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PLANS - 227TH PL SW (REVISED 5-8-20)LAW N � \ � � RF '�R y'�R � � °s � \�TegC k� � Sq � � MF�s \S��F Yq Rp � � ON CO � � RNFR � \GTJ ,\ � � / � �-- --� � / / �� ----J G � m� � �� Q � � o � � / / T �� o �o o Project Information � �� zoo N � � �� W � J M �n cn A_aalicant Anne +John Turnbull Owner Anne +John Turnbull Aaent of owner and main contact Loren Hill 206-910-7438 Loren.Hill@gmail.com Assessors Parcel Number 00527800001400 Property Description MUNGER ADD NO 2 BLK 000 D-00 -LOT 14 Property Address 7928 227 PL SW EDMONDS, WA 98026 Project Description � O Scope of work to include moving front door and pouring new concrete infill floor slab. In addition, non bearing interior walls to be removed and an upgrade of O bathroom and an added new 1/2 bath. Existing windows to be replaced as noted on elevations. / Code Notes Zoning: Set back: Front Yard Side Yard Rear (Corner Lot) Lot Coverage allowed Existing House and eaves New propoposed porch roof Shed Total lot coverage = Building Height Allowed Height Calculations: Average Grade = 401.73' Max Height = 426.73' Lot Size Building Area: Heafed.� House Floor Area: Unheated.• Attached Garage: Buildina Code: �� 25 Feet 7.5 Feet 7.5 Feet 35 percent of total lot area 1,442 SF 160 SF 130 SF 25 Feet A = 401.7', B = 401.7, C = 402.0', D = 401.5' 10,019 SF Existing 992 SF 240 SF Regulating Code: 2015 IRC as amended by the State of Washington and the City of Edmonds 2015 Washington State Energy Code Occupancy: R-3, Single Family Residence Construction Type: V-N Seismic Zone: 3 Wind Exposure: Exposure B Energy/Mechanical: Energy Code Compliance: New construction will adhere to 2015 Washington State Energy Code. When porttions of existing interior cavities are opened, best effort will be used to comply with Energy Code Building Envelope: Ceiling: (vaulted) Ceiling: (attics) Exterior Walls: Below -Grade Wall Under Slab -on -grade: Floors over Unconditioned Space: Window and Door Headers insulated min. R-10 Exterior Doors: Doors with raised sill U-Factor= 0.20 per manufacturer. Glazing: See window schedule sheet A3 R-38 R-49 R-21 R-10/15/21 Int. + TB R-10 R-30 O J J Z N O J � as t ti � N p N Z N � O� � ti p W PARCEL # 00527800001400 � � N J O � � � m L(') CD � � � z � �' E � w � w �o � � � � � a a � � O adz W W H Q to O C� EX. EX. DS. DS. 2 \ ROOF PLAN SCALE 1/4" = 1'-0" 0 4 8 0 o i o `T 1 \ FLOOR PLAN SCALE 1 /4" = 1'-0" 0 4 8 0 o i o `T O `� 0 p zrn � wQ� � Q�� C� o LLi o Z J � _ ��°' Ur Q � M W O J �n c� O O 2 O �/ � � I.L � J O � Q s � a ti � N p J N Z � O J�� ti p � w Z H PARCEL # 00527800001400 � o N � J � o M l!') ri CV � m Z � � 0 w �--� a (A � oa Z O� �a WINDOW SCHEDULE LOCATION DESCRIPTION TYPE SIZE WxH -FRAME AREA SF U-VALUE NOTES: ID. � � , - VGA N 1 NOT USED N2 EX . OP rinse ries 3'-8" 0.3 VERIFY EGRESS N3 EXIST. OPNG. Trinsic Series SLIDER 6'-0"X3'-8" 0.3 VERIFY EGRESS S1 EXIST. OPNG. Trinsic Series SLIDER 6'-0"X3'-8" 0.3 VERIFY EGRESS S2 EXIST. OPNG. Trinsic Series SLIDER 2'-10"X2'-2" 0.3 SAFETY GLASS §�, -- -,- S4 NOT USED S5 NOT USED E 1 NOT USED TOTAL x. D2 SOLID FRONT DOOR W/ LITES 3'-0"X7'-0" KEY: Trinsic Series =Mil uard Trinsic Series Vin I Window and Doors with SunCoat Low-E2 lass Tuscan Series =Mil uard Trinsic Series Vin I Window and Doors with SunCoat Low-E2 lass S =SOUTH N =NORTH W =WEST E =EAST WINDOW SCHEDULE GRADE <� SILL NORTH ELEVATION 0❑ o0 3 \ SOUTH ELEVATION A3 n s SCALE 1 /4" = 1'-0" o a 0 0 � o SCALE 1 /4" = 1'-0" o a a 0 0 � o � �o � w° QQ� � 030 = z�� N M W � J �n cn N, O O i � N O J � �aa s� a ti v� N p J N Z J�o tip W Z PARCEL # 00527800001400 � o N J � o M � cYi N � m z � � � w � �o � � � � > W � a °C OQ z OJ �a ■ \�I GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS) CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS & THE INTERNATIONAL BUILDING CODE (2015 EDITION). FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF ROOF SNOW LOAD (Pf ) 25 PSF EARTHQUAKE: LAT. /LONG. 47. 793 /-122.341 SEISMIC IMPORTANCE FACTOR (Ie) 1.0 SE I SM I C USE GROUP. I MAPPED SPECTRAL RESPONSE (Ss/S1). 1.26g/0.49g SPECTRAL RESPONSE COEF. (SDS/SD1) 0.84g/0.49g SEISMIC FORCE RESISTING SYSTEM: PLYWOOD SHEAR WALLS DESIGN BASE SHEAR . 0.28k SEISMIC RESPONSE COEFICIENT (Cs). 0.130 SE I SM I C DESIGN CATEGORY. D RESPONSE MODIFICATION FACTOR (R) 6.5 ANALYSIS PROCEDURE . .EQUIVALENT LATERAL FORCE REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2008 DATA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CON- DITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CON- STRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST VERIFIED. CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION. THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANICES TO THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER. 5. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE RETAINED UNDAMAGED WHERE NOTED ON THE PLANS. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. ALL NEW OPENINGS THROUGH EXISTING CONCRETE OR MASONRY WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON- TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CON - CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 8. SPECIAL INSPECTION OF EPDXY GROUTED INSTALLATIONS SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. �elxlll�lla►1[1L11 9. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS NOTED OTHERWISE, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE 2,000 PSF LATERAL EARTH PRESSURE . 35 PCF CONCRETE 10. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD- ANCE WITH ACI 301. CONCRETE SHALL ATTAIN A 28DAY STRENGTH OF F'C = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CON- CRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CE- MENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 301. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 19. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24FV4, FB = 2,400 PSI, FV = 165 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24FV8, FB = 2400 PSI, FV = 165 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. ALL COLUMNS SHALL BE DOUGLAS F I R COMBINATION N0. 5, FC = 2400 PSI, E = 2. 0 X 10E6 PSI . 20. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH APR STANDARDS. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE USED IN LIEU OF PLYWOOD. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR ENTRAINED WITH AN AIRENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 19.3.2.1 OF THE 21 ACI 318. 11. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 12. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD- ANCE WITH ACI 318. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS OR 2'0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTER- SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'0" MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 13. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . .3" B. ALL OTHER SURFACES . . 1 1/2" 14. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). ANCHORAGE 15. EXPANSION BOLTS INTO CONCRETE AND GROUTED MASONRY UNITS SHALL BE "STRONG -BOLT" ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 1771, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. 16. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "SET-XP" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2508. 17. TITEN HD ANCHORS SPECIFIED ON THE DRAWINGS SHALL CONSIST OF "TITEN HD" HEAVY DUTY SCREW ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2713. I�i�[IIIl11 18. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CON- FORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER N0. 17, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2X MEMBERS) HEM -FIR N0. 2 MINIMUM BASE VALUE, FB = 850 PSI (3X & 4X MEMBERS) DOUGLAS FIR N0. 1 MINIMUM BASE VALUE, FB = 1000 PSI A. ROOF SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0. B. FLOOR SHEATHING SHALL BE 3/4" (NOM.) WITH SPAN RATING 40/20. C. WALL SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE - TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES, AND COLUMNS. 22. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HERDS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UN- LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEA- SONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS STEEL (SST300), POST HOT -DIPPED GALVANIZED(HDG) OR GALVANIZED WITH A MINI- MUM OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BERMS WITH "LUS" SERIES JOIST HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" OR " I UT" SERIES JOIST HANGERS. 23. NAILS -NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6D 2" 0. 113" 8D 2-1/2" 0. 131" 10D 3" 0. 148" 12D 3-1/4" 0. 148" 16D 3-1/2" 0. 162" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. 24. WOOD FRAMING NOTESTHE FOLLOWING APPLY UNLESS OTHERWISE SHOWN: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X4 STUDS @ 16" O.C. AT INTERIOR WALLS AND 2X6 @ 16" O.C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COL- UMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16D NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16D AT 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE SIX 16D NAILS AT 4" O.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12" O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" M I N I MUM EMBEDMENT) @ 4' 0" 0. C. UNLESS I ND I CATED OTHERWISE. I ND I V I - DUAL MEMBERS OF BUILTUP POSTS SHALL BE NAILED TO EACH OTHER WITH 16D @ 12" O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5D COOLER NAILS FOR 1/2" GWB AND 6D COOLER NAILS FOR 5/8" GWB. WHEN NOT OTHERWISE NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM PLATES WITH 8D @ 6" O.C. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8D @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTIJOIST BEAMS TO- GETHER WITH 16D @ 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS @ 6" O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUEANDGROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16D @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. Harriott Valentine Engineers Inc. 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel 206 624 4760 fax 206 447 6971 www.harriottvalentine.com 54220 �� `d��°�� o�r�ona Project Contact Jack Hupp tel 206 624 4760 ex. 36 fax 206 447 6971 jhupp@harriottvalentine.com Project Architect LGH Studio 5319 2nd Ave NW Seattle. WA 98107 Project Turnbull Remodel 7928 227th PI SW Edmonds, WA 98026 Issue Date Issue Description 05/30/19 Permit STRUCTURAL LIGHT FRAMING: DOUGLAS FIR N0. 2 (INCL. 3X AND 4X POSTS) MINIMUM BASE VALUE, FB = 900 PSI Building Department Approval BEAMS AND STRINGERS: DOUGLAS FIR N0. 1 (INCL. 6X AND LARGER) MINIMUM BASE VALUE, FB = 1350 PSI POSTS AND TIMBERS: DOUGLAS FIR N0. 1 (6X6 AND LARGER ) MINIMUM BASE VALUE, FC = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR OR HEM -FIR STANDARD GRADE 2X6 STUDS AND PLATES: HEM -FIR N0.3/ STUD GRADE 2X AND 3X T & G DECKING HEM -FIR COMMERICAL DEX, MINIMUM BASE VALUE, FB = 1350 PSI Drawing Title GENERALSTRUCTURAL NOTES Drawing Number S1.0 J w 0 O w J J m z o �o o �� M Q � ��o = Z � � N M W � J �n cn O O O a J J m Z GC N O J � as �� ti� N p N Z N � o� � tip w PARCEL # 00527800001400 � rn o N J o M � � ri N � m L(j CD � � W � W Z � � � _� > _� > �o d � � W � W � a J J � H V � W GC � H