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OLD SEE REV3 APPROVED BLD RESUB1 BLD2023-0553+Architectural_Plan+6.26.2023_11.06.00_AM+3630578GENERAL NOTES 1. THE CONTRACTOR SHALL PERFORM WORK IN STRICT ACCORDANCE WITH THE FOLLOWING CODES AND ALL APPLICABLE STATE AND LOCAL AMENDMENTS: A. 2018 EDITION OF THE INTERNATIONAL RESIDENTIAL CODE (ARCHITECTURAL) B. 2018 EDITION OF THE INTERNATIONAL BUILDING CODE (STRUCTURAL) C. 2018 EDITION OF THE WASHINGTON STATE ENERGY CODE D. 2018 EDITION OF THE INTERNATIONAL MECHANICAL CODE E. 2018 EDITION OF THE UNIFORM PLUMBING CODE F. 2018 EDITION OF THE INTERNATIONAL FIRE CODE 2. ALL THE WORK SHALL BE COMPLETED IN STRICT ACCORDANCE WITH THE ATTACHED DRAWINGS. WHERE ADDITIONAL INFORMATION IS REQUIRED, NOTIFY AND CONSULT THE ARCHITECT. 3. ALL WORK SHALL BE PERFORMED TO THE HIGHEST LEVEL AND IN CONFORMANCE WITH APPLICABLE INDUSTRY STANDARDS. 4. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS IN THE FIELD AND SHALL IMMEDIATELY NOTIFY THE ARCHITECT OF ANY DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND THE DRAWINGS. 5. DRAWINGS SHALL NOT BE SCALED. DIMENSIONS SHALL GOVERN, DETAILS SHALL GOVERN OVER PLANS AND ELEVATIONS. LARGE SCALE DETAILS SHALL GOVERN OVER SMALL SCALE DETAILS. WRITTEN SPECIFICATIONS &NOTES SHALL GOVERN OVER ALL. IN CASE OF CONFLICT, THE MOST RESTRICTIVE SHALL GOVERN. CONTACT ARCHITECT PRIOR TO CONSTRUCTION FOR CLARIFICATION. 6. PLAN DIMENSIONS ARE TO FACE OF STUD/CL OF PARTY WALL UNLESS NOTED OTHERWISE. 7. CONTRACTOR IS SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING BUT NOT LIMITED TO SAFETY AND PROTECTION OF PROPERTY DURING THE PERFORMANCE OF THE WORK. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TEMPORARY UTILITY CONNECTIONS AND PAYMENT OF UTILITY CHARGES. 9. DO NOT COMMENCE WORK UNTIL CONDITIONS ARE ACCEPTABLE TO ALL CONCERNED PARTIES, INCLUDING GOVERNING AUTHORITIES. 10. PRIOR TO CONSTRUCTION, VERIFY LOCATION AND PROTECT ALL EXISTING MECHANICAL, ELECTRICAL AND ALL OTHER UTILITIES AND CAP OR RELOCATE AS REQUIRED. 11. CONTRACTOR SHALL PROVIDE METHODS, MEANS, AND FACILITIES REQUIRED TO PREVENT CONTAMINATION OF SOIL, WATER, OR ATMOSPHERE, AND IN COMPLIANCE WITH ENVIRONMENTAL REGULATION OF LOCAL GOVERNING AUTHORITIES. 12. MECHANICAL/PLUMBING SYSTEMS PERMITS WILL BE OBTAINED BY THE CONTRACTOR DURING CONSTRUCTION. SYSTEMS WILL BE DESIGN/BUILD IN CONFORMANCE WITH ENERGY NOTES PROVIDED. 13. ELECTRICAL SYSTEMS PERMITS WILL BE OBTAINED BY THE CONTRACTOR DURING CONSTRUCTION. SYSTEMS WILL BE DESIGN/BUILD IN CONFORMANCE WITH ENERGY NOTES PROVIDED. 14. OCCUPANCY: R-3 SFR 15. CONSTRUCTION TYPE: VB Wood Fence `;GYP •� y � � � � �� �'^ � �'' VrS EXISTING HOUSE TO BE REMODELED. • NO SITE WORK PROPOSED. • NO INCREASE IN BUILDING FOOTPRINT PROPOSED. • NO INCREASE IN BUILDING ENVELOPE PROPOSE. • NO INCREASE IN HARD SURFACES PROPOSED. VICINITY MAP D` e`� J� 172nd Street SW '�v Amazing Grace Afh II � ,� ���Q �. echo � w adze Beaeh Talbot Rd \Superior Fibers � �a � 174th St SW V FrederickPl � n Saint Thomas � More Parish n i 76th St SW _ '0�,� Greenway Landscape . ; �,;` ��,�� � Design and Service, Inc � � �, �, ' %�' '� `� � � hike path a s Cedar Park Project Site '� .� '� ; � �- � � Christian School .� , , N t '• � �SOUthW@St � .'' ' � �_ .q J �'' ~ County Park leocn st sw � r plymp�cVte`N�r o 3 "' t S W � d Stamm N � � i � Overlook Park � � ^' LEWELLEN Q � ' © � Elroi Adult Family Home � � ASSOCIATES 182ndStSW y � � Q� 1 s3ra5`Sw y. � s age w ay 3 � � 6/ �`� �o� � n � w a � GP � .y ro 184th St SW 164th 5< SW � c � a- 5everinghaus � �� � � � brick and stone 4 j Summit Towers Seaview Park pERRINVILLE Lynndale Off -leash � � 1 � � � Dog Area P 18hth St SW '' a Hutt Park � `'� o t ,� FQ 187th St 5W n v_ v_ � �'�`l : lti ,� - `o a � � � � �-�<,�� Lynnwood Fire rT � � New Life C �` 3 � Diamond Plumbing Seaview � �,r '`_ �' - �-iD_epartment Station 14 �.° g and Heating � Elementary School �-� � 188th St SW Ica � � � � 188thPISW ¢` perm Ln �'° ,c a Addicott Roofrn Inc Q ,�' ;Lynndale Park � y g � � � g lastnPlsyy �_--~' Picnic Shelter 1a9ch,o� Crystal Falls Adult � � m 19oth 5t 5W siv ro ro Family Home � P\ys� � � Sierra Park 19Dtn st sw � � Cherry St �. 19�h � �9 ElementaryySchool �j Park Way � a m 7st sc sw 191sr st sw Starks Massage � � 19znd St sw Q.�' Mabile &Studio � a �, 19znd PI sw = 792nd PI SW 1�r � r "a or a I � � s �93rd PI SW 193rd Sr gW Just Flowers � � � n Edmonds pU9et�„ Restaurantt&fBar p Olympic View Deli Adventist Church Q r� Shine A Blind America � � Royal India Fine Pho� 84 © S _- q v p Dining &Catering Puget Dr Puget�� - sza South County 524 v 19bth St SW Starbi Grace Lutheran Church Fire Station 16 � � � Edmonds � � � � QFC � Sprouts Farmers Market Guard Ratl - U I� -- __� -- �- - - ._ _. - - -- -�- � - --- �_ / -``' -�, r-- _--.--------- -,., r , � ----- __._.._ _ ,. --�. Ret wall ---�, ,... Power �Iault N7°2�,1���� -�-...-.,1�� � '�'- --__._ ---- ____ _ _.__ ____ � i J � `.�` \ �� UTILITY POLE-.__ _ GA��E RISER _ Pre y Line _ .,�` �'� X 8 � E0,5& �� i 5�� � 61.29 � � J J `'� - �LEc�RIc�! N09 31 32 E 53.69' _____ -` NfJ7° 24' 06"� 8$.39'--- 160_ ___ _ �` �,. _ r-- ^ :. - - -- - - _.---_ "�"--- _- m �""_" __ _ , N$1°�� 3 1 f I 1.99 / k' Above -- J �1 ``-- Wood ____ I 5-Gar garage _ ' o ! . '� -- � � -- -___ - _ _ �. I I - StorY _- ' _ �, �� � Area = w� ° ' ©7°w 15a.42' ! - 155.51' ePeakFlev------- � - - � . Sp1 19 � I G.F.F. = Garag _ 155.5a' \M -� - - _ _ f CMU . ______- I � o4rerhan9 `� 161oek �r / � � � Wall `� -- "-'-,_,_,. �� ..� � '�.�2 - - - � Gong Path, . � _ f �-,. � - � � -,. - _ --- -�. - � �-. ��..�, � gnck Path P tt© etc .. .... �, LIGt'.T PO`�F /'�'' �on� stairs --- ----- -- _- / d Power � SS � - � ` ,.� � - - �..1 Overt �`�:-=� SGR� � _._._ ._._._ ��,ttQiL- ----- ;��. Gonc. Path j --- J �- -' %;-- 6M 1 '1' �- ,,,, ' e Asphalt �' ,.' '�- ..,,,, 153 ,,. J� '�dg -... ` --. � Patio Stone UTILITY` POLE L,,<�� ` �" ,�, �% � %-....S2To / y�, LOT COVERAGE -�'''',�_ �' '� �. -.,. � ' / l�j j�, `' 45 28rr�y -9 EXISTING LOT AREA 7423 S.F. �''',-.,,, /" !ij �...,\ QQ, .�.,� EXISTING BUILDING FOOTPRINT 1297 S.F. �''� �''=�,� e� � �'��,�` ��'' .` � '1��' EXISTING PAVING &WALKWAYS 1460 S.F. 1' � ..,., � r �"' � �, � � LOT COVERAGE 1297 / 7423 = 17% ,�N,, `'�,� '�-,,,,\� WATER HARD SURFACE COVERAGE (1297 + 1460) / 7423 = 37% �.�• '-� \�.. ` `,. ALL LOT COVERAGE IS EXISTING �'yp � `��,,� NO CHANGES PROPOSED �''�,,� �� O/7p _ '•.. ` A .. 1 SITE PLAN /I .1 .�. 'race a . � � . � r _ �, ��ppqq - v � .. J�7'�v c '`*1 .. 1� e o ' y . �� 1 � l Y 9 pp,, ` v a' �v 1 ____ Con�'rvewaY � ,j \. SITE DATA PARCEL# 27031300101000 PROJECT ADDRESS 9215 OLYMPIC VIEW DR PROJECT # - OWNER MARTA GADDA & MARIO CARRANZA 9215 OLYMPIC VIEW DR EDMONDS, WA 98020 ZONING RS-12 OVERLAY - ECA STEEP SLOPE (NO CHANGE IN FOOTPRINT) PARCEL AREA 7423 S.F. PROPOSED USE SINGLE FAMILY LEGAL DESRIP. SEE SURVEY DRAWI NG LIST -PERMIT SET SHEET # DRAWING TITLE A0.0 COVER SHEET, SITE PLAN A1.0 ENERGY NOTES, AVE GRADE, REPLACEMENT VALUE A2.0 DEMOLITION PLANS A2.1 FLOOR PLANS A3.0 ELEVATIONS A4.0 SECTIONS AND DETAILS A4.1 TYP WINDOW INSTALLATION 51.1 STRUCTURAL NOTES 51.2 STRUCTURAL NOTES 52.1 FOUNDATION PLAN 52.2 UPPER FLOOR FRAMING PLAN 52.3 ROOF FRAMING PLAN 53.1 SCHEDULES 54.1 FOUNDATION DETAILS 55.1 WOOD FRAMING DETAILS 55.2 WOOD FRAMING DETAILS PROJECT TEAM OWNER MARTA GADDA & MARIO CARRANZA 9215 OLYMPIC VIEW DR EDMONDS, WA 98020 ARCHITECT Daniel Umbach Architect LLC 7711 16th Ave NW Seattle, WA 98117 Dan Umbach, Principal ph 206.427.3871 e-mail: umbachdwC�hotmail.com Structural Engineering CG Engineering 250 4th Ave S, Suite 200 Edmonds, WA 98020 Dennis Titus, PE, SE ph 425.778.8500 e-mail: dennist@cgengineerinq.com daniel U N"�QCH architect 7711 16th Ave NW Seattle, WA 98117 Ph: 206 427-3871 dan@umbacharchitect.com sssz REGISTERED ARCHITECT Daniel W Umbac STATE OF WASHINGTON Q O O z Q � Q cn V o O z 0 Q � Q 0 w 0 � Q U � � Q � � O Q W � z z Q W J W 1..� w Q � N � z Q � W_ w � > _ V V � (,/) \ � LL Q J W O / � `� O Q � � U SHEET NUMBER A0.0 UTILITY POI REPLACEMENT VALUE CALCULATION SITEW�RK Ul1LIl1ES E?CCAV�1l1 G N r'BAC KFI L L FGUNDATI�NS DECK REPAIR RUILDIN� SHELL ETINALL FRAMING R�GF�FLGUR FRAMING INTINALL FRAMING RGGFING ETWINDGWS & D�GRS SIDING INSULAl1�N D RYINALL SYSTEMS PLUMBING HVAC ELECTRICAL I MTERI�RS RAILINGS & MILL1�'dGRK INTERIGR PAINl1NG INTERIOR D�GRS CABINETS FL��RING S U BTDTAL �HAR� COSTS) ADMII� (S�Ff COSTS GENERAL CGNDIIIGNS S°a GH&P 12°a °�� 0 F �� � F ITEM °a � F ''4 :�.L U E TOTAL TU BE COMPARED TO COST REPLACE E�CISIING 4, � �� �, � f� 0, 0 °�4 1,4�� �,��yf�0},0°�4 ��(�] f0 f0 lJ��¢�4 7, 7 �O ��y���Jy �4J� � f0 4, 7°�4 5,4 �� 14,E f� 0,7°a 5,4 �� ��,� f� 3,5°a 3,4 �� 8�,� f� 2,7°a 3,r� �� �,� F� 0,�¢�4 1 ��,1} �� 1 ���y, F� 10,1 ¢�4 4, J �4 ��y �lJ� � FO � �4¢�4 3,� �� 1 ��,� f� 3,0¢�4 3,0 �� 166,E f� 3,0°�4 ��� �O �6,6 f0 �����4 7, 2 r° 1 f° ?, 2°�4 ��� �4 ❑���y, ��y �6,6 fo �����4 6,8 �° 1 ��,� f° 6,�°�4 1,8�� 166,6f� 1,�°�4 2, 3 �° 1 ��, � f° 2, � °�4 4, 6 �° 1 ��, � f° 4, 6°�4 3,3 ro 1 ��,� ro �,�°�4 53.3 55.5 SUBTOTAL REPLACE {HARD C�STS� TOTAL 1 �0.09� ?�3 f6 ���¢�4 83,3 8,3¢�4 �g,7 REPLACEMENT YI�LU E -- t� r` R`et wall pOLE ',,,, 4„ X ��� UTILITY � �o F� �� 1r SCR _�F-�?� u — ---- — —-N$1°54 36 99- -- _. _ — — e I-- e��cT�lc pANc r �ara�j I � e easement 5.f • --- - ,,,acac� terms and cand�t�ons �' Garag flev ""' reL�eded °, e Peak �D 155.50' � Oac# L0210520054 �` —T T _ ^ � 157.78 c4 155.80 � '" � `� z LEVEL 2 FLOOR AREA 1 LEVEL 1 FLOOR AREA Power Vault ____._'__.-.-.—� - N7°2�,14��E GAp�L� 1�155R. �$ -� E�EGT�IG ����NQ9° 31 ` 32"E 53.69' 163.00 i I lev. ? Peak � 17�.51 �oUSe / �- 5t©ry g 16 5 .f . i --� 8---�^ Prea N u� overhang � "� � � F F = 15� � `� i I pal© k I I ��all � � I r Prate' �'' f %- , l' � f Wood De 'Above b4 �,, �o��ta�rs ______._ I , '� __ � � w i5$ � gr�ck path � � �Fl .t �..,, I �� Gonc. 5�a� �'"' � VVASh`R. j �-- - j 1 ' TAG S Power � �, S _____ � � ad 3 AVERAGE GRADE DIAGRAM 1 " 10' 0" ,� pat,© 5tane 1=dg'� � GGnc. 5tair� / � 15t� 1 '' ---_.. � � _ ('.nnG. path AVERAGE EXISTING GRADE _ (157.78 + 163.00 + 157.90 + 155.80)/4 = 158.62 NO CHANGES TO EXISTING BUILDING HEIGHT ARE PROPOSED REFER TO ELEVATIONS ENVELOPE @ EXST COMPONENTS TO REMAIN 1. NEW BUILDING ENVELOPE COMPONENTS SHALL CONFORM TO THE INSULATION REQUIREMENTS TABLE ON THIS SHEET. 2. EXISTING CEILING, WALL OR FLOOR CAVITIES EXPOSED DURING CONSTRUCTION SHALL BE 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. ALL NEW AND REPLACED DOORS AND WINDOWS SHALL BE NFRC CERTIFIED FOR U VALUES AS INDICATED IN THE INSULATION REQUIREMENTS TABLE ON THIS SHEET. 4. ROOFS WITHOUT CAVITY INSULATION WHERE THE SHEATHING OR INSULATION IS EXPOSED DURING REROOFING SHALL BE INSULATED EITHER ABOVE OR BELOW THE SHEATHING. LOCAL EXHAUST 1. REFER TO PLAN FOR LOCATIONS. 2. FANS REQUIRED BY THIS SECTION SHALL BE PROVIDED WITH CONTROLS THAT ENABLE MANUAL OVERRIDE OR AUTOMATIC OCCUPANCY SENSOR, HUMIDITY SENSOR OR POLLUTANT SENSOR CONTROLS. AN "ON/OFF" SWITCH SHALL MEET THIS REQUIREMENT FOR MANUAL CONTROLS. MANUAL FAN CONTROLS SHALL BE READILY ACCESSIBLE IN THE ROOM SERVED BY THE FAN. 3. EXHAUST FANS SHALL BE TESTED AND RATED IN ACCORDANCE WITH THE AIRFLOW AND SOUND RATING PROCEDURES OF THE HOME VENTILATING INSTITUTE (HVI 915, HVI LOUDNESS TESTING AND RATING PROCEDURE, HVI 916, HVI AIRFLOW TEST PROCEDURE, AND HVI 920, HVI PRODUCT PERFORMANCE CERTIFICATION PROCEDURE). DOES NOT INCLUDE RAINGE EXHAUST HOODS. J 4. LOCAL EXHAUST VENTILATION IS REQUIRED IN EACH KITCHEN (100 CFM), BATHROOM AND WATER CLOSETS (50 CFM). THE AIR REMOVED BY EVERY MECHANICAL EXHAUST SYSTEM SHALL BE DISCHARGED OUTDOORS A MIN. OF 3 FT FROM PROPERTY LINES, 3 FT FROM OPERABLE AND NONOPERABLE OPENINGS IN THE BUILDING AND 10 FT FROM MECHANICAL AIR INTAKES EXCEPT WHERE THE OPENING IS LOCATED 3 FT ABOVE THE AIR INTAKE. J WHOLE HOUSE VENTILATION an WHOLE HOUSE VENTILATION SHALL BE PROVIDED BY LOCAL EXHAUST FAN SET FOR CONTINUOUS OPERATION, NOT BALANCED, NOT DISTRIBUTED, SYSTEM COEFFICIENT PER TABLE 1505.4.3(2) = 1.5 WHOLE HOUSE VENTILATION RATE: 1501-2000 S.F. (2) BEDROOMS = 45 CFM BASE VENTILATION RATE X 1.5= 67.5 CFM REQUIRED FLOOR AREA NAME LEVEL AREA STORAGE LEVEL 1 159 SF 159 SF REMODEL LEVEL 1 684 SF REMODEL LEVEL 2 848 SF 1532 SF GARAGE LEVEL 1 187 SF 187 SF DECK LEVEL 2 153 SF 153 SF 1. EACH DWELLING UNIT SHALL BE EQUIPPED WITH A VENTILATION SYSTEM. REFER TO SECTION M1505.4 FOR COMPLETE REQUIREMENTS INCLUDING DETAILED REQUIREMENTS FOR TESTING OF ALL SYSTEM COMPONENTS. 2. THE AIR REMOVED BY EVERY MECHANICAL EXHAUST SYSTEM SHALL BE DISCHARGED OUTDOORS A MIN. OF 3 FT FROM PROPERTY LINES, 3 FT FROM OPERABLE AND NONOPERABLE OPENINGS IN THE BUILDING AND 10 FT FROM MECHANICAL AIR INTAKES EXCEPT WHERE THE OPENING IS LOCATED 3 FT ABOVE THE AIR INTAKE. 3. EXHAUST &SUPPLY FANS SHALL BE TESTED AND RATED IN ACCORDANCE WITH THE AIRFLOW AND SOUND RATING PROCEDURES OF THE HOME VENTILATING INSTITUTE (HVI 915, HVI LOUDNESS TESTING AND RATING PROCEDURE, HVI 916, HVI AIRFLOW TEST PROCEDURE, AND HVI 920, HVI PRODUCT PERFORMANCE CERTIFICATION PROCEDURE). 4. THE WHOLE HOUSE VENTILATION SYSTEM SHALL CONSIST OF EXHAUST FAN, ASSOCIATED DUCTS AND CONTROLS (REFER TO ENERGY CREDIT NOTES). LOCAL EXHAUST FANS ARE PERMITTED TO SERVE AS PART OF THE WHOLE HOUSE VENTILATION SYSTEM. SYSTEM SHALL OPERATE CONTINUOUSLY AT THE NOTED VENTILATION RATE. a. WHOLE HOUSE VENTILATION EXHAUST FANS SHALL HAVE A MINIMUM EFFICACY AS PRESCRIBED IN THE WASHINGTON STATE ENERGY CODE. VENTILATION FANS SHALL BE RATED FOR SOUND AT A MAXIMUM OF 1.0 SONE EXCEPT FOR HVAC AIR HANDLERS, ERV/HRV UNITS, AND REMOTE MOUNTED FANS WITH AT LEAST 4 FT (1 M) OF DUCTWORK BETWEEN THE FAN AND THE INTAKE GRILLE. 5. EXHAUST FANS REQUIRED SHALL BE DUCTED DIRECTLY TO THE OUTSIDE. BATHROOM EXHAUST FANS THAT ARE DESIGNED FOR INTERMITTENT EXHAUST AIRFLOW RATES SHALL BE PROVIDED WITH OCCUPANCY OR HUMIDITY SENSORS TO AUTOMATICALLY OVERRIDE THE FAN TO THE HIGH SPEED AIRFLOW RATE. 6. WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE TESTED, BALANCED AND VERIFIED TO PROVIDE A FLOW RATE NOT LESS THAN THE MINIMUM NOTED. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE BUILDING OFFICIAL AND BE POSTED IN THE DWELLING UNIT PER SECTION M1505.4.1.7. 7. A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE MECHANICAL CONTRACTOR, TEST AND BALANCE CONTRACTOR OR OTHER APPROVED PARTY AND POSTED WITH THE CERTIFICATE DESCRIBED IN THE ENERGY NOTES. 8. THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT COMPLY WITH THE FOLLOWING: a. THE WHOLE HOUSE VENTILATION SYSTEM SHALL BE CONTROLLED WITH MANUAL SWITCHES, TIMERS OR OTHER MEANS THAT PROVIDE FOR AUTOMATIC OPERATION OF THE VENTILATION SYSTEM WITH READY ACCESS BY THE OCCUPANT. b. WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT ENABLE MANUAL OVERRIDE OFF OF THE SYSTEM BY THE OCCUPANT DURING PERIODS OF POOR OUTDOOR AIR QUALITY. CONTROLS SHALL INCLUDE PERMANENT TEXT OR A SYMBOL INDICATING THEIR FUNCTION. INSULATION REQ'S TABLE R402.1.1 Climate Zone 5 and Marine 4 Fenestration U-Factor* 0.30 Skylight U-Factor 0.50 Ceiling R-Value 49 Single Rafter Ceiling R-Value 38 Wood Framed Wall R-Value 21 int Floor R-Value* 38 10 cont. ext./15 cont. int./21 cavity with R-5 thermal break Below Grade Wall R-Value Slab R-Value 10, 2ft deep *AS MODIFIED BY TABLE 406.3 ENERGY CREDITS APPLICABLE TO NEW BUILDING COMPONENTS. daniel U MBACH architect 7711 16th Ave NW Seattle, WA 98117 Ph: 206 427-3871 dan@umbacharchitect.com sas2 REGISTERED ARCHITECT C Daniel W Umbac STATE OF WASHINGTON m (V � Q � � O �n O w z J \_O / I- W — � m (%i �_ w � �� z Q � z O �/��/ LL LL Q Q �; w U o � � _ z o J Q C� G W � o z Q � �"�"� w Q p > w Q � V v � J oc � w Q� 1..1� N � � W W V Q z � W � W W > LL Qr ^� V J z � o w LL w O � Q z V v � � rr�rr�� V Q � J 0 O w Q � � z � � W SHEET NUMBER A 1.0 z 1 NEW WINDOW OPENINGS � � I � � � � \ �� I I� _ I � I I '�� I �� I C I - - NEW WINDOW OPENING � � � � �\ �IJ \ i � �� � I \ � I I I I I -� - i� I � \� �� I I �I � � REMOVE EXIST CEILING FRAMING FOR VAULTED CEILING. RAFTERS TO REM, �� � � - �� II II II � � J � � �� �I � — � REMOVE EXIST INTERIOR PAR I� � I� i I� � I� � � � � REMOVE EXISTING MASONRY FIREPLACE L � � WINDOW OPENINGS TO BE RECONFIGURED PER PLAN LEVEL 2 DEMOLITION PLAN LEVEL 1 DEMOLITION PLAN WIDEN EXISTING OPENING NEW WINDOW OPENINGS — — — — — — — � T - I � T i- i i I I I , ��� I I I% I � I � i � � y� I I I I \fI I NG @FLOOR ABOVE , X �I � I � -, I �\,�� I I � I I �\ � � I I �- � � i I I � � �I � v � v=� I I ICI � [� � I I I I II II I REMOVE EXIST INTERIOR PARTITIONS I I I �_ � I IL I � � I i II � I REMOVE � � f MASONRY FROM � L l � � � FIREPLACE ABOVE I II II � -� � i � \�\ \� I \'' � � I � i � � I WIDEN EXISTING OPENING REMOVE/REPLACE EXIST WINDOWS, TYP daniel U M�ACI� architect 7711 16th Ave NW Seattle, WA 98117 Ph: 206 427-3871 dan@umbacharchitect.com sss2 REGISTERED ARCHITECT Daniel W Umbac STATE OF WASHINGTON O oc Q I!. Q 0 Q Q Q O O a (/') 0 z 0 0 w >� w U_ O w V O Ln C/') z a J d z 0 J W SHEET NUMBER A2.0 WINDOW SCHEDULE MARK TYPE SIZE UNIT AREA U VAL NOTES WIDTH HEIGHT FT IN FT IN 101 FIXED 2 10 3 0 8.50 0.28 VER EXISTING OPENING SIZE 102 CASEP�IENT 2 10 3 0 8.50 0.28 VER EXISTING OPENING SIZE 103 FRENCH DOORS 0 0 6 8 40.00 0.28 NEWIREFRAh�IED OPENING 104 CASEP�IENT 0 0 5 2 31.00 0.28 REFRAP�IE TO PJIATCH 102 105 FIXED 0 0 6 0 38.00 0.28 REFRAP�IE TO PJIATCH 101 108 AWNING 3 0 3 0 9.00 0.28 VER EXISTING OPENING SIZE 107 AWNING 3 0 3 0 9.00 0.28 VER EXISTING OPENING SIZE 108 CASEP,rIENTJFXD 4 0 2 0 8.00 0.28 REFRAP�IED OPEPJIhJG 109 FXD 1 6 2 0 3.00 0.28 VER EXISTING OPEhJING SIZE 110 FXD 2 9 2 3 &.19 0.28 VER EXISTING OPEhJIhJG SIZE 201 CASEP�IENTJFXD 4 2 4 0 1fi.67 0.28 VER EXISTING OPENING SIZE 202 CASEP�IENTJFXD 9 3 4 0 37.00 0.28 REFRAP�IED OPENING 203 CASEP�1ENTlFXD 9 3 6 0 55.50 0.28 REFRAP�IED OPENING 204 CASEP�IENTIFXD 9 3 4 0 37.00 0.28 REFRAP�IED OPENING 205 CASEP�1ENTlFXD 0 2 4 0 24.67 0.28 REFRAP�IED OPENING 208 ENTRY DOOR 3 0 6 8 20.00 0.28 NEW OPENING 207 FXD 0 0 0 0 12.30 0.28 CUSTOh�1 TRANSOh�1 -SEE ELEVATIOPJS 208 AWNINGJFXD 4 0 7 0 28.00 0.28 NEW OPENING 209 AWNINGJFXD 4 0 1 0 4.00 0.28 NEW OPENING 210 CASEh�IENT 2 6 2 10 7.08 0.28 NEW OPENING 211 CASEP�IENTIFXD 5 0 3 2 15.83 0.28 REFRAP�IED OPENING 212 CASEP�IENTIFXD 5 0 3 2 15.83 0.28 REFRAP�IED OPENING WINDOW REQUIREMENTS 1. REFER TO BLDG ELEVATIONS FOR ADDITIONAL DIMENSIONS AT MULLIONS AND FUNCTION AND DIMENSIONS OF VENTED SASH. 2. REFER TO BLDG ELEVATIONS FOR SAFETY GLASS LOCATIONS LABELED "S.G." 3. ALL SLEEPING ROOMS SHALL BE PROVIDED WITH A MINIMUM OF ONE EMERGENCY EGRESS WINDOW. REFER TO PLAN FOR LOCATIONS. EGRESS WINDOWS SHALL HAVE: A. MIN NET OPEN AREA = 5.7SF B. MIN. NET OPEN HEIGHT = 24" C. MIN. NET OPEN WIDTH = 20" D. MAXIMUM SILL HEIGHT = 44" 4. ALL WINDOWS WITHIN 10' OF GRADE SHALL BE LOCKABLE 2 KEYNOTES 01 GUARDRAILS: GUARDRAILS SHALL BE PROVIDED AT THE OPEN SIDE OF ALL WALKING SURFACES LOCATED MORE THAN 30" ABOVE ADJACENT GRADE AT ANY POINT WITHIN 36", INCLUDING STAIRS, LANDINGS, DECKS, BALCONIES, ETC. GUARDRAILS SHALL MEET THE FOLLOWING DIMENSIONAL REQUIREMENTS: 1 )36" MIN HEIGHT (34" ABOVE NOSING AT STAIR RUN, 38" MAX WHERE ALSO SERVING AS STAIR HANDRAIL); 2) RAIL MEMBERS SPACED TO PREVENT THE PASSAGE OF A 4" SPHERE (6" OK AT TRIANGULAR OPENING AT STAIR TREAD/RISER). 03 HANDRAILS: ALL STAIR RUNS WITH FOUR OR MORE RISERS SHALL BE PROVIDED WITH A HANDRAIL ON AT LEAST ONE SIDE. HANDRAILS SHALL BE CONTINUOUS FOR THE FULL LENGTH OF THE STAIR RUN FROM A POINT ABOVE THE TOP AND BOTTOM RISERS. HANDRAILS SHALL BE RETURNED TO THE WALL OR TERMINATE IN NEWEL POSTS. HANDRAILS SHALL MEET THE FOLLOWING DIMENSIONAL REQUIREMENTS: 34" MIN TO 38" MAX MOUNTING HEIGHT ABOVE THE STAIR NOSING; 1-1/4" MIN TO 2" MAX DIAMETER FOR CIRCULAR RAILS, OR AS OTHERWISE APPROVED IN IRC R311.7.8.3. ; 1-1/2" MIN CLEARANCE BETWEEN HANDRAIL AND WALL SURFACE. 05 SPIRAL STAIRWAYS: THE CLEAR WIDTH AT AND BELOW THE HANDRAILS AT SPIRAL STAIRWAYS SHALL NOT BE LESS THAN 26" AND THE WALKLINE RADIUS SHALL NOT BE GREATER THAN 24 1/2". EACH TREAD SHALL HAVE A DEPTH OF NOT LESS THAN 6 3/4" AT THE WALKLINE. TREADS SHALL BE IDENTICAL, AND THE RISE SHALL BE NOT MORE THAN 9 1/2". HEADROOM SHALL BE NOT LESS THAN 6'-6". REFER TO FLOOR PLAN FOR STAIR RADIUS. MFR SHALL PROVIDE SHOP DRAWINGS DEMONSTRATING COMPLIANCE WITH PLAN DIMENSION AND ALL CODE MINIMUMS. 14 GARAGE/DWELLING SEPARATION: PROVIDE 1/2" REGULAR GWB AT WALLS SEPARATING GARAGE FROM DWELLING SPACE. DOORS THAT SEPARATE THE GARAGE FROM THE DWELLING SHALL BE 1-3/8" SOLID CORE WOOD, 1-3/8" SOLID OR HONEYCOMB STEEL, OR 20 MIN. RATED, EQUIPPED WITH SELF CLOSING DEVICE. U-VALUE = 0.30 MAXIMUM. 31 SMOKE/CO ALARMS: ON EVERY FLOOR PROVIDE ONE CENTRALLY LOCATED SMOKE/CARBON MONOXIDE DETECTOR (S/CO). DO NOT LOCATE DETECTORS NEAR KITCHEN APPLIANCES. IN EVERY SLEEPING ROOM PROVIDE ONE SMOKE DETECTOR (SD). ALL DETECTORS SHALL BE HARD -WIRED WITH BATTERY BACK-UP. SEE FLOOR PLANS FOR LOCATIONS. 34 EXHAUST FAN TYPICAL. CFM AS NOTED. REFER ALSO TO LOCAL EXHAUST VENTILATION NOTES ON SHEET A0.1. 35 EXHAUST TO SERVE AS WHOLE HOUSE VENTILATION FAN. REFER TO LOCAL EXHAUST AND WHOLE HOUSE VENTILATION NOTES ON SHEET A0.1. 50 EMERGENCY ESCAPE AND RESCUE: ALL SLEEPING ROOMS SHALL BE PROVIDED WITH � ONE APPROVED EGRESS WINDOW (SEE PLAN). REFER TO "WINDOW REQUIREMENTS" ON SHEET A0.1 FOR ADDITIONAL INFORMATION. 51 SAFETY GLAZING: ALL GLAZING IN HAZARDOUS LOCATIONS SHALL BE PROVIDED o J� WITH APPROVED SAFETY GLASS. REFER TO BLDG ELEVATIONS FOR SAFETY GLASS LOCATIONS LABELED "S.G." 53 GLASS SHOWER ENCLOSURE (SAFETY GLAZING REQ'D) 90 SECURITY: BUILDING ENTRY DOORS SHALL BE EQUIPPED WITH A MINIMUM 1/2" p THROW DEAD BOLT. BUILDING ENTRANCE DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT USE OF SPECIAL KEY OR SPECIAL KNOWLEDGE OR EFFORT. BUILDING ENTRANCE DOORS SHALL BE EQUIPPED WITH GLASS OR OBSERVATION PORT. ALL WINDOWS WITHIN 10' OF GRADE SHALL BE LOCKABLE. LEVEL 2 � 4'-0" � 9'-3" $'f 9'-3" $fi 9'-3" � h �� daniel U M�A�H architect 7711 16th Ave NW Seattle, WA 98117 Ph: 206 427-3871 dan@umbacharchitect.com sas2 REGISTERED ARCHITECT C Daniel W Umbac STATE OF WASHINGTON W (� J z Q O � j � � � o •� /M�� a� W L L 0 �> r� W � � � Z SHEET NUMBER 1 LEVEL 1 A2.1 ------------------------------------------------------------------------------------------------183.62 HEIGHT LIMIT — darl�e� EXISTING ROOFING TO REMAIN I I n � ���� architect NEW WINDOWS TYP THROUGHOUT 7711 16th Ave NW � — � � Seattle, WA 98117 I I � Ph: 206 427-3871 I I I I = dan@umbacharchitect.com I I � I I I o sss2 REGISTERED I N ARCHITECT I EXISTING GUTTER &DOWNSPOUT I Daniel W Umbac STATE OF WASHINGTON i i / i I S.G. S.G. PROPERTY LINE �� \ \ � \ � cV Q I S.G. S.G. S.G. � � � I LEVEL 2 � i W � Z 160.0 � O ���� ���� ���� � ���� S-�S.G. S.G. Q v� - � - -- -- - ------------------- - - i 158.62 AVE. 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METP -� =STRUCTURAL I � � I I / EXIST MASONRY CHIMNEY Z 1X12 TRIM � �!\ I � TO BE REMOVED w SCREENEDTYP EXT WALL I n��n �.[m�iv i avrn i I Q TYP SHINGLt RUUF I I I W �Q � � ' VV � � � �l Z � I I� //�� � � � I � � V 1 S.G. � Z / Q � �_ O LEVEL 2 � / � � J Q � O i L!i W Q � EXISTING GARAGE NO WORK LEVEL 1 SHEET NUMBER EXISTING DECK AND STAIRS TO BE REPAIRED SOUTH ELEVATION NORTH ELEVATION A3.0 � � EXISTING ROOFING &SHEATHING NEW 3.75" CLOSED CELL SPRAY FOAM INSULATION, R=6.2 PER INCH MIN °o o � — NEW 3 1/2" R-15 BATT INSUL �o�o�° ° °o$o$� � � R-38 MIN TOTAL EXISTING 2x4 ROOF JOISTS � ° ° o 0 0°0°0°0 0 °-o°o°0 0 0 0°0°0°0°0°0°0 o f �� EXISTING GUTTER & 0 0 0°0°0°0°0°0°0°0° °o FASCIA 0 0 0 0 0 0 0 0 0 0 0 -- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NEW 2X8 ROOF JOISTS � °°°°°°°°° °°°°°°°°° � o o°o 000000000 ct o o�o_o_o�o i NEW BEAM, TRIMMED PER STRUCT +/- 6'-9" BOTTOM OF BEAM — EXISTING CLG. TO BE REMOVED 5 EAVE DETAI L NEW CLG. +/- 6'-8" �I' EXISTING SHEATHING 8c SIDING NEW R-15 BATT INSUL AT EXISTING 2X4 CAVITY EXISTING ROOFING &SHEATHING NEW 3.75" CLOSED CELL SPRAY FOAM INSULATION, R=6.2 PER INCH MIN NEW 3 1/2" R-15 BATT INSUL R-38 M I N TOTAL �'' o 0 EXISTING GUTTER & FASCIA � �u HEADER PER STRUCT NEW TRIM & SHEATHING HEAD FLASHING BEHIND WRB NEW WINDOWS o o°o°o°o o o°o°o°o°o°o o o°o°o°o°o°o°o°o°o °o°o o°o°o°o°o°o°o°o°e 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0� o°o°o°o°o 0000°00000 o s- o°o°o°o°o 0°0°9° o— o°o°o°o°o o-° EAVE C� WINDOW HEAD NEW R-15 BATT INSUL @EXIST 2X4 CAVIT` NEW TRIM AND SIDING A`. NEEDED TO REPLACE EXIS- NEW FLUSH HEADEf BLOCKING AS REQ'D TO ALIGN WINDOW HEAD`. DRIP EDGE FLASHING BEHIND WRB .�o"o o°o°o° o°o°o° EXISTING 2x4 ROOF JOISTS NEW 2X8 ROOF JOISTS �— , - — — EXISTING CLG. TO NEW CLG. BE REMOVED > SILL .GORING &BASE NEW R-21 BATT INSUL TRIM daniel U M�AC�I architect 7711 16th Ave NW Seattle, WA 98117 Ph: 206 427-3871 dan@umbacharchitect.com sssz REGISTERED ARCHITECT C Daniel W Umbac STATE OF WASHINGTON m (V � Q � � O 0 w (� z J O Q > � w m (%i �_ W � � � Z DOOR HEAD BASEMENT DOORS Q @ '� � 1 1 /2" 1, o„ z 3 = _ Q �c �c Q � Q U o O z 0 oc � Q � � o Q � o w o > V 4 ��Q `.J �5 ` A4.0 � Q J � ' ~ 4 O NEW BEAM PER STRUCT A4.0 SIM � � � TOP LANDING BY � LIVING/DINING STAIR MFR. W V os o1 z c/�i / w J 3 A4.0 NEW UL LISTED GAS FIREPLACE INSERT � /r \� � LEVEL 2 � �.�..� LEVEL 2 � 57.50' 57.50' � Q �_ / 05 z � Q � z ,� � � Q �w REC ROOM � Q ; �, � � z \�� � O � Q� 1 � 1 J O LEVEL � 50.00 v LEVEL � 50.00 v 0 � V Q W � rn � SHEET NUMBER 2 BUILDING SECTION 1 BUILDING SECTION •• �7 SIDE STEP 1 INSTALLED BY FRAMER DO NOT FASTEN FLASHING. LEAVE UNATTACHED FOR BRIER TO TUCK IING STEP 2: INSTALL "MOISTOP" CORNER SHEILD AT END OF JAMB-(3) FASTENERS & 3/8" "MOISTOP" SEALANT AT TOP EDGE STEP 2: "MOISTOP" SEALANT AT TOP EDGE TO CONTINUE TO & UP OPPOSITE JAMB STEP 2 INSTALLED BY FRAMER 3" MIN STEP 2: 9" MIN. CORNER SHEILDS STEP 1: SILL FLASHING SILL WRAP w/ 9" "FORTIFLASH" FOLDED -NOTE: SILL WRAP MUST COMPLETELY COVER THE ROUGH OPENING SILL (INCLUDING CORNER SHEILDS) ROOF MEMBRANE REPLACES STEP TI-IRI 12 4T POTI(1 fl(1(1RC 4nlfl STEP 3 STEP 4 INSTALLED BY INSTALLED BY FRAMER FRAMER STEP 7: WIPE WINDOW FLANGE &BASE "MOISTOP" CLEAN. CUT "E-Z SEAL" NOTE: 1. INSTALL 6" WIDE SELF - JAMB TO LENGTH. REMOVE FOR WOOD TRIM WRAP & ADHESIVE MOD. SBS RELEASE PAPER &INSTALL 12" WINDOWS, BITUTENE MEMBRANE "E-Z SEAL" HEAD FLASHING. FIRST INSTALL WOOD TRIM ,NEXT 2. CONTINUE INSTALL OF APPLY INSTALL MTL. WINDOW HEAD WEATHER BARRIER o/ INSTALL WINDOW IN � FIRM PRESSURE ALONG THE FLASHING o/ TRIM TOP INSTALL PRE -FINISHED 26 ga MEMBRANE HEAD FLASHING ACCORDANCE w/WINDOW MFG's ENTIRE SELF-ADHESIVE STRIP TO GALV WINDOW HEAD STRIP REQUIRMENTS. ENSURE A CONT. SEAL. FLASHING EXTEND HEAD FLASHING BEYOND STEP 4: THE JAMB FLASHING IN 3" MIN. JAMB FLASHING PLACE 3/4" —� EXTENSION - HEA EDGE OF HEA HEA 12" D FRAME D D 4" MIN STEP 6: WIPE WINDOW FLANGE &BASE "MOISTOP" CLEAN. CUT "E-Z SEAL" SIDE TO LENGTH. REMOVE RELEASE PAPER &INSTALL 6" "E-Z SEAL" JAMB FLASHING. APPLY FIRM PRESSURE ALONG THE ENTIRE SELF-ADHESIVE STRIP TO ENSURE A CONT. SEAL INSTALL WINDOW IN STEP 1: ACCORDANCE w/WINDOW MFG's SILL FLASHING REQUIRMENTS. 1 STEP 6 INSTALLED BY SIDER WINDOW FLASHING DETAIL STEP 7 INSTALLED BY SIDER STEP 8 INSTALLED BY SIDER STEP 9 INSTALLED BY SIDER STEP 4: JAMB FLASHING. JAMB FLASHING SHOULD EXTEND ABOVE WHERE THE "E-Z SEAL" HEAD FLASHING WILL INTERSECT. STEP 2: CORNER SHEILDS STEP 4: 9" "MOISTOP" FLASHING. LEAVE BOTTOM EDGE UNATTACHED FOR WEATHER BARRIER TO TUCK UNDER "MOISTOP" FLASHING .• .ASHING ADD METAL SILL PAN BETWEEN STEPS 4 & 5 WHERE INDICATED IN ARCHITECTURAL DETAILS 12" MIN. STEP 5: PROVIDE CONTINIOUS BEAD OF SEALANT ON BACKSIDE PERIMETER OF FLANGE. ("MOISTOP" SEALANT). PROVIDE EXTRA SEALANT AT ALL% MITERED CORNERS. INSTALL WINDOW I LEAVE 1" GAP BETWEEN FRAME &WEATHER BARRIER EACH SIDE STEP 5 INSTALLED BY FRAMER JAMB STEP 1: SILL FLASHING STEP 4: JAMB FLASHING STEP 1: SILL FLASHING INSTALL WINDOW IN ACCORDANCE w/WINDOW MFG's REQUIRMENTS. STEP 10 INSTALLED BY SIDER 4" MIN. LAP (TYP) LAP WEATHER BARRIER UP SIDES �' WEATHER BARRIER. TUCK UNDER STEP 1 SILL FLASHING AND UNATTACHED BOTTOM OF STEP 3 FLASHING AS INDICATED daniel U N"�,4� H architect 7711 16th Ave NW Seattle, WA 98117 Ph: 206 427-3871 dan@umbacharchitect.com sssz REGISTERED ARCHITECT Daniel W Umbac STATE OF WASHINGTON Q O O z Q � Q cn V o O z 0 Q � � o Q 0 w � � Q U_ Q � O � � Q W V z W (� W Q N z o � w Q � V v \ � Q 0 O 0 � Q z 0 Q J J a z 0 0 z SHEET NUMBER A4.1 STRUCTURAL NOTES C G (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 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 FLOOR 40 PSF DECK 60 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11). EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8. SITE CLASS D (DEFAULT) SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.303 ONE SECOND SPECTRAL RESPONSE ACCEL (Si) 0.461 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (Sps) 1.042 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (Spi) 0.565 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR (IE) 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD SHEAR WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) 1.3 SEISMIC RESPONSE COEFFICIENT (CS) 0.160 W =TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2 BASE SHEAR (V), V = CSW = R� I W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 97 MPH EXPOSURE D KZT 1.99 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE NOT REQUIRED. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION) LATERAL EARTH PRESSURE UNRESTRAINED: 35 PCF +ANY APPLICABLE SURCHARGE RESTRAINED: 50 PCF +ANY APPLICABLE SURCHARGE PASSIVE: 300 PCF COEFFICIENT OF FRICTION: 0.35 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 BY THE 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. 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 BY THE OWNER IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ,�I�3►[y:3�1� 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 SHR NKAGE 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 4000 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 ACI SP-66 AND ACI 318, 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 25 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 f'c = 4000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS gARS ALL BARS TOP BARS gARS ALL BARS #3 19 15 8 24 19 12 #4 25 19 10 33 25 15 #5 31 24 12 41 31 19 #6 37 29 15 49 37 23 #7 54 42 17 71 54 27 #8 62 48 19 81 62 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE 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 BY THE 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. 1�111�/1:3�:J ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) SLEEPERS DOUG-FIR STUD 700 - LIGHT FRAMING (STUDS) HEM -FIR STUD 675 800 2x JOISTS AND PLANKS HEM -FIR #2 850 - PLATES AND BLOCKING HEM -FIR #2 850 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMS AND STRINGERS HEM -FIR #2 850 - ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH 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 � MIN LENGTH 8d COMMON 0.131Q� 2 1/2" SHANK 10d COMMON 0.148Q1 3" SHANK 12d COMMON 0.148Q1 3 1/4" SHANK 16d COMMON 0.162Q1 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 12.1.4.2. 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 BY THE 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 ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHER 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 2303.1.5. TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fv (PSI Fc (PSI) BEAMS &POSTS (d < 9 1/2") LSL 1.3E 1,700 425 1,835 RIMS &BEAMS (d >_ 9 1/2") LSL 1.55E 2,325 310 - BEAMS &POSTS LVL 2.0E 2,600 285 2,510 POSTS (d < 9 1/2") PSL 1.8E 2,400 190 2,500 BEAMS (d >_ 9 1/2") PSL 2.0E 2,900 290 - TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS. UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. GLUE -LAMINATED TIMBER GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARI<AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE FOLLOWING MINIMUM STANDARDS: SPAN COMBINATION Fb SIMPLE SPAN BEAMS 24F-V4 2400 PSI CANTILEVER OR MULTI -SPAN BEAMS 24F-V8 2400 PSI TYPICAL FRAMING NOTES 1. BEARING WALL FRAMING 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO. REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR &WINDOW HEADERS NOT CALLED OUT ON THE PLANS. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. 2. WALL BASE PLATE ON CONCRETE 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. l.�e\��i>►tit/_\ l���r�1�7e1►1�1»e���»►1��:7e��[�7►(.y CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. 6. GYPSUM WALLBOARD NAILING ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE WALL. EXISTING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 0�/ 23 J Q H H Z O m � � D_ N � ~ U � (n � W w 0 a M W � Q O � � �n O DESIGN: ZSH DRAWN: JOS CHECK: DMT JOB NO: 22373.10 DATE: 05/04/23 J �..1..� 0 W W � _ � �..1..� � U N Z W w U Q N J (n O Q Z � � Q N � U O� w SHEET: S1.1 /'Q LL U /'� LL ,� V J STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) LEGEND DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF FRAMING NATIVE SOIL � � �=� � �=� � �=� � �=� � � — — — — — EXTENT OF FRAMING GRANULAR FILL STRUCTURAL STEEL COLUMNS � � COLUMN BEARING ON BEAM RATED SHEATHING P BEAM CONTINUOUS OVER SUPPORT SHEAR WALL SWX (SEE SCHEDULE) �'� CONCRETE WALL COLUMN MARK G� (SEE SCHEDULE) BEARING STUD FOOTING MARK O WALL (SEE SCHEDULE) NON -BEARING HOEDOWN MARK STUD WALL (SEE SCHEDULE) BEARING STUD HANGER MARK O SHEAR WALL (SEE SCHEDULE) NON -BEARING FLAG NOTE STUD SHEAR WALL (SEE PLAN NOTES) CMU WALL STEEL MOMENT FRAME CONN. �/� �V ABBREVIATIONS (A) ABOVE HORIZ HORIZONTAL AB ANCHOR BOLT KP KING POST KIPS PER SQUARE INCH ALT ALTERNATE KSI ARCH (B) ARCHITECT MECH MECHANICAL MOMENT FRAME NEAR SIDE BELOW MF BLKG BLOCKING NS BM BEAM OC ON CENTER OPPOSITE BOT BOTTOM OPP BTWN BETWEEN PL PLATE PLACES POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT CJP COMPLETE JOINT PENETRATION PLCS CLR CLEAR PSI CMU CONCRETE MASONRY UNIT PSF COL COLUMN P/T POST TENSIONED CONC CONCRETE PT PRESSURE TREATED REINFORCING CONN CONNECTION REINF CONT CONTINUOUS REQ'D REQUIRED DBL DET DOUBLE SCHED SIM SCHEDULE SIMILAR DETAIL DIM DIMENSION SOG SLAB ON GRADE STANDARD EA EACH STD ELEV ELEVATION SW SHEAR WALL TOP OF CONCRETE EXIST EXISTING TOC EXP EXPANSION TOS TOP OF STEEL TOP OF WALL TYPICAL FLR FLOOR TOW FDN FOUNDATION FOOTING FAR SIDE FULL HEIGHT GLUE -LAMINATED BEAM TYP FTG UNO UNLESS NOTED OTHERWISE FS VFY VERIFY VERIFY IN FIELD FH VIF GLB VERT VERTICAL C G ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 0�/ 23 m w � �� Q O � � �n O Y Q DESIGN: ZSH DRAWN: JOS CHECK: DMT JOB NO: 22373.10 DATE: 05/04/23 J W 0 O � w w � � � � w � U N Z W O � � � w U Q � � � N J (n � Q Z � � o ��� Q N � U O� w SHEET: (� W 0 Z J Q U cn S1.2 w a Z FOUNDATION PLAN SCALE: 1/4" = 1'-0" FOUNDATION PLAN NOTES: 1. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS SPECIFIED IN THE SOILS REPORT. 2. FX INDICATES FOOTING TYPE. REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE &REINFORCEMENT. 3. REFER TO SHEET 54.1 FOR FOUNDATION DETAILS. 4. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET 51.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. 5. FOUNDATION LEVEL HOEDOWNS ARE SHOWN ON MAIN FLOOR FRAMING PLAN. REFER TO HOEDOWN SCHEDULE ON SHEET 53.1 FOR HOEDOWN TYPES AND MAIN FLOOR FRAMING PLAN FOR HOEDOWN ANCHOR BOLT LOCATIONS. 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. 8. REFER TO DETAIL 3/54.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. 2'-0" 0 2'-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 0�/ 23 J Q Cam_ z C O m � � � N U � (n � W w 0 d W M � Q O � � O Y Q DESIGN: ZSH DRAWN: JOS 4'-0" CHECK: DMT JOB NO: 22373.10 DATE: 05/04/23 J �..1..� 0 O C �..�.� c �.I..� Z U � N J W W O � � � � Z w U Q O � � � � � J � Q ICI O 0 0 Q Z Z � Lf') � � acyo O U o� w L� � SHEET: S2.1 SW6 UPPER FLOOR FRAMING PLAN SCALE: 1/4" = 1'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 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 2/55.1. 2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 3. ALL DIAPHRAGMS UNBLOCKED UNO BY NOTE 4. 4. REFER TO SHEET SS.1 AND 55.2 FOR TYPICAL FLOOR FRAMING DETAILS. 5. ���\ INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN, TYP. 6. 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. 7. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOEDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. 8. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x6 HF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 9. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 10. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 11. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT HANGERS W/ MAX NAILING. EX HDR SW6 SW6 SW6 1 SS.2 SW6 1 � EX BM �I m d EXIST DECK m w JOISTS �w � EX BM � �� VERIFY/PROVIDE SPECIFIED N HOEDOWNS AND SHEARWALL n NAILING PER NOTES & SCHED, TYP 2'-0" 0 2'-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 0�/ 23 J Q Cam_ z C O m � � � N U � (n � W w 0 d W M � Q O � � O Y Q DESIGN: ZSH DRAWN: JOS 4'-0" CHECK: DMT JOB NO: 22373.10 DATE: 05/04/23 Z Q ^� 1..� J 0 O Z �..I..� � � � /'Q/ LL W U � L� N Z W W 00 � o > a, 0 W U Q 0 � � � J � L.� ICI J � Z O � � Z � � O � Q N � � U O� w � � SHEET: S2.2 ROOF FRAMING PLAN SCALE: 1/4" = 1'-0" TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR WINDOW HEADER. 3. UNLESS NOTED OTHERWISE, HEADERS AT ALL EXTERIOR WALLS SHALL BE 4x6 HF#2 WHERE MAXIMUM SPAN = 5'-0". 4. UNLESS NOTED OTHERWISE, DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 HF#2 WHERE MAXIMUM SPAN = 4'-6". 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. r�:��r�:irrya:���Y:�■r•�:i�����.�a�:z•1•»�:�a► u►�e�.�::rai��l 8. REFER TO DETAIL 3/55.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 9. jQ,1 INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN, TYP. 10. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL HEADER BEAMS. 11. ALL DIAPHRAGMS UNBLOCKED UNO. 12. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 13. HOEDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED ON UPPER FLOOR LEVEL. FLAG NOTES: TOP OF BEAM TO BE FLUSH W/ TOP OF TOP PLATE. 2'-0" 0 2'-0" 4'-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 0�/ 23 J Q Cam_ z G O m � � � N U � (n � W w 0 d M W � F- � Q O � � O Y Q DESIGN: ZSH DRAWN: JOS CHECK: DMT JOB NO: 22373.10 DATE: 05/04/23 W 0 � w Z W � U N Z W (� o > � a, Z w U Q � � � � Q Q � � z O � Q z � � � o p N � � Q U O� w � � SHEET: S2.3 SHEAR WALL SCHEDULE MIN FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE SILL PLATE ANCHOR SHEAR TYPE APA-RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITY SHEATHING EDGES (SEE NOTE 5) AT PANEL EDGES TOP PLATE RIM/BLKG FOUNDATION SILL PLATE SIZE (pLF) BELOW 15/32" 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 3/4"� 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" @ 3/4"� AB SW4 ONE SIDE AND BLKG @ 4" OC @ 20" OC 4" OC @ 5'-0" OC 2x 350 15/32" (2) 2x STUD AND 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 3/4"� AB SW3 ONE SIDE 2x FLAT BLKG @ 3" OC @ 15" OC 3" OC @ 4'-0" OC 2x 455 15/32" 3x STUD AND 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 3/4"� AB SW2 ONE SIDE 2x FLAT BLKG @ 2" OC @ 12" OC 2.5" OC @ 3'-0" OC 2x 595 15/32" (2) 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 3/4"� AB 2SW4 BOTH SIDES AND BLKG @ 4" OC @ 10" OC 2" OC @ 2'-6" OC 2x 706 15/32" (2) 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131 x 3" 3/4"� AB 2SW3 BOTH SIDES AND BLKG @ 3" OC @ 7.5" OC @ 1.5" OC @ 2'-0" OC 2x 910 15/32" 3x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131 x 3" 3/4"� AB 2SW2 BOTH SIDES AND BLKG @ 2" OC @ 6" OC @ 1.5" OC @ 1'-6" 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"� @ 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 3/4"� 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. COLUMN SCHEDULE MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL C1 (2) 2x4 (2) 2x6 SEE NOTE 2 C2 (3) 2x4 (3) 2x6 SEE NOTE 2 C3 (4) 2x4 (4) 2x6 SEE NOTE 2 C4 4x6 HF#1 4x6 HF#1 - 05 4x8 HF#1 6x6 DF#1 - C6 4x10 HF#1 6x8 DF#1 - C7 6x10 DF#1 6x10 DF#1 - C8 TS4x4x1/4 TS4x4x1/4 PL 3/4 x 5 x 0'-10" NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR PRE -FABRICATED CONNECTION INSTALLATION REQUIREMENTS. 2. MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL FRAMING SCHEDULE. REFER TO DETAIL 3/55.1 FOR FABRICATION OF MULTIPLE STUD COLUMNS. 3. CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST SPACE FOR COLUMNS CONTINUING TO FOUNDATION. HOEDOWN SCHEDULE MARK TYPE MIN CHORD SIZE STUD NAILS OR BOLTS ANCHOR BOLT (SEE NOTE 4) CAPACITY (LB) MST37 (2) 2x (11) 16d EA END - 2,355 O2 MST48 (2) 2x (17) 16d EA END - 3,640 30 HDUS (2) 2x (14) SDS 1/4" x 2 1/2" SCREWS 5/8"S6 4,340 C HDU8 4x DF#2 (20) SDS 1/4" x 2 1/2" SCREWS 7/8"� 6,970 NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 2. REFER TO DETAIL 10/55.1 FOR INSTALLATION OF MST FLOOR TO FLOOR STRAPS. REFER TO DETAILS 11 & 13/55.1 FOR CONNECTION OF STRAP TO BEAM BELOW. 3. REFER TO DETAIL 9/55.1 FOR INSTALLATION OF ROD FLOOR TO FLOOR HOEDOWNS. REFER TO DETAIL 12 & 13/55.1 FOR CONNECTION OF ROD HOEDOWN TO BEAM BELOW. 4. INSTALL HD HOEDOWNS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 6/54.1. 5. AT ALL HOEDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED. FOOTING SCHEDULE MARK FOOTING SIZE REINFORCING COMMENTS F2 2'-0" x 2'-0" x 1'-0" DEEP (3) #5 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. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Zg M. T .�� of wAs� I�'�. q�w � ��,� H� (�+,� , m .. vi. sSIONAL 05/ 0�/ 23 J H H Z O_ m � � �_ N � ~ U � (n � W w 0 a m W � Q O � � O Y Q DESIGN: ZSH DRAWN: JOS CHECK: DMT JOB NO: 22373.10 DATE: 05/04/23 J W 0 O w � � w � � w � U � N Z W O � � � w U Q � ��� � Q � � � z o � 0 a Z w � � o = Q N o U Urnw (� � SHEET: ■ ..A.. CORNER BARS x � Q "A" ,, MAY BE SUBSTITUTED FOR ALL � 90° HOOKED BARS STD 90° HOOK TYP UNO (1) #6 VERT STD 180° HOOK (2) #6 VERT UNO, VERT CORNER BARS SHALL BE SAME SIZE TABULATED FOR MIN WALL REINF FOR THICKER WALL "A" =SPLICE LENGTH SEE NOTES, DETAILS, OR PLANS FOR REQ'D REINF. ALL BARS TO BE CONT OR SPLICED PER STRUCTURAL NOTES HORIZ CORNER BARS OF SIZE AND SPACING TO MATCH REINF OF THINNER WALL � PLACE VERT REINF OUTSIDE EXCEPT AS OTHERWISE NOTED OR SHOWN "A" TYPICAL CONCRETE WALL REINFORCING DETAIL SCALE: NTS 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 0°° �° O °0 SOD 0 0 Do ° °0� O 0 °O o 00 °o 0 O O O o0 0 �O /�/ —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" Q IN ALL AREAS WITH EXPOSED CONC FLOORS, EDGE SLAB WITH 1/8" MAX RADIUS AND FILL JOINT WITH SEALANT PROVIDE 5/8"� x 2'-0" SMOOTH SLIP DOWEL BARS AT 12" OC, TYP UNO X X CONC SLAB ON GRADE SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT. REINF SHALL NOT PASS THRU JOINT X X GREASE THIS I HALF OF BAR J TYPICAL CONSTRUCTION JOINT Q SAWCUT JOINT - IN ALL AREAS WITH EXPOSED CONC. FLOORS, FILL JOINT WITH SEALANT. IN LIEU OF SAWCUT JOINTS CONTRACTOR MAY USE ZIP STRIP PLACED WITH SLAB .� � CONC SLAB ON GRADE SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT Q � X X X X X X ® _ 0 NOTE: WHERE CONCRETE WALL WITH HT > 3'-0" EXISTS, ROD MAY EXTEND 24" MIN INTO WALL W/NUT & WASHER AS SHOWN 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" TYPICAL CONTRACTION JOINT TYPICAL SLAB ON GRADE DETAILS SCALE: 1" = 1'-0" SHEAR WALL PER PLAN AND SCHED ISOLATION JOINT W/JOINT FILLER HOEDOWN PER PLAN AND SCHED PIPE TRENCH EXCAVATION PARALLEL TO FTG SLEEVES TO CLEAR PIPE 1" ALL SIDES TOF BOF ox Q m� VO PIPES ALLOWED IN THIS REGION. LOWER =TGS AS REQ'D ' LOWER BOF AS REQ'D _ z_ PIPE TRENCH EXCAVATION PARALLEL 9 MIN � TO FOOTING IS NOT ALLOWED TYP � BELOW THIS LINE. STEP FTG AS REQUIRED FOR THIS CONDITION TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS SCALE: 1/2" = 1'-0" CONC COLUMN PER PLAN & SCHED CONTROL JOINT OR CONSTRUCTION JOINT 1��% II II II II II I I FILL W/ CONC. AFTER I I �� FLOOR &ROOF CONCRETE 1 I FRAMING COMPLETE SLAB ON I I GRADE II I I NOTE: ARCHITECT &ENGINEER SHALL APPROVE JOINT LOCATIONS PRIOR TO _ � CONSTRUCTION m U TYPICAL ISOLATION JOINT DETAIL SCALE: NTS IF BAR REINF USED, PROVIDE 'Z' BARS W/ LAP SPLICE PER STRUCTURAL NOTES SLAB STEP PER PLAN X X X X TYPICAL SLAB STEP CONC SLAB ON GRADE SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT X X X � TYPICAL SLAB ON GRADE DETAILS SCALE: 1" = 1'-0" � c u i no coi irG J � �� _ � m FRS TO MATCH DOTING A REINF JRBED EARTH OR �TED FILL PER URAL NOTES T =FTG THICKNESS PER PLAN, SCHED, AND DETAILS TYPICAL STEPPED WALL FOOTING SCALE: 1/2" = 1'-0" NOTE: EXTEND THREADED ROD BETWEEN JOISTS INTO STEM WALL BELOW. PROVIDE ROD COUPLER IF REQ'D. THREADED ROD AS REQ'D PER PLAN AND HOEDOWN SCHEDULE. INSTALL W/ HILTI HIT-HY 200 EPDXY EXISTING ' CONCRETE STEM WALL TOP OF EXISTING FOOTING SHEAR WALL PER PLAN AND SCHED HOEDOWN PER PLAN AND SCHED II I I SQUASH BLKG TO MATCH HOEDOWN I I CHORD ABOVE �� HOEDOWN DETAIL (EXIST FOOTING; SCALE: 1" = 1'-0" SIMPSON ABW POST BASE W/ 1/2"� x 6" SIMPSON TITEN HD SCREW ANCHOR EXIST SLAB ON GRADE X - II II u ® 9 �„ SECTION � V I SCALE: 1" = 1'-0" SIZE &REINF PER PLAN - POST PER PLAN #3 x 1'-6" DOWELS @ 12" OC EA SIDE, DRILL &EPDXY W/ SIMPSON SET-XP 4" � w z =Q a� 9 0 � � w _ a O CI ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 05/ 0�/ 23 � J Q H Z O m � � D_ N Q' ~ C� � (n � w w � a m w � Q O � � �n O Y Q' Q DESIGN: ZSH DRAWN: JOS CHECK: DMT JOB NO: 22373.10 DATE: 05/04/23 J W 0 O W V/ W �_ J Q U � N W 0 0 i? 0 \w_ / Z w U Q O � � � a� � Q Z O � 0 z Z � �n o � � U � � � �w � w � J SHEET: S4.1 C GI STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED -n-------�- - I�j II ICI II HEADER PER PLAN II II � I I II II I I • I I I•I I I I I I I•I I I I I I I .II I II II I I I CRIPPLE STUDS PER I I I I I j I I I I PLAN; DO NOT CUT IIII I I•I I•I I I• AWAY MATERIAL FROM I• I I I I I• I I I CRIPPLE STUDS j I I I I 11 I I II I •I I,I I I I I I I I I I I I I III 11 II I•I 11 FULL -HEIGHT I I•I I I�j ICI I• I ICI HOEDOWN CHORD IIII IIII I I 11 I I I •I I I I 11 I I I I I I II I I I I' I I I IIII 11 II I.I 11 IIII I I I IIII I•I I I I 11 I.I I I II I I I' I I.I I I 11 IIII I I I 11 I I I II I I I.I I I I' I 11 I I IIII 11 II I.I 11 IIII I I I I•I I I I 1 I.I I I I I I I I• I I• I.I I j AB W/ SIMPSON BP 1 1 1 I I I I I I I I• I I I 1 1 1 1 PL WASHER, TYP I•I II I •I I'I I I I•I 11 11 PT SILL PL PER SHEAR II I I I I I•I I I I� I I I I I WALL SCHED I I I .I A I I I•I I I I•I 11 II I'I 1------1 --�- � J1 ii _ z II � � II _ CONCRETE FOOTING OR P/T SLAB 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" AB SIZE AND SPACING PER PLAN AND SHEAR WALL SCHEDULE, TYP ------�-------�-------�-------�-----rl� I'I I'I I'I I•I I I•I II II II II III II II II �I II� II II II II II II II III II II II II III I'I I'I I'I I•I I I. II I II II II II II I FRAMING AT ADJOINING I I I I•I I I PANEL EDGES PER SHEAR I I I I I II II II I'I WALL SCHED I I II II I II II II II II•I II II II II III II II II II I'I I•I I•I I• II II II II II •- ,J U ;-- ;--�•H- ;-- ;-� F•-- � - -� r------ i i------ i i----- �•� I•I I•I II II II II II II II II II II II II II II II I'I I•I I•I II II II II II II II II II II II II II II II I'I I•I I•I II II II II II II II II II II II II II II II I'I I•I I•I II II II __ II II _1L------�L------� ------ II II I II II II II II II II II II 1L-�--1L------1 A��—���- II II /� II II �( RIM BOARD � �\ OR BLOCKING EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"� x 3" NAILS @ 9" OC (2) ROWS OF 0.131"� x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP A. CORNER INTERSECTION 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 B. 'T' INTERSECTION TYPICAL WALL INTERSECTION DETAIL SCALE: 1" = 1'-0" CONCRETE STEM WALL CONCRETE FOOTING 2x6 STUD @ 2x4 CROSS WALL 2x8 STUD @ 2x6 CROSS WALL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"� x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP PLATE WASHER PER SHEAR WALL SCHED SECTION A -A SCALE: 1 1/2" = 1'-0" NOTE: STAGGER SHEATHING AS SHOWN. INTERMEDIATE FRAMING MEMBERS SHEATHING PANEL, TYP I 2x OR 3x BLOCKING ONLY IF BLOCKED DIAPHRAGM IS SPECIFIED FRAMING MEMBERS W/ SPACING PER PLAN I II I I �I CONTINUOUS PANEL EDGES I I I I I I I I II II I I II I II I I II I SUPPORTED II PANEL EDGES I I I I I I I I I I II II I II II II II _ II _ II J L II _ II _ II _JL_J� `L DIAPHRAGM BOUNDARY (SHEAR WALL, BEAM, OR DRAG STRUT) TYPICAL FLOOR/ ROOF SHEATHING DETAIL SCALE: NTS (2) ROWS OF (8) 0.131"� x 3" 2 1/4" END NAILS @ 3" OC EA SIDE OF DISTANCE, TYP SPLICE AND (2) @ 9" OC ELSEWHERE W/ 1 1/2" EDGE DISTANCE 3" OC SPACING TOP CHORD 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 SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP (2) ROWS OF 0.131"� x 3" NAILS @ 9" OC � EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP (2) ROWS OF 0.131"� x 3" NAILS @ 9" OC (EACH SIDE OF PARTY WALL) STUD WALL PER FRAMING PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP C. PARTY WALL INTERSECTION 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 FL/'11V ui�n�.,.►.� 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 9" OC MAX SPACING BETWEEN Ie1�aL�il�►�\►191�y1►Ie\:t�J►�i�l 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" SIMPSON A35 (ONLY REQUIRED AT EXTERIOR HEADERS GREATER THAN 6' SPAN) (6) 0.131"� x 3" NAILS TYPICAL STUDS NAILING PER TYP BUILT-UP STUD COLUMN DETAIL AT HOEDOWNS: PROVIDE FULL HT HOEDOWN CHORDS PER HD SCHED OTHERWISE: (1) 2x FULL HT TYPICAL HEADER DETAIL SCALE: 1" = 1'-0" JOIST DIRECTION PER PLAN STUD WALL TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1" = 1'-0" SOLID STUDCOLU���IV 1 L�, 1 L��� TYP DOUBLE TOP PLATE BEAM OR HEADER PER PLAN AND NOTES CRIPPLE STUDS PER PLAN AND COLUMN SCHEDULE OR STRUCTURAL NOTES BEAM PER PLAN AND SCHEDULE SIMPSON A35 EACH `SIDE OF BEAM i v� _ o� a � J LL Lu PERPENDICULAR TO STUD WALL STU D WALL ENCINEE R111rC 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 15 M T .�� og wasp j�G ��`�, �g,/� ��'� � ram. "� o,�sl �� ���� ANAL 05/ 0�/ 23 J H H Z O m � � �_ N Q' ~ U � (n � W w � a M W � Q O � � O Y (r Q DESIGN: ZSH DRAWN: JOS CHECK: DMT JOB NO: 22373.10 DATE: 05/04/23 J 0 O W �.IJ _ �/ �.IJ � U N Z W 0 0 % � w U Q � � � N J O Q Z � � O � � Q N 0 U � W SHEET: �� r S5.1 O G SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES BREAK SHEATHING \ AT PLATE UNO `� 2x CONTINUOUS RIM SILL PLATE NAILING PER SHEAR WALL SCHEDULE BREAK SHEATHING AT PLATE UNO �' PANEL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES NOTE: NON -SHEAR WALL NAILING SHALL BE PER IBC TABLE 2304.9 A. TYPICAL FRAMING STUD WALL PER — FRAMING PLAN NOTES � STUD WALL PER FRAMING PLAN NOTES SHEATHING AND NAILING SILL PLATE NAILING PER PLAN SHEATHING AND NAILING SILL PLATE NAILING PER PLAN PER PLAN AND SHEAR AND SHEAR WALL SCHEDULE PER PLAN AND SHEAR AND SHEAR WALL SCHEDULE WALL SCHEDULE OR OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES STRUCTURAL NOTES STRUCTURAL NOTES SHEATHING AND SHEATHING AND BREAK SHEATHING NAILING PER PLAN AT PLATE UNO NAILING PER PLAN 2x CONTINUOUS RIM � �� 2x CONTINUOUS RIM SIMPSON LTP4 OR A35 FRAMING ANCHOR PER SW SCHED. BREAK SHEATHING AT (CONTRACTOR OPTION) RIM AND PROVIDE PANEL NAILING EA SIDE OF BREAK SHEATHING JOINT PER SW SCHED AT PLATE UNO WOOD JOISTS PER PLAN AND SCHEDULE PANEL EDGE NAILING JOISTS PER PLAN PER PLAN AND SHEAR AND SCHEDULE PANEL EDGE NAILING 2x4 BLOCKING AT SHEAR WALLS WALL SCHEDULE OR PER PLAN AND SHEAR ONLY STRUCTURAL NOTES WALL SCHEDULE OR STRUCTURAL NOTES B. ALTERNATIVE SHEAR WALL FRAMING TYPICAL STUD WALL FRAMING DETAIL -EXTERIOR WALL PERPENDICULAR TO JOISTS SCALE: 1" = 1'-0" TYP SECTION SCALE: 1 1/2" = 1'-0" FLOOR SHEATHING PER FRAMING PLAN NOTES SIMPSON HUTF SERIES HANGAR SECTION SCALE: 1" = 1'-0" fSTUD WALL PER FRAMING PLAN NOTES SILL PLATE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES SHEATHING AND NAILING PER PLAN WOOD JOISTS PER PLAN AND SCHEDULE C. ALTERNATIVE SHEAR WALL FRAMING NOTE: FOR NOTES AND DETAILS NOT CALLED OUT REFER TO DETAIL 1 (4) 10d NAILS 2x DECKING 2x WOOD I I I I RIM JOIST � DECK JOISTS PER PLAN (3) 0.131"� x 3" NAILS EACH END WOOD JOISTS PER PLAN AND SCHEDULE 2x WOOD BLOCKING ATTACH JOIST TO @ 4 -0 OC MAX CONTINUOUS RIM BOARD W/ SIMPSON LUS EXTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL SCALE: 1" = 1'-0" FLOOR SHEATHING 7 PER PLAN NOTES - 2x NAILER RIPPED TO WIDTH 2x NAILER OF BEAM W/ 5/8"� CARRIAGE BEAM PER PLAN BOLTS @ 24" OC STAGGERED EACH SIDE OF WEB -----� I � I � �I � I I WF BEAM PER PLAN JOIST AND HANGER PER COLUMN CONN PLAN AND JOIST SCHED PER DETAIL 4 TIMBER COLUMN PER PLAN BEAM PER PLAN AND SCHED SECTION SCALE: 1" = 1'-0" SHEAR PLATE DETAIL 7 SCALE: 1" = 1'-0" SERIES HANGERS DECK CONNECTION SCALE: 1" = 1'-0" NOTE: REFER TO TYPICAL STUD WALL FRAMING DETAILS FOR INFORMATION NOT SPECIFICALLY CALLED OUT 1/2" TYP E: :R TO DETAIL 7 FOR IRMATION NOT ;IFICALLY CALLED OUT. SHEAR PLATE DETAIL 8 SCALE: 1" = 1'-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 yZS M T r,�� og wAs� r?�. �� y � U�L'�� s`SjONAL 05/ 0�/ 2� J Q H- H Z O m � � D_ N � ~ C� � (n � W w � a m w � Q O 0 � O DESIGN: ZSH DRAWN: JOS CHECK: DMT JOB NO: 22373.10 DATE: 05/04/23 J (n 0 J O Q � W , � w � W _ � � 0 W O � p � Z o oo Z � � (� � w U Q Q � � � � a� � � N J � Q o Z � ��o O Q o O N Ua�w � � SHEET: S5.2 O C I FULL DEPTH BLKG EXIST RAFTER � RAFTER PER PLAN, SISTER TO EXIST W/ 16d NAILS @ 10" OC STAGGER TOP & BOT 2x BLKG W/ SILL PL NAILING PER SHEAR WALL SCHED SIMPSON H2.5A EA RAFTER EXIST STUD WALL TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = 1'-0" DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES 2x4 FLAT OUTLOOI<ER @ 24" OC, 24" MAX OVERHANG 2x FULL DEPTH RIM. NOTCH AT OUTLOOKERS 2x FULL DEPTH BLKG @ 4'-0" OC SHEATHING PER PLAN & SHEAR WALL SCHEDULE SIMPSON A35 CLIPS @ 24" OC (4) 10d NAILS @BLKG ROOF SHEATHING & NAILING PER ROOF FRAMING PLAN NOTES (3) 10d NAILS EA END ROOF JOIST PER PLAN A34 CLIP EA BLOCK FULL -HEIGHT STUD WALL PER PLAN &NOTES ROOF RAFTER CONNECTION (NON -BEARING; SCALE: 1" = 1'-0" SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x6 HF LEDGER W/ (2) 16d NAILS @ 12" OC INTO BLKG PROVIDED BETWEEN STUDS ROOF RAFTER PER PLAN WOOD STUD WALL PER PLAN 2x6 HF BLKG SLOPED TO MATCH LOWER ROOF PROFILE RAFTER DETAIL AT LOWER ROOF SCALE: 1" = 1'-0" :l�_1►��»:i»_1►1 SECTION AT ROOF RIDGE BEAM SCALE: 1" = 1'-0" EXIST ROOF SHEATHING i' EXIST RAFTER SISTERED TO NEW � � RAFTER W/ 16d NAILS @ 10" OC, • ,� STAGGERED TOP & BOT, TYP TAPER BEAM AS REQ'D >C' z_ SIMPSON LSTA30 CENTERED ON BEAM SECTION 5 SCALE: 1" = 1'-0" CUT TOP PLATE AS REQ'D ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 7 '1s M T .�� of 1VASg r?� q� � 1�� � vi. sSIONAL 05/ 0�/ 23 J Q �_ Z O m � � �_ N D' ~ U � � � W w � a m w � Qo o� 0 Y (Y Q DESIGN: ZSH DRAWN: JOS CHECK: DMT JOB NO: 22373.10 DATE: 05/04/23 W 0 � � W Q W � � � � W � 0 w � U O Z W (.� o>p°°j Z w U Q � � � � Q Q � � � Z O � Q Z � � � � � N � O Q U rn w � � SHEET: S6.1