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APPROVED BLD PLN ENG RESUB1 BLD2021-0428+Arch. & Site_Plan+5.7.2021_4.51.08_PM+2186098ALO BAI D RESIDENCE ■ 7 APPROVED PLANS MUST BE ON JOB SITE City of Edmonds .� �"9 �� Interconnected Smoke Alarms Are A Re uirement �� a ,� �� Of This Permit In Accordance With R314.2.2 ;', �� OWNER/CONTRACTOR RESPONSIBLE FOR LOCATING ALL ON SITE UTILITIES. RELOCATION/REVISION TO ANY UTILITIES MAY REQUIRE A SEPERATE PERMIT. OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE F -, SITE PLAN PG.21 Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per city standards that is caused or occurs during the permitted project. ENGINEERING DIVISION APPROVED AS NOTED 05/12/2021 1 84 1 6 ❑ LYMPIC VIEW DR. EDM❑NDS, WA 98❑Z❑ Work Address Owner City Of Edmonds Building Department DECK AND ENCLOSED PATIO 18416 OLYMPIC VIEW DR .:, . Approved Date 5/17/2021 Building Official �Q,(�/� ��QQ/y� /Q,� Permit NumberALOBAIDI BLD2021-0428 8 May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 18416 OLYMPIC VIEW DR. RESIDENCE �,84,6o�YmP��ewo�Edmo�tlsWA98o2o • . • CONTACT INFORMATION OWNER ARCHITECT STRUCTURAL ENGINEER GENERAL CONTRACTOR MOHAMMED ALOBAIDI RYAN RHODES DESIGNS, INC. CG ENGINEERING RK BUILDERS LLC & SAM SIOW FONG CONTACT: CHRISTINE GREENE CONTACT: DENNIS TITUS, PE, SE CONTACT: ROBERT KIRKMAN 18416 OLYMPIC VIEW DRIVE 303 NICKERSON ST 250 4TH AVE S, STE 200 13224 3RD PLACE WEST EDMONDS, WA 98020 SEATTLE, WA 98109 EDMONDS, WA 98020 LYNNWOOD, WA 98087 (206) 724-1123 -phone (206) 632-1818 -phone (425) 778-8500 -phone (360) 380-7396 -phone mobiiseattle@gmail.com -email Christine@ryanrhodesdesigns.com -email DennisT@cgengineering.com -email kirkman2005@msn.com -email sfsam2@yahoo.com WA STATE LICENSE #: WA UBI No. 603 377 199 PROJECT INFORMATION PERMIT #: ADDRESS: 18416 OLYMPIC VIEW DRIVE TAX ID NO.: 005656 002 003 01 SCOPE: REPLACE EXISTING DECK w/ NEW DECK; ENCLOSE PORTION OF EXISTING EXTERIOR PATIO AT GRADE ZONING: RS-12 HEATING: GAS �'� shared access easement (e) N 0 N INV 12" RCP E = 253.41 INV 12" RCP W= 253.41 rn N LEGAL DESCRIPTION: SEAHURST PLAT OF BLK 002 D-01 - TH PTN LTS 3 & 4 DAF BEG SE COR SD LT 3 TH N86*12 40W ALG S LN SDLT 140.95FT TH N17*22 22E 166.48FT TO ANINT WITH NLY LN OF SD LT 4TH S74*42 OOE ALG NLY LN 137.63FT TO NE COR SD LT 4TH SLY ALG ELY LN OF LTS 4 & 3 THEARC OF A CRV TO L HAVG RAD OF 1462.69FT & CONS CENT ANG OF 4*21 22 AN ARC DIST OF 111.21 FT TO PT OF TANG TH S15 *51 OOW & CONT ALG ELY LN SD LT 3 FOR 27.19FT TPB SUBJ ESE TO EDMONDS IF ANY& SUBJ ESE PUD /, � PROPOSED SITE PLAN GUTTERS/DOWNSPOUTS TO CONNECT TO EXISTING SYSTEM LOT SIZE: 20,783 SF (0.477 ACRES) MAX DENSITY: 3.7 COVERAGE: 35% MAX; SEE SHEET G1.1 IMPERVIOUS SURFACE: SEE SHEET G1.1 AVG GRADE: 268.66+278.92+290.34+276.88= 1114.8i4= 278.7' HEIGHT LIMIT: 25 feet + 278.7' = 303.7' NO CHANGE TO EXISTING SETBACKS; FRONT YARD: 25 feet SIDE YARDS: 10 feet REAR YARD: 25 feet ENERGY CODE: TABLE R402.1.1 INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT Washington State Energy Codes (2018 Edition) Table R402.1.1 and Table R402.1.3 Prescriptive Requirements for Group R Occ, Climate Zone 5 &Marine 4 Component R-Value U-Factor Fenestration U-Factor n/a 0.30 Skylight U-Factor n/a 0.50 Ceiling 49 (38 vaulted) 0.026 Above Grade Wall -Wood Framed 21 int 0.056 Floor 30 0.029 Below Grade Wall 10/15/21 int + 5TB 0.042 Slab R-Value &Depth 10, 2 ft n/a Footnote (c): "10/15/21 int + 5T8"means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21 int + 5T8"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "5T8"means R-5 thermal break between floor slab and basement wall. � / *roof eaves are over 30" in some places height calc. rectangle follows roof eaves, not structural footprint, per 8-61 � note to reviewer WM �O i i i i i TABLE 401i.2 ENERGY CREDITS: ADDITIONS LESS THAN 500 SF: 1.5 credits required Proposed Addition = 488 sf Proposed Addition =UNHEATED SPACE; No Energy Credits necessary swag.° � � .o..�,..� a -- o o�� ,�� 9�.,d.. �.,,.�,�a, s�o��,.e .,Pod,�.,�, �o„as.�a�. �.., �.,� ,_� .n.,,,..,,. �,..,h,. -_ �.., VICINITY MAP: GENERAL NOTES: • Any specific reference to codes, rules, regulations, standards, manufacturer's instructions or requirements of regulatory agencies shall mean the latest printed edition of each is in effect at the date of submission or bid unless the document is shown dated. • A copy of the approved plan must be on site whenever construction is in progress. • Paved surfaces including roadways, sidewalks, and curbs that are damaged by new construction shall be repaired as required by the street use inspector. • All locations of existing utilities shown herein have been established by a field survey or obtained from available records and should be considered approximate only and not necessarily complete. It is the sole responsibility of the contractor to independently verify the accuracy of all utility locations shown and to further discover and avoid any other utilities not shown herein which may be affected by the implementation of this plan. • The Contractor shall locate and protect all castings and utilities during construction and shall contact the underground utilities locator service (1-800-424-5555) at least 48 hours prior to construction. • Utility Service connections shown on this plan are to be maintained privately and not by the City of Edmonds. • The Contractor shall provide and maintain temporary sedimentation collection facilities to insure that sediment -laden water doesn't enter the natural or public drainage system. As construction progresses and unexpected (seasonal) conditions dictate, more siltation control facilities may be required to insure complete siltation control of the project. Therefore, during the course of construction it shall be the obligation and responsibility of the contractor to address any new conditions that may be created by his/her activity and to provide additional facilities that may be needed to protect adjacent properties. • The Contractor shall keep off -site streets clean at all times by sweeping. Washing of these streets will not be allowed without prior approval • All work performed by public utility entities to remove or relocate existing utilities shall be done at the permitee's expense. • Interpretations: • These documents are in part diagrammatic and subject to interpretation. • They do not necessarily show complete details of construction, work, or materials, performance or installation, and do not necessarily show how construction details of other items of the work may affect any particular installation. • These must be ascertained by the contractor and correlated to bring the parts together as a completed whole. • Any detail, dimension, or statement not completely clear to the Contractor shall be referred to the Architect for interpretation • Dimensions: • The drawings may not be drawn to scale in some instances; follow dimensions but do not scale drawings. • Where dimensions are noted "confirm" or "verify", consult the Architect for critical dimension criteria before proceeding with the work. • All dimensions are given to the face of existing finish materials, and to the face of studs or concrete, top of plate and plywood sub -floor at new construction, unless noted otherwise. PROJECT NOTES: CARBON MONOXIDE &SMOKE DETECTOR NOTES: • All new detectors to be COMBINATION smoke AND carbon monoxide detectors. • All new detectors to be hard -wired with battery back-up. • Detectors shall be installed in accordance with the approved manufacturer's instruction and in accordance with UL217 and NFPA 72. • Detectors shall be interconnected such that when one alarm is activated all remaining alarms are activated. STAIR NOTES: • Walls and soffits of enclosed usable space underneath the stair shall be protected on the enclosed side as required for one -hour fire -resistive construction. • Guardrails shall be no less than 36 inches in height with a maximum spacing between intermediate rails to prevent passage of 4-inch sphere. • Handrails shall be continuous, located between 34"-38" above stair nosing with grasp dimensions between 1.25" and 2". • Handrails shall terminate at either a newel post or safety terminal • Treads shall be a minimum of 10" deep and risers shall be a maximum of 7-3/4" high. Clear space between open risers shall be 3 7/8" maximum. • Stairways shall have a minimum clear width of 36" and ceilings shall be a minimum of 6'-8" vertically above nosing • Outdoor stairs and their approaches shall be designed so that water will not accumulate on walking surfaces WHOLE HOUSE VENTILATION NOTES: • Follow all applicable requirements of the 2018 IRC Chapter 15. • Follow prescriptive whole house ventilation system for intermittent whole house ventilation using exhaust fans (section M1505.4.3.2). • Exhaust air from bathrooms and toilet rooms shall not be recirculated within a residence or circulated to another dwelling unit and shall be exhausted directly to the outdoors. See section M1505.2. ATTIC/ROOF VENTILATION NOTES: see Section R806 of the 2018 International Residential Code for further ventilation requirements • Attic ventilation shall be provided at no less than 1/300 of the total cavity area if at least 40% but no more than 50% of the ventilation is placed no more than 36" from ridge. • Provide approved bug screen at all ventilation as req'd. • Provide 1" min. clearance above insulation for ventilation. • Place no soffit venting within 5'-0" of property line. ADDITIONAL ENERGY CODE NOTES: • A Residential Energy Compliance Certificate complying with WSEC R401.5 is required to be completed by the builder and permanently posted within 3' of the electrical panel prior to Final Inspection. • Each dwelling unit is required to be provided with at least one programmable thermostat for the regulation of temperature in compliance with WSEC R403.1.1. GLAZING NOTES: • A signed affidavit documenting the duct leakage test results in compliance with WSEC • Window schedule is for planning purposes only. GC to verify Locations, Rough R403.2.2 shall be provided to the building inspector prior to an approved final inspection. Openings, Swing Directions and Lamination /Tempering requirements prior to A minimum of 75 percent of permanently installed lamps in lighting fixtures shall be high - fabrication. efficacy lamps. • U-factors of fenestration products (windows, doors and skylights) shall be •All exterior lighting shall be high efficacy luminaires. determined in accordance with NFRC 100 by an accredited, independent A signed affidavit documenting blower door test results in compliance with WSEC I b t d I b I d d rt'f' d b th f t R402.4.1.2 shall be provided to the building inspector prior to an approved final inspection. a ora ory, an a e e an ce i ie y e manu ac urer. • Provide Laminated /Tempered glazing per code at the following locations: • Windows/sidelights where the nearest vertical edge is within a 24" arc of the door and whose bottom edge is less than 60" above the nearest walking Nothing in the permit approval process shall be surface; interpreted as allowing or permitting the maintenance • Glazing that is 18" or less above adjacent walking surface; of any currently existing illegal, nonconforming or • Sloped glazing acting as skylights; unpermitted building, structure or site condition which • All other locations required by applicable codes. 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, PROJECT/CODE SUMMARY. structure or condition may be the subject of a separate enforcement action. ALL WORK TO BE COMPLETED IN COMPLIANCE WITH THE NEWEST VERSION OF THE FOLLOWING COES AND REGULATIONS AS REO'D 2018 INTERNATIONAL RESIDENTIAL CODE 2018 UNIFORM PLUMBING CODE 2018 INTERNATIONAL FIRE CODE 2020 WA CITIES ELECTRICAL CODE 2018 INTERNATIONAL MECHANICAL CODE 2018 WA STATE ENERGY CODE 2018 INTERNATIONAL EXISTING BUILDING CODE Zone RS-12 Corner Setbacks: Required Front E 25 Sides N/S 10/10 Rear W 25 Other 25 Height sdci stamp space _ Flag Proposed 25+ �i[1D1�[17 .,� LL. I `�F RESUB May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT RYAN RHODES DESIGNS 303 Nickerson Street � Seattle, WA ryanrhodesdesigns.com � 206.632.1818 12044 REOISTERECI RYAW WESLEY RHODES STATE OF WASHINGTON _� CV � Q O � CV � w U z �..�..� L.L� L.L _ o Q _ � o > °° rn o U Q . Q- m � >, o O O � � J Q co � � ao Q w N Q O 0 z 0 z 1= O U � � wo � U m � � W O J Z O CV 0 (V CV O "' �, o -� � w N 7 ~ U Z � W J � Q U W � m w � � � � � � � D_ � o' a � a 05/07/21 sheet G1.0 number • • \\ 1\ \ �\ •�� 6, 268 �j� ' • � • � \� I.�-_-_-___ �� 5 ,� 600.26 SF shared access - easement (e) 140.95' � � � � O, N LOT COVERAGE DIAGRAM LOT COVERAGE CALCULATIONS: Q TOTAL LOT SIZE = 20,783 SF (-) total easement area excluded. 4,414.26 sf = NET LOT AREA: 16,368.74 SF 16,368.74 * 0.35 = 5,729.06 SF 5,729.06 sf allowable lot coverage • existing main floor = 2426.37 sf • existing basement level (not covered by main flr) = 315.15 sf • new enclosed space @main floor = 197.76 sf • new deck above grade = 401.63 sf • excess roof eaves > 30" = 115.25 sf TOTAL LOT COVERAGE = 3,456.16 SF 3456.16/16,368.74 = 0.2111 21.1%LOT COVERAGE TOTAL LOT COVERAGE CALCS 0 0 0 N 0 N •�. -�. 2j6 - \;�4 \ 3 j 65, . N I� � � ` N � \ O l / f;�k// / / / NEW SURFACE; NOT REPLACED / / //�'/• portion of deck *12.50 SF additional impervious surface due to proposed deck addition C � l I LOWER LEVEL PATIO (not covered by roof) n (not covered by roof) 171.00 SF NEW ROOF (includes skylights) \ \ 214.95 SF / \ / NEW SURFACE; NOT REPLACED \ • eave of the new covered deck *existing patio is directly below except at dark gray hatch 20.30 SF additional impervious surface due to proposed deck addition \ „ � � � �� 39'-10118 LOWER LEVEL PATIO � (not covered by roof) *includes site steps 26, �6+ 2 • - _ . - N 86° 12' 40_' W 200I92 SF est patio area \ �\ �� S6'� 26'cp ��O �� jQ 2j 140.95' —� "' - - s �� `moo ��\ ��\ ��s IMPERVIOUS SURFACE DIAGRAM IMPERVIOUS SURFACE CALCULATIONS TOTAL LOT SIZE = 20,783 SF • existing upper roof = 3322.05 sf • existing lower roof = 267.20 sf • existing driveway = 5105.42 sf • existing main entry = 279.85 sf • existing lower level patio +site steps = 200.92 sf • new main level deck = 171.0 sf • new roof over deck = 214.95 sf TOTAL IMPERVIOUS SURFACE = 9,561.39 SF 9561.39/20,783 = 0.4600 46%IMPERVIOUS SURFACE TOTAL IMPERVIOUS SURFACE CALCS �� \ 29p � N NOTE: With additional 12.50 sf and 20.30 sf, the difference between existing and new impervious surface = 32.8 sf 32.8 sf new impervious surface = 0.15%ADDITIONAL impervious surface FORMER IMPERVIOUS SURFACE = 45.85% NEW +EXISTING IMPERVIOUS SURFACE = 46% sdci stamp space N I • � • -- � RYAN RHODES DESIGNS 303 Nickerson Street � Seattle, WA ryanrhodesdesigns.com � 206.632.1818 �_.a 12C44 REGISTERED E A L'NITECi RYAtd WESLEY RHODES STATE OF WASHINGTON _� CV � � O � Q CV � w U Z W C/� W � o 0 � _ �o >� Q U Q Q- O m � o O O � � � J Q � � � � Q W W N Q o 00 z 0 z 1= O U w O � U U Q C1� O W Q W a O U a 0 U w w o � O � � w � O � � o' w � o_ 05/07/21 sheet �s� B May �� 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT • . • �� , �� r 4 / � � � � aA � i � � i �� /�: / � i i / i � / i � i � \ / i � � i � \ � i � � / ,� � � � � � � ,' � � � � / � / 0 �� / � GARAGE /. � _ - ,� , � � 9 �� °:� � i � /a �� /� ./ i� i � a p _ � � J� \ / � . \ / a• a U , ', � ad .: - - \ a'. - � .- � � ,..- _ � � �� ;BILLIARDS`. �v� " � _ �\ i � \ �� \ �� \ ;� �� o �` �, i �' � \ �� 2 � \ � \ � \ \ � �o� � o,°� � �` � EXISTING BASEMENT FLOOR PLAN M N O N II III III III III III III III III III I�III III III III III III III III III III III III III III III III �T �� 2 '' � �� 3 �� , . . Furnace UTILITY MEDIA WH �' � -4— 5 �' - I ,, ,_ ; _ , - , ,,, / /, UP BATH• i� •_� i�. • i� -_ i� i ' - � �. � • CELLAR /' L PEKIMETEK WALLS, typ. existing deck above e .o\ � � O� ��\�-- � � / � ��b �c�0 / � o�� s�, ��j s�� \;�� sio y' ,a �� 3 � � o-, ` � s�,�\ � �'o � �� c� �� \ 3�.0° de°j tpa Steep SI% / / existing retaining Wall /. � � �a� � o, a / � cc i sdci stamp space RYAN RHODES DESIGNS 303 Nickerson Street � Seattle, WA ryanrhodesdesigns.com � 206.632.1818 t2caa � i REGISTEREC� A ChiIT[C'r RYAN WESLEY RHOD[S STATE OF WASHINGTON _� CV � � O � Q CV � w U Z W w o Q C OO � J Q Z O w m � � z J O L.L w W a � U m w � � H w � m H `� � v J w o_ 0 a�i o � � rn U Q Q �' N � O r 05/07/21 sheet �� May �� 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT • . • � EXISTING MAIN FLOOR PLAN O O RYAN RHODES DESIGNS 303 Nickerson Street � Seattle, WA ryanrhodesdesigns.com � 206.632.1818 t2caa � i REGISTEREC� A ChiIT[C'i RYAN WESLEY RHOD[S STATE OF WASHINGTON C O .� 4) a a U w 0 w w o_ _� CV � � O � Q CV � w U Z W �_ C/� W �_ Q W O z O w z Q J 0 0 Z_ Q J m Q 05/07/21 N M M N O N sdci stamp space sheet ��r May �� 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT • • WALL KEY New Wall Existing Wall � J Demo Wall Key - W a I I Ke 5l8" C R-21 BA SHTC MATC NEW��JI rLl\\111\VV1. 1 Foldin Door -Jamb Detail GENERAL PLAN NOTES 1. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS GOVERN PARTITION LOCATIONS, DIMENSIONS AND TYPES. DOOR AND WINDOW LOCATIONS SHALL BE AS SHOWN ON CONSTRUCTION PLAN. IN CASE OF CONFLICT, NOTIFY ARCHITECT FOR WRITTEN CLARIFICATION PRIOR TO PROCEEDING WITH CONSTRUCTION. COMMENCEMENT OF WORK SHALL BE DEEMED AS THE GC'S ACKNOWLEDGMENT OF ALL WORK TO COMPLETE PROJECT IN CONFORMANCE WITH CONTRACT DOCUMENTS AND SCHEDULE. 2. GENERAL CONTRACTOR TO REVIEW ALL DOCUMENTS AND VERIFY ALL DIMENSIONS AND FIELD CONDITIONS AND CONFIRM THAT WORK IS BUILDABLE AS SHOWN IN DRAWINGS. ANY CONFLICTS OR OMISSIONS SHALL BE IMMEDIATELY REPORTED TO THE ARCHITECT FOR CLARIFICATION PRIOR TO PROCEEDING WITH WORK IN QUESTION OR ORDERING MATERIALS FOR WORK. 3. JOB SITE SHALL BE KEPT CLEAN AND SAFE DURING ALL PHASES OF CONSTRUCTION. 4. PROTECT BUILDING FROM WATER DAMAGE DURING ALL PHASES OF CONSTRUCTION. 5. GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY UTILITIES, NOT COVERED IN THE CONSTRUCTION/ DEMOLITION DOCUMENTS, WHICH MAY INTERFERE WITH COMPLETING THE WORK. WHEN REMOVAL IS APPROVED BY THE ARCHITECT, GENERAL CONTRACTOR SHALL INSPECT, TEST, AND DISCONNECT THE SPECIFIED UTILITY, CUT BACK TO SOURCE AND CAP. 6. ALL PARTITIONS ARE DIMENSIONED FROM FACE OF FRAMING, UNLESS OTHERWISE NOTED. 7. ALL DIMENSIONS MARKED "CLEAR" OR "CLR" SHALL BE MAINTAINED AND SHALL ALLOW FOR THICKNESS OF ALL FINISHES INCLUDING FLOOR FINISHES. 8. DIMENSIONS LOCATING DOORS BY EDGE ARE TO THE INSIDE EDGE OF JAMB, UNLESS OTHERWISE NOTED (TYP. 4 1/2" FROM WALL TO ALLOW FOR FULL UN -RIPPED JAMB LEG TRIM). 9. DIMENSIONS SHOWN AS V.I.F. SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. CONTRACTOR SHALL NOTIFY ARCHITECT OF ANY DISCREPANCY IN DIMENSIONS PRIOR TO PROCEEDING WITH THE WORK IN THAT AREA. 10. "ALIGN" SHALL MEAN ACCURATELY LOCATE FINISH FACES IN THE SAME PLANE. 11. "TYPICAL" OR "TYP" SHALL MEAN THAT THE CONDITION IS REPRESENTATIVE FOR SIMILAR CONDITIONS THROUGHOUT, UNLESS OTHERWISE NOTED. DETAILS ARE USUALLY KEYED AND NOTED "TYP" ONLY ONCE, WHEN THEY FIRST OCCUR. 12. "SIMILAR" OR "SIM" MEANS COMPARABLE CHARACTERISTICS FOR THE CONDITIONS NOTED. 13. VERIFY DIMENSIONS AND ORIENTATION ON PLANS AND ELEVATIONS. 14. WORK AREAS TO REMAIN SECURE AND LOCKABLE DURING CONSTRUCTION. THE GENERAL CONTRACTOR SHALL COORDINATE WITH OWNER TO ENSURE SECURITY. 15. COORDINATE AND PROVIDE BACKING FOR MILLWORK AND ITEMS ATTACHED OR MOUNTED TO WALLS OR CEILINGS. 16. UNDERCUT DOORS TO CLEAR TOP OF FLOOR FINISHES BY 1i4", UNLESS OTHERWISE NOTED. 17. ALL MECHANICAL AND ELECTRICAL SCOPE OF WORK IS DESIGN/BUILD BY RESPECTIVE SUBCONTRACTORS. FIXTURE, GRILLE, SWITCH, AND OUTLET LOCATIONS SHOULD BE CONSIDERED DURING FRAMING -AND FINAL LOCATIONS SHOULD BE APPROVED BY ARCHITECT PRIOR TO INSTALLATION. 18. ALL STAIRS SHALL HAVE A HANDRAIL WITH 2" DIA. GRIP 36" ABOVE NOSING OF TREAD. 19. ALL NEW EXTERIOR WALLS TO BE 2X6 FRAMING U.N.O 20. ALL NEW INTERIOR WALLS TO BE 2X4 FRAMING U.N.O. 0 N O N �� \ � ` � � � �,� � � . � / � � � � \� � \ ` I .` \ I FT�Fq� � � � � 2 � �� L'/r ♦ � \ - I / � � `. �� X 2j0 � � � /I � ` / � ��• .` - — � — — — — — EL: 268.66 � � \ \o N � � E� L: 2c i 5'-5" rlr (exist. wdthl GC TO VERIFY R-21 MIN ' G^'""' �" � �� 1 " to SW comer datum pt 2�� 2�6 �5 �+ �+ *recommended 3'-0"setback from top of slope for new deck footings via Geotechnical Report dated 04/26/21 � PROPOSED BASEMENT PLAN_ NOTE: See Structural 52.1 for pin pile locations WA STATE ENERGY CODE NOTE: THIS PROJECT SHALL MEET THE REQUIREMENTS OF THE 2018 WASHINGTON STATE ENERGY CODE, HOWEVER, PER SEC R503.1.1, EXCEPTIONS 2 & 3 MAY BE APPLIED. THE FOLLOWING NEED NOT COMPLY: 2) EXISTING CEILING, WALL OR FLOOR CAVITIES EXPOSED DURING CONSTRUCTION PROVIDED THAT THESE CAVITIES ARE FILLED WITH INSULATION. 2x4 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-15 AND 2x6 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-21. 3) CONSTRUCTION WHERE THE EXISTING ROOF, WALL OR FLOOR CAVITY IS NOT EXPOSED. �` `rp\ �� do �� \ IVLVV I VV I IIVVV I LI\ V I I\VV I VI\!l j � � Orb �� Interconnected Smoke Alarms Are A Requirement Of This Permit In Accordance With R314.2.2 1 t•—•—•—•—•—•—•—•—•—•� � All welding to be completed by a � • WABO Certified welder • sdci stamp space 1' 2' 4' 8' RYAN RHODES DESIGNS 303 Nickerson Street � Seattle, WA ryanrhodesdesigns.com � 206.632.1818 12oaa REOISTEREC� RYAtV WESLEY RHODES STATE OF WASHINGTON L1;') _� CV � Q O � CV � w U Z W to W L.L _ o Q _ � o > °° rn U Q Q- O m >, o O O � � J Q co � � ao Q w N Q O O 0 z �= oW �� wo � U Z Q J O J W C/� m 0 05/07/21 sheet �� B May �� 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT • • WALL KEY New Wall Existing Wall � J Demo Wall --� Key - W a I I Key GENERAL PLAN NOTES 1. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS GOVERN PARTITION LOCATIONS, DIMENSIONS AND TYPES. DOOR AND WINDOW LOCATIONS SHALL BE AS SHOWN ON CONSTRUCTION PLAN. IN CASE OF CONFLICT, NOTIFY ARCHITECT FOR WRITTEN CLARIFICATION PRIOR TO PROCEEDING WITH CONSTRUCTION. COMMENCEMENT OF WORK SHALL BE DEEMED AS THE GC'S ACKNOWLEDGMENT OF ALL WORK TO COMPLETE PROJECT IN CONFORMANCE WITH CONTRACT DOCUMENTS AND SCHEDULE. 2. GENERAL CONTRACTOR TO REVIEW ALL DOCUMENTS AND VERIFY ALL DIMENSIONS AND FIELD CONDITIONS AND CONFIRM THAT WORK IS BUILDABLE AS SHOWN IN DRAWINGS. ANY CONFLICTS OR OMISSIONS SHALL BE IMMEDIATELY REPORTED TO THE ARCHITECT FOR CLARIFICATION PRIOR TO PROCEEDING WITH WORK IN QUESTION OR ORDERING MATERIALS FOR WORK. 3. JOB SITE SHALL BE KEPT CLEAN AND SAFE DURING ALL PHASES OF CONSTRUCTION. 4. PROTECT BUILDING FROM WATER DAMAGE DURING ALL PHASES OF CONSTRUCTION. 5. GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY UTILITIES, NOT COVERED IN THE CONSTRUCTION/ DEMOLITION DOCUMENTS, WHICH MAY INTERFERE WITH COMPLETING THE WORK. WHEN REMOVAL IS APPROVED BY THE ARCHITECT, GENERAL CONTRACTOR SHALL INSPECT, TEST, AND DISCONNECT THE SPECIFIED UTILITY, CUT BACK TO SOURCE AND CAP. 6. ALL PARTITIONS ARE DIMENSIONED FROM FACE OF FRAMING, UNLESS OTHERWISE NOTED. 7. ALL DIMENSIONS MARKED "CLEAR" OR "CLR" SHALL BE MAINTAINED AND SHALL ALLOW FOR THICKNESS OF ALL FINISHES INCLUDING FLOOR FINISHES. 8. DIMENSIONS LOCATING DOORS BY EDGE ARE TO THE INSIDE EDGE OF JAMB, UNLESS OTHERWISE NOTED (TYP. 4 1/2" FROM WALL TO ALLOW FOR FULL UN -RIPPED JAMB LEG TRIM). 9. DIMENSIONS SHOWN AS V.I.F. SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. CONTRACTOR SHALL NOTIFY ARCHITECT OF ANY DISCREPANCY IN DIMENSIONS PRIOR TO PROCEEDING WITH THE WORK IN THAT AREA. 10. "ALIGN" SHALL MEAN ACCURATELY LOCATE FINISH FACES IN THE SAME PLANE. 11. "TYPICAL" OR "TYP" SHALL MEAN THAT THE CONDITION IS REPRESENTATIVE FOR SIMILAR CONDITIONS THROUGHOUT, UNLESS OTHERWISE NOTED. DETAILS ARE USUALLY KEYED AND NOTED "TYP" ONLY ONCE, WHEN THEY FIRST OCCUR. 12. "SIMILAR" OR "SIM" MEANS COMPARABLE CHARACTERISTICS FOR THE CONDITIONS NOTED. 13. VERIFY DIMENSIONS AND ORIENTATION ON PLANS AND ELEVATIONS. 14. WORK AREAS TO REMAIN SECURE AND LOCKABLE DURING CONSTRUCTION. THE GENERAL CONTRACTOR SHALL COORDINATE WITH OWNER TO ENSURE SECURITY. 15. COORDINATE AND PROVIDE BACKING FOR MILLWORK AND ITEMS ATTACHED OR MOUNTED TO WALLS OR CEILINGS. 16. UNDERCUT DOORS TO CLEAR TOP OF FLOOR FINISHES BY 1/4", UNLESS OTHERWISE NOTED. 17. ALL MECHANICAL AND ELECTRICAL SCOPE OF WORK IS DESIGN/BUILD BY RESPECTIVE SUBCONTRACTORS. FIXTURE, GRILLE, SWITCH, AND OUTLET LOCATIONS SHOULD BE CONSIDERED DURING FRAMING -AND FINAL LOCATIONS SHOULD BE APPROVED BY ARCHITECT PRIOR TO INSTALLATION. 18. ALL STAIRS SHALL HAVE A HANDRAIL WITH 2" DIA. GRIP 36" ABOVE NOSING OF TREAD. 19. ALL NEW EXTERIOR WALLS TO BE 2X6 FRAMING U.N.O 20. ALL NEW INTERIOR WALLS TO BE 2X4 FRAMING U.N.O. a N O N O N �� / 6' ��\ ��\ \ � (slc � � � � � � � � i\ S! . � \ � � \ �� \ \ i \ I �`` � � \ � �� 2j� ��` � \ I moo„ � S�T�`�� \�� 2 �� s�� , �� ` ` \ ,o o� �� 2,O \ � � ` � \ ,_ _ _ s �b�\ � ��` '�i, � � \ � � \ � sio � s%� � � \EL:26 `-r \ � `` s �\ � �c � `� � /�c� ` � `�� \ � PROPOSED MAIN FLOOR PLAN WA STATE ENERGY CODE NOTE: THIS PROJECT SHALL MEET THE REQUIREMENTS OF THE 2018 WASHINGTON STATE ENERGY CODE, HOWEVER, PER SEC R503.1.1, EXCEPTIONS 2 & 3 MAY BE APPLIED. THE FOLLOWING NEED NOT COMPLY: 2) EXISTING CEILING, WALL OR FLOOR CAVITIES EXPOSED DURING CONSTRUCTION PROVIDED THAT THESE CAVITIES ARE FILLED WITH INSULATION. 2x4 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-15 AND 2x6 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-21. 3) CONSTRUCTION WHERE THE EXISTING ROOF, WALL OR FLOOR CAVITY IS NOT EXPOSED. �� /��j \�I I�j� _ � _ �/ i/ � I \��u�i/ � I i / / (FASTENERS FOR PRESERVATIVE -TREATED '•�•�•�•�•�•�•�•�•�•�•�•�• n-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•-•- �� ■AND FIRE -RETARDANT -TREATED WOOD SHALL ! !WOODS ONF NATURAOL REOSISTOANCE OF ECAYOOR i Interconnected Smoke Alarms Are A Requirement �� IBE OF HOT -DIPPED ZINC -COATED GALVANIZED I gE TREATED WOOD AND LABELED ACCORDINGLY. I� Of This Permit In Accordance With R314.2.2 �� •STEEL, STAINLESS STEEL, SILICON BRONZE OR • !IRC R317.1 & R317.2 • �� (COPPER. COATING WEIGHTS FORZINC-COATED( �.�.�.�.�.�.�.�.�.�.�.�.J � FASTENERS SHALL BE IN ACCORDANCE WITH ■ �ASTM A153. IRC R317.3 '�/,I\�i,/',�� sdci stamp space 5 EL:277.56 / 1 " to SW corner datum pt 1' 2' 4' 8' RYAN RHODES DESIGNS 303 Nickerson Street � Seattle, WA ryanrhodesdesigns.com � 206.632.1818 �2oaa REOISTEREC� RYAtV WESLEY RHODES STATE OF WASHINGTON _� CV � Q O � CV � L.I.J U Z �..�..� �.�..� L.L _ o Q _ � o > °° rn U Q Q- O m >, o O O � � J Q co � � ao Q w N H QQ O 0 0 z �= oW �� w O � U Q J O O J z Q 0 O O 05/07/21 sheet �� May �� 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT • • F � � �v� vv�v � �vv� � �� . WA STATE ENERGY CODE NOTE: THIS PROJECT SHALL MEET THE REQUIREMENTS OF THE 2018 WASHINGTON STATE ENERGY CODE, HOWEVER, PER SEC R503.1.1, EXCEPTIONS 2 & 3 MA Y BE APPLIED. THE FOLLOWING NEED NOT COMPLY: 2) EXISTING CEILING, WALL OR FLOOR CAVITIES EXPOSED DURING CONSTRUCTION PROVIDED THAT THESE CAVITIES ARE FILLED WITH INSULATION. 2x4 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-15 AND 2x6 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-21. 3) CONSTRUCTION WHERE THE EXISTING ROOF, WALL OR FLOOR CAVITY IS NOT EXPOSED. 1' 2' 4' 8' RYAN RHODES DESIGNS 303 Nickerson Street � Seattle, WA ryanrhodesdesigns.com � 206.632.1818 12044 REOISTEREC� RYAtV WESLEY RHODES STATE OF WASHINGTON P� N C O _� CV � Q O � CV � w U Z W �_ C/� W �_ �Q W O J Q w Q 0 z 0 w z Q J L.L O O 0 w O" O � � Q � � 05/07/21 N M N O N sdci stamp space sheet �� May �� 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT WEST NORTHWEST 0 N O N ❑C�C'�� <a � — NO CHANGE TO EXISTING ROOF NO CHANGE TO EXISTING ROOF 1 �- � 6 MATCH EXISTING SLOPE 5 ROOF PEAK � 306.54 � NEW 4x4 SKYLIGHTS _ _ +25' Hei ht Limit 303.70 NEW STICK FRAMED ROOF MATCH AND ALIGN W/ EXISTING MATCH EXIST. FASCIA - NEW BEAM PER STRUCT. 1 TOP PLATE 297.62 MATCH EXISTING SOFFIT NEW HALF WALL MATCH EXIST. SIDING i z 0 M _ _ SUBFLOOR 289.72 B.O. BASEMENT JOIST \ 288.88 NEW 2x10 & 1x8 FASCIA, PTD NEW BEAMS) PER STRUCT. RELOCATE EXISTING DOWNSPC --- EXISTING RETAINING WALL BASEMENT SLAB 280.52 �1"(see plan) d.. Average Gratle I1 278.70 L:277.56 _ SWcornerdatum t 277.56 _ _ _ ROOF PEAK 306.54 NEW FULLY TEMPERED SKYLIGHTS PER SCHEDULE +25' Hei ht Limit 303.70 NEW COVERED PORTION OF DECK TOP PLA TE 297.62 w z - MATCH EXISTING SOFFIT v (EXPOSED RAFTERS) 2 NEW GLASS RAILING; z match existing -min 3'-0" 0 _ �r z 1= SUBFLOOR 289.72 �, _ — N O B.O. BASEMENT JOIST N 288.88 EXISTING POSTS TO REMAIN �� ---, _ — a ; �� a_ a _ BASEMENT SLAB m 280.52 Avera e Grade - — — — 278.70 SW corner datum f 277.56 \ � sdci stamp space • • RYAN RHODES DESIGNS 303 Nickerson Street � Seattle, WA ryanrhodesdesigns.com � 206.632.1818 12044 � REGISTERED CIi1TECT RYAN WESLEY RHODES � STATE OF WASHINGTON _� CV � Q O � CV � �..�..� U Z �..�..� �.�..� o _ o Q _ � o > °° rn U Q Q- O M W >, o O O � � J Q � � °O Q w N H QQ O O z 0 z �= oW �� w O � U H Cl� W O Z H Cn W C1� Z O Q ;, W J Q W U W n/ o I.J� O Q H w �_ � � o' X a LI.J 05/07/21 sheet May �� 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT a N O N NEW 4x4 SKYLIGHTS NEW POSTS (cased) NEW HALF WALL; MATCH EXIST. SIDING NEW GLASS RAILING match existing EXISTING POSTS (cased) NEW 2x10; 1x8 FASCIA, PTD. EXISTING RETAINING WALL ° . ° 11'-81/8" to datum pt; SEE plan 2 _ _ _ _ _ _ _ EL:277.56 A3.0 �SW corner datum / 277.56 1 SOUTH B � _ _ _ _ _ _ _ _ _ +25' Hei ht Limit i EXISTING ROOF TO REMAIN GC TO VERIFY R-38 MIN @ ROOF CAVITY J I I i I i U EXISTING HOUSE NO WORK HERE I IJ - FLAT -CUT RAFTER AS exist. slider to dining beyond NEEDED n..................................� Verify joist spacing follows manufacturers requirements � ., ti.farth�com{3oS�te �A�l�lr�g......: NEI ENCLC SPA UNHEATE[ M O � NEW FLOORING, (level w/ existing house) / SHEATHING & I __ a� .� c °' 0 � a� '� � '� o ,� '. v '. ,� �' . ,� .� JOISTS .� �� ASK-01> �/ U NEW 5-1/8"x18 GLB HDR PER STRUCT. EXISTING DOWNSPOUT TO BE RELOCATED BEYOND -TIE INTO EXISTING TIGHTLINES NEW 2x6 WALL AT FORMERLY UNENCLOSED DECK SPACE 303.70 2 3.0 NEW ROOF &SKYLIGHT BEYOND � new 2x10s I I new 6x12 beam beyond EXISTING BLDG ENVELOPE FORMER 2x8s FORMER 3-1/8x12 GLB and DECKING I i �� I � "' 4 � i A3.0 l i DRAIN BEYOND TO RELOCATED D.S. I \ NEW 5-1i8"x18 GLB HDR PER STRUCT. (existing glulam to be removed) � shower � � NEW ANDERSEN FOLDING DOOR beyond �� MUDROOM w/in NEW 2x6 WALL � UNHEATED SPACE color indicates wood vs. cladding � q VVA I �KF'I-�UU� U�C�K S�C� I IUN �� i � ON -FLOOR, LOW THRESHOLD SILL � PER MANUFACTURER '� existing pavers Z I I I � "�' SCHED. 40 PERF. PVC w/ 2 E =� FILTER FABRIC A3.0 NEW FTG. PER STRUCT. - T I I I I I I I I I � TOP PLATE 297.62 ---- NEW WATERPROOF DECK CONSTRUCTION: FINISH DECKING -match existing RIPPED SLEEPERS @ 1/8" PER FT MIN -_ _- _- - _ _- TPOMEMBRANE - - -- TAPERED EXTRUDED POLYSTYRENE 3l4" PLYWOOD SHTG w/WRB JOISTS PER STRUCTURAL 1x T&G SOFFIT .` �� 5/8" GWB — MA,TCH EXISTING GLA'�S RAILING z � �� o � �, �. .` SUBFLOOR 89.72 '. RIGID INSUL. -- B.O. BASEMENT JOIST ' 288.88 NEW 2x10 FASCIA BOARD; 5 1x8 FASCIA TRIM �. INTERIOR A3.0 NEW 3-1/8"x 12 GLB PER STRUCT. `�� DASHED LINE INDICATES �� R.O. PER MFTR; EXISTING POST BEYOND •� .` SHIM AS NEEDED �•� MATCH EXISTING - A •� INTERIOR TRIM NEW 4"O STEEL CLM. �� .� NEW FOOTING BEYOND �■■■■■■■■■■■■■■�■■■■■■■■■■■■■■� PER srRucT. :Guards with glazing infill must comply with the requirements of 2018 IRC Section R308.4.4 ; EXISTING GRADE ;and R308.4.4.1. ■ BASEMENT SLAB 280.52 0 N LtSU�L V Average Grade 278.70 0 cV ROOF PEAK 306.54 4 +25' Hei hf Limit � 303.70 NEW KING POST BEYOND � NEW 4x4 SKYLIGHTS NEW COVERED AREA: MATCH EXIST. SHAKE ROOFING SHEATHING PER STRUCT. 2x6 EXPOSED RAFTERS II _ match existing soffit TOP PLATE � I 297.62 ��-------------------------------------- MATCH EXIST. FASCIA EXISTING DOWNSPOUT � � � &OVERHANG TO BE RELOCATED / --- NEW PT 6x10 BEAMS PER STRUCT � { � (align wi existing posts at �-� basement level) � � ° NEW GLASS RAILING, � 1 � � ' z match existing III � � I, '� O �� , I I , SUBFLOOR ---- 289.72 I„ ____ I„I -- NEW PT 4x10 BEYOND NEW WATERPROOF --- DECK CONSTRUCTION: - NEW HALF WALL @ cooktop; FINISH DECKING -match existing � � �_ match existing siding RIPPED SLEEPERS @ 1/8" PER FT MIN 001 i i NEW PT 6x12 BEAMS PER STRUCT. TPO MEMBRANE III TAPERED EXTRUDED POLYSTYRENE NEW GRADE BEAMS PER STRUCT. 3/4" PLYWOOD SHTG w/WRB I I SEE DTL 5/S4.1 JOISTS PER STRUCTURAL I 1x T&G SOFFIT I I EXISTING RETAINING WALL & PATIO II a a _ � BASEMENT SLAB a a 280.52 a. Avera e Grade 278.70 COVERED DECK SECTION EXTERIOR DOOR SCHEDULE Frame Frame Rough Glazing Door NO. Room Width Height Width Thickness Type U-Value Description Model Comments Glazing Area D001 MUDROOM 192" 80" 16'-0 3l4" 2114" Safety 0.30 ANDERSEN FOLDING DOOR -contemporary AND-N-153-06621-00001 no grilles, Low-E4; PassiveSun wl 107 SF 80" clad -folding outswing HeatLock 107 SF D101 NEW ENCLOSED 192" 16'-0 3i4" 2114" Safety 0.30 ANDERSEN FOLDING DOOR -contemporary AND-N-153-06621-00001 no grilles, Low-E4; PassiveSun wi SPACE clad -folding outswing HeatLock 213 SF WINDOW &SKYLIGHT SCHEDULE Mark Room Frame Width Frame Height U-Value Operation Description Comments 001 GUEST BATH 2'-6" 3'-0" 0.30 casement safety glazing match exist. SK-01 4'-0" 4'-0" NIA Fixed tempered SK-02 4'-0" 4'-0" N/A Fixed tempered 8.0. BASEMENTJOIST 288.88 1x T&G SOFFIT OF REVISED DECK ABOVE ------ -MATCH EXISTING SIDING PLYWOOD SHTG PER STRUCT. EXTERIOR _----- -NEW GLB HEADER PER STRUCT. 6 9/16" it i� -- FLASHING ii �, MATCH EXISTING i �� I HEAD &LEG TRIM �� ,�� , /j '` ` � EXTERIOR SWING ANDERSEN FOLDING DOOR 2 1 /4" 4 FOLDING DOOR HEAD DETAIL �3" = 1'-0" Avera e Grade 278.70 5 DECK DRAINAGE DETAIL 3" = 1'-0" sdci stamp space MATCH EXISTING DECKING MATCH EXISTING RAILING FLASHING &WRB MEMBRANE HARDBOARD TAPERED RIGID INSUL. SLOPED @ 1/8" PER FT MIN WRB MEMBRANE PLYWOOD SHEATHING 1x8 FASCIA TRIM, PTD RAILING FASTENER 'ER STRUCTURAL ;UCT. • • RYAN RHODES DESIGNS 303 Nickerson Street � Seattle, WA ryanrhodesdesigns.com � 206.632.1818 12044 REGISTERED CIi1TECT RYAN WESLEY RHODES � STATE OF WASHINGTON _� CV � Q O � CV � �..�..� U z W try w � o _ o Q _ � o > °° rn o U Q . Q- im � >, o O O � � J Q � � ao Q w N H QQ O O z 0 z �= oW �� o z O U C/� J J J U_ LL � � Q oZj U W � ' ^ v o z � Qw `n J_ � � a m 05/07/21 sheet 1 I��11\II II,� May �� 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL NOTES C3�J (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 15 PSF FLOOR 15 PSF DECK 10 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF DECK 60 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8. SITE CLASS (ASSUMED) D SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.299 ONE SECOND SPECTRAL RESPONSE ACCEL (Si) 0.459 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0.866 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDi) 0.563 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR (IE) 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD BEARING WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) 1.0 SEISMIC RESPONSE COEFFICIENT (CS) 0.133 W =TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2. BASE SHEAR (V), V = CSW = RD I W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 97 MPH EXPOSURE B KZT 1.18 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. CONCRETE CONSTRUCTION -SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.3 AND TABLE 1705.3. SPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF REPORTS -INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS CONCRETE ADHESIVE ANCHORS X IF REO'D CONCRETE TEST SPECIMENS X NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: PREPARED BY: COBALT GEOSCIENCES DATED: 04/20/2021 ALLOWABLE SOIL PRESSURE: 2000 PSF LATERAL EARTH PRESSURE: PASSIVE: 225 PCF COEFFICIENT OF FRICTION: 0.40 FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BYTHE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557-00. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BYTHE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOUNDATIONS: PIN PILES SOILS REPORT: PREPARED BY: COBALT GEOSCIENCES DATED: 04/20/2021 ALLOWABLE PILE CAPACITY: 3 TONS EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEERED RETAINED BYTHE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557. 2"� PIPE PILING INSTALLATION 2" XS PIPE SHALL CONFORM TO ASTM A53 GRADE A OR B, FY = 30 KSI (MIN) PILES SHALL BE DRIVEN THROUGH LOOSE MATERIAL &BEAR IN COMPETENT DENSE SOIL AS DETERMINED BY THE GEOTECHNICAL SPECIAL INSPECTOR. PILES SHALL HAVE A MINIMUM OVERALL EMBEDMENT OF 10 FEET OR AS DETERMINED ADEQUATE BY THE GEOTECHNICAL SPECIAL INSPECTOR. PILES SHALL NOT EXCEED A MAXIMUM EMBEDMENT DEPTH OF 30 FEET. PIPE PILING SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL BY MEANS OF A PNEUMATIC HAMMER OR OTHER SIMILAR HYDRAULIC HAMMER SYSTEM. THE PNEUMATIC HAMMER SHOULD WEIGH AT LEAST 140 POUNDS. REFUSAL SHALL BE DEFINED AS 1" OR LESS OF PENETRATION DURING 1 MINUTE OF SUSTAINED DRIVING. PIPE SECTIONS SHALL BE CONNECTED WITH INTERNAL SLIP COUPLINGS. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY ALL UTILITIES WHICH MAY BE AFFECTED BYTHE IMPLEMENTATION OF THESE DRAWINGS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY AND ALL DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR OPERATION. PILE CORROSION PROTECTION PILES SHALL BE PAINTED TO PROTECT AGAINST CORROSION. BEFORE APPLYING PAINT PILES SHALL BE CLEAN AND FREE OF RUST OR DEBRIS. PAINTING SHALL CONSIST OF AN ORGANIC ZINC PRIMER COAT NOT LESS THAN 2.5 MILS DRY FILM THICKNESS. TOP COAT SHALL CONSIST OF AN EPDXY PAINT NOT LESS THAN 3.0 MILS DRY FILM THICKNESS PILES SHALL BE PAINTED TO 2'-0" BELOW GRADE MINIMUM. ANY SCUFF MARKS OR SCRATCHES THAT OCCUR DURING CONSTRUCTION SHALL BE REPAIRED WITH A FIELD APPLIED EPDXY PAINT. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD SLABS ON GRADE 3000 PSI * 0.55 5 1/2 SACK N/A FOOTINGS 3000 PSI * 0.55 5 1/2 SACK N/A WALLS 3000 PSI 0.45 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BEAIR-ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. *PROVIDE f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: f'c = 3000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS gARS ALL BARS TOP BARS gARS ALL BARS #3 22 17 9 28 22 12 #4 29 22 11 37 29 15 #5 36 28 14 47 36 19 #6 43 33 17 56 43 23 #7 63 48 20 81 63 27 #8 72 55 22 93 72 30 NOTES: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE WALL REINFORCING PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE (GRADE 60): THICKNESS REINFORCING PLACEMENT 6" WALLS #4 @ 13" OC EA WAY CENTERED 8" WALLS #5 @ 15" OC EA WAY CENTERED 10" WALLS #4 @ 16" OC EA WAY, EA FACE CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: #6 BARS AND LARGER 2" #5 BARS AND SMALLER 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BYTHE ARCHITECT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BYTHE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. STRUCTURAL STEEL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI. STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI. BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"� MINIMUM, UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUAL OF STEEL CONSTRUCTION. UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED. WELDING WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. LUMBER ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) SLEEPERS DOUG-FIR STUD 700 - LIGHT FRAMING (STUDS) HEM -FIR STUD 675 800 2x JOISTS AND PLANKS HEM -FIR #2 850 - PLATES AND BLOCKING HEM -FIR #2 850 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMS AND STRINGERS HEM -FIR #2 850 - ALL POSTS AND TIMBERS DOUG-FIR REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: NAIL SHANK S6 MIN LENGTH 8d COMMON 0.131QJ 2 1/2" SHANK 10d COMMON 0.148Sd 3" SHANK 12d COMMON 0.148fZj 3 1/4" SHANK 16d COMMON 0.1620 3 1/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"� x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BYTHE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS, OR BOLTS IN EACH MEMBER. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED WOOD CCA-C SBX ACc�-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHEP. PT WOOD G90 X X X G 185 X X X X X X HDG X X X X X X STT300 X X X X X X X X G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG =HOT DIP GALVANIZED SST300 =TYPE 316E STAINLESS STEEL RATED SHEATHING RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. GLUE -LAMINATED TIMBER GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE FOLLOWING MINIMUM STANDARDS: SPAN COMBINATION Fb SIMPLE SPAN BEAMS 24F-V4 2400 PSI CANTILEVER OR MULTI -SPAN BEAMS 24F-V8 2400 PSI TYPICAL FRAMING NOTES 1. BEARING WALL FRAMING 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR &WINDOW HEADERS NOT CALLED OUT ON THE PLANS. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. ►#tit/e1�� 1e��»e��:[il►[�Iil►[y:��r� WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6'-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF END OF PLATES, TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS. INTERIOR NON-STRUCTURAL WALLS MAY BE ANCHORED TO CONCRETE SLAB -ON -GRADE WITH 1/4" x 3" POWDER ACTUATED FASTENERS WITH 3/4" WASHERS AT 16" OC AND WITHIN 6" OF END OF PLATES. 3. ROOF AND FLOOR FRAMING PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS. 4. DIAPHRAGM NAILING ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS. THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. 5. ALLOWABLE STUD AND PLATE PENETRATIONS CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. 6. GYPSUM WALLBOARD NAILING ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE WALL. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 05/ 2021 J H F- Z O m � � 0_ N � ~ U (n � w w � � w � F- u1 O Y Q DESIGN: LMS DRAWN: JCP CHECK: DMT JOB NO: 21081 .1 0 DATE: 05/05/2021 �� n O W W N U O Z > 00 � p U N�a �..1..� J N O a � z m � O O J 00 � Q � W SHEET: S1.1 V / W O Z w a Z RESUBI May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GENERAL 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND PHONE (425) 778-8500 MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND FAX (425) 778-5536 CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL Z5 M, ?, ENGINEER. of Wgs$j?� E� � ,I� � 45901� �,�� `�jO1VAL 05/ 05/ 2021 J H Z O � � � �_ N H U � (n � W w 0 � W � Q O � � Ln O Y Q DESIGN: LMS DRAWN: JCP CHECK: DMT JOB NO: 21081 .1 0 DATE: 05/05/2021 � v , 0 �..I..� o w w N � U o Z Z � 00 p U_ � � (/') � Q Q w � � � � J � � — o 0 o U m �Z � o /'�/ LL 0 � Q � � a � W (� SHEET: ■ RESUB LEGEN D DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF FRAMING EXTENT OF FRAMING NATIVE SOIL GRANULAR FILL ��=��=��=��=�� - - - - - COLUMNS COLUMN BEARING ON BEAM BEAM CONTINUOUS OVER SUPPORT CONCRETE WALL � � STRUCTURAL STEEL RATED SHEATHING SHEAR WALL (SEE SCHEDULE) P �'� SWX �'I, COLUMN MARK (SEE SCHEDULE) BEARING STUD WALL FOOTING MARK (SEE SCHEDULE) O NON -BEARING STUD WALL `' HOEDOWN MARK (SEE SCHEDULE) J BEARING STUD SHEAR WALL HANGER MARK (SEE SCHEDULE) O NON -BEARING STUD SHEAR WALL FLAG NOTE (SEE PLAN NOTES) CMU WALL STEEL MOMENT FRAME CONN. �_ /f� ��/ ABBREVIATIONS (A) ABOVE GLB GLUE -LAMINATED BEAM AB ANCHOR BOLT HORIZ HORIZONTAL KING POST ALT ALTERNATE KP ARCH ARCHITECT KSI KIPS PER SQUARE INCH ANGLE MECHANICAL (B) BELOW L BD BAR DIAMETER MECH BLKG BLOCKING MF MOMENT FRAME BM BEAM MTL METAL BOT BOTTOM BEARING NS NEAR SIDE BRNG OC ON CENTER BTWN BETWEEN COMPLETE JOINT PENETRATION OPP OPPOSITE PLATE CJP PL CLR CLEAR PLCS PLACES CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH COL COLUMN PSF POUNDS PER SQUARE FOOT CONC CONCRETE P/T POST TENSIONED CONN CONNECTION PT PRESSURE TREATED CONT CONTINUOUS REINF REINFORCING REQUIRED COORD COORDINATE REQ'D DBL DOUBLE SCHED SCHEDULE DET DETAIL SIM SIMILAR DIA DIAMETER SOG SLAB ON GRADE DIM DIMENSION STD STANDARD DIR DIRECTION STIFF STIFFENER EA EACH STL STEEL ELEV ELEVATION SYMM SYMMETRICAL ES EACH SIDE SW SHEARWALL EX EXISTING TOC TOP OF CONCRETE EXP EXPANSION TOS TOP OF STEEL FLR FLOOR TOW TOP OF WALL FDN FOUNDATION TYP TYPICAL FTG FOOTING UNO UNLESS NOTED OTHERWISE FS FAR SIDE VERT VERTICAL GC GENERAL CONTRACTOR WF WIDE FLANGE May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 05/ 2021 J a F- F- z � o m � � � N � � U � (n � w w � a W � F- Lfl Q O � � O 1 DESIGN: LMS DRAWN: JCP CHECK: DMT JOB NO: 21081 .1 0 DATE: 05/05/2021 e \/ F1.5 �� F1.5 �� P1� v v� P5 � O W W © �6 P3 ® � TYP 6 W 54.1 0 V FOUNDATION PLAN u� � Q W SCALE: 1/4" = 1'-0" FOUNDATION PLAN NOTES: 2'-0" 0 2'-0" 4'-0" � J w 0 1. REFERENCE TO SLAB ELEVATION SHOWN ON PLAN AND VERIFY W/ ARCH DRAWINGS. EXTERIOR FOOTINGS � SHALL BEAR A MIN OF 1'-6" BELOW ADJACENT GRADE. PILE SCHEDULE Q CO O 2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS SPECIFIED IN THE SOILS REPORT. STEEL TUBE PILES P1-P6 � O � PILE TYPE 2"� XS J � 0 3. FX INDICATES FOOTING TYPE. REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE &REINFORCEMENT. Q � W 4. REFER TO SHEET 54.1 FOR FOUNDATION DETAILS. ��e�y:re��:�:�i►ir.�:zy�► is�►��:�:iru��:i�i.�r��:�e��►�•��:��a�u�ri��►u�e��r.��.»rai��:�:��:�:ir.�ya�� 6. REFER TO MAIN FLOOR FRAMING PLAN AND SHEAR WALL SCHEDULE ON SHEET 53.1 FOR LOCATION OF SHEAR WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES. 7. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. SHEET: Z O Q 0 Z O L.L S2.1 w a z J RESUB May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT VERIFY/PROVIDE EXIST BEAM AND COLUMN SIZES SHOWN • SEE NOTE 13, TYP SIMPSON HUC CONCEALED FLANGE HANGERS SIMPSON LUS HANGERS MAIN FLOOR FRAMING PLAN TYPICAL FLOOR FRAMING PLAN NOTES: 2'-0" 0 2'-0" 1. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER TO DETAIL 2/SS.1. 2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 3. REFER TO SHEET 55.1 THRU SS.2 FOR TYPICAL FLOOR FRAMING DETAILS. 4. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2"� HOLE CENTERED IN THE DEPTH AND AT THE THIRD POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN. 5. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOEDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. 6. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x6 HF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD WHERE MAXIMUM SPAN = 3'-0". 7. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 8. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 9. ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU FACE MOUNT HANGERS W/ MAX NAILING, UNO ON PLAN. 10. ALL BEAM -TO -COLUMN CONNECTIONS SHALL BE SIMPSON CCQ OR ECCQ COLUMN CAPS, UNO ON PLAN. 11. ALL DIAPHRAGMS UNBLOCKED UNO. 12. REFER TO DETAIL 3/SS.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 13. ALL COLUMN -TO -EXISTING FOOTING CONNECTIONS TO BE SIMPSON ABU COLUMN BASES, UNO ON PLAN. 4'-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 05/ 2021 J a F- F- z � o m � � � N � � U � (n � w w � a W � F- Lfl Q O � � O 1 DESIGN: LMS DRAWN: JCP CHECK: DMT JOB NO: 21081 .1 0 DATE: 05/05/2021 V Z 0 � O Q W O � U % Z 00 p U_ � � cry � Q O w�� p Jw 0 0 � Z m w Q � Q W � a J SHEET: S2.2 RESUBI May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT TYPICAL ROOF FRAMING PLAN NOTES: � -u u � -u 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR WINDOW HEADER. 3. ROOF SHEATHING SHALL BE 5/8" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, AND BLOCKING INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO DETAIL 2/55.1 FOR SHEATHING LAYOUT AND NAILING. 4. UNLESS NOTED OTHERWISE, HEADERS AT ALL EXTERIOR WALLS SHALL BE 4x6 HF#2 WHERE MAXIMUM SPAN = 3'-0". 5. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 6. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. 7. REFER TO SHEET 56.1 FOR TYPICAL ROOF FRAMING DETAILS. 9. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL HEADER BEAMS. 10. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11. HOEDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED ON UPPER FLOOR LEVEL. 12. ATTACH ALL RAFTERS TO WALLS BELOW WITH SIMPSON H2.5 HURRICANE TIES. 13. + + HATCHED AREAS INDICATE STICK FRAMING APPLIED ABOVE PLYWOOD SHEATHING. REFER TO TYPICAL + + OVERFRAMING DETAIL ON 3/56.1. 14. "KP" DESIGNATES KING POST BELOW RIDGE BEAM. 15. ALL DIAPHRAGMS UNBLOCKED UNO. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 05/ 2021 J a �_ z � o m � � � N � � U � � � w w � a W � � � Q O � � O 1 II DESIGN: LMS III DRAWN: JCP CHECK: DMT JOB NO: 21081 .1 0 DATE: 05/05/2021 Z � Q 0 O U W O (� Z � 00 Z � p U_ � N w � � a � Q � J � 0 0 0 Q (� Z m � � O O O � Q � a � W � SHEET: S2.3 8. REFER TO DETAIL 3/55.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. RESUB May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SHEAR WALL SCHEDULE APA-RATED MIN FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE NAILING TO SILL PLATE ANCHOR FOUNDATION SHEAR TYPE SHEATHING ADJOINING PANEL NAILING BLOCK CONN TO RIM/BLKG gOLT TO SLAB OR SILL PLATE SIZE CAPACITY EDGES (SEE NOTE 5) AT PANEL EDGES TOP PLATE FOUNDATION (pLF) BELOW 15/32" 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"S6 AB SW6 ONE SIDE AND BLKG @ 6" OC @ 24" OC 6" OC @ 5'-0" OC 2x 242 15/32" 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW4 ONE SIDE AND BLKG @ 4" OC @ 20" OC 4" OC @ 4'-0" OC 2x 350 15/32" (2) 2x STUD AND 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW3 ONE SIDE 2x FLAT BLKG @ 3" OC @ 15" OC 3" OC @ 3'-0" OC 2x 455 15/32" 3x STUD AND 0.131"� x 2 1/2" LTP4 OR A35 0.131"Qi x 3" @ 5/8"S6 AB SW2 ONE SIDE 2x FLAT BLKG @ 2" OC @ 12" OC 2.5" OC @ 2'-6" OC 2x 595 15/32" (2) 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"QS x 3" @ 5/8"QS AB 2SW4 BOTH SIDES AND BLKG @ 4" OC @ 10" OC 2" OC @ 2'-0" OC 2x 706 15/32" (2) 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131 x 3" 5/8"� AB 2SW3 BOTH SIDES AND BLKG @ 3" OC @ 7.5" OC @ 1.5" OC @ 1'-6" OC 2x 910 15/32" 3x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131 x 3" 5/8"S6 AB 2SW2 BOTH SIDES AND BLKG @ 2" OC @ 6" OC @ 1.5" OC @ 1'-0" OC 2x 1190 NOTES: 1. REFER TO THE TYPICAL SHEAR WALL DETAIL. 2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR HF GRADE STUDS AND HF GRADE PLATES &RIM/BLOCKING. 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING SHALL BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 5. WHERE TABLE SPECIFIES (2) 2x FRAMING, CONNECT (2) 2x STUDS AND BLOCKING AS FOLLOWS: SW3 = (2) 0.131"� @ 3.5" OC, 2SW4 = 0.131"� @ 2.5" OC, 2SW3 = (2) 0.131"t� @ 1.5" OC. 6. NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMING SPECIFIED IN TABLE. 7. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM. 8. AT ALL 5/8"� SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE WASHER SHALL BE WITHIN 1/2" OF SHEATHED EDGE. FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEET THIS REQUIREMENT. 9. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL. 10. 7/16" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. FOOTING SCHEDULE MARK FOOTING SIZE REINFORCING COMMENTS (�F1C) 1'-4" x 1'-0" DEEP x CONTINUOUS (3) #4 CONTINUOUS DETAIL 4/S4.1 SEE NOTE 2 (F1.5�, 1'-6"t� x 6'-0" DEEP - DETAIL 2 & 3/S4.1 F2 ��; 2'-0" x 2'-0" x 1'-0" DEEP (3) #4 EACH WAY BOTTOM - NOTES: 1. ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL PER GEOTECHNICAL ENGINEERING REPORT. 2. REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. HOEDOWN SCHEDULE MARK TYPE MIN CHORD SIZE STUD NAILS OR BOLTS ANCHOR BOLT (SEE NOTE 4) CAPACITY (LB) HDU2 (2) 2x (6) SDS 1/4" x 2 1/2" SCREWS 5/8"� 2,215 NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 2. INSTALL HD HOEDOWNS AT NEW FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 6/S4.1 AND AT EXISTING FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 7/54.1 3. AT ALL HOEDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED. ENGINES RII11G 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 ig M. ?, 4.� OF WASI� j��'�ti �� vi o� i �� SjONAL 05/ 05/ 2021 J H Z O m � � �_ N � ~ U � � � W w � a w � Q o � � �n O Y Q DESIGN: LMS DRAWN: JCP CHECK: DMT JOB NO: 21081 .1 O DATE: 05/05/2021 0 W W N U O Z � 00 p U � � � Q N w � � W � >-- J J � � 0 O 0 0 Q cp Z W m � � _ O � o U w Q � W N � SHEET: ■ RESUB May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 4"� PERFORATED PVC PIPE PER LOCAL CODES WITH 6" OF 1" MINUS GRAVEL ALL AROUND, WRAPPED IN NON -WOVEN GEOTEXTILE FABRIC. SLOPE TO DRAIN 1/8" PER 1'-0" MIN. TURN DOWN PERFORATIONS AS SHOWN ° ° O p°o°O °0 000 0 o°�°�000 O ° O ° OO°o O O 0�0� p OO /�/ —1 I I— 1 LINE OF MAX EXCAVATION. � IF SOIL IS OVER EXCAVATED, � REPLACE WITH LEAN MIX CONCRETE. FIRM BEARING SOIL OR COMPACTED STRUCTURAL FILL � TYPICAL FOOTING DRAIN SCALE: 1" = 1'-0" e I- #4 @ 18" o z _ � � — TOP&BOT� �' � `�^� �� A GRADE BEAM PER PLAN a _ � 1 M U 5 COL PER PLAN BURIED FULLD�"T" "� "" c u POLE FOOTING SECTION SCALE: 1" = 1'-0" COL PER PLAN SIMPSON MP666Z POST BASE 1'-4" SQ CONCRETE � � PLINTH •. #4 HORIZONTAL SQUARE SHAPED TIES @ 3" OC (8) #4 VERTICAL DOWELS W/ 90° HOOK 2"� PIPE PILE PER STRUCTURAL NOTES MOMENT RESISTING POST FOOTING SCALE: 1" = 1'-0" (6) #6 BARS 3 SPIRAL W/ 3" PITCH ND (3) TURNS TOP & BOT EXIST GRADE PER ARCH 8"� x 6'-0" DEEP RILLED CONC HAFT #4 HORIZONTAL DIAMOND SHAPED TIES @ 3" OC (8) #4 VERTICAL DOWELS W/ 90° HOOK (3) #4 BARS EA WAY, TOP & BOT 1'-4" SQ CONCRETE PLINTH EXIST PATIO 1 POLE FOOTING AT PATIO SCALE: 1" = 1'-0" NOTE: WHERE CONCRETE WALL WITH HT > 3'-0" EXISTS, ROD MAY EXTEND 24" MIN INTO WALL W/ NUT &WASHER. COUNTERSINK ADDITIONAL END STUD AS REQ'D THREADED ROD AS REQ'D FOR HOEDOWN W/NUT AND WASHER AT BASE. EXTEND ROD INTO FTG, TYP UNO TOP OF FTG HOEDOWN DETAIL SCALE: 1" = 1'-0" COL PER PLAN BURIED FULL DEPTH OF PILE 18"� x 6'-0" DEEP DRILLED CONC SHAFT, REINF PER DETAIL 2 NOTE: RAISE STEM WALLAS REQ'D AT PERIMETER AREAS WHERE NEEDED DUE TO CIVIL GRADES. STUD WALL PER FRAMING PLAN NOTES SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE x z_Q �� PATIO OR FINISHED � `" GRADE PER ARCH DRAWINGS �'o 00° O .o O p O O ° O OO o o' ° z oo O°O o° cFJ � °o O°�o 0 �o O O o o O 0 ° � O O °O o o ° O O O OOO OO FOOTING DRAIN � PER DETAIL 1 � SILL PL AND AB DIA AND SPACING PER SHEAR WALL SCHED (2) #4 CONT TOP PROVIDE BLOCK OUT AT DOOR OPENINGS EXIST SLAB ON GRADE #4 @ 12" OC EA WAY CENTERED IN WALL � o o °�o ono °Do 00 0o g o 0 °o O °o O °o Ci o � o III III- 0 =w �_ � U w N � — -- —� � w a 6 m � � ALT H001< AS SIZE &REINF SHOWN PER PLAN &SCHED TYPICAL STEM WALL DETAIL SCALE: 1" = 1'-0" SHEAR WALL PER COUNTERSINI<ADDITIONAL PLAN AND SCHED END STUD AS REQ'D THREADED ROD AS REQ'D FOR HOEDOWN W/ NUT AND WASHER AT BASE. EXTEND HOEDOWN PER PLAN ROD INTO FTG, TYP UNO AND SCHED TOP OF FTG II II II II II II I� II II II II II cn U HOEDOWN DETAIL SCALE: 1" = 1'-0" SHEAR WALL PER PLAN AND SCHED EXISTING FOUNDATION ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 05/ 2021 W � F- 111 Q O � � O Y Q DESIGN: LMS DRAWN: JCP CHECK: DMT JOB NO: 21081.10 DATE: 05/05/2021 �� n W O U Z % 00 w � 0 U N � a w � � � � J (n � 0 0 Z pap � O O � � J 00 0 Q � W SHEET: V / Z O a 0 Z O L.� S4.1 w J RESUBI May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT C3�J STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED HEADER PER PLAN J � .I I II I CRIPPLE STUDS PER III I•I I I PLAN; DO NOT CUT � I•I I AWAY MATERIAL FROM I CRIPPLE STUDS I I I I I . j I FULL -HEIGHT I III I•I I HOEDOWN CHORD III I I j . j I IIII I IIII I j. j I j j I IIII IIII � . I.I I AB W/ SIMPSON BP PL WASHER, TYP PT SILL PL PER SHEAR WALL SCHED CONCRETE FOOTING OR P/T SLAB ----------- -- ------------------------------------- -�-------�- -------�-------�-------�-------�-----fin I I I'I I'I I'I I I II II II II II II III I j I I I I I I I I � I � I• I II II II (� II II II II II II III I•j I•I ICI ICI ICI ��I � ICI II II I II II II II III II II I I I II II II II I I I j I I � I I FRAMING AT ADJOINING � I � I•I I I I I I I I I PANEL EDGES PER SHEAR I I I C I I•I I•I I• I �• I'I WALL SCHED I j I I j .l I � � I I I I I I I I I I I I I I I I I I I I I I I I I• I II II I• I I II II II II III I I I I I• I I I I I I I I I I•I I I I I I.I I.I ICI I.I I. II II I• I II II II II II II I.I II II II II I I I �- ,J D ;-- ;--H•H- ;-- ;-H F•---•-- II II I.I I . . I I I I I ---- 1I I I I .I I I -� r------ � �------ � �- I.I I I I I ICI ICI ICI ICI II II I• I II II II II II II I.I II II II II II II I I II II II II II II I' I II II II II II II I.I II II II II I•I I•I I I ICI ICI ICI ICI II II I• I II II II II II II I.I II II II II II II I I II II II II II II I' I II II II II II I.I II II II II I•I I I I•I I'I ICI ICI II I• I II II II II I.I II II II II II I I II II II II II I' I II II II II II I •I A II II II II I•I I I I•I I'I ICI ICI I I I I I I I II I i------1 -- - J1-- I I I I I I _1L------1L------1 � II II-n_______n_______ �� III I I I I I I I NOTES: 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 2. FOR SHEAR WALLS WHERE NO HOEDOWNS ARE SPECIFIED THE FIRST AB SHALL BE LOCATED NOT MORE THAN 1'-0" AND NOT LESS THAN (7) BOLT DIAMETERS FROM END OF WALL. TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = 1'-0" II II II II II II II II II 1L_�--1L--_---1 AB SIZE AND SPACING A � I III- I I II // PER PLAN AND SHEAR I I II I( WALL SCHEDULE, TYP � RIM BOARD � �\ �\ OR BLOCING /1 ii EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"� x 3" NAILS @ 9" OC EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP PANEL EDGE NAILING PER SHEAR WALL SCHEDULE, TYP PANEL EDGE NAILING INTO HOEDOWN CHORDS, TYP INTERMEDIATE NAILING @ 12" OC SHEATHING PER PLAN AND SHEAR WALL SCHEDULE HOEDOWN CHORD PER SCHEDULE. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOEDOWN BOLTS HOEDOWN ANCHORAGE PER PLAN AND SCHEDULE SIMPSON CNW COUPLER 1/2" TO NUT W/SIZE TO MATCH SHEATHED EDGE HOEDOWN ANCHORAGE PANEL EDGE NAILING PER SHEAR WALL SCHED CONTINUE HOEDOWN CHORD TO FOUNDATION CONCRETE FOOTING PLATE WASHER PER SHEAR WALL SCHED SECTION A -A SCALE: 1 1/2" = 1'-0" NOTE: STAGGER SHEATHING AS SHOWN. (IBC TABLE 2306.3.1, CASE 1 SHEATHIf PANEL, T CONTINUOUS PANEL EDGES SUPPORTED PANEL EDGES 2x OR 3x BLOCKING ONLY IF BLOCKED DIAPHRAGM (SHEAR WALL, BEAM, OR DRAG STRUT) TYPICAL FLOOR/ ROOF SHEATHING DETAIL SCALE: NTS 2 1/4" END DISTANCE, TYP (2) ROWS OF (8) 0.131"� x 3" NAILS @ 3" OC EA SIDE OF SPLICE AND (2) @ 9" OC ELSEWHERE W/ 1 1/2" EDGE DISTANCE 3" OC \ SPACING TOPCHORD SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM TO INSTALL THE SPECIFIED 0.131"� CHORD SPLICE NAILS, THE CONTRACTOR SHALL SPLICE INSTALL SIMPSON CS20 STRAPS EA SIDE � OF WALL AT SPLICE. INSTALL EA STRAP � W/ (12) 10d AT EA END. WHERE BOTH PLATES ARE CUT, INSTALL CS20 STRAPS AT EA PLATE AND EA SIDE OF THE WALL. � 6'-0" MIN BETWEEN SPLICES � SPLICES TO OCCUR AT CENTER OF VERTICAL STUD TOP CHORD SPLICE BOTTOM CHORD SPLICE TYPICAL TOP PLATE SPLICE DETAIL 4 SCALE: 1" = 1'-0" EDGE NAILING PER PLAN AND 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES, TYP (2) ROWS OF 0.131"� x 3" NAILS @ 9" OC (2) ROWS OF 0.131"� x 3" � EDGE NAILING PER PLAN AND � EDGE NAILING PER PLAN AND NAILS @ 9" OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP STRUCTURAL NOTES, TYP (2) ROWS OF 0.131"� x 3" STUD WALL PER 0.131"� x 3" NAILS @ 9" OC (EACH SIDE FRAMING PLAN NAILS @ 9" OC OF PARTY WALL) NOTES, TYP STUD WALL PER FRAMING STUD WALL PER FRAMING PLAN NOTES, TYP PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR SHEATHING (OR GWB) AND SHEATHING (OR GWB) AND WALL SCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STRUCTURAL NOTES, TYP WALL SCHEDULE OR WALL SCHEDULE OR STRUCTURAL NOTES, TYP STRUCTURAL NOTES, TYP A. CORNER INTERSECTION B. 'T' INTERSECTION C. PARTY WALL INTERSECTION TYPICAL WALL INTERSECTION DETAIL SCALE: 1" = 1'-0" NOTE: SUPPORTS AT SOLID POSTS SIM BEAM PER AND SCHE SIMPSON LTP4 A35 FRAMI� ANCHOR EACH SII OF BEA SOLID OR MULT STUD COLUMN PER F�r,�� BEAM WIDTH, MIN UNO PARALLEL TO STUD WALL ADJACENT NAILS IN A ROW ARE TO BE DRIVEN FROM OPPOSITE SIDES, TYP FOR 2x4 STUDS, PROVIDE SINGLE ROW OF NAILS STAGGERED EA SIDE WITH 1 1/2" EDGE DISTANCE. FOR 2x6 STUDS, PROVIDE (2) ROWS OF NAILS SPACED AT 2 1/2" W/ 1 1/2" EDGE DISTANCE 0" OC MAX SPACING BETWEEN ADJACENT NAILS IN A ROW 0.131"� x 3" NAILS, TYP (5) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS TYPICAL BUILT-UP STUD COLUMN DETAIL SCALE: 1" = 1'-0" TYP DOUBLE TOP PLATE SIMPSON A35 (ONLY REQUIRED AT EXTERIOR HEADERS GREATER THAN 6' SPAN) (6) 0.131"� x 3" NAILS - TYPICAL STUDS BEAM OR HEADER PER PLAN AND NOTES NAILING PER TYP BUILT-UP STUD COLUMN DETAIL AT HOEDOWNS: PROVIDE FULL HT CRIPPLE STUDS PER PLAN HOEDOWN CHORDS PER HD SCHED. AND COLUMN SCHEDULE OR OTHERWISE: (1) 2x FULL HT STRUCTURAL NOTES TYPICAL HEADER DETAIL SCALE: 1" = 1'-0" JOIST DIRECTION PER PLAN STUD WALL TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1" = 1'-0" SOLID STUDCOLU�� _�� r,�. BEAM PER PLAN AND SCHEDULE SIMPSON A35 EACH `SIDE OF BEAM I �n = O � J � a w PERPENDICULAR TO STUD WALL STUD WALL ENGINEER111� 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 05/ 2021 J H H Z O m � � �_ N 0_ ~ U � � � w w � a W � Q O � � �n O Y Q DESIGN: LMS DRAWN: JCP CHECK: DMT JOB NO: 21 081 .1 0 DATE: 05/05/2021 �� n W O U Z � 00 � p U_ N � Q W � J � N � � z m ° Q � co L J 00 0 a�W SHEET: O S5.1 RESUBI May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT C3�J ENGINEER111� 250 4TH AVE. S., SUITE 200 ED 80020 SHEATHING AND NOTE: PHONE (25�17780 85 NAILING PER AT SIM SECTION, SILL PLATE FAX (425) 778-5536 STRUCTURAL NOTES TO BE NAILED DIRECTLY TO TOP OF BEAM PER PLAN EXIST WALL 1 4 TYP 1 4 PER '°, DECK JOISTS PLAN SIMPSON MST37 • A STRAP EA SIDE PER PLAN, - TAPER JOIST TO � � � JOIST PER PLAN - � a � EXIST JOIST •o, r, N � N SLOPE PER ARCH POST PER PLAN :o. SIMPSON A35 1 1/2" N CLIP TOP & BOT TYP � SIMPSON DTT2Z BEAM PER TENSION TIE @ 8'-0" � � 1 T � PLAN OC AND (1) @ EA m , END OF DECK � � 1 T ATTACH JOISTS TO CONT 2x BLOCKING FOR I •°' ' LEDGER W/ SIMPSON LUS SERIES HANGERS SILL PLATE NAILING PER SHEAR WALL MINIMUM (1) 3/4"A307 BOLT, TYP I I I I SIDE PL � �°• M. 15 ?' � F wAg I?, � SCHEDULE 4x RIM BEAM JOIST BAY 1/4 x 8 x 1'-1" • 0 kj q �G' � 2x CONT LEDGER W/ (3) W/ (2) 1/4" x 5" SDS BRNG PL 3/4 x BM � � EXIST POST EXIST POST �� °� °m .. 1/4" x 3 1/2" SDS NEW OR EXIST SCREWS @ 16" OC NOTE: WIDTH + 1/2" x 1'-1" I I I I 3/16 PER PLAN .°: A PER PLAN ti� . � SCREWS @ 16" OC WALL PER PLAN SEE DETAIL 1 FOR I I INFORMATION NOT HSS COL I I �� O c�,�assu� 1 �, 'ORAL � SHEATHING AND NAILING PER SHEAR WALL SCHEDULE SPECIFICALLY CALLED OUT. PER PLAN SECTION A -A �� S'SI �� ANAL o5�05�2o2i DECK CONNECTION �„� DECK CONNECTION �'� SECTION �,� POST CONN AT DECK SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SHEATHING AND NAILING PER STRUCTURAL NOTES SIMPSON DTT2Z DECI<TIE u, SCALE: NTS HANDRAIL POST PER ARCH (2) 1/2" THRU-BOLTS @ EA HANDRAIL POST DOUBLE RIM, / � 2x8 RIM W/ (2) 10d JOIST PER PLAN, RIP RIP TO SLOPE J FOR SLOPE, MIN NAILS @ EA JOIST DEPTH = 7 1/4" SIMPSON LTP4 CLIP @ 16" OC BEAM PER PLAN 1 HANDRAIL DETAIL -PERPENDICULAR TO JOISTS SCALE: 1" = 1'-0" JOIST PER PLAN SCALE: 1" = 1'-0" DOUBLE RIM NOTE: SEE DETAIL 5 FOR INFORMATION NOT SPECIFICALLY CALLED OUT. 2x BLOCKING FOR J � 2x RIM BOARD MINIMUM (1) JOIST BAY SIMPSON A35 BEAM PER PLAN @ 16" OC HANDRAIL DETAIL -PERPENDICULAR TO JOISTS SCALE: 1" = 1'-0" J a H Z O m � � �_ N 0' ~ U � � � W Lu � a W � Q O � � O Y 0' Q DESIGN: LMS DRAWN: JCP CHECK: DMT JOB NO: 21 081 .1 0 DATE: 05/05/2021 n W O U Z � 00 � p U cn � Q w � � � � J � N � � Z m � O O � � J 00 0 a�W SHEET: �..I..� N �..I..� I— Q i%� � W 0 0 Z Q C� Z 0 O Q O � J S5.2 RESUBI May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT C3�J 2x6 CONTINUOUS RIDGE BOARD, TYP ALIGNED 2x RAFTER PER PLAN AND SCHEDULE 2x BLOCKING @ 4'-0" OC � SILL PLATE NAILING PER FIRST RAFTER BAY ONLY EXIST SHEAR WALL SCHED SIMPSON A35 RAFTERS � � � (4) 10d NAILS EACH RAFTER RAFTERS PER PLAN AND SCHEDULE 2x6 RAFTERS @ 24" OC 2x4 VERTICAL SUPPORT MEMBERS SPACED @ 2'-0" OC ALIGN W/ EA RAFTER BELOW TYP _ . ENGINEER111� 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 II PROVIDE PANEL EDGE � STICK FRAMING IV NAILING PER SHEAR WALL Z5 M• T SCHEDULE AT TOP PLATE PER DETAIL 3 2x FLAT SHEATHING AND F wAg j?, OUTLOOKER NAILING PER ROOF ,�� kj� �� 2x4 BLKG W/ SILL PL 2x BLOCKING OR A35 (PER 16d @ 6" OC FRAMING PLAN NOTES F��' °'o, G' NAILING PER SHEAR EXIST RAFTERS PER � SW SCHED) BETWEEN PLAN (BEYOND) 2x NAILER W/ (2) 16d PROVIDE BOUNDARY WALL SCHED BLOCKING AND TOP PLATE NAILING AT BEAM PER SIMPSON H2.5A TIE 2x BLKG W/SILL @EACH RAFTER �� L ��1 ti� SHEAR WALL SCHEDULE EXTEND SHEAR WALL UP PL NAILING PER `SIGNAL �� SW SCHED BEAM PER PLAN TO RAFTERS SHEATHING AND NAILING EXIST STUD NOTE: 05�05/ ZOZ PER PLAN AND SHEAR DOOR PER ARCH WALL PROVIDE BLOCKING @ WALL SCHEDULE A ALL EDGES &SUPPORTS TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = 1'-0" RAFTER CONNECTION TO INTERIOR SHEAR WALL SCALE: 1" = 1'-0" STICK FRAMED OVERFRAMING DETAIL SCALE: NTS DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF 16d @ 6" OC ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES � ROOF RAFTERS PER PLAN 2x4 BLKG W/ 16d @ 6" OC SIMPSON H2.5A TIE BEAM PER PLAN TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = 1'-0" TYPICAL RAFTER END SECTION SCALE: 1" = 1'-0" SECTION AT ROOF RIDGE BEAM SCALE: 1" = 1'-0" J a �_ z � o m � � � N � � U � � � w w � a G ES W � � Q � O � O Y Q DESIGN: LMS DRAWN: JCP CHECK: DMT JOB NO: 21 081 .1 0 DATE: 05/05/2021 �� n W O U Z � 00 � p U N � Q W � � � � J � N � � Z m � O O � � J 00 0 a�W SHEET: N J Q W 0 Z Q L.� 0 S6.1 RESUBI May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT