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APPROVED BLD ENG PLN RESUB 2-BLD2023-1153+Architectural_Plan+8.26.2024_9.18.05_AM+4461690City Of Edmonds Building Department Work .....................................................................................................................: DECK Address 18504 OLYMPIC VIEW DR Owner ....... DAVIS ......................................... Approved Date 9/05/2024 ..................................................................................................: ................................................................................................. Building Official 'Dow_a�� W. 7_11(o4kALIX Permit Number BLD2023-1153 ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE APPROXIMATE LOCATION OF 24" DETENTION PIPE PER SITE PLAN FROM WHEN THE HOME WAS BUILT SILT FENCE FOR TESC IMPERVIOUS SURFACE LOT SIZE: 18,730 SF EXISTING IMPERVIOUS: EXISTING HOUSE: 1993 SF EXISTING DRIVEWAY: 2708 SF TOTAL EXISTING IMPERVIOUS: 4,701 SF 25.1 % NO NEW PROPOSED IMPERVIOUS SURFACE 2 APPROVED BY PLANNING Sep 03 2024 ENGINEERING DIVISION APPROVED AS NOTED `T 9/26/2024 NO NE IMPERVIOUS SURFACE AREA. NO CHANGES TO EXISTING STORMWATER MANAGEMENT SYSTEM PROPOSED. OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE O �y�P N75°43'44"W O 18.09' v eC O i Vh 4 j hw CPEP e ti; / 0 ,9 � Z 1 4" I CP FOUND 1/2" REBAR & CAP MARKED "LS 2621 ", �� 0.2'(N) FROM PROP. LINE & 8.5'(SE) FROM / / / I d (E) CALC. PROP. CORNER ` / I DECK FOUND 1" IRON PIPE, 4.78'(S) OF PROP. LINE __5e NEW UPPER FLOOR DECK, AND EXISTING MAIN FLOOR DECK ARE PERVIOUS WITH NO NEW DRAINAGE / lot- / THESE (4) i PIPES HAVE BEEN i REMOVED AND WERE NOT USED APPROXIMATE LOCATION OF STORM LINE PER OLD SITE PLAN BMP NOTES - FILTER SOCKS WILL BE ADDED TO ANY CATCH BASINS DOWNSTREAM FROM CONSTRUCTION SITE. SEE ER-920 SHEET A1.1 - ALL DISTURBED AREAS TO BE COMPOST AMENDED PER 2019 SWMMWW BMP T.5.13 - INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, CITY EDMONDS STANDARD DETAILS AND ALL OTHER MEASUREMENTS THAT MAY BE REQUIRED DURING CONSTRUCTION. - FILTER FENCE PER ER-900 SHEET A1.1 Nothing in the permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming or unpermitted building, structure or site condition which is outside the scope of the permit application, regardless of whether such building, structure or condition is shown on the site plan or drawing. Such building, structure or condition may be the subject of a separate enforcement action. GENERAL NOTES GENERAL REQUIREMENTS 1. CODES ARCHITECTURE: 2018 EDITION OF THE INTERNATIONAL RESIDENTIAL CODE, STRUCTURAL 2018 EDITION OF THE INTERNATIONAL BUILDING CODE, 2018 WASHINGTON ENERGY CODE, EDMONDS MUNICIPAL CODE 2. ALL WORK TO BE IN COMPLIANCE WITH ALL APPLICABLE CODES, LAWS AND REGULATIONS OF ALL AUTHORITIES HAVING JURISDICTION OVER THE WORK. 3. CONTRACTOR TO VERIFY ALL DIMENSIONS, MEASUREMENTS AND CONDITIONS IN THE FIELD BEFORE BEGINNING WORK. ANY DISCREPANCIES, ERRORS OR OMISSIONS TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. 7. DO NOT SCALE DRAWINGS. VERIFY DISCREPANCIES WITH ARCHITECT. 8. CONTRACTOR TO COORDINATE ALL OPERATIONS: INCLUDING SITE ACCESS/BARRICADES, MATERIAL STORAGE, STAGING, TEMPORARY AND UTILITIES 9. CONTRACTOR TO OBTAIN ANY OTHER PERMITS AS REQUIRED TO COMPLETE THE PROJECT. 10. DETAILS SHOWN ARE TYPICAL AND WILL APPLY UNLESS OTHERWISE NOTED. DETAILS OF CONSTRUCTION NOT FULLY SHOWN ARE TO BE OF THE SAME NATURE AS THOSE DRAWN FOR SIMILAR CONDITIONS. 11. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WEATHER PROOFING TO CONSTRUCT A WATERPROOF TIGHT STRUCTURE. ALL WATERPROOFING SUCH AS FLASHING SIDING AND ROOFING SHALL BE CONSTRUCTED PER MANUFACTURERS INSTRUCTIONS AND BY INDUSTRY STANDARDS 12. ANY DISCREPANCY WITH STRUCTURAL DRAWINGS, THEN STRUCTURAL SHALL SUPERSEDE. MISCELLANEOUS REQUIREMENTS 1. ALL EXPOSED WOOD TO BE 6" FROM SOIL 2. WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED OR SEPARATED FORM CONCRETE. 3. SAFETY GLAZING SHALL BE INSTALLED IN ALL WINDOWS WITHIN 24" OF DOOR, WITHIN DOORS, WITHIN 5' TO STAIRS BELOW 5' AND BELOW 5' OF TUB/ SHOWER. 4. GUARD RAILS SHALL BE 36" ABOVE FINISHED FLOOR WITH MAX OF 4" BETWEEN OPENING. STRUCTURAL CONNECTIONS PER STRUCTURAL PLANS. FOUND MAG NAIL WITH WASHER FOUND 1" IRON i "EMERALD 30581" LS 12055 & 22969' PIPE, 0.95'(S) 9 \ 0.1'(N) OF PROP. OF PROP. LINE \ CORNER 142.28 i i o o W PERVIOUS UP R DECK 124 SF, \ \ \ \ \ \ \ \ ' NO GROUND 1 �� p N �, �. �� I v DISTURBANCE EXIST. 1 \ I \ HOUSE TO REMAIN EXISTING \ I I I \ SIDE SEWER I al was as-_ I \ \ 59� J o �o 7. I ZONING CODE ZONE RS12 SETBACKS: STREET 25' REAR 25' SIDE SETBACK 10' NEW DECK WITHIN EXISTING FOOTPRINT NO CHANGE TO SETBACKS HEIGHT LIMIT MAX ALLOWED 25' NEW DECK UNDER EXISTING ROOF HEIGHT LOT COVERAGE ALLOWED 35% DECK WITHIN EXISTING FOOTPRINT - NO CHANGE Zone RS-12 Corner Flag _X_ Setbacks: Required Actual Front Sides 10, ok Rear Other Height 25' ok No change to setbacks for upper deck FOUND 1 /2" REBAR & CAP MARKED "LS 12055 & 22969", 0.2'(N) & 0.4'(W) OF PROP. CORNER L EXISTING STORM DRAIN CONTROL STRUCTURE -EXISTING DECK: REPLACE BOARDS WITH TREX DECKING & NEW RAILING 425 SF EX. ROOF DRAIN CONNECTION, NO CHANGE, TYP F 1 2 REBAR &CAP S FOUND 1/2"--, \ \/ �' REBAR & CAP \ % MARKED "19631" (ON-LINE) I / h A On CD ��I SEWER LINE ♦` N, n M I 10' SEWER EASEMENT U FOUND 1/2" REBAR & CAP "22969 L&A" (ON-LINE, 0.74'(NE) OF PROP. CORNER) SITE PLAN NORTH SCALE: 1"=20'-0" i WATER VALVE AND LINE TO HOUSE DRAWING INDEX A1.0 SITE PLAN, PROJECT DATA, NOTES A1.1 BMP DETAILS A2.0 PLANS A3.0 ELEVATIONS SURVEY SURVEY S-1 STRUCTURAL NOTES AND SPECIFICATIONS S-2 FRAMING PLANS, DETAILS AND CALCULATIONS CONTACTS OWNER STRUCTURAL ENGINEER MARY DAVIS b2 STRUACTURAL ENGINEERS 18504 OLYMPIC VIEW DRIVE 15306 61ST PLACE NE EDMONDS, WA 98020 KENMORE, WA 98028 206-755-9998 425-318-0031 ARCHITECT EK ARCHITECTURE ESTER KATSAROS 5531 34TH AVE NE SEATTLE WA 98105 206-724-9415 PROJECT INFORMATION SITE ADDRESS 18504 OLYMPIC VIEW DR EDMONDS, WA 98020 SCOPE OF WORK ADDITION OF AN EXTERIOR UPPER FLOOR DECK OVER AN EXITING DECK. AND WATERPROOF MEMBRANE AND NEW RAILING TO EXISTING MAIN FLOOR DECK, ALL DRAINAGE TO THE EXISTING DOWNSPOUT AND DRAINAGE SYSTEM, NO GROUND DISTURBANCE LEGAL DESCRIPTION SEE SITE TAX LOT NUMBER 00 434600020 1300 CONSTRUCTION TYPE VB OCCUPANCY R-3 LOT SIZE 0.43 ACRES wr%r-w0% NEW DECK AREA: 124 SF WATER METER AT OLYMPIC VIEW DRIVE LEGAL DESCRIPTION: v� v EXISTING DRIVEWAY PARCEL A: LOT 13 BLOCK B, EDMONDS SEA VIEW TRACTS, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 3 OF PLATS, PAGE 76, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; EXISTING STORM DRAIN TOGETHER WITH VACATED OCEAN AVENUE, LYING WESTERLY AND ADJACENT THERETO, AND; TOGETHER WITH THAT PORTION OF LOT 2, BLOCK 2, SEAHURST, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 90, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 2; THENCE NORTH 89°42'00" EAST ALONG THE SOUTH LINE OF SAID LOT2, A DISTANCE OF 103.95 FEET; THENCE NORTH 62°13'00 WEST, A DISTANCE OF 69.00 FEET; THENCE NORTH 75"43'44" WEST, A DISTANCE OF 18.09 FEET TO POINT ON THE WESTERLY LINE OF SAID LOT 2, 45.00 FEET NORTHEASTERLY OF THE SOUTHWEST CORNER OF SAID LOT 2; THENCE SOUTH 34"19'00" WEST, ALONG THE WESTERLY LINE OF SAID LOT 2, A DISTANCE OF 45.00 FEET TO THE POINT OF BEGINNING. (ALSO KNOWN AS PARCEL 1 OF CITY OF EDMONDS BOUNDARY LINE ADJUSTMENT NO. S-946, RECORDED UNDER RECORDING NO. 9404180612); PARCEL B: AN EASEMENT FOR INGRESS AND EGRESS AS SET FORTH IN INSTRUMENTS RECORDED UNDER RECORDING NOS. 1130646, 1130647, 1130648 AND 8301200195. SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. APN: 004344600201300 EASEMENT AGREEMENT FOR BENEFICIAL ACCESS AND THE TERMS AND CONDITIONS THEREOF: RECORDING NOS.: 1109417, 1130646, 1130647 AND 1130648 REGARDING: MAINTENANCE ECA LANDSLIDE HAZARD AREA PER ECDC 23.40.220(C) MODIFICATION TO STRUCTURE ALLOWED IN CRITICAL AREA, CRITICAL AREA REGULATIONS ACTIVATED WITH GROUND DISTURBANCE, NO GROUND DISTURBANCE THIS PROJECT NKI ARCHITECTURE ARCHITECT: EK ARCHITECTURE Ester Katsaros 5531 34th Ave NE Seattle, WA 98105 206-724-9415 ester@E-Karchitecture.com CLIENT: MARY DAVIS 18504 OLYMPIC VIEW DRIVE EDMONDS, WA 98020 206-755-9998 11703 REGISTERED ARCHITECT E TE K AROS STATE OF WASHINGTON RES U B Aug 26 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT \W I..L O W N co U� UJ Q 0- w v' J 0 -0z >�0 Q 0 W DATE: 12 SEPT. 2023 23 FEBRUARY 2024 22 AUGUST 2024 SITE PLAN, PROJECT DATA & NOTES A1.0 CITY OF EDMONDS PUBLIC WORKS DEPARTMENT CATCH BASIN GRATE FILTER SOCK WITH OVER FLOW HOLES (TYP) CATCH BASIN NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN THIS APPLICATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE-THIRD FULL. 3. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. TEMPORARY SEDIMENT TRAP FOR CATCH BASINS APPROVED BY: R. ENGLISH REVISION DATE JANUARY 2018 STANDARD DETAIL ER-902 2" x 2" WOOD/STEEL FILTER FABRIC SECURED TO 2" x 2" 14 GA WIRE FABRIC EQUAL N NATIVE BACKFILL MATERIAL FILTER FABRIC MATERIAL IN CONTINOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2" x 2" WOOD/STEEL POSTS -\ WIRE MESH of I I FACE OPORT FILTER FABRIC BURY BOTTOM OF FILTER co N MATERIAL 8" TO 12" NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECT. 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ACTIVITY. S t . 18y" CITY OF EDMONDS PUBLIC WORKS DEPARTMENT CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN FILTER FABRIC FENCE FILTRATION SYSTEMS APPROVED BY: R. ENGLISH REVISION DATE JANUARY 2018 STANDARD DETAIL ER-900 EEi-i KI ARCHITECTURE ARCHITECT: EK ARCHITECTURE Ester Katsaros 5531 34th Ave NE Seattle, WA 98105 206-724-9415 ester@E-Karchitecture.com CLIENT: MARY DAVIS 18504 OLYMPIC VIEW DRIVE EDMONDS, WA 98020 206-755-9998 11703 REGISTERED ARCHITECT E TE K ARCS STATE OF WASHINGTON RES U B Aug 26 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT W 0 O W CV — ono U� ui-a o� �U) �Jo -0z > 'q-0 Qc)75; Loo 0 °w DATE: 12 SEPT. 2023 0 23 FEBRUARY 2024 1 BMP DETAILS A . 1.1 EXI TO DE( STF Q LOWER FLOOR PLAN Q MAINFLOOR PLAN Q NORTH SCALE: 1/4" = 1'-0" NORTH SCALE: 1/4" = V-0° NORTH UPPER FLOOR PLAN SCALE: 1/4" = V-0" E EK ARCHITECTURE ARCHITECT: EK ARCHITECTURE Ester Katsaros 5531 34th Ave NE Seattle, WA 98105 206-724-9415 ester@E-Karchitecture.com CLIENT: MARY DAVIS 18504 OLYMPIC VIEW DRIVE EDMONDS, WA 98020 206-755-9998 11703 REGISTERED ARCHITECT E TE K AROS STATE OF WASHINGTON RES U B Aug 26 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT W 0 � o W N - 0000 U� w-� o� �U) Lf) O Oz > 'ql-o QC) 75; Lon 0 °W DATE: 12 SEPT. 2023 23 FEBRUARY 2024 A 22 AUGUST 2024 PLANS A2.0 'TING 'ER CEILING :)TING 'ER FLOOR OL 'TING V FLOOR TING 'ER FLOOR OL WEST ELEVATION SCALE: 1/4" = V-0" GUARDRAIL NOTES CABLE RAILS INSTALL PER MANUF. INSTRUCTION MAX OPENING OF 4" AT RAILINGS, TYP. NEW CLEARVIEW RAILING POST SYSTEM ATTACHMENTS PER STRUCTURAL NEW 2X12 FASCIA 2 NEW POST BEYOND PER STRUCTURAL - GUARDS WHERE SHOWN ON PLANS, MIN 36" HEIGHT AND MAX 4" OPENING IN BALUSTERS, TYP - GUARDRAIL DESIGNED TO RESIST A 200 LB. CONCENTRATED LOAD ON THE TOP RAIL AND 50 GUARD RAIL POSTS PSF ON ALL GUARDRAIL INFILL COMPONENTS SCALE: 1" = 1'-0" JIKUUIUKHL SOUTH ELEVATION SCALE: 1/4" = V-0" EXISTING UPPER CEILING EXISTING UPPER FLOOR OIL EXISTING MAIN FLOOR OIL EXISTING LOWER FLOOR E EK ARCHITECTURE ARCHITECT: EK ARCHITECTURE Ester Katsaros 5531 34th Ave NE Seattle, WA 98105 206-724-9415 ester@E-Karchitecture.com CLIENT: MARY DAVIS 18504 OLYMPIC VIEW DRIVE EDMONDS, WA 98020 206-755-9998 11703 FREGISTERED ARCHITECT E TE KA AROS STATE OF WASHINGTON RESUB Aug 26 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT W O W 5; 00 U� W � I..L 0 ` U� ) f) J 0 LOz > 'ql-O C Lo 0 =' W DATE: 12 SEPT. 2023 23 FEBRUARY 2024 0 22 AUGUST 2024 ELEVATIONS A3.0 INTERNATIONAL BUILDING CODE (IBC LOADINGS ROOF SNOW LOAD ..................................................... RESIDENTIAL LIVE LOAD ...................................... DECK, BALCONY, PLATFORM LIVE LOAD ....................... RETAIL, CORRIDOR, LOBBY, WALKWAY LIVE LOAD ............. OFFICE LIVE LOAD...................................................................... PARKING LIVE LOAD .................................. WIND CRITERIA BUILDING CLASSIFICATION ............................... /1 ULTIMATE WIND SPEED (3 SEC GUST) MPH...... 97MPH WIND EXPOSURE ........................................... B TOPOGRAPHIC FACTOR, Kzt................. 1.0 SEISMIC CRITERIA SEISMIC RISK CATEGORY ............................... 11 SPECTRAL RESPONSE COEFFICIENT, Ss .... 1.299 SPECTRAL RESPONSE COEFFICIENT, S1 .... 0.459 SEISMIC SITE CLASS ................................. D SEISMIC DESIGN CATEGORY ............................... D DUCTILITY (R) ............................... 6.5 METHOD AND BASE SHEAR ............................... ELF FOUNDATION DESIGN INFORMATION 2018 CONCRETE AND REINFORCING SPECIFICATIONS STRUCTURAL STEEL, BOLTING AND WELDING SPECIFICATIONS DRAWING LIST structural25 PSF 1. CONCRETE SHALL CONFORM TO THE INDICATED REFERENCE CODES AND STANDARDS 1. ALL EXPOSED STEEL MEMBERS, HARDWARE, FASTENERS SHALL BE HOT DIPPED GALVANIZED OR EPDXY PAINTED PER E SHEET NUMBER SHEET NAME ISSUE DATE 40 PSF EXCEPT AS MODIFIED BELOW: ARCHITECT REQUIREMENTS. ALL CUT, REPAIRED AND EXPOSED SURFACE SHALL BE PAINTED WITH (2) COAT OF 95 60 PSF ACI-301 - "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" ZINC RICH PAINT PER ASTM A780. COLOR TO MATCH EXISTING. S-0 GENERAL NOTES AND 08/23/24 info@b2engineers.com 100 PSF ACI-318 - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" "HOT 2. STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: SPECIFICATIONS 425-318-%O47 (0) 50 PSF -- WEATHER CONCRETING" ACI305R "COLD TUBE COLUMNS: ASTM A500, GRADE B (Fy = 46 KSI) S-1 FRAMING PLANS AND DETAILS 08/23/24 40 PSF & 3000# WHEEL LOAD ACI-306R - WEATHER CONCRETING" WIDE FLANGE COLUMNS OR BEAMS: ASTM 572 GR50 425-318-0031 (C) ACI-304 - "GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE" Grand total: 2 STEEL PIPES: ASTM A53, TYPE E OR S, GRADE B (Fy - 35 KSI.) 2. CONCRETE COMPRESSIVE STRENGTH REQUIREMENTS (PSI) STEEL PLATES, ANGLES AND MISC: ASTM A36 (Fy = 36 KSI) OR ASTM A992 BEARING BOLTS: ASTM A325 LOCATION f'c AT 28 DAYS W/C RATIO AIR CONTENT ADMIXTURES REQUIREMENTS SLIP CRITICAL BOLTS: ASTM A325 WITH LOCK WASHERS ANCHOR BOLTS: ASTM A307 (WOOD FRAMING) FOOTING 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) ANCHOR BOLTS: ASTM A325 (STEEL FRAMING) SLAB ON GRADE 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) FOUNDATION WALL 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) 3. ALL SLIP CRITICAL CONNECTIONS SHALL BE ASTM A325 BOLTS AND SHALL BE ENGINEER -APPROVED, SELF -LOAD COLUMN NA INDICATING TYPES, AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. POST TENSIONED BLDG SLAB NA POST TENSIONED PARKING SLAB NA 4. STRUCTURAL STEEL WELDING SHALL CONFORM TO THE AWS CODES D1.1 AND D1.3. TOPPING NA ALL WELDING SHALL CONFORM TO THE AWS CODES AND STRUCTURAL DRAWINGS, AND SHALL BE PERFORMED BY SHOTCRETE NA CERTIFIED WELDERS USING DRY E70XX ELECTRODES WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. INCREASE WELD SIZE TO AWS MINIMUM SIZES, 3. PROVIDE GRADE 60 KSI (A615) FOR CONCRETE REINFORCING BASED ON PLATE THICKNESS. 4. TOTAL AIR CONTENT IS SPECIFIED IN THE TABLE ABOVE. AIR CONTENT TOLERANCE SHALL BE ± 1 % AND SHALL BE MEASURED AT THE POINT OF PLACEMENT. ALL CONCRETE EXPOSED TO THE WEATHER SHALL HAVE 5% TOTAL AIR REQUIRED. 1. STRUCTURAL DESIGN, DRAINAGE, SUBGRADE PREP. SHALL COMPLY WITH SOIL REPORT NA DEEP FOUNDATION SYSTEM: NA FOOTING BEARING PRESSURE: 1500 PSF (ASSUMED) ACTIVE/PASSIVE EARTH PRESSURE: 35 PCF (ASSUMED) 2. ADDITIONAL NOTES/ REQUIREMENTS: NA GENERAL CONDITIONS 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER IN WRITING OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. 2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 3. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 4. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 5. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS. 6. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION THAT, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. 7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 8. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS. 9. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY AND IN CONFORMANCE WITH THE PROVISIONS OF PREVAILING CODE EDITION OF THE "INTERNATIONAL BUILDING CODE" (IBC) AND STANDARDS REFERENCED THEREIN. 10. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK -OUTS, ETC., SHALL NOT BE PLACED IN SLABS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. 11. STRUCTURAL ENGINEER WILL PERFORM PERIODIC STRUCTURAL OBSERVATION DURING CONSTRUCTION OF STRUCTURAL MEMBERS AND REVIEW OF REQUESTED SUBSTITUTIONS SHOP DRAWINGS AND SUBMITTALS: THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OR INSTALL. CONTRACTOR SHALL ALLOW SUFFICIENT TIME FOR STRUCTURAL ENGINEER'S REVIEW: 1. SLAB CONDUIT LAYOUT 2. CONCRETE OR MASONRY MIX DESIGN 3. CONCRETE OR MASONRY REINFORCING 4. CONCRETE POST TENSIONING SYSTEM 4. FORMWORK 5. CONCRETE CURING PROCEDURE 6. STRUCTURALSTEEL 7. STUD RAILS AND HEADED ANCHOR EMBED PLATES 8. WOOD FRAMING/ LUMBER PACKAGE 9. SEISMIC HOLDOWN SYSTEM SUCH AS SIMPSON PRODUCTS DEFERRED SUBMITTALS: THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OR INSTALL 1. ANCHORAGE OF NONSTRUCTURAL COMPONENTS 2. CANOPIES AND BALCONIES 3. CURTAIN WALLS 4. EXTERIOR CLADDING 5. HANDRAIL AND GUARDRAIL ASSEMBLIES 6. HEAVY HUNG FIXTURES 7. MECHANICAL EQUIPMENT SUPPORT, SEISMIC ANCHORAGE OR RESTRAINING SYSTEM 8. STEEL STAIRS 9. WINDOW WASHING AND FALL PROTECTION SYSTEMS LUMBER. ANCHOR BOLTING AND NAILING SPECIFICATIONS 1. MEET REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER, BEARING STAMP OF WWPA. ALL EXPOSED LUMBER SHALL BE PRESSURE TREATED OR EXTERIOR GRADE 2. LUMBER GRADES TO BE (UNLESS NOTED OTHERWISE ON PLAN): WALL STUDS, 2X, 3 X........ HF STUD GRADE WALL PLATES, 2X, 3X........ HF STANDARD GRADE U.N.O JOISTS, 2 X 6: ............. HF #2 JOISTS, 2 X 8 AND UP....... DF #2 BEAMS, HEADERS, 6X ........ DF #2 BEAMS, HEADERS, 4X......... DF #2, WWPA GRADING POSTS, 4X, 6X.............. DF #2 U.N.O LUMBER NOT NOTED HERE... DF #2 U.N.O GLULAM BEAMS WESTERN SPECIES 24F-V4 PSL/LVL BEAMS 2.0E OR HIGHER 3. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY THAT IS IN CONTACT WITH OR RESTING ON FOUNDATIONS SHALL BE PRESSURE -TREATED DOUGLAS FIR/ HEMFIR IN ACCORDANCE TO WITH AWPA U1 (PLANT/SHOP TREATMENT) AND M4 (FIELD TREATMENT) STANDARDS. ALL BEARING WALL PLATES SHALL HAVE 5/8" O x10" J-BOLTS PLACED AT MAXIMUM OF 9" FROM THE END OF A PLATE AND SPACED AT INTERVALS SHOWN ON THE SHEARWALL SCHEDULE (MAXIMUM 48" OC SPACING). PROVIDE BP/BPS PLATE WASHER AT ALL FOUNDATION SILL PLATE ANCHOR BOLTS. PROVIDE TWO ANCHOR BOLTS MINIMUM PER SECTION OF SILL. FOR NON-SHEARWALL, PLACE ANCHORS AT 48". BOLTS IN WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. 4. NAILS: COMMON WIRE NAILS. NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1 5. PRESSURE TREATED WOOD: ALL NAILS INTO PT WOOD SHALL BE HOT DIPPED GALVANIZED PER ASTM A153 OR STAINLESS STEEL. ALL METAL CONNECTORS IN CONTACT WITH PT WOOD SHALL BE HOT DIPPED GALVANIZED AND MEET ASTM A653 CLASS G185 (1.85 OZ OF ZINC PER SQ FT MINIMUM) OR TYPE 304 / 316 STAINLESS STEEL SIMPSON Z-MAX CONNECTORS MEET THIS REQUIREMENT. FASTENERS AND CONNECTORS USED TOGETHER SHALL BE OF THE SAME TYPE (E.G. HOT DIPPED NAILS WITH HOT DIPPED HANGERS) 6. ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED "SURFACE -DRY" AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NO MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE STAMPED "SURFACE -GREEN" AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. 7. NOTCHING AND BORING OF BEAMS AND JOISTS IS NOT ALLOWED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. REQUIRED? SPECIAL INSPECTIONS (PART 1) TYPE OF INSPECTION NO 1704.2.5 INSPECTION OF FABRICATORS PERIODIC Verify fabrication/quality control procedures NO 1705.1.1 SPECIAL CASES CONTINUOUS (work unusual in nature, including but not limited to alternative materials and systems, unusual design applications, materials and systems with special manufacturer's requirements) NO 1705.2 STEEL CONSTRUCTION 1. Fabricator and erector documents (Verify reports and certificates as listed in AISC 360, chapter EACH SUBMITTAL N, paragraph 3.2 for compliance with construction documents) 2. Material verification of structural steel PERIODIC 3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors) CONTINUOUS 4. Verify member locations, braces, stiffeners, and application of joint details at each connection PERIODIC comply with construction documents 5. Structural steel welding: a. Inspection tasks Prior to Welding (Observe, or perform for each welded joint or member, the QA OBSERVE OR PERFORM AS NOTED (4) tasks listed in AISC 360, Table N5.4-1) b. Inspection tasks During Welding (Observe, or perform for each welded joint or member, the QA OBSERVE (4) tasks listed in AISC 360, Table N5.4-1) c. Inspection tasks After Welding (Observe, or perform for each welded joint or member, the QA OBSERVE OR PERFORM AS NOTED (4) tasks listed in AISC 360, Table N5.4-3) d. Nondestructive testing (NDT) of welded joints: see Commentary 1) Complete penetration groove welds 5/16" or greater in risk category III or IV PERIODIC 2) Complete penetration groove welds 5/16" or greater in risk category II PERIODIC 3) Thermally cut surfaces of access holes when material t > 2" PERIODIC 4) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.1 PERIODIC 5) Fabricator's NDT reports when fabricator performs NDT EACH SUBMITTAL (5) 6. Structural steel bolting: a. Inspection tasks Prior to Bolting (Observe, or perform tasks for each bolted connection, in OBSERVE OR PERFORM AS NOTED (4) accordance with QA tasks listed in AISC 360, Table N5.6-1) b.lnspection tasks During Bolting (Observe the QA tasks listed in AISC 360, Table N5.6-2) OBSERVE (4) 1) Pre -tensioned and slip -critical joints a) Turn -of -nut with matching markings PERIODIC b) Direct tension indicator PERIODIC c) Twist -off type tension control bolt PERIODIC d) Turn -of -nut without matching markings CONTINUOUS e) Calibrated wrench CONTINUOUS 2) Snug -tight joints PERIODIC c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with QA PERFORM (4) tasks listed in AISC 360, Table N5.6-3) 7. Inspection of steel elements of composite construction prior to concrete placement in accordance OBSERVE OR PERFORM AS NOTED (4) with QA tasks listed in AISC 360, Table N6.1 NO 1705.2.2 STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL 1. Material verification of cold -formed steel deck: a. Identification markings PERIODIC b. Manufacturer's certified test reports EACH SUBMITTAL 2. Connection of cold -formed steel deck to supporting structure: a. Welding PERIODIC b. Other fasteners (in accordance with AISC 360,Section N6) 1) Verify fasteners are in conformance with approved submittal PERIODIC 2) Verify fastener installation is in conformance with approved submittal and manufacturer's PERIODIC recommendations 3. Reinforcing steel a. Verification of weldability of steel other than ASTM A706 PERIODIC b. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, CONTINUOUS boundary elements of special concrete structural walls and shear reinforcement c. Shear reinforcement CONTINUOUS d. Other reinforcing steel PERIODIC 4. Cold -formed steel trusses spanning 60 feet or greater a. Verify temporary and permanent restraint/bracing are installed in accordance with the approved PERIODIC truss submittal package NO 1705.3 CONCRETE CONSTRUCTION 1. Inspection of reinforcing steel installation (see 1705.2.2 for welding) P1 2. Inspection of prestressing steel installation PERIODIC 3. Inspection of anchors cast in concrete where allowable loads have been increased per section CONTINUOUS 1908.5 or where strength design is used 4. Verify use of approved design mix P1 5. Fresh concrete sampling, perform slump and air content tests and determine temperature of CONTINUOUS concrete 6. Inspection of concrete and shotcrete placement for proper application techniques CONTINUOUS 7. Inspection for maintenance of specified curing temperature and techniques P4 8. Inspection of prestressed concrete: a. Application of prestressing force CONTINUOUS b. Grouting of bonded prestressing tendons in the seismic -force -resisting system CONTINUOUS 9. Erection of precast concrete members P4 a. Inspect in accordance with construction documents SEE CONST. DOCUMENTS b. Perform inspections of welding and bolting in accordance with Section 1705.2 ACCORDING TO SECTION 1705.2 10. Verification of in -situ concrete strength, prior to stressing of tendons in post tensioned concrete P4 and prior to removal of shores and forms from beams and structural slabs 11. Inspection of formwork for shape, lines, location and dimensions P1 12. Concrete strength testing and verification of compliance with construction documents P4 POST INSTALLED ANCHORS /N HARDENED CONCRETE Per research reports including verification of anchor type, anchor dimensions, hole dimensions, hole P2 OR AS REQUIRED cleaning procedures, anchor spacing, edge distances, concrete minimum thickness, anchor BY THE APPROVED REPORT embedment and tightening torque INSPECTION NOTES: REQUIRED? SPECIAL INSPECTIONS (PART 2) NO 1705.4 MASONRY CONSTRUCTION (A) Level A, B and C Quality Assurance: 1. Verify compliance with approved submittals (B) Level B Quality Assurance: 1. Verification of f'm and fAAC prior to construction (C) Level C Quality Assurance: 1. Verification of f'm and fAAC prior to construction and for every 5,000 SF during construction 2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and grout other than self -consolidating grout, as delivered to the project site 3. Verify placement of masonry units (D) Levels B and C Quality Assurance: 1. Verification of Slump Flow and Visual Stability Index (VSI) of self -consolidating grout as delivered to the project 2. Verify compliance with approved submittals 3. Verify proportions of site -mixed mortar, grout and prestressing grout for bonded tendons 4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and anchorages 5. Verify construction of mortar joints 6. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages 7. Verify grout space prior to grouting 8. Verify placement of grout and prestressing grout for bonded tendons 9. Verify size and location of structural masonry elements 10. Verify type, size, and location of anchors, including details of anchorage of masonry to structural members, frames, or other construction. 11. Verify welding of reinforcement (see 1705.2.2) 12. Verify preparation, construction, and protestion of masonry during cold weather (temperature below 40 F) or hot weather (temperature above 90 F) 13. Verify application and measurement of prestressing force 14. Verify placement of AAC masonry units and construction of thin -bed mortar joints (first 5000 SF of AAC masonry) 15. Verify placement of AAC masonry units and construction of thin -bed mortar joints (after the first 5000 SF of AAC masonry) 16. Verify properties of thin -bed mortar for AAC masonry (first 5000 SF of AAC masonry) 17. Verify properties of thin -bed mortar forAAC masonry (after the first 5000 SF of AAC masonry) 18. Prepare grout and mortar specimens 19. Observe preparation of prisms NO 1705.5 WOOD CONSTRUCTION 1. Inspection of the fabrication process of wood structural elements and assemblies in accordance with Section 1704.2.5 2. For high -load diaphragms, verify grade and thickness of structural panel sheathing agree with approved building plans 3. For high -load diaphragms, verify nominal size of framing members at adjoining panel edges, nail or staple diameter and length, number of fastener lines, and that spacing between fasteners in each line and at edge margins agree with approved building plans 4. Metal -plate -connected wood trusses spanning 60 feet or greater: verify temporary and permanent restraint/bracing are installed in accordance with the approved truss submittal package NO 1705.6 SOILS 1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. 2. Verify excavations are extended to proper depth and have reached proper material. 3. Perform classification and testing of controlled fill materials. 4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of controlled fill 5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared properly NO 1705.7 DRIVEN PILE FOUNDATIONS 1. Verify element materials, sizes and lengths comply with requirements 2. Determine capacities of test elements and conduct additional load tests, as required 3. Observe driving operations and maintain complete and accurate records for each element 4. Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations and document any damage to foundation element 5. For steel elements, perform additional inspections per Section 1705.2 6. For concrete elements and concrete -filled elements, perform additional inspections per Section 1705.3 7. For specialty elements, perform additional inspections as determined by the registered design professional in responsible charge 8. Perform additional inspections and tests in accordance with the construction documents NO 1705.8 CAST /N PLACE FOUNDATIONS 1.Observe drilling operations and maintain complete and accurate records for each element 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end -bearing strata capacity. Record concrete or grout volumes 3. For concrete elements, perform additional inspections in accordance with Section 1705.3 4. Perform additional inspections and tests in accordance with the construction documents NO 1705.9 HELICAL PILE FOUNDATIONS 1. Verify installation equipment, pile dimensions, tip elevations, final depth, final installation torque and other data as required. 2. Perform additional inspections and tests in accordance with the construction documents n1705.10.1 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR WIND RESISTANCE (1). The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of NO interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspector(s) and/or testing agencies may be subject to the approval of the Building Official and/or the Design Professional. (2). The list of Special Inspectors may be submitted as a separate document, if noted so above. (3). Special Inspections as required by Section 1704.2.5 are not required where the fabricator is NO approved in accordance with IBC Section 1704.2.5.2 (4). Observe on a random basis, operations need not be delayed pending these inspections. Perform these tasks for each welded joint, bolted connection, or steel element. (5). NDT of welds completed in an approved fabricator's shop may be performed by that fabricator NO when approved by the AHJ. Refer to AISC 360, N7. LEGEND: NO C CONTINUOUS INSPECTION P1 PERIODIC INSPECTION PRIOR TO CONCRETE PLACEMENT P2 PERIODIC INSPECTION PRIOR TO INSTALLATION OF ELEMENT P3 PERIODIC INSPECTION PRIOR TO USE ON PROJECT (ONCE ONLY) P4 PERIODIC INSPECTION AT LEAST ONCE ADAY P5 PERIODIC INSPECTION AFTER ELEMENT IS IN PLACE NO S VERIFY WITH SOILS ENGINEER T MATERIAL TEST REQUIRED 1. Inspection of field gluing operations of elements of the main windforce-resisting system 2. Inspection of nailing, bolting, anchoring and other fastening of components within the main windforce-resisting system 1705.10.2 COLD FORMED STEEL INSPECTIONS FOR WIND RESISTANCE 1.Inspection during welding operations of elements of the main windforce-resisting system 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the main windforce-resisting system 1705.10.3 WIND RESISTANCE INSPECTIONS 1. Roof cladding 2. Wall cladding 1705.11.1 STRUCTURAL STEEL SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE INSPECTION OF STRUCTURAL STEEL /N ACCORDANCE WITH AISC 341 1705.11.2 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE 1. Inspection of field gluing operations of elements of the seismic -force resisting system 2. Inspection of nailing, bolting, anchoring and other fastening of components within the seismic - force -resisting system 1705.11.3 COLD -FORMED STEEL LIGHT -FRAME CONSTRUCTION SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE 1. Inspection during welding operations of elements of the seismic -force -resisting system 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the seismic -force -resisting system TYPE OF INSPECTION P4 PERIODIC PERIODIC CONTINUOUS PERIODIC CONTINUOUS PERIODIC P4 P4 P4 LEVEL B - P4 LEVEL C - CONTINUOUS LEVEL B - P4 LEVEL C - CONTINUOUS CONTINUOUS P4 LEVEL B - PERIODIC LEVEL C - CONTINUOUS CONTINUOUS P4 CONTINUOUS CONTINUOUS LEVEL B - PERIODIC LEVEL C - CONTINUOUS CONTINUOUS LEVEL B - PERIODIC LEVEL C - CONTINUOUS LEVEL B - P4 LEVEL C - CONTINUOUS LEVEL B - P4 LEVEL C - CONTINUOUS PERIODIC P5 P5 PERIODIC PERIODIC PERIODIC PERIODIC CONTINUOUS PERIODIC DAVIS TAND00 DECK RESUB Aug 26 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 18504 OLYMPIC VIEW DRIVE EDMONDS, WA 98020 CONTINUOUS CONTINUOUS CONTINUOUS CONTINUOUS DRAWING INFO SEE SECTION 1705.2 SEE SECTION 1705.3 ISSUE DATE 08/23/24 SEE CONST DOCUMENTS SEE CONST. DOCUMENTS IISSUED FOR PERMIT CONTINUOUS PROJECT NO. 23160 CONTINUOUS ENGINEER BB SEE SECTION 1705.3 SEE CONST. DOCUMENTS REVISION SCHEDULE CONTINUOUS NO. DATE DESCRIPTION SEE CONST. DOCUMENTS CONTINUOUS P5 PERIODIC PERIODIC PERIODIC PERIODIC SEE AISC 341 GENERAL NOTES CONTINUOUS AND P5 SPECIFICATIONS PERIODIC S-0 PERIODIC Copyright b2 Structural Engineers 2008 __F I_F T__I _F F—f rf—z7I L I I I I—] I NEW POST TO BEAR ON EXISTING CONCRETE FOUNDATION WALL WITH ABU POST BASE WITH 5/8"X4" STRONG BOLT 2 EXISTING POST AND FOOTING TO REMAIN ROOF OUTLINE DECK ABOVE n FOUNDATION/LOWER FLOOR 1/4" = 1'-0" EXISTING FOUNDATION TO REMAIN MAIN FLOOR 1 /4" = 1'-0" NEW 6X12 PT BEAM (B-1) 6X6 PT KNEI BRACING (BELOW) n UPPER FLOOR 1 /4" = 1'-0" t 1/2" LONG >TAGGERED W/ �ITECTURAL GUARDRAIL TO RIM CONNECTION BY GUARDRAIL MANUFACTURER PROVIDE CCQ POST CAP OR SIMILAR NEW POST PER PLAN lSection 2 /2 11-011 NEW JOISTS PER PLAN PROVIDE LUS HANGERS (BOTH ENDS) 6X6 PT KNEE BRACING PROVIDE KBS1Z (2 SIDES, TOP AND BOTTOM) IMPORTANT NOTES ON DRAWING REVIEW, FIELD VERIFICATION, TEMPORARY SHORING AND WATERPROOFING: info@b2engineers.com 425-318-7047 (0) 425-318-0031 (C) DAVIS TAND00 DECK RESUB Aug 26 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 18504 OLYMPIC VIEW DRIVE EDMONDS, WA 98020 PROVIDE 2X8 PT LEDGER & 4 1/2" LONG 1. CONTRACTOR MUST REVIEW STRUCTURAL DRAWINGS PRIOR TO CONSTRUCTION & TIMBERLOK SCREWS AT 6" STAGGERED W/ NOTIFY DESIGN TEAM/OWNER OF ANY DISCREPANCY IN COMPARISON WITH WATERPROOFING PER ARCHITECTURAL ARCHITECTURAL DOCUMENTS OR FIELD CONDITIONS. GUARDRAIL TO 2. IN REMODEL/RETROFIT PROJECTS, CONTRACTOR MUST FIELD VERIFY & NOTIFY DRAWING INFO EXISTING STRUCTURE I PROVIDE DTT1Z TIE WITH 3/8"X4" RIM CONNECTION DESIGN TEAM/OWNER OF EXISTING MECHANICAL, PLUMBING, AND ELECTRICAL LINES AND FRAMING TO REMAIN I I GALV. LAG BOLT AT 48" O.C. AND \ BY GUARDRAIL THAT MAY INTERFERE WITH STRUCTURAL WORK PRIOR TO CONSTRUCTION. WITHIN 24" OF EACH END OF DECK MANUFACTURER STRUCTURAL DRAWINGS MAY NOT REFLECT ALL EXISTING FRAMING CONDITIONS DUE ISSUE DATE 08/23/24 a ® ®m ®® TO LIMITED AVAILABLE INFORMATION. 7 \III IIII 3. CONTRACTOR IS SOLELY RESPONSIBLE IN PROVIDING PROPER TEMPORARY SHORING PRIOR TO REMOVING ANY STRUCTURAL ELEMENTS. 7L_� 1 ISSUED FOR PERMIT 4. ENGINEER IS NOT RESPONSIBLE FOR WATERPROOFING SYSTEM OR DETAILS. NEW JOISTS PROVIDE LUS CONTRACTOR/OWNER SHALL CONSULT WITH QUALIFIED PROFESSIONALS AS REQUIRED PER PLAN HANGERS (BOTH ENDS) PROJECT N0. 23160 IMPORTANT NOTES ON FOUNDATION AND FRAMING: NEW BEAM7 PROVIDE CCQ POST 1. ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS AT MIN. OF MEDIUM DENSE ENGINEER BB PER PLAN CAP OR SIMILAR NATIVE SOIL OR COMPACTED STRUCTURAL FILL TO AT LEAST 95% OF MAX. DRY DENSITY BASED ON ASTM D1557. GEOTECHNICAL ENGINEER MAY INSPECT TO VERIFY REVISION SCHEDULE THAT THE FOUNDATION WILL BEAR ON SUITABLE MATERIAL. \ 6X6 PT KNEE 2. FOR FRAMING LUMBER TYPES AND GRADES, AND CONCRETE MIX REQUIREMENTS NO. DATE DESCRIPTION NEW POST PLEASE SEE S-0 BRACING 3. FOR PLYWOOD/OSB SHEARWALL SCHEDULE & HOLDOWN ANCHOR SIZE AND PER PLAN EMBEDMENT, PLEASE SEE S-XX PROVIDE KBS1Z 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-XX (2 SIDES, TOP 5. PROVIDE (2) 2X6 OR (3) 2X4 STUD POSTS AT EACH END OF BEAMS, UNLESS NOTED AND BOTTOM) OTHERWISE ON PLAN 6. SLAB ON GRADE SHALL BE MIN. 4" THICK WITH #3 AT 18" EACH WAY (AT MID -DEPTH) ON 6" COMPACTED CRUSHED ROCK. SAWCUT JOINT (1" DEEP) AT 15 FT MAX. SPACING EACH WAY SHALL BE DONE WITHIN 4 TO 12 HOURS AFTER FINISHING, DEPENDING ON EXISTING NEW POST TO BEAR ON WEATHER. STRUCTURE AND EXISTING PT DECK CUT EXISTING DECK EXISTING BEAM W/ CCQ 7. FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING AT FRAMING TO FRAMING TO REMAIN FRAMING AS NEEDED POST CAP OR SIMILAR EDGES & BLOCKING AND AT 12" AT FIELD REMAIN 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES 7o & BLOCKING AND AT 12" AT FIELD II I FRAMING SYMBOLS: SIMPSON WSW WOOD p CONTINOUS SS24 STRONG WALL (24" WIDE) POST EXISTING BEAM EXISTING POST TO REMAIN TO REMAIN FRAMING PLANS SW6 PLYWOOD POST STOPS SHEARWALL BELOW THIS FLOOR AND DETAILS A POST STARTS AT p SHEARWALL HOLDOWN a THIS FLOOR n Section 1 1 /2" = 1'-0" LEGEND AND NOTES 1/4" = 1'-0" S-1 Copyright b2 Structural Engineers 2008