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B { �, a � .� ,r � r° ...�..�_._.n__..�._. � �,�.. ., . * � z `� ^� . ,.:.�,w .,_�, 4 ' � ,,, �.> �,,� ,,.,. � nt � ,,00 � � r «�e Y;®:+��t"�� f,."`: ,"'.�'„ �"w' i � Via. � � ' ��, �,,�` la �` Rk� . , � a Rw �• �� � q ��� ��� a� y �` 4� 9 ��.__�.��_��.�..w_. _. __.v.R_n �P _ M, �.�_____..._�.ww _._..�. m P OPER O NERS: RAIESH AND ANNI VEL11 PROPERTY ADDRESS: 422 OLYMPIC AVENUE NE HEI T LC TION SHEET INDEX EDMONDS, WA 98020 DATUM GTE cap = 0'0' TAX PARCEL NUMBER: 00507200000300 A = +2.0' A1: SITE PLAN /SITE NOTES /GENERAL NOTES LOT AREA: .25 ACRES OR 10800 SF B = +3.5' AZ: BASEMENT PLAN LOT 5LOPE: 10-12% C = +5.24' A3: MAIN FLOOR PLAN ZONE: RS-12 D = +5.75' A4: BUILDING SECTION A /BUILDING SECTION B /TYPICAL WALL SECTION C AVERAGE GRADE + 4.125' A5: WEST ELEVATION /SOUTH ELEVATION STRUCTURAL LOT COVERAGE EXISTING AND PROPOSED RIDGE HEIGHT ABOVE AVERAGE GRADE: 20' A6: EAST ELEVATION /NORTH ELEVATION �°—®' �'• EXISTING HOUSE FOOTPRINT 1951 SF RIDGE HEIGHT ABOVE CENTERLINE OF 11T" AVENUE AT SOUTH PROPERTY LINE: 23' A7: NOTES �" EXISTING REAR DECK &PORCH 36" ABOVE GRADE 263 SF '' MAX HEIGHT ALLOWED 25' A/S 1: BASEMENT PLAN WITH FOUNDATION &MAIN FLOOR FRAMING � � � "�f"�°� EXISTING FRONT DECK &PORCH 36" ABOVE GRADE 269 SF A/S 2: MAIN FLOOR PLAN WITH ROOF FRAMING EXISTING FRONT STAIRS 36" ABOVE GRADE 44 SF MINOR SITE REQUIREMENTS S1: STRUCTURAL NOTES PROPOSED ADDITION 114 SF COMPLY WITH MINOR SITE CONSTRUCTION STORMWATER POLLUTION S2: STRUCTURAL DETAILS TOTAL EXISTING AND PROPOSED LOT COVERAGE 2641 SF PREVENTION BMPs AS ADOPTED BY THE CITY OF EDMONDS ECDC 18.30 S3: STRUCTURAL DETAILS TOTAL COVERAGE AS A % OF LOT AREA 24.5 % CHAPTER 6. MAXIMUM ALLOWED 35 % d. �° �` �� IMPERVIOUS SURFACES CALCUU4TIONS (SOLID SURFACES) `—"` `�" ��"" "��`� ����" '����"�`�� �� EXISTING ROOF AREA (INCLUDING PORCHES) 2428 SF EXISTING DECK AREAS 361 SF (PARTIALLY PERVIOUS) :h� a ,� �r �. , ` '����.����m<�;w EXISTING FRONT ENTRY STAIR AND LANDING 90 SF ;�.r. EXISTING DRIVEWAY AND PARKING 1582 SF , �� ,a����,����,�,,�.���������,.�.� PROPOSED ADDITIONAL ROOF AREA 114 SF TOTAL EXISTING AND PROPOSED LOT COVERAGE 4575 SF ry ,� �; �: �. (� I (� ,.._ _ . Qt _. na_�. .. .� k-------- _ �' '�" � i �, s � ( ' ( � z � , � d .� _..�e .� i � � � �t � � � ,ate°" E � I 'f � � ,. ,; t I a � � � •�, � s w ���. �� ar.,� i ' � � � � �� Y i i r "�. � .� � `w b µ„ �r ��__. _ r �, � w �. F w F � � � , r 3� ' "" `" �°`� �° � ,, s s, m i � x. �� _ I # � � �' � ,«.. � �, � t; � F .� y F t � '' 6 �. �-- 6 � � � � �. t a y � �__�— — -- - _° r _ ��— ___ �� ... u..,�_ _.�..._ _. .. t s � ; r q i � s � .i � � i i � j � � } t i tq .�_ _.� _........� __. . 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F""i *w ¢ �wl �. 6 �., � � .d � �° � �, �� m �� � a �� �., m `'� �� ��6 ,. ��� -� I r �� i i I r �_ � I ..� .� � � & � � � � � u� E � �; � �� �� g �� �� 1 _ .�,� 100 CFM IN KITCHEN, FIELD VERIFY AFTER RANGE SELECTION, VENT TO EXTERIOR � �� 80 CFM IN MASTER BATHROOM, VENT TO EXTERIOR } � �, _� ��,� ,� � HEAT: U TION VENTING CALCU TION � ��.,, �-. REROUTE DUCTS FROM EXISTING GAS FURNACE TO RECONFUGURED SPACES TYPICAL VENT: 8 X 16 VENTS LESS 25% FOR SCREEN = 96 SQ IN/EACH ��" � �. LIGHTING: A MINIMUM OF 75% OF LAMPS IN NEW FIXTURES SHALL BE HIGH EFFICIENCY. PROPOSED ADDITION: 114 SF VENTING REQUIRED: 114 SF/150 = 0.76 SF = 109 SQ IN REQUIRED, � a � - PROVIDE AND INSTALL (2) SCREENED VENTS PER PLAN FOR 192 SQ IN TOTAL � :�'� ROOF VENTING CALCULATION GENE L TES PROPOSED ADDITION: 114 SF VENTING AREA REQUIRED 114 /150SF = 0.76 SF =109 SQ IN REQUIRED 1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE LAST EDITION OF STANDARD PROPOSED RIDGE VENTING: 19 LF x 18 SQ IN/LF = 342 SQ IN PROPOSED CODES AND SPECIFICATIONS AS PUBLISHED BY THE GOVERNING AUTHORITY. SHOULD PROPOSED EAVE VENTING: (3) 2" VENT HOLES/RAFTER BAY = 9 SQ IN/BAY A CONFLICT OCCUR BETWEEN GOVERNMENT ADOPTED CODES AND THESE DRAWINGS x 6 BAYS = 54 SQ iN PROPOSED THE CODES SHALL GOVERN. ALL WORK SHALL BE IN ACCORDANCE WITH THE 2015 TOTAL PROPOSED VENTING: 34Z + 54 = 396 SQ IN INTERNATIONAL RESIDENTIAL CODE (LR.C.) EXCEPT WHERE NOTED OTHERWISE. 2. WRITTEN DIMENSIONS GOVERN, DO NOT SALE DRAWINGS!!I ! 3. VERIFY ALL DIMENSIONS IN FIELD! 4. ALL DIMENSIONS TO FACE OF STUD OR CONCRETE ON NEW CONSTRUCTION AND EXISTING SURFACE AT EXISTING CONSTRUCTION UNLESS NOTED OTHERWISE. 5. ALL NEW GLAZING TO BE DOUBLE PANED AND INSULATED. 6. CAULK AND WEATHERSTRIP ALL EXTERIOR OPENINGS. 7. SEAL JOINTS AND TEARS IN BATT INSULATION WITH TAPE. 8. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 9. PROVIDE ONE SMOKE ALARM PER BEDROOM AND ONE ON EACH FLOOR LEVEL, HARDWIRED AT NEW CONSTRUCTION. 10. PROVIDE ONE CARBON MONOXIDE ALARM OUTSIDE EACH OF THE SLEEPING AREAS AND ON EACH FLOOR LEVEL. 11. ALL FRAMING LUMBER SHALL BE NAILED PER STRUCTURAL NOTES. � A 12. ALL FRAMING ANGLES AND CONNECTORS TO BE SIMPSON OR ASTM APPROVED, PER STRUCTURAL NOTES. 13. PROVIDE INSULATION BAFFLES AT ALL VENTS TO ENSURE UNOBSTRUCTED FLOW OF AIR. 14. ALL PLUMBING TO BE DESIGN -BUILD, PER U.P.C. �� 15. ALL ELECTRICALTO BE DESIGN -BUILD, PER LE.C. 16. ALL MECHANICAL TO BE DESIGN -BUILD, PER LM.0 � � �,�� i � � � �l��l � �P I tt'' �� P�-r� G w `r ��1�2 ����� ''sue �✓i�d..L `�� `' ,yu `_� � . � �� � � C1 �- . �J S\ , � � � In -- Cn �� �C� ��✓ V � 5 . �� - z� .►�"1�,2�1,2� Fau��,�°���� � Nr� f �'��t �� � �:� � � � 2x.� � . �u �� wI .���� P, ��-���c�s�� rb �f �,u � , -t��-; f(�`�� i�{P. ''s� �� o �� ���,. ..� � � � � � �� � �� ����� �� � �/r � �'� GENERAL STRUCTURAL NOTES CODE All conditions, materials and construction shall conform to the code specified in the DESIGN CRITERIA, or other codes required by the governing jurisdiction. PROTECTION Through maintenance and current best practices, provide a building envelope that will preserve the integrity of the structure throughout it's lifetime. INSPECTIDNS Notify Building Department for inspections required by local jurisdiction. SOIIS Bearing capacity of soil shall be per DESIGN CRITERIA or greater. Footing shall bear on solid undisturbed level soil devoid of any organic material and below indicated frost line. COMPACTED FILL shall consist of predominately Well -Graded, granular soil, free of organic material and debris. Fill should be placed in maximum 8" loose lifts and compacted to a minimum of 95 percent of the maximum density at optimum moisture content determined by ASTM D-1557 test procedures. BACI�L shall be free draining and without organic material and debris from one of the following soil classes SM-SC, SM, SP, SW, GC, GM, GP, and GW. FOUNDATIDNS AND RETA]MWf' WALLS Extend footings to undisturbed bearing soil. Do not backfill until all slabs and/or horizontal diaphragms are constructed, otherwise provide temporary bracing to resist movement. There shall be no machine compaction on the retaining side of the structure for a distance equivalent to 2/3rds the wall height. SILL PLATES Use pressure treated 2x plates u.n.o. Embed anchor bolts at least 7" (e�ansion anchors 4"). Use 3"x3"x0.229" washers. There shall be a minimum of two bolts per piece spaced not more than 6 feet apart, with one bolt located not more than 12" or less than 4" from each end of each piece. CONCRETE f'c = 3000 psi minimum for environmental exposure (2500 psi used in structural design, or unless greater psi indicated on the plans). 5 1/2 sacks of cement per cubic yard of concrete and a maximum of 6 gallons of water per 94 Ib sack of cement. Maximum slump is 4". Segregation of materials shall be prevented through proper handling and placement. REIHFORCIIVG STEEL #4 bars and larger shall be Grade 60 deformed bars, and #3 bars shall be Grade 40 (u.n.o.), in accordance with ASTM A-615. Lap splices 32 bar diameters u.n.o. Welded wire fabric shall conform to ASTM A-185 and shall be 6x6 - W1.4xW1.4. Lap one full mesh at splices. CLEAR COVER 3" clr when cast against Earth and 2" clr in all other locations, u.n.o. See applicable detail(s): RI FDOTINC' DRAIWAGE Footing drainage per Building Code section 1805.4.2 &Residential Code section R405.1. WOOD FRAMIWG in contact with concrete or masonry, or exposed to weather, shall be pressure treated. Numbers in parenthesis, IE (1-1), refer to corresponding engineering calculations. CONNECTORS AND FASTENERS Fasteners, including nuts and washers, and connectors in contact with pressure treated wood shall be hot -dipped zinc -coated galvanized. IXCEPTIDN: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. SOLID SAWN LUMBER shall meet the following minimum grades (u.n.o.) conforming to ��WWPA GRADING RULES FOR WESTERN LUMBER", latest edition: BEAMS, POSTS, RAFTERS, JOIST 6X and wider DF#1 4X DF#2 2x 10 and greater DF#2 2x 8 and smaller HF#2 WALL STUDS 2x HF#2 ENGD�EERED WOOD shall meet the following minimum properties: callout E x 106 (psis Fb sk Fc nor (psi) Fc nern (psi) Fv sk PSL 2.2E 2900 2900 625 290 Engineered wood products shall be protected from moisture to preserve their structural integrity. Provide temporary bracing to avoid permanent deflections resulting from drying under construction dead loads. TRUSSES Manufactured trusses are a deferred submittal item designed per CODE section 2303.4 and shall be designed for all loads and load combinations per the CODE. All connections per manufacturer, u.n.o. If truss layout is changed by manufacturer, please notify this office. OVER -FRAMING Unless noted otherwise by truss manufacturer, overframe with 2x4 rafters @ 24" oc. Post down w/ 2x4 @ 48" oc, staggered. Brace posts over 6'-0" tall perpendicular to wide face. WALL FRAMING &BEARING Walls shall be 2x studs at 16"oc max with double 2x top plate, and 2x base plate (exterior walls shall be 2x6 u.n.o. &interior walls shall be 2x4 u.n.o.). Party walls shall be parallel walls with a 1" gap between. Each wall shall be framed with 2x4 studs at 16"oc max with double 2x top plate, and 2x base plate. Block all supports solid to the foundation. See applicable detail(s): BHS TPS BEAM PENETRATIONS Allowable beam penetrations shall be made in the middle third of the span and the middle third of the depth. Contact this office for any penetration outside the allowable area. See applicable detail(s): BP POF GENERAL STRUCTURAL NOTES continued WOOD STRUCTURAL PANELS shall meet the performance standards of the "APA" DOC PS1 and PS2 for their intended application (group 5 species not allowed). SHEARWALLS are indicated on the plans with a bold dashed line and labeled SW. The following letter designation refers to the Shearwall Schedule's SHEAR FLOW CONNECTIONS /SPACING table, and the number designation refers to the WALL SHEATHING table. Multiple combinations of letter and number designations may be present. Wall Line numbers, shown inside triangles, refer to corresponding engineering calculations. Attach rated sheathing (indicated below) to 2x min STUDS spaced no more than 16"oc, u.n.o. See Shearwall Schedule for minimum thickness and fasteners (thickness at point of fastened edges governs shear values). All panel edges shall be blocked. Nail intermediate supports @ 12"oc. Do not penetrate nails past flush. Install squash blocks under the ends of all shearwalls where the framing below does not provide full bearing. Construct cripple walls same as the shearwall above, and gable -ends same as the shearwall below. Rated sheathing: 7/16" OSB rated with a 24/16 span rating. 1/2" CD with a 32/16 span rating. See applicable detail(s): SWE ROOF DIAPHRAGM Install either OSB or CD sheathing: 7/16" OSB rated sheathing with a 24/16 span rating; panel clips required when spacing is greater than 20" oc. 1/2" CD rated sheathing with a 32/16 span rating. Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half the long dimension. Nail all boundaries and supported edges with 8d @ 6"oc and interior supports with 8d @ 12"oc, blocking not required u.n.o. FLOOR DIAPHRAGM Install minimum 23/32" rated Sturd-I-Floor T&G with a 24oc span rating. Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half the long dimension. Glue and nail all boundaries and supported edges with 10d @ 6"oc and interior supports with 10d @ 12" oc, blocking not required u.n.o. CONFECTIONS and fasteners shall be per CODE Table 2304.10.1 u.n.o. The symbol, ���", indicates a hardware connector from the most current Simpson Strong -Tie Catalog. Hardware with equivilent or greater capacities from other manufacturers may be substituted, example you can use USP's Dual Specification Chart to make an equivilent or greater capacity selection. Install per the manufacturer instructions. Fasteners and hardware in contact with pressure treated wood shall be hot -dipped zinc -coated galvanized. NAILS All nails shall be "Standard Common" size per the latest edition of the National Design Specification for Wood Construction (NOS) u.n.o. POST CAPS Provide a post cap on isolated columns that most nearly matches the actual member sizes) U.N.O. Each connection shall have a minimum of (3)10d to the post and (3)10d to the beam. HANGERS Model numbers will be specified on the plans for conditions that require more than minimum capacity, otherwise see CONNECTIONS. When a hanger is not specified on the plans, use any size specific model number that fits that member. Always use MAX NAILING. Hanger to match member size. Notching or shimming of beam not allowed unless specified. JOBSITE SAFELY Sound Structural Solutions Inc has not been retained or compensated to provide design and/or construction review services related to the contractor's safety precautions or to means, methods, techniques, sequences or procedures for the contractor to perform their work. The undertaking of periodic site visits by the ENGINEER shall not be construed as supervision of actual construction and not make him responsible for providing a safe place for the performance of work by the contractor, subcontractors, suppliers or their employees, or for access, visits, use work, travel, or occupancy by any person. OWPERSHIP OF DOCUMENTS These drawings and calculations are the intellectual property of Sound Structural Solutions Inc. These drawings may not be used in whole or in part by any person without permission of Sound Structural Solutions Inc. MISCELLANEOUS The contractor shall verify dimensions and conditions at job site. The contractor shall provide temporary bracing as required until all permanent connections and stiffenings have been installed. Do not scale drawings. Pre -fabricated items to be handled and installed per manufacturer's recommendations. SHEARWALL SCHEDULE swExP Notes apply as called out in table below. 1 Anchor belts embedded at least 7", or expansion anchors embedded at least 4". See detail SWB. 2 �MASAP can be installed instead of sill halts with washers, When replacing �Iz"O sill bolts use 7-10dxi�/z" nails (minimum nailing} and when replacing S/s"Qt sill halts use 9-10dx1�/z" nails (maximum nailing}. 3 See detail SWF. Connections vary depending an condition. 3a Substitute 16d toe nails @ 8"ac far �A35, 4 See detail SWR. Letter designations a, b, & c refer to specific conditions. Far gable -end roof connections see detail SWF. 5 See detail SWB. 6 Abutting panel edges require a 2-2x (lamination connection same as WALL B4SE PLATE}, 3x, ar greater stud. t3 The plate washer shall extend to within if 2" of the edge of the bottom plate that receives the sheathing ar rim At double -sided shearwalls, stagger an bath plate edges. SHEAR FLOW CONNECTIONS /SPACING S SILL -TO - FLOOR -TO - ROOF -TO - WALL BASE PLATE CALL FOUNDATION 1, 2 SILL 3WALL WALL 4 5 OUT 5/s"� @ 60"oc or �A35 @ �Hi @ 16d @ 10'bc t�Z��� @ ���� 48"oc 3a 24"ac 4a WALL SHEATHING CALL OUT SHEATHING THICKNESS EDGE NAILS 7j16" 8d @ 6"ac Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.292 1-Second Acceleration, Sl 0.456 Seismic Design Category D S ectral Res onse Coefficient;, Sps 0.861 S ectral Res onse Coefficieniv Sp 1 0.469 PLAN INSTRUCTIONS READ THIS FIRST These plans are organized so that more detailed or specific information is found in the same way by following the direction shown below: GENERAL STRUCTURAL NOTES SCHEDULES, DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES for more specific information. SCHEDULES DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES and SCHEDULES for more specific information. DETAILS PLANS will often refer to GENERAL STRUCTURAL NOTES, SCHEDULES and DETAILS for more specific information. PLANS See the SYMBOL LEGEND as well as ABREVIATION5 AND ACRONYMS for other additional information used on the PLANS. The term, TYPICAL (or TYP), used with a detail callout or plan note, indicates that the information specified shall apply in all similar conditions. IF YDU HA VE A N Y QUESTIONS OR CONCERNS CONTACT US IMMEDIA TEL Y.� We can be reached immediately by phone: (425) 778-1023 For less pressing questions, email us: inbox@ssseng.00m Please help us get to your plans by having this job number handy: s2002029 ABBREVIATIONS AND ACRONYMS ABV ABOVE E.S. EACH SIDE O.C. ON CENTER A.B. ANCHOR BOLT E.W. EACH WAY P.T. PRESSURE TREATED BLW BELOW EA EACH REINF REINFORCEMENT BLK BLOCK E.N. EDGE NAILING REQD REQUIRED BLKG BLOCKING EMBED EMBEDMENT SCHED SCHEDULE B.N. BOUNDARY NAILING IXIST IXISTING SIM SIMILAR BTM BOTTOM FDN FOUNDATION STD STANDARD BRG BEARING FLR FLOOR STRUCT STRUCTURAL BTWN BETWEEN FRMG FRAMING SW SHEARWALL CLR CLEAR FTG FOOTING THRU THROUGH CLTR COLLECTOR G.T. GIRDER TRUSS TYP TYPICAL CONC CONCRETE GR GRADE U.N.Q. UNLESS NOTED CONN CONNECTION HOR]Z HOR]ZONTAL # OTHERWISE CONT CONTINUOUS MAX MAXIMUM VERT VERTICAL CTR CENTER MFG MANUFACTURED w/ WITH DBL DOUBLE MIN MINIMUM w/o WITHOUT DET DETAIL o/ OVER W.W.F. WELDED WIRE FABRIC E.E. EACH END oc ON CENTER DESIGN CRITERIA Governing Code 15 IBC Risk Category II Earthquake Design Data tra►►ity Load Data Roofs: loads are psf Dead Live Snow Raftersl •Pitches s 8:12 15 0 25 Trusses (pitched) •Pitches s 8:12 Top Chord 10 0 25 Bottom Chord 5 0 0 Fbors: loads are psf Dead Live Snow Jastss 12 40 0 Notes apply as called out in table above. 1 Rafters of sawn lumber or wood I -joists. 2 Roof has direct access and is intended to be used by occupants as living space. 3 Dead load includes 5psf for photovoltaic panels. 4 Slope top chords to drain; see architectural plans. 5 Joists of sawn lumber or wood I-'oists. Soil Data Allowable Soil Bearin 2000 sf SSS Number: s2002029 Project Name: 422 Olympic Ave NE Owner: Raj Velji Project Location: 422 Olympic AVe NE Edmonds, WA Design Professional: Louise S. Wright M [.n (V Z � O O '� � � � .-. o �' In �� f V J � � O V �? � � �1 � � u7 G Z � VT O V p1 C N u7 O .� aF WA5 ��� w �c� 0 �- z -v �. '�'p ,�,� 4Z77 G Ig R �� 'rds� A t E� -�Y" � �� This space reserved for governing jurisdiction stamps ORIGIN DATE: 4/17/2020 REVISED: ---- N O N O O N �I c ra s? c/') cn c/') �I 0 0 0 N Seismic Force Resisting System Table 12.2-1: A-15 2010 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 6.5 Transverse Longitudinal Seismic Response Coefficient, CS 0.133 0.133 Transverse Longitudinal EMBED REBAR INTO EXISTING FDN WALL (DRILL &SET-XP EPDXY 4" MIN) MATCH THE SIZE, SPACING AND LOCATION OF THE NEW FDN WALL DESIGN EXISTING WALL EXISTING FTG NEW FDN IS CUT AWAY HERETO HELP ILLUSTRATE THE CONN OF THE NEW REINF TO THE EXISTING FDN NEW TO EXISTING FOUNDATION FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. FOOTII�G SQE REIPFORCEMEPR ID WIDTH LENGTH THICKNESS LONGITUDE TRANSVERSE (Transverse) (Longitude) F3 3'-0" 3'-0" 10" 4 #4's 4 #4's LONGITUDE REINF TRANSVERSE REINF � PnST TO FTC THICKNESS LENGTH WIDTH (LONGITUDE) (TRANSVERSE) PLYNTH ON FTG �TG FOOTING, TYPICAL N.T.S. NEFA I I N.T.S. BOTTOM PLATE � FLOOR SHEATHING � #PSPN58 �PLUMBING LOOR � #PSPN516 DBL TOP PLATE ELEVATION VIEW TOP PLATE NOTCH PLAN VIEW �PSPN516 w/ 8-16d NAILS I TOP PLATE, E - PLUMBING #PSPN58 w/ 1-8d NAIL INTO BASE PLATE, E.S. � NOTCH AS � REQUIRED WALL STUD, TYP WALL STUD, TYP BOTTOM PLATE NOTCH PLAN VIEW PENETRATION OF FRAMING -EXTERIOR WALL N.T.S. DO NOT MAKE PENETRATIONS OR NOTCHES IN THE SHADED AREA OF THE BEAM WITHOUT PRIOR APPROVAL OF THE ENGINEER %DEPTH DEPTH %DEPTH %DEPTH %SPAN SAWN DO NOT MAKE PENETRATIONS OR NOTCHES IN THE SHADED AREA OF THE BEAM WITHOUT PRIOR APPROVAL OF THE ENGINEER %DEPTH DEPTH %DEPTH %DEPTH %SPAN SPAN P.T. SILL PLATE #4 CONT w/in & A.B. TOP 12" OF WALL CONC STEM WALL 6" U,N,O. CTRD ON FTG, U,N,O, VERT &DOWELS CTRD IN STEM FINISH GRADE #4 @ 48"oc 4 -0 MAX DOWELS w/ �� II VERT � �� 16 MIN #4 @ 48 oc, CORNERS MAX GRADE 14" EXTENSION &INTERSECTIONS DIFFERENCE INTO WALL &STD 18" HOOK IN FTG BACKFILL MIN FTG (� WALL #4 AT BTM � 2"CLR CONC FTG PER PLAN w/ 3" CLR (2) #4 CONT, i l l gRG SOIL � � I I I II NOTES; -DETAIL PER CODE FOR SW,SP,GW,GP,GM,GC,SM,SM-SC AND ML SOILS -TEMPORARILY BRACE WALL IF BACKFILLING BEFORE FTG @WALL CORNER THE TOP CONN IS CONSTRUCTED -DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOEDOWN EMBEDMENTS FTGA MIN CLEAR SPACING SHALL BE 2x THE DIAMETER OF THE LARGER HOLE PENETRATIONS IN THIS AREA DO NOT REQUIRE APPROVAL FROM THE ENGINEER U %SPAN MIN CLEAR SPACING SHALL BE 2x THE DIAMETER OF THE PENETRATIONS IN THIS AREA DO NOT LARGER HOLE � REQUIRE APPROVAL FROM THE ENGINEER 0 � 0 T PSL &LVL HOLES PERMITTED IN MIDDLE %SPAN ONLY DEPTH LSL ALLOWED HOLE ZONE DEPTH SPAN MAX HOLE DIAMETER SHALL NOT EXCEED 2" U.N,O, MAX HOLE DIAMETER FOR LSL BEAMS SHALL BE: 3" FOR 91/" DEPTH 3%" FOR 11%" DEPTH 4%" FOR 14"-16 DEPTH PSL, LVL, &LSL BEAM PENETRATIONS, TYPICAL DETAIL N.T.S. ;•,, FWS I FOUNDATION WALL -STEM N.T.S. GR BEAM CAATTIU�_C � REINF MATCH HORIZ STD 90° HOOK INTO REINF INTERSECTING GR BEAM 1�-6�� CORNER BAR @ALL OUTER REINF • REINF . I WALLS STD 90° HOOK INT MATCH HORIZ INTERSECTING GR BEAM REINF ALTERNATE EA BAR 1�-6�� CORNER BAR @ALL OUTER REINF REINFORCEMENT AT INTERSECTIONS N.Ts. RIAA FWSA SSS Number: s2002029 Project Name: 422 Olympic Ave NE Owner: Raj Velji Project Location: 422 Olympic Ave NE Edmonds, WA Design Professional: Louise S. Wright M [.n (V Z � O O '� H � � � � 0 � � [/'I � fV J � � O V �? � � �1 N � � Z � � O O V pl c 0 c aF WA5 ��� w �c� 0 �- z -v �. '�'p ,�,� 4Z77 G Ig R �� 'rds� A t E� -�Y" � �� This space reserved for governing jurisdiction stamps ORIGIN DATE: 4/17/2020 REVISED: ---- rn N 0 N O 0 N I �, 0 0 0 N 5; NOTCHED BEAM N.T.S. nrnn�I O. #GJ16 6) lOd TOWN STUQDS ►:: REQUIRED STUDS BEAM 2x4 WALL 2x6 WALL 4x & 2-2x (SAWN) 3%x (GLB) (2) 2x4 (2) 2x6 3%x(MANF) 6x & 3-2x (SAWN) 5%x (GLB) (3) 2x4 (3) 2x6 5%x(MANF) 8x (SAWN) 6%x (GLB) (4) 2x4 (4) 2x6 7x (MANE) GIRDER TRUSS (3) 2x4 (3) 2x6 REQUIRED TRIMMERS HEADER 2x4 WALL 2x6 WALL 4x & 2-2x (SAWN) 3%x (GLB) 2x4 2x6 3%x(MANF) 6x & 3-2x (SAWN) 5%x (GLB) ---- (2) 2x6 5%x(MANF) REQD TRIMMERS NOTE: BEAR BEAMS ON THE FULL WIDTH AND BREADTH OF THE MINIMUM SUPPORTS PER TABLES ABOVE UNLESS NOTED OTHERWISE ON THE PLANS BEAM &HEADER SUPPORTS N.T.S. EXTENT OF SHEARWALL EXTENT OF ,,,,�,,,,� � ,,T� �„ � SHEARWALL T nT 1J II IL I'INuI'IVI9 fLIYLIIVll1VIY 1.f�1ffLL JIVV UHJL fLRIL I ' I OR HOLE THAT CAN BE ADDED TO A SHEARWALL I��I fl SWE I SHEARWALL ELEVATION N.T.S. ,,,,,,�, � T„� �, �T� TPS SWF SWR (8)16d EVENLY SPACED, TYP U.N.O. I � �� 4SPLICEN TOP PLATE SPLICE 16d @ 16" oc TYP FACE NAILS DOUBLE TOP PLATE SPLICE N.T.S. ROOF DIAPHRAGM PER STRUCT NOTES EDGE NAILS SOLID � � #H2.5A BLKG MIN @ALL WALL ROOF MEMBERS U,N,O, @ SHEARWALLS SHEARWALL w/ TRUSS OR RAFTER BEARING MIN 2x SWR I SHEARWALL ROOF CONNECTIONS N.T.S. DIAPHRAGM PER STRUCT NOTES FLR RIM/BLKG (OR ROOF GABLE) NAILS PER SW SCHED WALL BASE PLATE CONN SOLID BLKG OR COLLECTOR DISCONTINUOUS DBL TOP PLATE POST BEAM #CS16 w/, (13) 8d NAILS EA END DISCONTINUOUS DBL TOP PLATE TPSA #LS50 @SHEARWALLS PER SCHED � #H2,5A @ALL -� ROOF MEMBERS EDGE NAILS (SW ABOVE) WALL BASE PLATE CONN (SW ABOVE) DIAPHRAGM PER STRUCT NOTES RIM/BLKG EDGE NAILS PROVIDE #A35 PER EDGE NAIL PROVIDE BLKG @ 48"oc SW SCHED (SW BELOW) BLKG @48" oc w/JOIST-WALL DOUBLE -SIDED SHEARWALLS w/JOIST-WALL PARALLEL � PARALLEL INTERIOR SHEARWALLS, & EXTERIOR SHEARWALLS EXT SHEARWALLS @CANTILEVERS SHEARWALL TO FLOOR TO SHEARWALL SWF SHEARWALL FLOOR CONNECTIONS N.T.S. WALL ANCH PER SW SCHED 2x SILL U,N,O. PER SW SCHED FDN WALL BASE PLATE CONN PER SW SCHED RIM/BLKG EDGE NAILS FDN WALL DIAPHRAGM PER STRUCT NOTES ANCH PER SW SCHED 2x SILL U,N,O. PER SW SCHED SHEARWALLS TO FOUNDATION SHEARWALLS TO FLOOR TO FOUNDATION SWB SHEARWALL BASE PLATE &FOUNDATION CONNECTIONS N.T.S. SWRA SWFA SWBA SSS Number: s2002029 Project Name: 422 Dlympic Ave NE ©caner: Raj Velji Project p_ocation: 422 Olympic Ave NE Edmonds, WA Design Professional: Louise S. Wright M [.n (V Z � O o T' � � J � � � [iI � fV J � �/ � � O V �? � � �1 N � � G z � � � O O V pl C a� O .� aF WA5 ��� w �c� 0 �- z �. '�'p ,�,� 4Z77 G Ig R �� 'rds� A t E� -�Y" � �� This space reserved for governing jurisdiction stamps ORIGIN DATE: 4/17/2020 REVISED: ----