FIX Q ED VERSUS OP - e ERABLE WIN DOWS .. -' WITH OWNER P RDERIN RIOR T Ca G ,, O h /c !o v c; � � � 5 5 Q 1 4. PR `VI WH O DE SAFETY GLAZING ERE MARK D E AS AND c AS RE U1 E r� Q R D �.w- �: BY CODE. � I f � . (, _ ��- `J .�- f' G I 5. "- ALL GLAZIN D G IN D R N S DELIT N � 00 SA ESA f _ SSOCIATED WITH D ; �" OORS TO BE U� ; j� SAFETY GLA IN 1-f) ' �� 2 � � IT1 � Z G 6. PROVIDE 50 CFM EXHAUST FAN AT HALF BATH 3. EXHAUST FANS SHOWN ON PLAN AS ENERGY NOTES 1. ENERGY CREDITS REQUIRED = 1.5 (ADDN BETWN 500 & 1500 SO FT.) ENERGY CREDITS SELECTED: ' ia. EFFICIENT BUILDING ENVELOPE: Prescriptive compliance based on table R402.1.1 with the following modifications: (0.5 CREDITS) Vertical Fenestration U = 028, Floor R= 38 (Eor this project) 3a. HIGH .EFFICIENCY HVAC EQUIPMENT: Gas fired boiler with minimum AFUE of -I- 92% located in garage below new addi#Ian. (1.O CREDITS) 2. NEW HEATED AREA TO BE ON A STAND ALONE, HYDRONICALLYNEATED FLOOR SYSTEM. VENTILATION NOTES 1. PROVIDE VENTILATION IN NEW ADDITION PER CODE, INTEGRATED WITH THE EXISTING F:A.U., OR AS ASTAND-ALONE ATTIC VENTILATION SYSTEM. LIGHTING NOTES 1. A MINIMUM OF 75% OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH EFFICIACY LAMPS. DIMENSION NOTES 1. DIMENSIONS WITH +/- ADJUST AS REQUIRED. NOTIFY OWNER AND ARCHITECT IF ANY DIMENSION SHOWN AS +/- IS MORE THAN 2" DIFFERENT FROM NOTED. 2. DIMENSIONS WITH (E) =EXISTING DIMENSIONS TO'RENIAIN THE SAME. GUARDRAIL NOTES III 1. GUARDRAILS WHERE REQUIRED TO BE 36"HIGH `{MINIMUM) WITH LESS THAN'4" SPACING BETWEEN INTERMEDIATE RAILS. MATCH (E) GUARDRA(LSTYLE. GUARDRAIL ELEMENTS AND'SUPPORTING CONNECTIONS TO BE INSTALLED TO RESIST A Izuu rvulvu vt�ivtaN i nH � tU LVAU Ai'PLIEU: AT THE TOP OF THE GUARD. INFILL COMPONENTS TO BE DESIGNED TO'RESIST A 50 POUND LOADiAPPLIED OUER'A L12" X 12" AREA. NEW WALL AREAS SHOWN ARE THE MINIMUM AMOUNT REQUtRED. WALLS SHOWN AS>EXISTING TO .REMAIN MAY :NEED. TO BE REMOVED; DURING DEMOLITION. VERIFY"1'N F11~LD. VERIFY PRIOR TO DEMOLITION IF ANY ITEMS NOTED. FOR REMOVAL ARE TO BE REUSED: IN THE PROJECT '' RECEIVED Dec 31 2020 -. � CITYAF EDMONDS . DEVELOPMENT SERVICES DEPARTMENT W o N O Q T U � �M W�� -� �.- _� Q �N �� UW W �, � N U ,�Q U� U �� Q � �� zz W J o� �� -� _ � W W 0 T U N c� 0 N O O �� o■ N�� 0 �� W 0� W o C� W J Q� Y N N Revisions �� - I ` Dfl NflT SCALE DIMENSIONS FROM -, DRAWINGS. WRITTEN INFORMATION SUPERCEDES GRAPHIC INFO. RECEIVE ` � Dec 31 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT p m�i Y� iG��-- -off- r��N � �N � �v��-o.�� i� ,��i GH c�� fl�� ,,�,° s�o��—o M�r� c� i 3��1, 3� �� RECEIVED Dec 31 `2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT �� W o N O � �' I�'R �.� � w_ o �N .: 'a d' U W W � N U Q V J V �� C_cn _0 �� Z � _� � `� �� W_ � o �� W LU o 0 T U C N N c� N O c� o_ _— �- 0 oc W a� W o W _o Y d� N N �, _� _ _ _. � c� � : ~ t ,. _ _ _ _ a �" Date_ 2� p�G z,� za Revisions: RECEIVED Dec 31 2020 i �s' _ _ _ _ _ _ ,..... ... CITYOF EDMONOS. .._.... DEVELOPMENT SERVICES �°` DEPARTMENT STRUCTURAL NOTES O G (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 DECK 18 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF DECK 60 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) 1.273 ONE SECOND SPECTRAL RESPONSE ACCEL (SI) 0.498 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0.849 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.400 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR (IF) 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) 0.131 W =TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. BASE SHEAR (V), V = CSW = RD I W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 110 MPH EXPOSURE B KZT 1.0 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. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF P.EPORTS -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 FOUNDATION BEARING CAPACITY VERIFICATION X CONCRETE ADHESIVE ANCHORS X IF REO'D 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. FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION) FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BYTHE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. 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. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BYTHE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (f'c) 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 FOOTINGS 3000 PSI 0.55 5 1/2 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 26 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BEAIR-ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. *PROVIDE f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED. 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 gARS ALL BARS TOP BARS gARS 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 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. 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 BYTHE 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 BYTHE 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 � MIN LENGTH 8d COMMON 0.131f� 2 1/2" SHANK 10d COMMON 0.148Q1 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"� 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 BYTHE 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. 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 2.0E 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 MARI<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 TYPICAL FRAMING NOTES 1. BEARING WALL FRAMING 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO. REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR &WINDOW HEADERS NOT CALLED OUT ON THE PLANS. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6'-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF END OF PLATES, TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS. INTERIOR NON-STRUCTURAL WALLS MAY BE ANCHORED TO CONCRETE SLAB -ON -GRADE WITH 1/4" x 3" POWDER ACTUATED FASTENERS WITH 3/4" WASHERS AT 16" OC AND WITHIN 6" OF END OF PLATES. (cam:ZiI�l�e\►1�l��iI�li�:Jle1► 11►[e] PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS. ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS. THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. 5. ALLOWABLE STUD AND PLATE PENETRATIONS CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. 6. GYPSUM WALLBOARD NAILING ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE WALL. 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. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 12/ 30/ 2T0 J Q F- H Z O m � � 0_ N � ~ C) (n � w w � a O W � Q O � � N r-I DESIGN: CGP DRAWN: ATD CHECK: JGG JOB NO: 20412.10 DATE: 1 2/30/2020 Z �_ �_ 0 a O N W � Z � � W � Q W N Z W J a N � � � (Y Z N � � � � W N 0 2 N W SHEET: S1.1 N �..1..� O Z w a Z J RECEIVED CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PLAN NOTES FOUNDATION PLAN NOTES: 1. REFER TO SHEET S3.1 FOR FOUNDATION DETAILS. 2. PLACE ALL REINFORCEMENT PER THE PLAN. REFER TO SHEET 51.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. 3. REFER TO UPPER FLOOR LEVEL FRAMING PLAN AND SHEAR WALL SCHEDULE FOR LOCATION OF SHEAR WALL ANCHOR BOLTS. ANCHORAGE ATNON-SHEAR WALLS SHALL BE PER STRUCTURAL NOTES. 4. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 5. CONTRACTOR SHALL PROVIDE FOOTING SUBSTRATE PREPARATION. TYPICAL FLOOR FRAMING PLAN NOTES: 1. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10c� 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 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. REFER TO SHEET S4.1 FOR TYPICAL FLOOR FRAMING DETAILS. 5. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2"� HOLE CENTERED IN THE DEPTH AND AT THE THIRD POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN. 6. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOEDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. 7. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x8 HF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 8. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 9. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 10. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT HANGERS W/ MAX NAILING. 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. TRUSS MFR SHALL DESIGN TRUSSES TO ACCOMMODATE BEAMS ABOVE DOUBLE TOP PLATE. 3. ROOF SHEATHING SHALL BE 7/16" 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 AT ALL EXTERIOR WALLS SHALL BE 4x8 HF#2 WHERE MAXIMUM SPAN = 6'-0". 5. UNLESS NOTED OTHERWISE, DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x8 HF#2 WHERE MAXIMUM SPAN = 4'-6", AND 6x8 HF#2 WHERE MAXIMUM SPAN = 5'-0". 6. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. 7. REFER TO SHEET 55.1 FOR TYPICAL ROOF FRAMING DETAILS. 8. REFER TO DETAIL 8/54.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 9. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL HEADER BEAMS. 10. ALL DIAPHRAGMS UNBLOCKED UNO. 11. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 12/ 30/ 2T0 J Q F- Z O m � � �_ N � ~ C) (n � w w � a O W � Q O � � N r-I DESIGN: CGP DRAWN: ATD CHECK: JGG JOB NO: 20412.10 DATE: 1 2/30/2020 w U W 0 W `fir, w 2 e z J Y (n N N SHEET: �• N Q w 0 (� Z 0 Z Z O Q � Q � w a W � J S1.2 RECEIVED CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT } - � .. .. E. .. 9 .._ �. _ _ HO.DOWN SCHEDULE HO.DOWN SCHEDULE MARK TYPE MIN CHORD SIZE STUD NAILS OR BOLTS. ANCHOR BOLT. + CAPACITY (LB} 1 F1AD4.15i � (2) 2x (14) SDS 1/4;" x 2 -1/2" SCREWS S/8" DIA 4,340 2 HbU8 4X QF#2 : (20) SDS 1/4" x2 -k/�" SCR °/8" DIA 6,970 ;,_. , NOTES: ... _ , 1. REFEtt.l'Q THE LATEST SIMPSON STRONG -TIE CATALOG FOR �DI'F10NAL INSTALLATION REQUIREMENTS. 3; 116fi5TAtCL HD HOLOCR#Ifl�[S AT FOUNDATION WALLS PER DETAN. i/53:1. 4 A1'ALL HOEDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. F . s . ;. .. , , r .,.. _.. �„r.., _,.��.. _ �� ,.. PAD SCHEDULE ', q %�itl� SIZE REINFORCING qi 2' - 0" SQ X 10" DEEP. .. ? (3} #4 Afi BOTTgMI EA WAY UNDER jE) FOOTING g 3' - 0" SQ X 10" DEEP (4) #4 AT BOTTOM EA WAY UNDER (E) FOOTING , C .. 3' - 6" SQ X 10" DEEP (4} #4 AT BOTTOM EA WAY UND€R (E} FbC�TING L't 4' - 0" SQ X 10" DEEP (5) #4 AT BOTTOM EA WAY UNDER �E) FhSSOTtNG Ndiffi 1.(:iFFSETPADS TO THE INTERIOR OF THE GARPtCiE AS SHOWN TO MINIMIZE DEMOLITION OF EkISTMG DRIVEWAY �. PADS"MAY BE 1�OURED AT THE SAME LEVEC'AS THE EXISTING FOOTINGS PROVIDED THATTHE REQUIRED REINF IS DRILLED THRU THE FOOTINGS AND EPDXIED INTO PLACE WITH SIMPSON SET XP EPDXY. (TYPICAL) % I I DC�` � �J VERIFY EXISTING GARAGESTEIVIWALLSWEREP(3lfREDINTEGRALLYWITHEXISTING �� BASEMENT WALLS AND TWERE I� HORIZONTAL R�BAR TYING TH EM TOGETHER. � %�;�{,?(J'�- FGARAGEWAI�ISAREIVOTTIEDTOBASEMEN�'WALLSTHENDRILLAI�DEPDXY. _ ._ �� {3) 3/4" DIAX 24" THREADED RODS THRU EXISTING BASEMENT.WALLS AND ' i� INTO GARAGE FOOTING AND STEM WALLS WITH (2.) BARS INTO EACH FC►OTING AN �../. � . (1) BAR INTO EACH STEM WALL. SECURE BASEMENT -WALL WITH 1/4" X 4" X 4" m■rri�: �i PLATE WASHER AND NUT. (TYPICAL AT(2) LOCATIONS). "� � .. —� W ��° C C 2S0 4TH AVE S. STE 200 EDMONDS, WA 98020 ENGINEERING 425.778.8500 STRUCTURAL REVIEW THIS DRAWING HAS BEEN REVIEWED FOR CONFORMANCE WITH STRUCTURAL REQUIREMENTS . INDICATED IN THE ATTACHED LETTER AND/OR CALCULATIONS. BY..Joe Galusha, PE, SE, JOB #: 20412.10 DATE: �zisoizozo SHEAR WALL SCHEDULE ' Af>A-RATED MIN FRAMING AT SHEAR WALL NAILING AT PANEL RIM JOIST OR SILL PLATE NAILING SILL PLATE ANCHOR � FOUNDATION SHEAR MARK ADJOINING PANEL BLOCK CONN TO TO RIM/BLKG ; : Bc>LTTO-SLAB OR CAPACITY SHEATHING EDGES {SEE NOTE 5) EDGES TOP PLATE BELOW 1NDATION SILL PLATE SIZE PLF 15/32" 3x STUD AND 2x LTP4 OR A35 @ 0.131" DIAx 3 @ 2 0.131"DIAx 2 1/2" @ 2"� "��$" DIA AB @ 2'-Gs" ice` 2x 595 ONE E FLAT BLKG 12' OC 2.5 15/32" (2) 2x STUD LTP4 OR A35 {1 0.131" DIA x �'" � 3 :. 0.131' DIAx 2 1/2" @ 3"OC 5�$" DIAAf3 @ 3'-0" OC 2x 455 ONE SIDE AND 2x FLAT BLKG 15" OC 3' OC 15/32" 2x STUD LTP4 OR A35 � 0.131 DIAx 3" @ '4" 4 0.131"DIAx 2 1/2" @ 4"OC �/8" DIA AB @ 4'+fl" OC �x 350 ONE SIDE AND BLKG 20" OC OG . _-. 15%32" 2x STUD LTP4 OR A35 @ 0.131" DIAx 3" @ 6 0.131°'DIAx 2 1/2" @ 6"OC 5%8" DIA AB @ 5'-0'° OC 2x 242 NOTES: 1, REFER TO THE TYPICAL SHEAR WALL DETAILS FOR MORE INFORMATION. 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 OFFSETTO FALL ON DIFFERENT FRAMING MEMBERS, ORFRAMq�iG SWAiL BE3x ATAD101NING PANEL EDGES AND NAILS SHALL BE STAGGERED. S. WHERET�LE SPECIFIES (2) 2x FRAMING, CONNECT (2) 2x STUDS AND BLOCKING AS FOLLOWS: SW3 = (2j 0.131 DIA @3.5" O.C. 6. NOTE THAT3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMING SPECIFIED IN TABLE 7. INTE1tMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" O.C. MAXIMUM 8. AT ALL 5/8" DIA SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE W1�HIS SHl�tt t31` WITHIN 1/2" OF SHEATHIt> EDGE. 9. PROVIDEA-MiNIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL.: 10.7/lb" tSHEATHiNG MAY Bf JD �I 1�LACE OF 15/32" SkIEATHING PROVIDED ALL STIJEDS ARE SPACED 16" EL.�.-AR RANELS ARE 11PPLtED {!WITH LONG DIMENSION CROSS STUDS. $ 11. IN LIEU OF EMBEDDED ANCHOR BOLTS, CONTRACTOR MAY PROVIDE SIMPSON TITEN HD SCREW ANCHORS @ fiHE SAME SPACING WJ �" EM$EDfiIIENT, OR 5/8" ®IA THREADED RODS @THE SAME SPACING W/ SIMPSON SET-XP EPDXY W/ 7" EMBEDMENT. N �- C � 250 4TH AVE S. STE 200 E4MOND5, WA 98020 ENGINEERING 4as.��a.8soo STRUCTURAL REVIEW THIS DRAWING HAS BEEN REVIEWED FOR CONfORMANCE WITH STRUCTURAL RECZUIREMENTS INDfCATED IN THE ATTACHED LETTER AND/OR CALCULATIONS. BY: Joe Galusha, PE, SE, ` JOB #: 20412.10 DATE �zisoi2o2o SYMBOLS SCHEDULE �. FOOTING C3A'PA STEM, BEARING OR SHEAR WALE � POST BELOW . ' ; 0 P'OST� ABOVE pO�T� ABOVE � B"FLOW ' has: o''r 1-JOIST FRAMING P�E`M'A N U F -` —`— TRUSSES H EA-R _.WALL CALL�UT LLJ: ; o _. CV � .' .:.. y �:�::'M � �.� � C � - O ;� �� :;. . �: � W`� :..� . � '� V � N }i �, � . 'a ��. � !� ', N �. L�J',� . C o rr� � Jtt: W iVtt k�.�l'- � '0 T �. �; C33 ��. � Z W �� .. W J _..... � Y d^ CV . N 1�4.DDOVVIV G/4LL�UT RECEIVED � � I�A�cR DPc 31 2020 Sl`RJ®tP ` - � � � - CITY OF EDMONDS DEVELOPMENT SERVICES DEPhRTMENT O GI THREADED ROD AS REQ'D PER PLAN. INSTALL W/ SIMPSON SET-XP EPDXY EXIST CONC STEM WALL TOP OF FTG HOEDOWN PER PLAN AND SCHED SHEAR WALL PER PLAN AND SCHED HOEDOWN DETAIL (EXIST FOOTING SCALE: 1" = 1'-0" STUD WALL PER FRAMING PLAN NOTES SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE PAVING OR FINISHED GRADE � NEW OR EXIST STUD WALL PER PLAN SIMPSON TITEN HD ANCHOR BOLTS, SIZE AND SPACING PER SHEAR WALL SCHED X X �� °O 0 0 °op �Oo O Op° oO Dooms EXIST STEM OO OO O p WALL PER PLAN 0 O o °� o p0 O ° '�� 00 00 � O OOoO� �O EXIST FTG PER PLAN EXISTING STEM WALL SECTION SCALE: 1" = 1'-0" (4) #4 HOOKED m DOWELS 6" nl �� = a J d d W � d M U SIZE AND REINF PER PLAN COL PER PLAN SIMPSON ABU POST BASE 8" x 8" CONCRETE PLINTH W/ #3 TIES @ 3" OC FINISHED GRADE OR CONCRETE SLAB PER PLAN ISOLATED POST FOOTING SCALE: 1" = 1'-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 12/ 30/ 2020 J Q z O m � N � ~ U (� � LLJ W � d W \ O Q � � N r-I Y Q DESIGN: CGP DRAWN: ATD CHECK: JGG JOB NO: 20412.10 DATE: 1 2/30/2020 Z �_ I-- 0 � a O N w o z� � w � p Q w � N z W J a N � � � (Y Z N � � � � W N 0 2 N W SHEET: ■ REC IVED nP� . � �n�n Q w 0 Z O Q 0 Z O W a J CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED I•I II II I•I II II HEADER PER PLAN II II � I I II II I I I•I I•I • I I I I I I I I I I I II I I II I I I CRIPPLE STUDS PER I .II I I I I j I I I I I PLAN; DO NOT CUT IIII I•I I•I I I• AWAY MATERIAL FROM I I• I I I I I• I I CRIPPLE STUDS j II.11 I II I I 11 II I I II II I •I I� I I I I I IIII III 11 I•I II I.I I•I I II I I.I FULL -HEIGHT I I•I I I I I I I• I I I HOEDOWN CHORD IIII IIII II.11 I I 11 II I I II I •I I I I I II I II Ili I I 11 I•I II II I•I I� I'i I, i. I I I I I I I I I I I I IIII IIII II.11 II 11 II II II II I•I I, 11 I II I II 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 � � II 11 II I I I•I I. II AB W/ SIMPSON BP I I I I I •I I 11 I I I PL WASHER, TYP I•I II I I•I I II II I I I� I•I I 11 I I I PT SILL PL PER SHEAR I I I� I I I WALL SCHED •I A I I I•I I I I I.I II II 1------1 I� -- — J1 II _ z II II II � � I I II II -1 I CONCRETE FOOTING I III- AB SIZE AND SPACING A ' I-1 OR P/T SLAB PER PLAN AND SHEAR WALL SCHEDULE, TYP NOTES: 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 2. FOR SHEAR WALLS WHERE NO HOEDOWNS ARE SPECIFIED THE FIRST AB SHALL BE LOCATED NOT MORE THAN 1'-0" AND NOT LESS THAN (7) BOLT DIAMETERS FROM END OF WALL. TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = 1'-0" ------rl-------n-------rl-------rl-----rl� I'I I'I I'I I•I I I•I II II II II III II II II II III I I I I I I I I I II II II II III II II II II III I'I I'I I'I I•I I I. II II II II I I I II II �I III I FRAMING AT ADJOINING I•I I I PANEL EDGES PER SHEAR j l I C I I'I WALL SCHED •I II 11 III II II II II 11•I II II II II III II II II II I'I I•I I•I I• II II II II II _J L �-- ;--H•F— ;-- ;—H F•---•-- -� r------ i i------ i i----- •i I•I I•I II II II II II II II II II II II II II II II I'I I•I I•I II II II II II II II II II II II II II II II I'I I•I I•I II II II II II II II II II II II II II II II I'I I•I I•I II II II __ II II _1L------1L------1 ------ II II I II II II II II II II II II 1L_�_ � 1L� __� __1 - II II // II II I( � RIM BOARD � �\ \� OR BLOCING /1 ii PANEL EDGE NAILING PER SHEAR WALL SCHEDULE, TYP PANEL EDGE NAILING INTO HOEDOWN CHORDS, TYP INTERMEDIATE NAILING @ 12" OC SHEATHING PER PLAN AND SHEAR WALL SCHEDULE HOEDOWN CHORD PER SCHEDULE. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOEDOWN BOLTS HOEDOWN ANCHORAGE PER PLAN AND SCHEDULE SIMPSON CNW COUPLER 1/2" TO NUT W/ SIZE TO MATCH SHEATHED EDGE HOEDOWN ANCHORAGE PANEL EDGE NAILING PER SHEAR WALL SCHED CONTINUE HOEDOWN CHORD TO FOUNDATION CONCRETE STEM WALL CONCRETE FOOTING STUD WALL PER FRAMING PLAN NOTES SILL PLATE NAILING SHEATHING AND PER PLAN AND SHEAR NAILING PER PLAN AND WALL SCHEDULE OR SHEAR WALL SCHEDULE STRUCTURAL NOTES OR STRUCTURAL NOTES SHEATHING AND BREAI<SHEATHING NAILING PER PLAN AT PLATE UNO 1 1/2" TOPPING � SLAB W/ FIBER 1 1/2" LSL RIM MESH ADDED TO SILL PLATE NAILING PER THE CONCRETE SHEAR WALL SCHEDULE MIX BREAK SHEATHING AT PLATE UNO _� PANEL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR I -JOISTS PER PLAN STRUCTURAL NOTES AND SCHEDULE 2x4 BLOCKING AT SHEAR WALLS NOTE: SAWCUT EXIST STUDS AND NON -SHEAR WALL ,, PROVIDE NEW DOUBLE TOP PLATE NAILING SHALL BE PER �/�" EXIST STUD WALL IBC TABLE 2304.9 A. TYPICAL FRAMING TYPICAL STU D WALL FRAMING DETAI L SCALE: 1" = 1'-0" 1 1/2" LSL RIM JOIST PLATE WASHER PER SHEAR WALL SCHED SECTION A -A SCALE: 1 1/2" = 1'-0" NOTE: STAGGER SHEATHING AS SHOWN. (IBC TABLE 2306.3.1, CASE 1 OR 3) INTERMEDIATE FRAMING MEMBERS SHEATHING PANEL, TYP � � , , CONTINUOUS PANEL EDGES SUPPORTED PANEL EDGES 2x OR 3x BLOCKING ONLY IF n� �i-vrr� r�i n n� in n �n n it �nr ��r�rr� `L DIAPHRAGM BOUNDARY (SHEAR WALL, BEAM, OR DRAG STRUT) TYPICAL FLOOR/ ROOF SHEATHING DETAIL SCALE: NTS SIMPSON A35 (ONLY REQUIRED AT EXTERIOR HEADERS GREATER THAN 6' SPAN) (6) 0.131"� x 3" NAILS TYPICAL STUDS NAILING PER TYP BUILT-UP STUD COLUMN DETAIL AT HOEDOWNS: PROVIDE FULL HT HOEDOWN CHORDS PER HD SCHED OTHERWISE: (1) 2x FULL HT TYPICAL HEADER DETAIL SCALE: 1" = 1'-0" NOTE: FOR NOTES AND DETAILS NOT CALLED OUT REFER TO DETAIL 6. (4) 10d NAILS 1 1/2" TOPPING SLAB W/ FIBER MESH ADDED TO THE CONCRETE MIX SAWCUT EXIST STUDS AND PROVIDE NEW (3) 0.131"� x 3" DOUBLE TOP NAILS EACH END PLATE I -JOISTS PER PLAN AND SCHEDULE 1 1/2" LSL BLOCKING EXTERIOR WALL PARALLEL TO JOISTS @ 4'-0" OC MAX TYPICAL STU D WALL FRAMING DETAI L • l SCALE: 1" = 1'-0" DECK SURFACING PER ARCH RIPPED 2x SHEATHING AND OVERFRAMING NAILING PER SHEAR @ 16" OC � WALL SCHEDULE 2x LSL BLKG J DECK FRAMING OPTION A DECK OVERFRAMING SECTION SCALE: 1" = 1'-0" NOTE: SUPPORTS AT SOLID POSTS SIM BEAM PER AND SCHE SIMPSON LTP4 C A35 FRAMI� ANCHOR EACH SII OF BEA 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"� x 3" NAILS, TYP (5) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS TYPICAL BUILT-UP STUD COLUMN DETAIL v l SCALE: 1" = 1'-0" TYP DOUBLE � EDGE NAILING PER PLAN TOP PLATE AND SHEAR WALL SCHEDULE OR EDGE NAILING PER PLAN STRUCTURAL NOTES, TYP AND SHEAR WALL 0.131"S6 x 3" SCHEDULE OR NAILS @ 9" OC STRUCTURAL NOTES, TYP BEAM OR HEADER PER PLAN AND NOTES CRIPPLE STUDS PER PLAN AND COLUMN SCHEDULE OR STRUCTURAL NOTES (2) ROWS OF 0.131"� 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 A. CORNER INTERSECTION 0.131"� x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP 2x6 STUD @ 2x4 CROSS WALL 2x8 STUD @ 2x6 CROSS WALL B. 'T' INTERSECTION TYPICAL WALL INTERSECTION DETAIL SCALE: 1" = 1'-0" BEAM PER PLAN AND SCHEDULE JOIST DIRECTION PER PLAN STUD WALL SOLID OR MULTIPLE � '� WIDTH, � STUD COLUMN PER PLAN MIN UNO PARALLEL TO STUD WALL 1 TYPICAL FLUSH BEAM SUPPORT DETAILS v J SCALE: 1" = 1'-0" � NOTE: SILL PLATE NAILING FOR NOTES &DETAILS NOT PER SHEARWALL SHEATHING SPECIFICALLY CALLED OUT SCHEDULE AND NAILING REFER TO DETAIL 6. PER NOTES 5 1/2" x 11 7/8" PSL RIM BEAM 1 1/2" TOPPING a SLAB W/ FIBER - MESH ADDED TO THE 2x BLKG W/ 10d @ CONCRETE MIX 6 OC NAILING 2x LSL BLKG � JOISTS PER PLAN J A35 CLIPS PER SHEAR WALL SCHEDULE SOLID STUD COLU,.,,. , ". , ��,. PERPENDICULAR TO STUD WALL 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 SIMPSON A35 EACH `SIDE OF BEAM I �n = O � a � J w DECK " SURFACING SILL PLATE NAILING SHEATHING PER ARCH PER SHEARWALL AND NAILING RIPPED 2x SCHEDULE PER NOTES SHEATHING AND OVERFRAMING NAILING PER SHEAR 5 1/2" x 11 7/8" PSL @ 16" OC � WALL SCHEDULE RIM BEAM a 2x OVERFRAMING @ 16" OC JOISTS PER PLAN J BEAM PER PLAN 2x LSL BLKG A35 CLIPS PER SHEAR DECK FRAMING OPTION B WALL SCHEDULE STU D WALL 1 1/2" TOPPING SLAB W/ FIBER MESH ADDED TO THE CONCRETE MIX o �I ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 12/ 30/ 2020 J Q H Z O m � � D_ N � � C� � (n � W LLI 0 a O W � O Q � � N Y Q DESIGN: CGP DRAWN: ATD CHECK: JGG JOB NO: 20412.10 DATE: 1 2/30/2020 Z �_ �_ 0 � Q o N W � Z � � �.IJ Q W Z W J a (� Z N 0 � � � W N 0 2 N W SHEET: S4.1 REC IVED CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT O C 2x6 CONTINUOUS RIDGE BOARD, TYP ROOF SHEATHING AND DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES � FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF r / � ROOF RAFTERS Ir/ PER PLAN PROVIDE BOUNDARY 2x4 BLKG W/SILL PL NAILING AT TOP PLATE PER NAILING PER SHEAR SHEAR WALL SCHEDULE WALL SCHED 2x NAILER W/ (2) 16d @ EACH RAFTER SIMPSON H2.5A TIE SHEATHING AND NAILING PER PLAN AND SHEAR STUD WALL FRAMING WALL SCHEDULE PER PLAN NOTES TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = 1'-0" SIMPSON A35 EACH RAFTER 16d @ 6" OC 2x6 RAFTERS @ 24" OC 2x4 VERTICAL SUPPORT MEMBERS SPACED @ 2'-0" OC ALIGN W/ EA RAFTER BELOW TYP , . NOTE: PROVIDE BLOCING @ ALL EDGES &SUPPORTS STICK FRAMED OVERFRAMING DETAIL SCALE: NTS SHEATHING AND NAILING PER ROOF FRAMING P' ""' "'^T�` 2x FLAT Ol SILL PLATE f PER SV� SHEATHI� NAILING PER PLP SHEAR WALL FULL HEIGHT AT GAB RAFTER GABLE END SCALE: 1" = 1'-0" SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES RAFTERS PER PLAN SECTION SCALE: 1" = 1'-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 2x RIDGE BLOCKING ATTACH RAFTERS TO BEAM W/ PANEL EDGE NAILING W/ 3/16" x 10" TIMBERLOI<TRUSS ROOF RAFTERS SCREW COUNTERSUNK, 2" EMBED MIN PER PLAN SIMPSON A35 EA SIDE ROOF SHEATHING PER PLAN &NOTES $� � G ' GAL o� wash► �� E`° � o, �0 ��9L 3�15 BEAM PER PLAN S`SIONAL 12/ 30/ 2020 IUNG POST OR COLUMN BEYOND SECTION AT ROOF RIDGE BEAM 4 SCALE: 1" = 1'-0" J z c� G O m � � � N CY U � ROOF SHEATHING AND � w � w DIAPHRAGM BOUNDARY NAILING PER ROOF � � NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES O N FULL DEPTH BLKG RIPPED � O EXIST SHEATHING TO MATCH SLOPE OF ROOF � N Y Q' ROOF RAFTERS PER PLAN Q 2x4 BLKG W/ 16d @ 6" OC DESIGN: CGP 16d @ 6" OC EXIST OVERHANG ATTACH RAFTER TO BEAM DRAWN: ATD OUTLOOI<ER W/ TIMBERLOCK 10" TRUSS CHECK: JGG SCREW AND 2" OF THREAD 2x10 HF#2 EMBEDMENT MIN JOB NO: 20412.10 BEAM PER PLAN DATE: 1 2/30/2020 TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = 1'-0" N � Z O Q �' p W p 0 Q O N w � C� Z Z � � W p � � W � Q N Z � � (n � � � N0 Z � � � � � W N p O Q = N W � � SHEET: S5.1 RECEIVED CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT