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APPROVED BLD PLN_ENG RESUB 1-Architectural_PlanIF THIS PLAN IS NOT ON 22x34 PAPER, IT HAS BEEN SCALED ACCORDINGLY 0 PLAN NORTH CODE REFERENCES: ESPECIAL INSPECTION REPORT(S�• 'REQUIRED FOR THIS PROJECT: � I I �1. Epoxy hold downs OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTRIES ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN APPROVED BY PLANNING r L' Mar 31 2022 City Of Edmonds Building Department Work ENCLOSE COVERED PATIO Address 9306 192ND ST SW Owner ' SCHICK Approved Date ; Q4/_1_$�2��2_ -------- ---------- Building Official /I,�,i��ay__/�Q��t��iP,�� ____ Permit Number BLD2022-0142 PLANS EXAMINER APPROVAL: ENGINEERING DIVISION APPROVED AS NOTED JZ�,� U/�03/31 /2022 RESUB Mar 30 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT J m J 'o � I� U z a � w N � ap l7 � � oo � In o, w 6l Lr1 wa > Q � U �a �� m a, dl L �i �z �w � � � � � a �o z Q� � o OC 3 in CV Q Q cV O CV d 0 w a V c .� v }+ 7 ^L W a �o O �� oo� ��� �' `� a ��� �, � � .�, V N �; o � °i � � � c 0 O ^� W � W 0 (V Lf1 o � /V V I O M O O O z Plan Title Existing Floor Plan Drawn Douglas Almond Date 11/08/2021 rolec o. 21-006-02 Plan Revisions 1� 03/29/2022 0 - - 0 - O - O - O - Sheet: oz 1 I EXISTING FLOOR PLAN SCALE: 1/4"=1'-0" J m J 'o � I� U z a � w N � � l7 � � oo � In o, w 6l L!1 wa > Q � U �a �� m a, rn L �i � �w z � � � � � a o z Q� � o OC 3 in N O N d C O +� � v �o 7 ��c0p L � �p � � O � O � � �d1 y+ Q .0 CJ +' � � N 0 Q ate-+ fn �\ O O � C) � U � � N � � I o�E � N C d 3 \ Y � T L � J c� L N C CO C W O T V c .� v �--� � L a--i a �o o �� oo� ��� �' � � `� � ' Q ��� �, � � .�, V N �; o � °i � � � c 0 � o � � w V � 0 N Lf1 o � /V V I O M O O O Z a� v d Plan Title Proposed Plan Views � Douglas Almond � � 11/08/2021 � 21-006-02 Plan Revisions 1� 03/29/2022 0 - - 0 - 0 - - 0 - Sheet: 03 BUILDING CODE 2018 INTERNATIONAL BUILDING CODE FLOOR LOAD DEAD LOAD : 12 psf LIVE LOAD: 40 psf ROOF LOAD DEAD LOAD: 15 psf FLAT ROOF SNOW LOAD: 25 psf SNOW EXPOSURE FACTOR (Ce): 1.1 SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 THERMAL FACTOR (Ct): 1.1 WIND DESIGN DATA 1. BASIC WIND SPEED: 85 MPH 2. WIND IMPORTANCE FACTOR (Iw): 1.0 BUILDING CATEGORY: II 3. WIND EXPOSURE: B 4. Kzt = 1.38 5. INTERNAL PRESSURE COEFFICIENT: NA 6. APPLICABLE WIND PRESSURE FOR COMPONENTS AND CLADDING: NA 7. BASE SHEAR = 14.59K (FRONT -REAR) 19.92K (SIDE TO SIDE) SESIMIC DESIGN DATA 1. SEISMIC IMPORTANCE FACTOR: 1.0 SEISMIC USE GROUP: I 2. SPECTRAL RESPONSE ACCELERATION (Ss): 140.2% G 3. SITE CLASS: D (ASSUMED) 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 112.2%G 5. SEISMIC DESIGN CATEGORY: D 6. BASIC SEISMIC -FORCE -RESISTING SYSTEM: SHEARWALLS 7. DESIGN BASE SHEAR+ 6.65k 8. SEISMIC RESPONSE COEFFICIENT (Cs): 0..173 9. RESPONSE MODIFICATION FACTOR (R): 6.5 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE FRAMING LUMBER 1. FRAMING LUMBER SHALL BE HEM -FIR N0. 2. GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS. LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS P51-83, APA PRP-108, OR VOLUNTARY PRODUCT STANDARD PSE-92. PROVIDE A MINIMUM OF 3/8" EDGE DISTANCE ON ALL NAILS AND Ys" EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: ROOF SHEATHING TO BE 15/32" INT-APA RATED PLYWOOD OR �/s" OSB WITH EXTERIOR GLUE, P.I. 24/0. NAIL WITH 8d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE MEMBERS. SUB FLOORING TO BE 3/4" TONGUE AND GROOVE C-D INT-APA RATED PLYWOOD OR OSB WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL WITH 10d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE MEMBERS. 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. 5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 6. PROVIDE 3"x3"x0.229" WASHERS AT ALL ANCHOR BOLTS. 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1 #16" UNLESS NOTED OTHERWISE. LAG BOLT PILOT HOLES SHALL BE PRE -DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS NOTED OTHERWISE. 8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5#8" MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM OF 48" ON CENTER. BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE APPLICABLE. 9. RIM JOIST IS TO BE 11 #4" LSL MINIMUM. 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION WALLS AND SOLID BLOCKING UNDER PERPENDICULAR PARTITION WALLS. 11. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS GENERAL 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED IN WRITING PRIOR TO ERECTION. 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION. 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. 8. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS TO CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE ENGINEER. QA DOUBLE TOP PLATE W/ EDGE NAILING (STAGGER) BO SHEARWALL EDGE NAILING AT ALL PANEL EDGES. BLOCKING AT ALL PANEL EDGES WHERE APPLICABLE. © EDGE NAILING TO HOEDOWN POST (FULL HEIGHT) STAGGER INTO DOUBLE STUDS DO STUDS ®16" ON CENTER EQ PRESSURE TREATED SILL PLATE WITH EDGE NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE. TOP PLATE SPLICE NAILING TO BE (8) 16d SINKERS (MIN). LAP 48" MINIMUM. CENTER SPLICE ON STUD. STD. SCALE: SHEARWALL _� -n EPDXY HOEDOWN SCHEDULE *FOR EPDXY INSTALLATIONS INTO EXISTING CONCRETE ANCHOR FASTENERS TO EMBEDMENT MIN. EDGE MODEL BOLT POST LENGTH DISTANCE HDU4-SDS2.5 �" Sb ATR (10) SDS 12 �" 13/4" SCREWS" HOEDOWN NOTES 1. ALL -THREAD BOLTS SHALL CONFORM TO ASTM A307. ©HOEDOWN PER SCHEDULE AND PLAN (HDQ8-SDS3 SHOWN) HQ COORDINATE ALL STUD AND PLATE SIZES w/ SHEARWALL SCHEDULE REQUIREMENTS QJ EDGE NAILING TO POSTS, TRIM STUDS, AND KING STUDS QK BEARING STUD FOR HEADER ©RIMJOIST TO BE 1Y2" MIN THICKNESS AT ALL SHEARWALLS ELEVATION W/ RIM 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c = 2500 PSI. MINIMUM WALL THICKNESS IS 8". 3. ALL HOEDOWNS REQUIRE A (2) 2x POST UNLESS NOTED OTHERWISE. WHERE HOEDOWNS ARE INSTALLED INTO THE WIDE FACE OF THE STUD, STUDS MUST BE STITCH NAILED TOGETHER w/ 16d SINKERS STAGGERED ®4" o/c. 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. 5. NAILS/SCREWS TO HOEDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 6. WHEN FIELD CONDITION BECOME LESS THAN MINIMUM SHOWN, CONTACT ENGINEER PRIOR TO PROCEEDING. 7. ALL HOEDOWN BOLTS MUST BE RE -TIGHTENED JUST PRIOR TO ENCLOSING SECOND SIDE OF WALL. 8. HOEDOWNS MAY BE ATTACHED TO EXISTING CONCRETE USING SIMPSON 'SET-XP' HIGH STRENGTH EPDXY. SIZE AND EMBED PER CHART. ICBO REPORT N0. ER-5279. DRILL ANCHOR BOLT HOLES �" LARGER THAN ANCHOR BOLT DIAMETER. SHEAR WALL SCHEDULE (CDX) MARK SHEATHING EDGE NAILING FIELD NAILING SILL PLATE & BOTTOM/TOP PLATE CONN. ®FND CONN. 3/$" CDX ONE 8d � 4" 0/C 8d � 12" 0/C 5/a" � A.B. ®36" 0/C W/ 2x SILL LTP4 ®14" 0/C W/ 2x BOTTOM FACE PLATE PLATE SHEARWALL NOTES 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM -FIR N0. 2 UNLESS NOTED OTHERWISE ON PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER FRAMING (SEE NOTE #3). 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL SHEATHING MUST EXTEND TO THE OUTISDE EDGE OF ALL HOEDOWN POSTS AND CORNERS, AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. 3. WHERE SHEATHING NAILING IS SHEARWALL #3 AND GREATER, ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER. ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH FACES, ALL STUDS AND PLATES RECEIVING EDGE NAILING FROM BOTH FACES MUST BE A SINGLE 3-INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE STAGGERED. IN EACH OF THESE CASES 3x STUDS ARE REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON THE PLANS BY THE ENGINEER. FOR SHEARWALLS #3 AND #4, A 2x SILL PLATE MAY BE USED IF TWO TIMES THE NUMBER OF ANCHOR BOLTS REQUIRED BY THE SHEARWALL SCHEDULE ARE USED AND ARE EVENLY SPACED (SEE 2003 IBC SECTION 2305.3.10). 4. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 2306.4.1 OF THE INTERNATIONAL BUILDING CODE (FOR CDX) OR REPORT NER-124 (FOR OSB). VALUES ARE BASED ON HEM -FIR N0. 2 FRAMING WITH COMMON NAILS. 5. HOEDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY SHEARWALLS. SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE APPROPRIATE DETAILS AND/OR HOEDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. WHERE (2) 2x's ARE USED AS A HOEDOWN POST, SHEARWALL EDGE NAILING MUST BE STAGGERED INTO EACH MEMBER OF THE POST. 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMU, AND SHALL BE PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER FOR CONCRETE CAST AGAINST SOIL. 7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON TITEN HD BOLTS OF THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE SUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A MINIMUM OF 5" INTO EXISTING CONCRETE. 8. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR BORITE TREATED WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST CORROSION. 9. WHERE 10d NAILS ARE SPACED AT 3" ON CENTER OR LESS, NAILS MUST BE STAGGERED. 10. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR CDX SPECIFIED IN SHEARWALL SCHEDULE. HOEDOWN POST. SEE HOEDOWN LENGTH OF FOR DOUBLE SIDED SHEARWALLS, THE SCHEDULE OR PLAN FOR MINIMUM SHEARWALL�SHEATHING ON EACH FACE MUST EXTEND REQUIREMENTS-1 ASNSHOWN S BETWEEN HOEDOWN POST LOCATION OF HOEDOWN TO BE INSTALLED LATERAL MARKING LEGEND OPENING PER PLA STHDI4RJ ` `-TYPE OF HOEDOWN TO BE INSTALLED SHEARWALL DESIGNATION - SEE SHEARWALL SCHEDULE FOR FRAMING, NAILING AND ANCHORAGE REQUIREMENTS RESUB Mar 30 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT U U O Q U -� �� G I N � � `°. w�-°' E Qoo 0 � � � � wQr� � U � N > � �� � �� � cfl � W � O N Z 3 � �O � r� W = � O � (�!) p � � o0 ��rn Wow � z ��o U�z O =oQ U °' w (� ��'��'� • .,��G� �Q� h O z ��. JAN 0 4 2022 QZ �o Ow z� Drawn By: CHRIS Checked By: CHRIS Date:12-29-21 SDA JOB N0. 9456 STRUCTURAL NOTES/DETAILS S 1�0 TRUSS PER P 8d C�? 6" 0/C INTO BLOCKIN H1 CLIP ®EAC TRUSS (24" 0/C MA VENTILATION MAY BE WALL PER PLAN — REQ'D AT BLOCKING. NAIL SHEATHING VERIFY METHOD W/ INTO EA MEMBER OF ENGINEER PRIOR TO TOP PLATE CONSTRUCTION. BIRD BLOCKING IS ACCEPTABLE. PROOF/SHEARWALL CONN. NAIL ROOF SHEATHING TO TOP CHORD w/ 8d C�? 6" 0/C 2x FLAT C�? GABLE IF SHEATHING IS NOT BROKEN ON TOP PLATE, USE A35 ©12" 0/C SHEARWALL PER PLA �SHEATHING TO MATCH SHEARWALL. NAIL TO - GABLE PER SCHEDULE. BREAK SHEATHING ON TOP PLATE ONLY LATERAL BRACING IS REQUIRED AT ALL GABLE ENDS GABLE END/SHEARWALL CONNECTION NAIL SHEATHING TO BLOCK NAIL ROOF SHTG W/ 8d � 4" o/c TO TOP CHORD w/ 8d C�? 6" o/c (4) 16d NAIL I' FROM BRACE TO BLOCK 2x4 BLOCK ®EACH DIAGONAL BRACE 2x4 DIAGONAL BRACE _ ®48" 0/C fSHEATHING TO MATCH SHEARWALL. NAIL TO GABLE PER - SCHEDULE.(WHERE 10d NAILS ARE - REQ'D, USE 10d x 2" LONG.) f- 2x FLAT C� GABLE BREAK SHEATHING ON TOP PLATE ONLY GAB LE /SHEAR WALL CON N 16d ®EA BLOCK AND ©12" 0/C SHEARWALL EDGE NAILING SHEARWALL EDGE NAILING INTO RIM. WHERE 3x BOTTOM TO BOTTOM PLATE 16d ®EA JOIST. WHERE 3x TO BOTTOM PLATE PLATE IS REQ'D, USE SDS Y4x4 Y2 PRESSURE TREATED SILL PLATE PER BOTTOM PLATE IS REQ'D, PRESSURE TREATED SILL PLATE SCREWS SHEARWALL SCHEDULE. USE 2x6 USE SDSY4x4Y2 SCREW. PER SHEARWALL SCHEDULE. USE LOCKING ©48" 0/C W/ W/ A.B. ®48" 0/C (MIN) 2x6 W/ A.B. ®48" 0/C (MIN) (3) 10d NAILS LTP4 PER SHEARWALL SCHEDULE LTP4 PER SHEARWALL SCHEDULE SHEARWALL EDGE NAILING SHEARWALL EDGE NAILIN TO SILL PLATE TO SILL PLATE 6" a <� JOIST PER PLAN (I —JOIST SHOWN) 6" �• _ ° � JOIST PER PLAN (I —JOIST SHOWN) �� �: � ��'—'---�-- 8" WALL w/ #4 BARS ®18" o/c =1 I I� I I� I I� � � � „ _ � I I� I�I�� a�:� . 8 WALL w/ #4 BARS ©18 o/c EACH WAY. (2) #4 BARS C�? TOP. 18" o.. �� HOOK VERTICAL BARS INTO FOOTING — � .�a EACH WAY. (2) #4 BARS � TOP. — 1 g . � .a Hq�OOFK VERTICAL BARS INTO FOOTING " � ALTERNATE HOOK DIRECTION. � .� �, � .. 11=111��IT—SATE HOOK DIRECTION. . III -III � � I I-1 11=1 11= �� � � I ICI 11= ' 8 (2) # 4 (TYP) I (2) # 4 (TYP) 4" � PERFORATED PLASTI PIPE. CENTER IN ONE CUBIC *BREAK SHEARWALL FOOT OF FREE DRAINING GRAVEL AND DRAIN TO SHEATHING C�? BOTTOM OF APPROVED OUTFACE. SILL PLATE JOISTS PERPENDICULAR EXT. WALL / FOUNDATION 1�[�: 4" 4 PERFORATED PLASTIC PIPE. CENTER IN ONE CUBIC FOOT OF FREE DRAINING GRAVEL AND DRAIN TO APPROVED OUTFACE. BEAM PER PLA ADD PLYWOOD SHIMS EMBED ALL HORIZONTAL AS REQUIRED FOR TIGHT FIT. NEW FOUNDATION REBAR 4" INTO EXISTING 4 1 /2" MAX. WALL PER PLAN FOUNDATION AS SHOWN AND EPDXY WITH SIMPSON 'SET'. A °°e ve. �• e., .�a � ° e. °O �� d � ...ae v e A ° d �i . a 4" TYP EXISTING FOUNDATION (REBAR NOT SHOWN FOR CLARITY) NEW FOUNDATION TO EXISTING FOUNDATION ��� �a��� 16" I SOLID DF SHIM BLK. TO FIT COLUMN & CONNECTION PER PLAN BEAM,/POST CONNECTION TWO DIFFERENT SIZE BEAMS 1'-4" JOISTS PARALLEL IF SHEATHING IS NOT BROKEN ON TOP PLATE, USE A35 ®12" 0/C SHEARWALL PER PLAN POST PER PLAN/SCHEDULE (2-2x MIN) WEB STIFFENER INSTALLED SNUG FOR I —JOISTS. NO STIFFENERS REQ'D FOR SOLID SAWN. PLACE 2x6 SQUASH BLOCK EA SIDE OF JOIST. WHERE HD DOES NOT LINE UP OVER JOIST, USE SQUASH BLOCK EQUAL TO WIDTH OF HD POST ABOVE (4x MIN). SIMPSON H2.5 EACH OUTLOOKER TO GABLE END TRUSS COMMON TRUSS SIMPSON 'HU' HANGER GABLE END TRuss ��2" CDX OR �i�6" OSB ROOF SHEATHING. NAIL w/ 8d ® 6" o/c PANEL EDGE AND 8d ®12" o/c PANEL ���E NAILING �UTLOOKER SPAN—i —2x HF#2 OUTLOOKERS ®24" o/c —SIZE AND SPAN PER TABLE SOLID BLOCKING BETWEEN OUTLOOKERS ® BEARING SIZE SPAN 2x4 FLAT fig" 2x6 FLAT 24" 2x4 36" 2x6 42" OU TL.00KER CONNECTION HOEDOWN PER PLAN (HDQ8 ALL —THREAD ROD, DIAMETER AND EMBEDMENT PER SCHEDULE BOTTOM PLATE PER SHEARWALL SCHEDULE RIM JOIST OR BLOCKING PER PLAN. PRESSURE TREATED SILL PLATE PER SHEARWALL SCHEDULE. STEM WALL AN D °•� Qe a .. FOOTING PER PLAN. EMBEDMENT � � �� . � � , �d � ° � `• v �° LENGTH � � � � �. .e a " a .: a e . °. v� • � � 'd • . ,� a H OLDOWN INSTALLATION INTO EXISTING EOU N DATI ON RESUB Mar 30 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT U U O � (n w ,- ON � � � OU Q Q � ���� � wQ� � .� � USN � d- > � a� � oa�z� — �Woz 3 � � w Qz �o Ow z� � o � can o o �� � �� wow � z N � � � �— U �z 0 ��o U �w C/� �� C� VI�� ���ti°r `���`��vG'r' v �� � c� � h i `���;t� o ` �"y {li ���. ,o, 34"s83 ��J� &� .,� ;� �- JAN 0 4 2022 Drawn By: CHRIS Checked By: CHRIS Date:12-27-21 STRUCTURAL DETAILS 5-2.0