Loading...
APPROVED BLD2023-1257+Architectural_Plan+10.9.2023_9.32.07_AM+3828384City Of Edmonds Building Department Work STRUCTURAL REPAIRS Address Owner ------------------------------- 7730 206TH ST SW MILLIONE Approved Date ' 10 17 2023 ------------------------ Erg C **,r Building Official Permit Number ---------------- --- ---------------------- BLD2023-1257 REVISIONS DATE - PAGES - CHANGES REV1 REV2 REV3 REV4 REV5 MILLIONE BEAM REPAIR/REPLACEMENT y ti ti ic ' - tit - - a �+'��,� •••' •' r y'r r L:.e- 'r . k EXISTING RESIDENCE NEIGHBORHOOD MAP (NTS) ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE ook Park 19 PERRINVILLE Alderwood THE BOWL OFEDMQNDS Marina Edmonds each Park 1Y 104 Woodway QFC Lynnwood sza v IDCoinFlip Bitcoin AT ©Ellie Javadi, DDS, MSD, Orchid Periodontics and... 99 WhirlyBall� Mound ee Richmond C stco Wholesale Beach VICINITY MAP (NTS) APPROVED PLANS MUST BE ON JOB SITE PROJECT: Millione Beam Repair/Replacement Project Description: Beam in kitchen space is cracking. Upon investigation, where a structural beam should be, only a mock drywall beam exists. Current condition is not structurally sound. Engineer has assessed a new beam and post will be needed for structural integrity. New beam and post to be installed. Attic to be insulated. Insulation to meet code requirements of R49. Homeowner: Nancy Millione Phone: 425-582-3672 ADDRESS: 7730 206th St SW Edmonds, WA 98026 CODES USED: IBC 2018, I RC 2018, WSEC 2018 PARCEL: 00595800002200 LEGAL DESCRIPTION: TERRA PARK 5 BLK 000 D-00 - LOT 22 ZONING: MP1 CODE USED: RCI 2018, WASEC 2018 TABLE R442.1.1 INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENTa CLIMATE ZONE 5 AND MARINE 4 FENESTRATION U-FACTORS 0.30 SKYLIGHT U-FACTOR 0, 50 GLAZED FENESTRATION SHGCb a NR CEILING R-VALUEk 49 WOOD FRAME WALL9r rn.n R-VALUE 21 int Mass Wall R-Value` 21/21h FLooR R-VALUE 309 BELow-GRADE"' WALL R-VALUE 10/15/21 i it + TB SLABd R-VALUE & DEPTH 10, 2 ft SHEET INDEX 0 ZQC:) 0�:01� �U1QM V� OLA 22or- I W O cV V L *k k-0 LU IZ E Q C) V LU O cll� r rV100 � LLI J ~ LU i LU i= ~= W O LU W = v r ' un V �j 00 7A L) C) Z O V) a 1 oc = lD N W O O H �_ W •� M E a LU G-1 COVER/PROJECT DATA SHEET G-2 GENERAL NOTES PERMIT Al-0 EXISTING FLOOR PLANS A2-0 PROPOSED FLOOR PLANS A3-0 ELEVATIONS �ECEIVEI A4.0 EXTERIOR ELEVATIONS S-0 ENGINEERING Oct 09 2023 S-1 ENGINEERING S-2 ENGINEERING CALCULATIONS DEVELOPMENTSERVICFS DATE. DEPARTMENT 10/9/2023 AGE SIZE: 24x36 SCALE: N/A SHEET: Gml GENERAL NOTES CODES: ICC (WITH WASHINGTON STATE AMENDMENTS)* IRC FOR ONE AND TWO FAMILY DWELLINGS FOR 2018 EDITION* IBC 2018 EDITION* WASHINGTON STATE ENERGY CODE, RESIDENTIAL PROVISIONS 2018 EDITION (WSEC) DESIGN LOADS ROOF:25 PSF (SNOW) FLOORSAO PSF SLEEPING ROOMS AND HABITABLE ATTICS:30 PSF ATTIC WITH LIGHT STORAGE: 20 PSF ATTIC WITHOUT STORAGE: 10 PSF STAIRS: THE GREATER OF 60 PSF OR CONCENTRATED LOAD OF 300 LBS PER 4 SQUARE INCHES DECKS AND BALCONIES 60 PSF GUARD AND HANDRAILS: HORIZ 200# PT. LOAD AT TOP GUARDRAIL IN -FULL COMPONENTS: 50LBS PER SQ FT BASIC WIND SPEED: 85 MPH, EXPOSURE B (U.N.0) SEISMIC ZONE: USE GROUP 1, DESIGN CATEGORY D2 FRAMING LUMBER: MEETS REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER. BEAR STAMP OF WWPA. MINIMUM DIMENSIONAL LUMBER GRADES TO BE: WALL STUDS, 2X, 3X HF "STUD GRADE" WALL PLATES 2X, 3X HF STANDARD GRADE U.N.O. JOISTS 2X6 HF #2 JOISTS 2X8 AND UP DF #2 BEAMS AND HEADERS 6X DF #2 BEAMS AND HEADERS,4X DF #2 WWPA POSTS. 4X, 6X DF #2 U.N.O. LUMBER NOT NOTED HERE DF #2 U.N.O. TJI TrusJoist: Use Weyerhaeuer product or approved equivalent TJ1110, TJ1210, TJ1230, TJ1360, and TJI 560 Featuring silent floorjoist for residential applications. Use tables per manufacturer recommendations for structural applications criterion. MANUFACTURE WARNING: JOISTS ARE UNSTABLE UNTIL BRACED LATERALLY bracing includes: blocking, hangers, rim board, sheathing, rim joist and trust lines. recommendations assumed composite action. Parallam PSL:Substitution of glue laminated wood member with a PSL is allowed when using the same dimensions of beam or column or bigger. Use 2.0E Parallam (Fb = 2900 psi, Fc11=2900 psi, Fc?=750 psi, E=2.0x106 psi) for headers and beams. Use 1.8E Parallam (Fb = 2400 psi, Fc11=2500 psi, Fc?=750 psi, E=1.8x106 psi) for columns (minimum). Microllam LVL:substitution of joists with a LVL is allowed when using the same dimensions of joists. Use 1.9E Microllam (Fb = 2600 psi, Fc11=2510 psi, Fc?=750 psi, E=1.9x106 psi). MORTAR: TYPE S. 1 PC. 1/2 LIME PUTTY, 4 SAND. GRADE 40 STEEL GENERAL NOTES CONTRACTOR SHALL VERIFY ALL EXISTING SITE CONDITIONS FOR COMPLIANCE WITH PLANS AND SPECIFICATIONS SITE CONDITIONS INCLUDE, SOIL, TOPOGRAPHY, REQUIRED SETBACKS AND IF APPLICABLE, THE DIMENSIONS OF EXISTING STRUCTURES AND THEIR STRUCTURAL AND MECHANICAL COMPONENTS, THIS OFFICE SHALL BE NOTIFIED PRIOR TO CONSTRUCTION OF DISCREPANCIES AMBIGUITIES OR OMISSIONS IN THE PLANS. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER DRAWING SCALE. DETAILS TAKE PRECEDENCE OVER PLAN AND ELEVATION VIEWS. ALL WORKMANSHIP, MATERIALS AND INSTALLED PRODUCTS SHALL MEET OR EXCEED THE ACCEPTED INDUSTRY STANDARDS AND SHALL MEET OR EXCEED THE MINIMUM REQUIREMENTS OF THE CURRENT CODE IN FORCE AND ALL APPLICABLE LOCAL CODES, WHICH TAKE PRECEDENCE OVER NOTES, SPECIFICATIONS AND DRAWINGS. WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED, THE PROCEDURE SHALL BE PREFORMED TO STANDARD CONSTRUCTION PRACTICES. UNLESS A PROFESSIONAL SURVEY ACCOMPANIES THE PLANS.THE PLOT PLAN WAS DRAWN FROM GENERAL. SITE LANDMARKS AND IS NOT TO BE CONSTRUED AS A PROFESSIONAL SURVEY THE CONTRACTOR SHALL TAKE FULL RESPONSIBILITY FOR OBTAINING A PROFESSIONAL SURVEY TO DETERMINE SETBACKS AND/OR OTHER ZONING RESTRICTIONS. THE CONTRACTOR SHALL SECURE ALL NECESSARY PERMITS AND INSPECTIONS AND SHALL NOTIFY THIS OFFICE, PRIOR TO CONSTRUCTION OF ANY REVISIONS OR ADDED REQUIREMENTS REQUESTED BY THE BUILDING OFFICIAL HAVING JURISDICTION. THE CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL REQUIRED OPENINGS IN FLOORS. WALLS AND ROOF WITH PROPOSED MECHANICAL, PLUMBING AND ELECTRICAL WORK. PREFABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. THE CONTRACTOR SHALL VERIFY ALL DOOR & WINDOW ROUGH OPENING DIMENSIONS WITH MANUFACTURER PRIOR TO CONSTRUCTION. ALL FRAMING ANCHORS, HOLDOWNS, & SHEARWALLS SHALL BE INSPECTED PRIOR TO COVERING. ALL GLAZING TO COMPLY WITH WSEC. WINDOWS SHALL BE INSTALLED AND FLASHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. CAULK OR WEATHER-STRIP ALL JOINTS AND PENETRATIONS TO HEATING SPACES. APPROVED NUMBERS (ADDRESS) SHALL BE PROVIDED IN A POSITION TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. THESE NUMBERS SHALL CONTRAST WITH THEIR BACKGROUND. AND SHALL BE A MINIMUM OF 4 INCHES. EGRESS DOORS SHALL BE READILY OPERABLE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. OUTDOOR LIGHTING R502.1.1.4 ADDITIONS: NEW LIGHTING SYSTEMS THAT ARE PART OF THE ADDITION SHALL COMPLY WITH SECTION 404.1. ALTERATIONS: R503.1.4 NEW LIGHTING SYSTEMS THAT ARE PART OF THE ALTERATIONS SHALL COMPLY WITH SECTION R404.1. EXCEPTION: ALTERATIONS THAT REPLACE LESS THAN 50% OF THE LUMINARIES IN A SPACE, PROVIDED THA SUCH ALTERATIONS DO NOT INCREASE THE INSTALLED INTERIOR LIGHTING POWER. EXTERIOR STAIRWAYS AND LANDINGS MUST BE LIGHTED PER R303.8 A PRESSURE REGULATOR, PRECEDED BY A STRAINER SHALL BE READILY ACCESSIBLE, AND WILL BE REQUIRED ON THE WATER SUPPLY TO THE HOUSE. THIS DEVICE SHALL BE LOCATED IN THE GARAGE WITH THE BUILDING SHUT OFF VALVE FOR THE WATER PER UPC 608.2. PROVIDE AN ADEQUATELY SIZED EXPANSION TANK AT THE HOT WATER TANK AS REQUIRED PER UPC 608.3. WATER PRESSURE -ABSORBING DEVICES SHALL BE INSTALLED AS CLOSE AS POSSIBLE TO ALL QUICK - ACTING VALVES [HAMMER ARRESTORS, SHOCK ARRESTORS] (CLOTHES WASHERS, DISHWASHERS, ICE MAKERS ETC.) PER UPC 609.10. ALL HOT AND COLD WATER PIPING INSTALLED IN UNCONDITIONED SPACES SHALL BE INSULATED TO R-3 MINIMUM PER UPC SECTION 312.6. LOTS SHALL BE GRADED SO AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALLS. THE GRADE SHALL FALL A MINIMUM OF 6 INCHES WITHIN THE FIRST 10 FEET. (SECTION R401.3) WOOD SIDING, SHEATHING AND WALL FRAMING ON THE EXTERIOR OF A BUILDING HAVING A CLEARANCE OF LESS THAN 6 INCHES FROM THE GROUND OR LESS THAN 2 INCHES MEASURED VERTICALLY FROM CONCRETE STEPS, SLABS, PATIOS, AND SIMILAR SURFACES EXPOSED TO THE WEATHER,SHALL BE CEDAR OR WOOD THAT IS PRESERVATIVE -TREATED IN ACCORDANCE WITH AWPA U1 -NERAL CONSTRUCTION NOTES: SITE CONSTRUCTION NOTES IF SOIL CONDITIONS ENCOUNTERED UPON EXCAVATION DIFFER FROM THE SOIL BEARING CAPACITY OUTLINED UNDER DESIGN LOADS' OR IF EXCESSIVE GROUND WATER IS PRESENT, CONTACT THIS OFFICE BEFORE PROCEEDING. ALL FOOTINGS SHALL EXTENDED TO BELOW THE FROST LINE AND SHALL BEAR ON UNDISTURBED. NATIVE SOIL. SOIL BEARING CAPACITY ASSUMED AT 1500 PSF IN PLANS OR PER REPORT BY QUALIFIED SOILS ENGINEER EARTH PRESSURE ASSUMED AT 60 PCF EQUIVALENT FLUID PRESSURE FOR BASEMENT WALLS AND 50 PCF FOR CANTILEVER RETAINING WALLS. CONCRETE 3000 PSI MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS, WHERE PLACEMENT IS EXPOSED TO WEATHER, GARAGE AND CARPORT SLABS, PORCHES, STEPS AND RETAINING WALLS (TABLE R 4022.). 2500 PSI MINIMUM AT OTHER CONCRETE. NOT EXPOSED TO WEATHER. EXTERIOR WALKS AND SLABS TO BE AIR ENTRAINED NOT LESS THAN 5% OR MORE THAN 7% MIX REQUIREMENTS: 5-1/2 SACK CEMENT PER CU YD. WITH MAXIMUM OF 6 GAL WATER PER SACK MAXIMUM SLUMP 4" MAXIMUM AGGREGATE SIZE 1-1/2" REINFORCING STEEL ASTM A-615 GRADE 40 POST FOOTINGS (UON), CENTER ALL. 2 INCH PLINTHS ADJACENT SLABS. 8 INCH PLINTHS AT OPEN EARTH (6 INCH IF POST IS PRESSURE TREATED), AND INSTALL SILL. PLATES AT LEAST 6 INCHES ABOVE FINISHED GRADE OR 2 INCHES ABOVE SLABS. DAMP- PROOF EXTERIOR OF BASEMENT WALLS AND WALL S RETAINING EARTH ADJACENT. CRAWLSPACES WITH TWO COATS OF ASPHALTIC EMULSION U.O.N. INSTALL STEEL REINFORCING PER A.C.1 STANDARD PRACTICE. SPLICE CORNER AND CONTINUOUS BAR WITH A MIN. OF 30 BAR DIAMETERS. MINIMUM BAR CONCRETE COVER IS 3" TO EARTH. 2" TO WETHER, 1" TO OTHER. ANCHOR BOLTS TO BE EMBEDDED A MINIMUM OF 7 INCHES, 4' OC, U.N.O. TWO BOLTS MIN. PER PLATE. PLACE WITHIN 12" FROM ENDS BUT NOT LESS THAN 7 DIAMETERS TO END. NEW FOOTING SHALL EXTENDED TO A DEPTH THAT WILL NOT IMPOSE LOADS ON NEW OR EXISTING BASEMENT OR RETAINING WALLS UNLESS SPECIFICALLY DETAILED IN THE PLANS. THE NEW FOOTINGS TO EXISTING FOOTINGS AT ALL INTERSECTIONS WITH A MINIMUM OF TWO # 4 PINS AT FOOTING AND TWO #4 PINS AT WALL EMBED PINS 4 INCHES MINIMUM IN EPDXY GROUT. FRAMING LUMBER TO BE KILN DRIED TO 19% MOISTURE CONTENT. GRADED PER STD. GRADING RULES PER W.C.L.IB. CR W.W.P.A.AS APPLICABLE PROVIDED GRADE AND SPECIES AS PER FRAMING PLANS, GENERAL NOTES, AND DESIGN LOAD CHART SILL PLATES, DECK SUB- STRUCTURES. POSTS AND BEAMS EXPOSED TO WEATHER AND WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. GLU- LAM BEAMS SHALL BEAR AN A.I.T.0 INSPECTION STAMP FRAMING, COLUMNS AND POSTS SHALL BE FRAMED TO TRUE AND BEARINGS WITH ADEQUATE ANCHORS AT TOP AND BOTTOM TO PREVENT UPLIFT AND DISPLACEMENT. PROVIDE LATERAL SUPPORT FOR BEAMS, RAFTERS AND JOISTS AND PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS ARE INSTALLED. PROVIDE A MINIMUM JOIST BREAKING OF 1-1/2" ON WOOD, 3'' ON CONCRETE. WOOD ENTERING CONCRETE OR MASONRY SHALL HAVE 1/2" NET AIRSPACE AT TOP, SIDES AND END. BEAMS SHALL HAVE A CONTINUED HEADER WITH TWO PIECES,16" O.C. ALONG EACH SIDE, FASTNERS 16D (31/2 X 0.135") PER IRC table R602.3 (1) item 10 SOLID BLOCK W/ 2X AT MIDPOINT OF STUDS OVER 10 FEET. BELOW BERING PARTITIONS PERPENDICULAR TO JOIST AND RAFTERS AT SUPPORT. DOUBLE JOIST UNDER PARALLEL BEARING PARTITIONS AND UNDER WINDOW CRIPPLES AT OVERHANGING FLOORS. FIRESTOP AND DRAFT STOP TO CUT OFF ALL CONCEALED HORIZONTAL AND VERTICAL OPENINGS AT CEILINGS. FLOORS, AND ATTIC, PROVIDE VERTICAL FIRESTOPS AT 10' HORIZONTAL INTERVALS AT WALL FURRING VOIDS. FIRESTOP TOP BOTTOM AND SIDES OF STAIRS WITH 2X NOMINAL LUMBER. METAL CONNECTORS ALL METAL CONNECTORS SHALL BE SIMPSON OR AN APPROVED EQUIVALENT. FRAME NAILING SHALL COMPLY WITH IBC/ IRC R602.3.(1) (2) UNLESS NOTED OTHERWISE ON FRAMING PLANS OR SHEAR WALL SCHEDULE ALL NAILS SHALL BE COMMON WIRE NAILS U.N.O. USE CUT WASHERS AT BOLTED CONNECTIONS. ANCHOR BOLT WASHERS TO BE SQUARE 3" X 3" 1/4".CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED WITH CORROSION- RESISTANT FASTENERS. AC CD TREATED WOOD ( ALKALINE COPPER QUAT) REQUIRES CORROSION PROTECTED FASTENERS, BOLTS, AND HARDWARE SUCH AS SIMPSON "ZMAX' OR HDG (HOT DIPPED GALVANIZED) OR SST300 ( STAINLESS STEEL). PLYWOOD AND DIAPHRAGM NAILING. ALL STRUCTURAL PLYWOOD SHALL HAVE A GRADING STAMP OF APA AND NAIL PER IBC/ IRC (602.3.(1).(2). PROVIDE DIAPHRAGM SHEATHING, U.N.O, FLOOR: 3/4" T&G CD-EXT-APA PLYWOOD WITH EXT GLUE, PL: 32/16. GLUE AND NAIL 10 d AT 6" O.C. EDGES, 10" O.C. FIELD. ROOF SHEATHING: SHALL BE 15/32" C-D-INT-APA PLYWOOD WITH EXTERIOR GLUE, PI: 24/0, OR 7/16" OSB NAIL 8d AT 6" C.C. PANEL EDGES 12" O.C. FIELD. SAFETY GLAZING TEMPERED SAFETY GLASS SHALL BE INSTALLED IN HAZARDOUS LOCATIONS AND SUBJECT TO HUMAN IMPACT, GLAZING IN DOORS, GLAZING WITHIN A 24" ARC OF CLOSED DOOR, GLAZED AREAS.> 9SQ. FT. WHEN LESS THAN 18" ABOVE A WALING SURFACE, PER IBC/IRC R308.4. SAFETY GLAZING IS REQUIRED TO BE PERMANENTLY MARKED PER IBC/IRC R308.1. SKYLIGHTS GLAZING SHALL BE INSULATED FULLY TEMPERED (TOP), LAMINATED GLASS (BOTTOM). PROVIDE A MINIMUM 4'' CURB FLASHED AND COUNTER FLASHED AT TOP AND BOTTOM AND STEP -FLASH SIDE. THE UNIT SHALL HAVE A CONDENSATION GUTTER AT THE LOWER END. INSTALL PER MANUFACTURER'S INSTRUCTIONS. FINISH AND FLARE WELL TO CEILING PER PLANS. PRE- FABRICATED TRUSSES SHALL BE DESIGNED BY A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER AND IN ACCORDANCE WITH THE PLAN REQUIREMENTS. SUBMIT COMPLETE SHOP DRAWING WITH ENGINEER'S SEAL FOR APPROVAL PRIOR TO FABRICATION. TRUSSES MUST BE STAMPED BY AN APPROVED MANUFACTURE OR BY A QUALITY FABRICATIONS COUNCIL. CONTRACTOR TO VERIFY SPANS PRIOR TO FABRICATION. APPROVED HANGERS MUST BE USED AT ALL CONNECTIONS OF RAFTERS, JACKS, OR HIP TRUSSES TO A MAIN GIRDER TRUSS. MINIMUM BEARING PARTITIONS BELOW TRUSSES SHALL BE SEPARATED FROM TRUSS WITH SIMPSON STC CLIPS. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY AND INSTALLED IN ACCORDANCE WITH THE INDIVIDUAL TRUSS DESIGN PROVIDED BY THE MANUFACTURER. STAIR AND GUARDRAILS STAIRWAYS SHALL HAVE A MIN. WIDTH OF 36". A RISER HEIGHT OF 7-3/4" MAX. A MIN. TREAD LENGTH OF 10" AND 3/8" MAXIMUM VARIATIONS. A TREAD NOSING OF 3/4" TO 1-1/4" IS REQUIRED ON STAIRWAYS WITH SOLID RISERS UNLESS TREAD DEPTH IS 11" OR GREATER. HANDRAILS SHALL BE PROVIDED ON AT LEAST ONE SIDE OF FLIGHTS WITH 4 OR MORE RISERS. HANDRAILS SHALL BE PLACED 34'' TO 38" ABOVE THE NOSINGS AND SPACED 1-1/2" MIN. OF WALL WITH A 1-1/2" TO 2" DIAMETER, SMOOTH GRASP AND AT NEWEL OR 1-1/4" RETURNS AT ENDS. PROVIDE 80" MIN. CLEAR HEADROOM ABOVE NOSINGS. AREAS 30" ABOVE GRADE (WITHIN 3 FT) OR ADJACENT FLOORS PROVIDE GUARDRAILS WITH A MINIMUM HEIGHT OF 36" AND INTERMEDIATE BALUSTERS OR RAILS SPACED SO THAT A 4'' SPHERE CANNOT PASS THROUGH ENCLOSED USABLE SPACE UNDER STAIRS SHALL HAVE FIRE TAPED 1/2" GWB ON WALLS AND SOFFITS. PROVIDE FIRE BLOCKING IN CONCEALED SPACES BETWEEN STUDS ALONG AND IN LINE WITH RUN OF STAIRS. 0 ZQC:) 0 CY) MECHANICAL WARM AIR FURNACE OR GAS H.W. TANKS SHALL NOT BE INSTALLED UNDER STAIRS AND SHALL HAVE PROPER VENTS AND EMERGENCY EGRESS EVERY SLEEPING ROOM, BASEMENT, AND HABITABLE ATTIC SHALL HAVE ONE OPERABLE EMERGENCY ESCAPE AND Q >Q — � DIRECT OUTSIDE COMBUSTION AIR PER CODE AND MANUFACTURE'S SPECIFICATIONS. RESCUE OPENING. THE OPENING SHALL HAVE A MAXIMUM SILL HEIGHT OF 44" ABOVE THE FLOOR, A NET CLEAR O LA r-- GAS APPLIANCES IN GARAGE SHALL BE ON A 18" HIGH PLATFORM. IF APPLIANCE IS IN LINE OF VEHICLE TRAFFIC, PROVIDE A 3" OPENING OF 5.7 SQ. FT MIN. CLEAR HEIGHT OF 24" MIN. CLEAR WIDTH OF 20" AND SHALL BE OPERABLE FROM THE CV G C) � CONC FILLED STEEL BOLLARD. INSIDE WITHOUT SPECIAL TOOLS OR KEYS. GROUND FLOOR OPENINGS MAY HAVE NET CLEAR MIN. OPENING OF W 2 z N AIR DUCT PENETRATING GARAGE TO HOUSE SEPARATION SHALL BE 26 GAUGE MIN. OR HAVE APPROVED DAMPERS. S.OSQ FT. LLI = LU O DUCTING TO MEET MECHANICAL STDS AND SYSTEMS ARE TO BE BALANCED. CONTRACTOR SHALL PROVIDE MECHANICAL SMOKE ALARMS AND CARBON MONOXIDE ALARMS CHANGED TO REFLECT R314.4 (J U Q DUCTING, EQUIPMENT SIZING, HEAT LOSS CALCULATIONS AND MANUFACTURE'S DATA ON EQUIPMENT EFFICIENCY FOR PER IRC, R314.3. (1)SMOKE ALARMS SHALL BE LOCATED IN EACH SLEEPING AREA, (2)OUTSIDE EACH SEPARATE k_0 w BUILDING DEPARTMENT REVIEW. SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, (3)ON EACH ADDITIONAL STORY OF THE BATHROOMS, LAUNDRY ROOMS, KITCHEN AND SPA ROOMS SHALL HAVE MECHANICAL EXHAUST, IN INSULATED, RIGID DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS. IN DWELLINGS WITH SPLIT LEVELS AND WITHOUT AN DUCTING TO EXTERIOR, WITH A BACK DRAFT DAMPER, CAPABLE OF 5 AIR CHANGES PER HOUR. INTERVENING DOOR BETWEEN THE ADJACENT LEVELS, A SMOKE ALARM INSTALLED ON THE UPPER LEVEL SHALL DRYER EQUIVALENT EXHAUST DUCT LENGTH IS TO BE POSTED WITHIN 6 FT. OF DUCT CONNECTION. SUFFICE FOR THE ADJACENT LOWER LEVEL PROVIDED THAT THE LOWER LEVEL IS LESS THAN ONE FULL STORY RANGE HOODS IN EXCESS OF 400 CFM SHALL HAVE AUTO -CONTROLLED OUTSIDE MAKE-UP AIR. BELOW THE UPPER LEVEL. (4) SMOKE ALARMS SHALL BE INSTALLED NOT LESS THAN 3 FEET HORIZONTALLY FROM VENTILATION AND ACCESS THE DOOR OPENING OF A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER UNLESS THIS WOULD PREVENT o VENTILATE CRAWL SPACES AND OVER HANGING FLOORS WITH SCREENED OPENINGS NOT LESS THAN 1 SQ.FT. NET CLEAR AREA PLACEMENT OF A SMOKE ALARM REQUIRED BY SECTION R314.3. Y FOR EACH 300 SQ. FT. OF UNDER FLOOR AREA. DISTRIBUTE OPENINGS APPROXIMATELY EQUAL ALONG THE LENGTH OF LEAST PER IRC, R314.4 WHERE MORE THAN ONE SMOKE ALARM IS REQUIRED TO BE INSTALLED WITHIN AN INDIVIDUAL • TWO OPPOSITE SIDES AND ONE OPENING WITHIN SQ FT. OF EVERY CORNER. COVER WITH 1/4" CORROSION -RESISTANT WIRE DWELLING UNIT IN ACCORDANCE WITH R314.3, THE ALARM DEVICES SHALL BE INTERCONNECTED IN SUCH A MESH AT CRAWL SPACE OPENINGS. MANNER THAT THE ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL �, CRAWL ACCESS: 18" X 24" MIN. CLEAR ACCESS THROUGH FLOOR OR 16" X24" THROUGH WALL TO UNDER FLOOR AREA. .L VENTILATE ATTIC SPACES WITH NET CLEAR AREA EQUAL TO 1/150TH OF ATTIC AREA, EXCEPT THE NET AREA MAY BE1/300TH, DWELLING UNIT. PHYSICAL INTERCONNECTION OF SMOKE ALARMS SHALL NOT BE REQUIRED WHERE LISTED PROVIDED 50% TO 80% IS 36" ABOVE EAVES,WITH THE BALANCE IN THE EAVES. ATTIC ACCESS:BUILDINGS WITH COMBUSTIBLE WIRELESS ALARMS ARE INSTALLED AND ALL ALARMS SOUND UPON ACTIVATION OF ONE ALARM. EXCEPTION: CEILING OF ROOF CONSTRUCTION SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREA THAT HAVE A VERTICAL HEIGHT OF INTERCONNECTIONS OF SMOKE ALARMS IN EXISTING AREAS SHALL NOT BE REQUIRED WHERE ALTERATIONS OR �/ • o 30"OR GREATER OVER AN AREA OF NOT LESS THAN 30 SQ FT. THE VERTICAL HEIGHT SHALL BE MEASURED FROM THE TOP OF REPAIRS DO NOT RESULT IN REMOVAL OF INTERIOR WALL OR CEILING FINISHED EXPOSING THE STRUCTURE >Ln THE CEILING FRAMING MEMBERS TO THE UNDERSIDE OF THE ROOF FRAMING MEMBERS. UNLESS THERE IS AN ATTIC, CRAWL SPACE OF BASEMENT THAT IS AVAILABLE THAT COULD PROVIDE ACCESS FOR 0 INTERCONNECTION WITH OUT THE REMOVAL OF INTERIOR FINISHES. ELECTRICAL PER R314.5 COMBINATION SMOKE AND CARBON MONOXIDE ALARMS SHALL BE PERMITTED TO BE USED IN LIEU ALL ELECTRICAL SYSTEMS, LIGHTING, APPLIANCE AND OUTLETS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH OF SMOKE ALARMS. CARBON MONOXIDE ALARMS SHALL BE INSTALLED OUTSIDE AND IN THE IMMEDIATE CURRENT EDITION OF THE NATIONAL ELECTRICAL CODE AND THE INTERNATIONAL MECHANICAL CODE. ALL FIXTURES SELECTED VICINITY OF SLEEPING AREAS, AND ON EACH LEVEL BY OTHERS. VERIFY APPLIANCE AND MECHANICAL EQUIPMENT ELECTRICAL CONNECTION REQUIREMENTS AND LOCATIONS PRIOR TO START CARBON MONOXIDE ALARMS SHALL BE INSTALLED OUTSIDE AND IN THE IMMEDIATE VICINITY OF SLEEPING AREAS, OF WORK. ELECTRICAL CONTRACTOR SHALL ELEVATE AND DETERMINE ADEQUACY OF EXISTING AND PROPOSED ELECTRICAL AND ON EACH LEVEL. SERVICE. SECURITY A MINIMUM OF 75% OF ALL INTERIOR LUMINARIES INSTALLED, SHALL BE HIGH EFFICIENCY LUMINARIES WHOSE LAMPS PROVIDE SECURITY AT ENTRANCE AND GARAGE DOORS WITH A MINIMUM 1/2" THROW DEAD BOLT WITH LOCKS PROVIDE A MINIMUM EFFICIENCY AS FOLLOWS: OPERABLE WITHOUT SPECIAL KNOWLEDGE, KEYS OR EFFORT. 60 LUMENS PER WATT FOR LAMPS OVER 40 WATTS PROVIDE AN OBSERVATION PORT @ 54"-66" ABOVE THE FLOOR AT SOLID, UNGLAZED ENTRY DOORS. 50 LUMENS PER WATT FOR LAMPS OVER 15 WATTS TO 40 WATTS. GARAGE / DWELLING SEPARATION 40 LUMENS PER WATT FOR LAMPS 15 WATTS OR LESS GARAGE TO DWELLING SEPARATION SHALL CONSIST OF FIRE TAPED 1/21, GWB APPLIED TO THE GARAGE SIDE OF ALL PERMANENTLY MOUNTED OUTDOOR LIGHTING SHALL BE HIGH EFFICIENCY LUMINARIES WHOSE LAMPS PROVIDE A ALL DWELLING'S LIVING, ATTIC AND CRAWL SPACES. MINIMUM EFFICIENCY AS NOTED ABOVE, OR SHALL BE NON EFFICIENCY LUMINARIES CONTROLLED BY A MOTION SENSOR(S) DOORS FROM GARAGE TO DWELLING SHALL BE 1-3/8"+ THICK, SOLID CORE, AND TIGHT FITTING. WITH INTEGRAL PHOTO CONTROL PHOTO SENSOR. GARAGE CEILINGS COMPOSED OF 2X+ SOLID- SAWN JOISTS AND SUPPORTING HABITABLE SPACE ABOVE, SHALL LINEAR FLUORESCENT FIXTURES SHALL BE FITTED WITH T-8 OR SIMILAR LAMPS. HAVE ONE LAYER OF FIRE TAPED 5/8" TYPE "X" GWB. ALL GARAGE POST, BEAMS, SUPPORTING HABITABLE SPACE INSTALL FIXTURES. SWITCHES AND OUTLETS IN ACCORDANCE WITH THE FOLLOWING TABLE ALL HEIGHTS LISTED SHALL BE ABOVE SHALL HAVE 2 LAYERS OF FIRE TAPED 1/2". TYPE "X" GWB MIN. UJ MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE FIXTURE OUTLET UNLESS NOTED OTHERWISE: AIR DUCTS PENETRATING THE SEPARATION SHALL BE 26 GAUGE MINIMUM OR HAVE AN APPROVED DAMPER (— EXTERIOR LIGHTS FIXTURES 72" O TYPICAL WALL OUTLETS 12" FIREPLACES / STOVES (APPLIES ONLY TO SOLID FUEL APPLIANCES) z TYPICAL WALL SWITCHES 44" ALL FIREPLACES SHALL HAVE AN OUTSIDE SOURCE OF COMBUSTION AIR DUCTED DIRECTLY TO THE FIRE BOX. THE ABOVE COUNTER OUTLETS AT KITCHENS 44" DUCT SHALL HAVE A MINIMUM NET AREA OF 6 SQUARE INCHES AND SHALL BE TIGHTLY FITTING FLUE DAMPER J ABOVE COUNTER OUTLETS AT UTILITY ROOMS 44" INSTALLED WITH A READILY ACCESSIBLE MANUAL OR AUTOMATIC CONTROL. ALL OPENINGS SHALL BE PROVIDED Q ABOVE COUNTER OUTLETS AT LAVATORIES AND BATHS 40" WITH TIGHTLY FITTING GLASS OR METAL DOOR. WALL OUTLETS FOR MICROWAVE, RANGE HOODS ETC.PER MPGR. � V,J SMOKE DETECTORS PER MFGR PREFABRICATED METAL FIREPLACES: Z WALL OUTLETS AT SERVICE AREAS 48" METAL FIREPLACES SHALL BE UL LABELED AND INSTALLED IN ACCORDANCE WITH CONDITIONS OF APPROVAL OR DOOR DETECTORS PER MFGR THE MANUFACTURES INSTALLATION PROCEDURES AND SHALL COMPLY WITH WSBC STANDARD 41004.1.1 FACTORY W DOOR CHIMES FROM CEILING. 12" BUILT CHIMNEYS SHALL BE UL LABELED AND INSTALLED IN ACCORDANCE WITH CONDITIONS OF APPROVAL OR THE �W N `.J PUSH BUTTONS 44" MANUFACTURERS PROCEDURES AND SHALL COMPLY WITH SECTION R1005 OF THE IRC. THERMOSTATS 60" FIRE BLOCKING, LIGHTS BARS OVER VANITIES 84" FIRE BLOCKING SHALL BE INSTALLED AT OPENING BETWEEN ATTIC SPACES AND CHIMNEY CHASES FOR FACTORY STEP LIGHTS ABOVE SKIRT BOARD 6" BUILT CHIMNEYS, AND IN OPENINGS AROUND FIREPLACES AND CHIMNEYS AT CEILING AND FLOOR LEVELS PER IRC PLUMBING SECTION R 1003.19 PLUMBING CONTRACTOR SHALL SIZE ALL LINES VENTS AIR GAPS, AND CLEAN -OUTS PER CODE. FLOW RATES TO COMPLY WITH WAC 51-46 SECTIONS 407.2 and 408.2 TOILETS: 1.6 GPF (MAX), SHOWERS: 205 GPM (MAX), ENERGY CODE NOTES LAVATORIES/FAUCT: 2.5 GPM (MAX) This residential unit shall comply with the 51-11 R WAC, 2018 WSEC with State Amendments. The following items shall HOT WATER TANK SHALL BE SIZED BY INDUSTRY STDS FOR PROPOSED USE AND BE LABELED NAECA APPROVED. apply to this project where applicable. Energy Credits specific to this project detailed in body of plan set. For entire list HOT WATER TANKS REQUIRE DUAL (HIGH AND LOW) SEISMIC STRAPS SECURED TO STUDS, EXPANSION TANK, AND A PRESSURE of energy code inspection requirements, see 2018 WSEC SINGLE FAMILY COMPLIANCE CHECKLIST. RELIEF VALVE (PLUMBED TO EXTERIOR). All relevant envelope and fenestration elements of project shall comply w/ table below per 2018 WSEC. MOISTURE CONTROL EXHAUST FANS SHOWERS SHALL HAVE A NON -ABSORBENT SURFACE TO A HEIGHT OF 72 INCHES ABOVE FLOOR. Intermittent /Continuous V PROVIDE WATERPROOF BOARD OR GLASS MESH MORTAR UNITS BEHIND TILE AT SHOWER SURROUNDS. TILE SHOWERS Kitchen fan 100 CFM / 25 CFM Q0 WITH A SITE -BUILT PAN SHALL BE FILLED AND LEAK TESTED FOR 12 HOURS. PROVIDE MILDEW RESISTANT CAULK AT ALL TILE Bathroom fan 65 CFM / 20 CFM QJ ('V ACCESSORIES. Laundry fan 65 CFM / 20 CFM > 0 ATTIC AND CRAWL SPACES ACCESS PANELS SHALL BE WEATHERS STRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE WHOLE HOUSE FAN 00 INSULATION ON THE SURROUNDING SURFACES. SEAL AROUND SOLE PLATES, WIRING, PLUMBING, DUCTS RIM JOISTS, MUD Whole house fan Continuous Operation ONLY N 0) SILLS FLUES, LIGHT FIXTURES AND EXTERIOR WALL STUD PENETRATIONS. PROVIDED A 6 MIL BLACK POLY GROUND COVER AT 90 CFM (2-4 bedrooms, <4000 SF) � Q ALL CRAWL. SPACES. Whole house fan must be minimum Sone rating of 1.0 or Z p BATH SAFETY lower, and must be labeled Whole House Ventilation and a 1 HINGED SHOWER DOORS SHALL OPEN OUTWARD DOORS AND SHOWER ENCLOSURES SHALL BE FULLY TEMPERED OR must be listed and labeled for continuous use. cc = Q0 N —0 LAMINATED SAFETY GLASS, MINIMUM THICKNESS = 1/8" TEMPERED, 1/4" LAMINATED. MECHANICAL � FLOOR TILES AT SHOWERS AND WET AREAS SHALL BE SKID -RESISTANT. PROVIDE SECURE BLOCKING FOR ALL GRAB BARS PER Provide blower door and duct testing certificate from testing Agency showing test results. Building leakage maximum vvi O � .� O PLAN, CAPABLE OF SUPPORTING A 300 LB. IMPACT LOAD. _ .00030. Duct leakage per calculated value on checklist. Provide programmable T-stat w/ 5-2 schedule. v INSULATION R-VALUES AND INSTALATION: AIR LEAKAGE � CEILINGS: R -49 ALL BAFFLES SHALL BE INSTALLED TO MAINTAIN A MINIMUM OF 1" CLEAR SPACE ABOVE INSULATION THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH a UJI ALL BAFFLES SHALL BE EXTENDED A MINIMUM OF 6" ABOVE BATT INSULATION. SECTION 402.4 WSEC. ALL BAFFLES SHALL BE EXTENDED A MINIMUM OF 12" ABOVE LOOSE FILL INSULATION. AIR BARRIERS VAULTED CEILINGS: R-38 Provide caulk/sealant at all joints, transitions in materials and penetrations of envelope. Window and door air leakage WALLS� R-21 measures shall be met as follows: Exteriorjoints sealed, caulked, GASKETED or WEATHERSTRIP. Standard air leakage is INSULATION SHALL BE PROVIDED BY FACE STAPLED BATT INSULATION OR FRICTION FIT UN FACED BATT INSULATION PROVIDING complete and installed in the following: THE FOLLOWING: between sole plate/sub floors PERMIT 4 MIL POLY VAPOR BARRIER PVA PAINT WITH A DRY CUP PERM RATING OF 1 wiring/plumbing/duct register penetrations HEADERS OVER OPENINGS IN THE EXTERIOR WALL ASSEMBLY THAT ARE NOT STRUCTURALLY REQUIRED TO BE FULL WIDTH OF rim joists/mud sills (heated lower floors) S E�ECEIVEI THE STUD WALL SHALL BE PROVIDED WITH A MINIMUM OF R-10 INSULATION. partition stud penetrations FLOORS OVER UNCONDITIONED SPACES R-30 around window/door frames Oct 09 2023 SLAB ON GRADE (PERIMETER INSULATION) R-10 LIGHTING PERIMETER INSULATION SHALL BE PROVIDED BY USING ONE OF THE FOLLOWING METHODS: 90% or more of lamps in permanently installed light fixtures must be high efficacy (lumen/watt ratio) - fluorescent, DEVELOPMENT SERVICES DATE. DEPARTMENT ON INSIDE OF FOUNDATION WALL FROM THE TOP OF SLAB DOWNWARD AND THEN screw in ok. Indoor lighting shall be 50% compact fluorescent (pin or screw) or T-8 lamps or smaller. All fluorescent HORIZONTALLY BENEATH THE SLAB FOR A TOTAL MINIMUM OF 24" tubes must be T-8 or smaller. Outdoor fixtures attached to building must be pin -based fluorescent OR provide 10/9/2023 ON INSIDE OF FOUNDATION WALL FROM THE TOP OF SLAB DOWNWARD FOR A MINIMUM DISTANCE OF 241, motion sensor and photo -cell daylight control. PAGE SIZE: DUCT SYSTEM INSULATED HEADERS / BEAMS ALL SUPPLY AIR DUCTS LOCATED OUTSIDE OF THE CONDITIONED SPACE SHALL HAVE ALL SEAMS AND JOISTS TAPED AND POST ENERGY CODE COMPLIANCE CERT. WITHIN 3 FEET OF THE ELEC. PANEL (R401.3) LONGITUDINALLY OTH IL D PROVIDE PROGRAMMABLE THERMOSTAT 24 x 36 EXPOSED D TO UNCONDITIONED SPACES SHALL BE INSULATED AS FOLLOWS: ALL SUPP AND RETURNAIRDUCT PROVIDE DUCT SEALING TESTS WHERE APPLICABLE DUCTS IN CONCRETE SLAB R-5 PROVIDE DOOR BLOWER TEST AFFIDAVIT (R402.4.1.2) WHEN APPLICABLE DUCTS IN UNCONDITIONED SPACES R-8 SCALE: EXHAUST DUCTS LOCATED IN UNCONDITIONED SPACES R-4 (NOT REQUIRED FOR DRYER UNITS). HOT WATER PIPING N/A ALL HOT WATER SUPPLY PIPING LOCATED OUTSIDE OF THE CONDITIONED SPACE SHALL BE SHEET: WRAPPED WITH A MINIMUM THERMAL RESISTANCE OF R-3 EXCEPTION: PIPE INSULATION IS PERMITTED TO BE DISCONTINUOUS WHERE IT PASSES THROUGH STUDS, JOISTS OR OTHER STRUCTURAL MEMBERS AND WHERE THE INSULATED PIPES PASS THROUGH OTHER PIPING, CONDUIT OR VENTS, PROVIDED THE INSULATION IS INSTALLED TIGHT TO EACH OBSTRUCTION. Gm2 36' 24'-3" F_------------�------- ----- i Ln ° rD N (D 0 O II O --I- \ _ - - Qp I � O I --J L I o � �------------I / L A I_ AI 0 II I II II II L 5g32L5 I -----------�----------- -� 13'-9 3/4" T-0 1 /4" 24'-3" cn cn Dm r) > D PROJECT DESCRIPTION: SHEET TITLE: � m m # CHERM Cl 11ONU m mm �° Millione Residence EXISTING FLOOR PLANS 655 EDMONDS WAY X N o rn CHERM AK 0 W m o M o n _ EDMON DS, WA 98020 rn �Z CD 7730 206th St SW PH: 425 776 1367 m ci IV � ro < Revisions by: design@chermak.com 0 rn Edmonds, WA 98026 0 zQC) O>0'� SOUTH >(� Q rn M _ C 5 VOLAr-- 2 C W C) O N V L *k �w� y O U Y E 0 L V N 21 ' z Q J CL Replacing cracked L.L drywall beam with — — — — — Q II real beam and post. LJJ o O Lli /62 B3 �_ O � . P�3.0 P�3.0 � LU E I I - - - _ 4.0 lu tA W cn V-1 3/4" 8'-5" m 4.0 lu o � `A 3.0 `14 --------- F--------- 1 m I II I II f I I I I ADDITIONAL PROJECT DETAILS: N - � I — — — — — — — — — — *Bringing insulation in attic �� 00 up to code: R49. (A V) Ol m Z V Q 4X4 P057 4X4 PO O ?: -- a � _ 15-3 1 /4" cn -0 W p W M E 11'-2 1 /2" 11'-? 3/4" ' 15-1 3/4" 21' a W 60' Proposed Main Floor Plan , F�FN� PERMIT Scale: 1/4" = 1� SE AREA TO BE ALTERED �ECEIVE Oct 09 2023 DEVELOPMENT SERVICES DATE. DEPARTMENT 10/9/2023 PAGE SIZE: N 24x36 A4.0 NORTH SCALE. 1/4" = 1' SHEET: 0 ZQC) O>0'� �ulQM VOLA� �2C) W 0 N V L *k �w� O a U /E �Ul LM V N T C Vj 1'-0 1 /2" New beam connecting to post. q 3/4" 2'-5 1 /2" ,� 518 2'-5 3/4" „ 2 -6 2,-2„ 5 -6 3/4�, q -6 1 /2 8 -5 10 -q 3/4 3 4 -1 1 /2 2 -8 t7 1- o-- q �O 24'-1" b'-5" 13'-q 3/4" 5' V q'-3 1/4" 32'-6" 23'-6" Beam View 1 New post. Beam View 2 New post. z B1 B2 Scale: 1/4" = 1' Scale: 1/4" = 1' O0 W QJ H T-0 1/4" 13'-q 3/4" W J W = LU N New beam. f 6-3" 2-6" 14'-6" 7Qj V i Q0 B3 Beam View 3 o Scale: 1/4 = 1 00 V) M z V Q o _I ?: a4-1 1 AREA TO BE ALTERED Q O O N 0 L J W • M E a I� L U PERMIT S EIIIIIIhECEIVE Oct 09 2023 DEVELOPMENT SERVICES DATE: DEPARTMENT 10/9/2023 PAGE SIZE: 24x36 SCALE: 1/4" = 1' SHEET: 0 ZQC) Q>0'� �ulQM VOLA� HIGHEST RIDGE GC Z �n 13.4' =Lupo m V Ln � w a- TOP OF PLATE q.1' LLILI t LLL LLILI'\ LLIL U Ll UF1 0 ILL----- - F F1 F1 7 1 F1 11 L Ll Ll L T TOP OF SUBFLOOR - 1 ST FLOOR y o' North Elevation Scale: 1/4" = 1' HIGHEST RIDGE 13.4' PPPP- TOP OF PLATE (,/) z 0 Ll Q � W Lu J W TOP OF 5UBFLOOR - 15T FLOOR O 0' Roof pitch to be J p[ h Elevation verified. W SoutL W W Scale: 1/4" = 1' N W HIGHEST RIDGE 13.4' CV m TOP OF PLATE Q) V Qj N 00 V) 0) Z V Q TOP OF 5UBFLOOR - 15T FLOOR 0 _I_- 0 a 4-1 _ Qo N W Q O East Elevation _ O 0 W ._ rn E Scale: 1/4" = 1' a I� I. U H16HE5T RIDGE 13.4' cv m PERMIT TOP OF PLATE S E-hECEIVE Oct 09 2023 DEVELOPMENT SERVICES DATE. DEPARTMENT 10/9/2023 PAGE SIZE: 24x36 TOP OF 5UBFLOOR - 15T FLOOR 0' SCALE: West Elevation 1/4" = 1' Scale: 1/4" = 1 SHEET: INTERNATIONAL BUILDING CODE (IBC) 2018 LOADINGS ROOF SNOW LOAD ..................................................... 25 PSF RESIDENTIAL LIVE LOAD ...................................... 40 PSF DECK, BALCONY, PLATFORM LIVE LOAD ....................... 60 PSF RETAIL, CORRIDOR, LOBBY, WALKWAY LIVE LOAD ............. 100 PSF OFFICE LIVE LOAD......................................................................... 50 PSF PARKING LIVE LOAD .................................. 40 PSF & 3000# WHEEL LOAD WIND CRITERIA BUILDING CLASSIFICATION ............................... H ULTIMATE WIND SPEED (3 SEC GUST) MPH...... 97MPH WIND EXPOSURE ........................................... B TOPOGRAPHIC FACTOR, Kzt................. 1.0 SEISMIC CRITERIA SEISMIC RISK CATEGORY ............................... H SPECTRAL RESPONSE COEFFICIENT, Ss .... 1.289 SPECTRAL RESPONSE COEFFICIENT, S1 .... 0.454 SEISMIC SITE CLASS ................................. D SEISMIC DESIGN CATEGORY ............................... D DUCTILITY (R) ............................... 6.5 METHOD AND BASE SHEAR ............................... ELF FOUNDATION DESIGN INFORMATION 1. STRUCTURAL DESIGN, DRAINAGE, SUBGRADE PREP. SHALL COMPLY WITH SOIL REPORT: N/A DEEP FOUNDATION SYSTEM: N/A FOOTING BEARING PRESSURE: 1500 PSF (ASSUMED) ACTIVE/PASSIVE EARTH PRESSURE: 35 PCF (ASSUMED) 2. ADDITIONAL NOTES/ REQUIREMENTS: N/A 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" 0 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. CONCRETE AND REINFORCING SPECIFICATIONS 1. CONCRETE SHALL CONFORM TO THE INDICATED REFERENCE CODES AND STANDARDS EXCEPT AS MODIFIED BELOW: ACI-301 - "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACI-318 - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" ACI-305R - "HOT WEATHER CONCRETING" ACI-306R - "COLD WEATHER CONCRETING" ACI-304 - "GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE" 2. CONCRETE COMPRESSIVE STRENGTH REQUIREMENTS (PSI) LOCATION f'c AT 28 DAYS W/C RATIO AIR CONTENT ADMIXTURES REQUIREMENTS FOOTING 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) SLAB ON GRADE 2500 PSI (MIN. OF SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) FOUNDATION WALL 2500 PSI (MIN. OF SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) COLUMN NA POST TENSIONED BLDG SLAB NA POST TENSIONED PARKING SLAB NA TOPPING NA SHOTCRETE NA 3. PROVIDE GRADE 60 KSI (A615) FOR CONCRETE REINFORCING 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. STRUCTURAL STEEL, BOLTING AND WELDING SPECIFICATIONS 1. ALL EXPOSED STEEL MEMBERS, HARDWARE, FASTENERS SHALL BE HOT DIPPED GALVANIZED OR EPDXY PAINTED PER ARCHITECT REQUIREMENTS. ALL CUT, REPAIRED AND EXPOSED SURFACE SHALL BE PAINTED WITH (2) COAT OF 95% ZINC RICH PAINT PER ASTM A780. COLOR TO MATCH EXISTING. 2. STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: TUBE COLUMNS: ASTM A500, GRADE B (Fy = 46 KSI) WIDE FLANGE COLUMNS OR BEAMS: ASTM 572 GR50 STEEL PIPES: ASTM A53, TYPE E OR S, GRADE B (Fy = 35 KSI.) STEEL PLATES, ANGLES AND MISC: ASTM A36 (Fy = 36 KSI) OR ASTM A992 BEARING BOLTS: ASTM A325 SLIP CRITICAL BOLTS: ASTM A325 WITH LOCK WASHERS ANCHOR BOLTS: ASTM A307 (WOOD FRAMING) ANCHOR BOLTS: ASTM A325 (STEEL FRAMING) 3. ALL SLIP CRITICAL CONNECTIONS SHALL BE ASTM A325 BOLTS AND SHALL BE ENGINEER -APPROVED, SELF -LOAD INDICATING TYPES, AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 4. STRUCTURAL STEEL WELDING SHALL CONFORM TO THE AWS CODES D1.1 AND D1.3. ALL WELDING SHALL CONFORM TO THE AWS CODES AND STRUCTURAL DRAWINGS, AND SHALL BE PERFORMED BY CERTIFIED WELDERS USING DRY E70XX ELECTRODES WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. REQUIRED? SPECIAL INSPECTIONS (PART U 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 NQ 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 YES POST INSTALLED ANCHORS IN 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: (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 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 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 when approved by the AHJ. Refer to AISC 360, N7. LEGEND: 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 /N PLACE S VERIFY WITH SOILS ENGINEER T MATERIAL TEST REQUIRED DRAWING LIST SHEET NUMBER SHEET NAME ISSUE DATE S-0 GENERAL NOTES AND SPECIFICATIONS 10-04-23 S-1 FRAMING PLANS AND DETAILS 10-04-23 REQUIRED? SPECIAL INSPECTIONS (PART 2 Grand total: 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 f'AAC prior to construction (C) Level C Quality Assurance: 1. Verification of f'm and f'AAC 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 IN 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 NQ 1705.10.1 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR WIND RESISTANCE 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 NO 1705.10.2 COLD FORMED STEEL INSPECTIONS FOR WIND RESISTANCE 1.Ins ection during welding operations of elements of the main windforce-resisting system p 9 9 p 9 Y 2.Inspections for screw attachment, bolting, anchoring and other fastening of components within the main windforce-resisting system NO 1705.10.3 WIND RESISTANCE INSPECTIONS 1. Roof cladding 2. Wall cladding NO 1705.11.1 STRUCTURAL STEEL SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE INSPECTION OF STRUCTURAL STEEL IN ACCORDANCE WITH RISC 341 NQ 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 NO 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 m 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 CONTINUOUS CONTINUOUS CONTINUOUS CONTINUOUS SEE SECTION 1705.2 SEE SECTION 1705.3 SEE CONST. DOCUMENTS info@b2engineers.com 425-318-7047 (0) 425-318-0031 (C) Ste\ 8q Q OF WASy7 S� N 4i'A Q- �.jj �'QG 43789 �0, cTURA L ENO\ �. ONAL EN�� MILLIONE REMODEL 7730 206TH ST SW, EDMONDS, WA 98026 DRAWING INFO ISSUE DATE 10-04-23 SEE CONST. DOCUMENTS I ISSUED FOR PERMIT CONTINUOUS PROJECT NO. 23204 CONTINUOUS ENGINEER BB SEE SECTION 1705.3 SEE CONST. DOCUMENTS REVISION SCHEDULE CONTINUOUS NO. DATE DESCRIPTION SEE CONST. DOCUMENTS CONTINUOUS P5 R E C E Oct 09 CITY OF EDN DEVELOPMENT PERIODIC PERIODIC PERIODIC PERIODIC SEE AISC 341 GENERAL NOTE S CONTINUOUS AND P5 SPECIFICATIONS PERIODIC S-0 PERIODIC Copyright b2 Structural Engineers 2008 DS A m[71 N•I I N- •� info@b2engineers. com 425-318-7047(0) 425-318-0031(C) MILLIONE REMODEL 7730 206TH ST SW, EDMONDS, WA 98026 STRUCTURAL DESIGN PROJECT NO: 23204 DATE:10/04/23 PREPARED BY: BASRI BASRI PE, SE iesign Grlterla nternational Building Code (IBC) 2018 American Society of Civil Engineers (ASCE) 7-16 Iroject Description Structural design of beam, post and footing to support new interior opening. 'lease see attached calculations for your reference Live Load and Other Structural Criteria Page 1 of 7 .LVJ1t gq4 Q' °F WAS r I • A N 4 r _ Q-/ L 43789 TURA_L ENG\ GC�.1` S16NAL EN '0 Roof Snow (psf) 25 Residential Live Load (psf) 40 Balcony, Deck and Platform Live Load (psf) 60 Office Live Load (psf) 50 Garage Live Load (psf) 40 with 3000# point load Retail, Corridor, Walkway Live Load (psf) 100 Allowable Soil Bearing Pressure (psf) 2000 (assumed) Soil Active Pressure (pcf) 35 (assumed) Project: Millione Remodel The Vitruvius Project, Inc Location: ENTRY StruCalc Version 11.1.8.0 Multi -Span Combination Roof And Floor Beam Multi -Span Combination Roof And Floor Beam [2021 International Building Code 3.5 IN x 11.25 IN x 14.5 FT #2 - Hem -Fir - Dry Use Section Adequate By: 8.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/687 Dead Load 0.17 in Total Load 0.43 IN L/408 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 997 lb 997 lb Dead Load 684 lb 684 lb Total Load 1681 lb 1681 lb Bearing Length 1.19 in 1.19 in BEAM DATA Center Span Length 14.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 14.5 ft Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1075 psi Cd=1.15 CF=1.10 Shear Stress: Fv = 150 psi Fv' = 173 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -L to Grain: Fc - -L = 405 psi Fc -1' = 405 psi Controlling Moment: 6092 ft-lb 7.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1681 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 67.99 in3 73.83 in3 Area (Shear): 14.61 in2 39.38 in2 Moment of Inertia (deflection): 366.87 in4 415.28 in4 Moment: 6092 ft-lb 6615 ft-lb Shear: 1681 lb 45281b ' 9geOljf 7 10/4/2023 9:37:07 PM of A 14.5 ft B ROOF LOADING Center Live Load RILL = 25 psf Dead Load RDL = 15 psf Tributary Width Side One TW1 = 5.5 ft Tributary Width Side Two TW2 = 0 ft FLOOR LOADING Center Live Load FLL = 40 psf Dead Load FDL = 15 psf Tributary Width Side One TW1 = 0 ft Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf BEAM LOADING Center Roof Uniform Live Load: 138 plf Roof Uniform Dead Load: 87 plf Floor Uniform Live Load: 0 plf Floor Uniform Dead Load: 0 plf Beam Self Weight: 7 plf Combined Uniform Live Load: 138 plf Combined Uniform Dead Load: 94 plf Combined Uniform Total Load: 232 plf Project: Millione Remodel The Vitruvius Project, Inc Location: POST (studs) StruCalc Version 11.1.8.0 Column Column [2021 International Building Code(2018 NDS)] ( 3 ) 1.5 IN x 3.5 IN x 8.0 FT Stud - Hem -Fir - Wet Use Section Adequate By: 37.5% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn = 1594 lb Dead Load: Vert = 837 lb Total Load: Vert-TL-Rxn = 2431 lb COLUMN DATA Total Column Length: 8 ft B Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft n Column End Condition-K (e): Project: Millione Remodel The Vitruvius Project, Inc Location: POST (studs) StruCalc Version 11.1.8.0 Column Column [2021 International Building Code(2018 NDS)] ( 3 ) 1.5 IN x 3.5 IN x 8.0 FT Stud - Hem -Fir - Wet Use Section Adequate By: 37.5% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn = 1594 lb Dead Load: Vert = 837 lb Total Load: Vert-TL-Rxn = 2431 lb COLUMN DATA Total Column Length: 8 ft B Unbraced Length (X-Axis) Lx: 8 ft Unbraced Length (Y-Axis) Ly: 8 ft n Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES Stud - Hem -Fir Base Values Adjusted Compressive Stress: Fc = 800 psi Fc' = 247 psi Cm=0.80 CF=1.05 Cp=0.46 Ci=0.80 Bending Stress (X-X Axis): Fbx = 675 psi Fbx' = 683 psi Cd=1.00 CF=1.10 Cr-1.15 Ci=0.80 a ft Bending Stress (Y-Y Axis): Fby = 675 psi Fby' = 683 psi Cd=1.00 CF=1.10 Cr-1.15 Ci=0.80 Modulus of Elasticity: E = 1200 ksi E' = 1026 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 4.5 in Area: A = 15.75 in2 Section Modulus (X-X Axis): Sx = 9.19 in3 Section Modulus (Y-Y Axis): Sy = 3.94 in3 Slenderness Ratio: Lex/dx = 27.43 Ley/dy = 21.33 Column Calculations (Controlling Case Only): C t II A PageQ95f 7 10/4/2023 9:37:05 PM of i on ro ng oa ase. xia o a oa n y ( ) AXIAL LOADING Actual Compressive Stress: Fc = 154 psi Live Load: PL - 1594 lb' Allowable Compressive Stress: Fc' = 247 psi Dead Load: PD = 814 lb Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Column Self Weight: CSW = 23 lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Total Axial Load: PT = 2431 lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb * Load obtained from Load Tracker. See Summary Report for details. Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 683 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 683 psi Combined Stress Factor: CSF = 0.63 Project: Millione Remodel Location: P-2 Column Column [2021 International Building Code(2018 NDS)] 3.5 IN x 3.5 IN x 10.0 FT #2 - Douglas -Fir -Larch - Wet Use Section Adequate By: 56.0% VERTICAL REACTIONS Project: Millione Remodel Location: P-2 Column Column [2021 International Building Code(2018 NDS)] 3.5 IN x 3.5 IN x 10.0 FT #2 - Douglas -Fir -Larch - Wet Use Section Adequate By: 56.0% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 997 lb Dead Load: Vert-DL-Rxn = 711 lb Total Load: Vert-TL-Rxn = 1708 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 10 ft Unbraced Length (Y-Axis) Ly: 10 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fc = 1350 psi Fc' = 317 psi Cm=0.80 CF=1.15 Cp=0.32 Ci=0.80 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 918 psi Cm=0.85 CF=1.50 Ci=0.80 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 918 psi Cm=0.85 CF=1.50 Ci=0.80 Modulus of Elasticity: E = 1600 ksi E' = 1368 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 12.25 in2 Section Modulus (X-X Axis): Sx = 7.15 in3 Section Modulus (Y-Y Axis): Sy = 7.15 in3 Slenderness Ratio: Lex/dx = 34.29 Ley/dy = 34.29 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 139 psi Allowable Compressive Stress: Fc' = 317 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 918 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 918 psi Combined Stress Factor: CSF = 0.44 The Vitruvius Project, Inc. StruCalc Version 11.1.8.0 LOADING DIAGRAM loft B A Page OW 7 10/4/2023 9:37:08 PM of AXIAL LOADING Live Load: PL = 997 lb Dead Load: PD = 684 lb Column Self Weight: CSW = 27 Ib Total Axial Load: PT = 1708 lb Load obtained from Load Tracker. See Summary Report for details Project: Millione Remodel Location: B-1 Multi -Span Roof Beam Multi -Span Roof Beam [2021 International Building Code(2018 NDS)] 3.5 IN x 9.25 IN x 8.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 25.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN L/1069 Dead Load 0.05 in Total Load 0.14 IN L/706 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1275 lb 1275 lb Dead Load 657 lb 657 lb Total Load 1932 lb 1932 lb Bearing Length 0.88 in 0.88 in BEAM DATA Center Span Length 8.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 8.5 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1242 psi Cd=1.15 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L = 625 psi Controlling Moment: 4106 ft-lb 4.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1932 lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provided Section Modulus: 39.67 in3 49.91 in3 Area (Shear): 14 in2 32.38 in2 Moment of Inertia (deflection): 58.88 in4 230.84 in4 Moment: 4106 ft-lb 5166 ft-lb Shear:-1932 lb 4468lb Project: Millione Remodel Location: P-1 Column Column [2021 International Building Code(2018 NDS)] 4.0 IN DIA. x 10.0 FT Stud - Douglas -Fir -Larch - Dry Use Section Adequate By: 52.4% The Vitruvius Project, Inc. StruCalc Version 11.1.8.0 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 1275 lb Dead Load: Vert-DL-Rxn = 684 lb Total Load: Vert-TL-Rxn = 1959 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 10 ft Unbraced Length (Y-Axis) Ly: 10 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES Stud - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fc = 850 psi Fc' = 328 psi Cd=1.00 CF=1.05 Cp=0.37 Bending Stress (X-X Axis): Fbx = 700 psi Fbx' = 770 psi Cd=1.00 CF=1.10 Bending Stress (Y-Y Axis): Fby = 700 psi Fby' = 770 psi Cd=1.00 CF=1.10 Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Column Section (X-X Axis): dx = 3.54 in Column Section (Y-Y Axis): dy = 3.54 in Area: A = 12.57 in2 Section Modulus (X-X Axis): Sx = 7.42 in3 Section Modulus (Y-Y Axis): Sy = 7.42 in3 Slenderness Ratio: Lex/dx = 33.85 Ley/dy = 33.85 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 156 psi Allowable Compressive Stress: Fc' = 328 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 770 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 770 psi Combined Stress Factor: CSF = 0.48 LOADING DIAGRAM Page OZf 7 Project: Millione Remodel The Vitruvius Project, Inc. Paged 7 10/4/2023 9:37:06 PM Location: F-1 StruCalc Version 11.1.8.0 10/4/2023 9:37:07 PM of Footing of A as n B ROOF LOADING Center Roof Live Load RILL = 25 psf Roof Dead Load RDL = 11 psf Roof Tributary Width Side One TW1 = 12 ft Roof Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf BEAM LOADING Center Total Live Load 300 plf Total Dead Load (Adjusted for Roof Pitch) 148 plf Beam Self Weight 7 plf Total Load 455 plf The Vitruvius Project, Inc. StruCalc Version 11.1.8.0 LOADING DIAGRAM loft B A Page'rlAwf 7 10/4/2023 9:37:08 PM of Footing [2021 International Building Code(2018 NDS)] Footing Size: 1.33 FT x 1.33 FT x 10.00 IN Reinforcement: #4 Bars @ 12.00 IN. O.C. E/W / (2) min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 1.5 in FOOTING SIZE Width: W = 1.33 ft Length: L = 1.33 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 7.75 in 4 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1107 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 1.42 sf loin Area Provided: A = 1.77 sf Baseplate Bearing: Bearing Required: Bear = 2861 lb Allowable Bearing: Bear -A = 44200 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 41 lb Allowable Beam Shear: Vc1 = 9277 lb Punching Shear Calculations (Two Way Shear): 1.33 ft Critical Perimeter: Bo = 47 in Punching Shear: Vu2 = 1310 lb Allowable Punching Shear (ACI 11-35): vc2-a = 81956 lb FOOTING LOADING Allowable Punching Shear (ACI 11-36): vc2-b = 117413 lb Live Load: PL = 1275 lb " Allowable Punching Shear (ACI 11-37): vc2-c = 54638 lb Dead Load: PD = 684 lb Controlling Allowable Punching Shear: vc2 = 54638 lb Total Load: PT = 1959 lb Bending Calculations: Ultimate Factored Load: Pu = 2861 lb Factored Moment: Mu = 5707 in -lb Footing plus soil above footing weight: Wt = 142 lb Nominal Moment Strength: Mn = 106289 in -lb " Load obtained from Load Tracker. See Summary Report for details. Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment: As(1) = 0.02 in2 Min. Code Req'd Reinf. Flex. Members (ACI-150.1): As(2) = 0.32 in2 Controlling Reinforcing Steel: As-reqd = 0.32 in2 Selected Reinforcement: #4's @ 12.0 in. o.c. e/w (2) Min. Reinforcement Area Provided: As = 0.39 in2 Development Length Calculations: Development Length Required: Ld = 13.5 in Development Length Supplied: Ld-sup = 6.48 in Note: Plain concrete adequate for bending, therefore adequate development length not required W J I- W W tA 0 N za00 o3: CY)� V_ cn Q M _ 0 VO�(_0 �2C) I W 0 O c V V U k�w� V I �z z0 wQ wJ z� U J zQ w U AXIAL LOADING Live Load: PL = 1275 lb Dead Load: PD = 657 lb Column Self Weight: CSW = 27 Ib PERMIT Total Axial Load: PT = 1959 Ib " Load obtained from Load Tracker. See Summary Report for details. E 0 U Y E a� U s= gn U) a� U) c 0 D W S E�ECEIVEI Oct 09 2023 DEVELOPMENT SERVICES )ATE. DEPARTMENT 10/9/2023 AGE SIZE: 24x36 CALE: N/A H EET: Sm2 Note: Plain concrete adequate for bending, therefore adequate development length not required W J I- W W tA 0 N za00 o3: CY)� V_ cn Q M _ 0 VO�(_0 �2C) I W 0 O c V V U k�w� V I �z z0 wQ wJ z� U J zQ w U AXIAL LOADING Live Load: PL = 1275 lb Dead Load: PD = 657 lb Column Self Weight: CSW = 27 Ib PERMIT Total Axial Load: PT = 1959 Ib " Load obtained from Load Tracker. See Summary Report for details. E 0 U Y E a� U s= gn U) a� U) c 0 D W S E�ECEIVEI Oct 09 2023 DEVELOPMENT SERVICES )ATE. DEPARTMENT 10/9/2023 AGE SIZE: 24x36 CALE: N/A H EET: Sm2