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APPROVED BLD RESUB 3-BLD2023-1510+Structural Plans+5.30.2024_8.26.27_AM+4289383N i ��� � ��_ ������ -� �� � �'� �� ��� � �� %� - - �� _/" ' \_ isi \ i�i� � , i �� r�►_� �r�►_�r�: -e- ,_., ._.._� ;t'' :�►_� � � �rr_srr_�r�►_�r�►_�r i �■ ��������■ r_� -� �rr_�r�►_�rr_�rr_�r II v� E1 P-1 ELEVATION 1 �■ �■ �,■,■,■,■,■,■,■,■r■,■,■,■,■,■,■,■,■,■,■,■,■,■,■,� .REVIEWED BY ►1TY OF EDMONDS LDING DEPARTMENT _ N Z N P-1 W .rW R� 14.2' m e-- 9.1' TOP OF SUBFLOOR - 15T FLOOR o' Y � rnp n� c,� iR�i nna _ Fn� itinbTin� .L R� D2023-1510 ASPHALT COMP. ROOFING TYP. 7/16" OSB SHEATHING 1/2" CCX PLYWOOD SOFFITT MANUF. TRUSSES @ 24" O/C 2 X VENT BLOCK H-1 SIMPSON CONNECTION 5/4 PRIMED FACIA L ROOF FRAMING DETAIL "MANUF. TRUSS" SCALE 3/4" = 1' t EXISTING E ASPHALT ROOFING TYP. 15# FELT PAPER 7/16" OSB SHEATHING 1/2" CCX PLYWOOD SOFFITT 2 X 8 H/F #2 RAFTERS @ 24" O/C 2 X VENT BLOCK H-1 SIMPSON CONNECTION 5/4 PRIMED FACIA 2 X 6 EXTERIOR WALL SIMPSON POST TO BEAM CONECTION 5K CONT. ALUM GUTTER L ROOF FRAMING DETAIL "2 X 8 STICK" SCALE 3/4" = 1' FOOTINGS TO BE 12" MIN BELOW GRADE � E-1 1=i�O1�T ELEY�TIO�I SG�LE 1 /4" = 1' 2018 IRG SECTION R507.3.2 �-2 SI�� ��� Y l�T101�1 5 G�� � 1 /4" = 1 ' �_ O I F- a U w Jm. � H Q W O> �W W Er w �- a 0 w m z RESUB May 30 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT NO !�L � � � t�� V �v� O t�^ V `� V �_ W Q m m W � o �_ .n > W7 � Q a Q (� � z_ � � z DATE 2J20�2024 SCALE SHEET: P-1 c'v cV m Z l�-3� I f `' #4 EPDXY 5ET REBAR WITH 4" MIN. EMBEI7MENTi ' ' � N�L12' ��� �. � / - � \ /- L-----� o � � ( ) � � / °(� �� 5L6� ,.. fi i�il ELEVATION 3 I ( tiJ � e— � � � ' �.1J—i �� � L_ -rod �5F uWALi a � � , Co'� E3 ' _� I 3 I � S" X 18"DIA. DECK PAD TYP. 24" X 35" GONGRETE COLUMNS WITH � 6 X b PT P05T EMBEDED TO 29" � _ _PROP05ED G,4R,hGE ADDITION _ _ , � � �� I 1' 4' 1'-5' 4'-3" \ DECK PADS TO BE 12" MIN 19' BELOW GRADE 19' �OU�D�TIO� �L�N a a 2b' 5' 5' 8" X 18" DIA. DECK PAD TYP. 11'-b" l3' SG�LE 1 /�'' = 1 ' 2 61'-5 5� /1� 5 7 3/8 E �— �— u E1 P-1 , ELEVATION 1 D�GK �fi��MI�IG PL�1� SG�L� 1/4" = 1' 1 '-5 5/ 16" 1 �' 6" WALL TYP. 4" CONCRETE FLOOR � a COMPACTED FILL a 16" 2 X @ 18" O.C. W/ 2 X PT PLATE 3" X 3" X 1/4" BEARING PLATES GALV. @ ANCHOR BOLTS 5/8" DIA. X 10" ANCHOR BOLTS @ 48" O/C - 5" FROM -ANY SPLICE 12" FROM ENDS (EMBED MtN 7") ,� #4 REBAR @ 24" O/C VERT. #4 REBAR @ 24" O/C HORZ. (2) #4 BAR CONTINUOUS IN FOOTING $" 4" TIGHTLINE ROOF DRAIN 4" PERF FOOTING DRAIN __,� GARAGE FOUNDATION 6" WALL SCALE 3/4" = 1' E2 P-1 W J w U ti� � �� � `: ti ���.4.�MAY 0 7 2024_.�,, Z O a. U (n W � m � � W —� m H OW � W W W m Z RESUB May 30 2024 CITY OF EDMONDS DEVELOPMENT SERVICES I DEPARTMENT oa ��� ��o ��� �v� ��� �©� w Q _J c0 m w � � � � w ° to a Q � � z � a � � Z 0 DATE: 2/20/2024 SCALE SHEET: P-2 BUILDING CODE 202 I INTERNATIONAL BUILDING CODE FLOOR LOAD DEAD LOAD : 12 psf LIVE LOAD: 40 psf ROOF LOAD DEAD LOAD: i 5 psf FLAT ROOF SNOW LOAD:25psf SNOW EXPOSURE FACTOR (Ce): I . I SNOW LOAD IMPORTANCE FACTOR (Is): I .O THERMAL FACTOR (Ct): I . I WIND DESIGN DATA I .BASIC WIND.SPEED: I IO MPH 2. WIND IMPORTANCE FACTOR (Iw): I .0 BUILDING CATEGORY: I I 3. WIND EXPOSURE:B 4. Kzt = I .37 5. INTERNAL PRESSURE COEFFICIENT: NA 6. APPLICABLE WIND PRESSURE FOR COMPONENTS AND CLADDING: NA SESIMIC DESIGN DATA I .SEISMIC IMPORTANCE FACTOR: I .0 SEISMIC USE GROUP: i 2. SPECTRAL RESPONSE ACCELERATION (Ss): 129.2% G 3. SITE CLASS: D (ASSUMED) 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 103.4%G 5. SEISMIC DESIGN CATEGORY: D 6. BASIC SEISMIC -FORCE -RESISTING SYSTEM: SHEARWALLS 7. DESIGN BASE SHEAR: SEE CALCULATIONS 8. SEISMLC RESPONSE COEFFIGENT (Cs�: 0. 159 9. RESPONSE MODIFkCATION FACTOR (R): b.5 (WOOD S H�ARWALLS I o. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE FFZAMING LUMBER I .FRAMING1U11�1BER SHALL BE NEM-FIR NO. 2_. GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS. LLJMF3ER TO BE GRADE MA-RiCED PER WCLIB SPECIFICATIONS. 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE I SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS P5 I -83, APA PRP- 108, OR VOLUNTARY PRODUCT STANDARD PSE-92. PROVIDE A MINIMUM OF 3/8' EDGE DISTANCE ON ALL NAILS AND %8" EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: ROOF SHEATHING TO BE �" INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 40/20. 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. 48I24. GLUE AND NAIL WITH I Od NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE MEMBERS. 3. NAILING SHALL CONFORM TO TABLE 2304.9. I 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 S-CREWS BEARING ON WOOD. G. PROVIDE 3"x3"x0.229" WASHERS AT ALL ANCHOR BOLTS. 7. BOLTI HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUSy6 UNLESS NOTED OTHERWISE. LAG BOLT PILOT HOLES SHALL BE PRE -DRILLED TO 60% C}F 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. REM JOIST IS TO BE 1�4" LSL MINIMUM. 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION WALLS AND SOLID BLOCKING UNDER PERPENDICULAR PARTITION WALLS. I i .CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS. rF�IFP/�I I .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 SNORING,. BRACING AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED 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 INCLUDING LAGGING, SNORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES A.ND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. 6. SHOP DRAWINGS FOR PREFABRICATED TRUSSES AND MANUFACTURED FLOOR JOISTS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION.. 7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY fNDI-GATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BYTHF ENGINEER. 8. ALL DETAI LS_ DESIGNATED AS STANDARD OR TYPICAL. SHALL OCCUR. IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. 9. COORDI-BATE WITH MECHANICAL, PLUM&ING-, AN.D ELECTRICAL DRAWINGS FOR SIZE AND LOCATION CrF ALL OPENINGS REQUI-RED FOR _DUCTS, PI-PES, PIPE_SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE EMBEDDED IN CO_N+RETE_OR OTHERWISE INCORPORATED IN STRUCTURAL WORK. 10. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SH-ALL BE SWAY OR LATERALLY BRACED DOUBLE TOP- PLATE W/ EDGE NAILING {STAGGER} SHEARWALL EDGE NAILING AT ALL PANEL EDGES. BLOCKING AT ALL PANEL EDGES -WHERE APPLICABLE. QEDGE NAILING TO HOLD -OWN POST (FULL HEIGHT) STAGGER INTO DOUBLE STUDS OD STUDS ®16" ON CENTER 0 PRESSURE TREATED SILL PLATE WITH EDGE NAILING AND- ANC#i�3R $OLTS PER SHEARWALL SCHEDULE. TOP PLATE SPLICE NAILING TO B� ($) 16d SINKERS (MIN). LAP 48" MINIMUM. CENTER SPLICE OIV STUD. STD. SCALE: Q HOEDOWN PER SCHED�lLE AND PLAN (1�DQ8-SDS3 SH-OWN) QH COORDINATE ALL .STUD AND PLATE" S1�ES' w/ SHEARWALL SCHEDULE REQUIREMENTS Q EDGE NAILING TO POSTS, TRIM- STUDS, AND KING STUDS Q BEARIN-G STUD FOR_ HEADER © RIMJOIST TD BE 1�2" MIN THICKNESS AT ALL SHEARWALLS SHEARWALL ELEVATION W/ RIM ?» _1,_Q„ � � � �G I N � �� Q� -�-� �_ V � m lri w_N O Q � O U � � ��JO� a� - ��m U Q � � Q� � N � � Q � � � O > z � � m '�► O � � � � RESUB �'\ T May 30 2024 �' \ DEVELOPMENT CITY OF EDMON DS SERVICES �,J J DEPARTMENT z O w m E Z � N O ct� O ~�� o Q �O� z�o UNO ��o w 5 C� VzN� ���c�o� w�sy,� O ¢' U h �_.=" '" � :F DOUBLE TOP PLATE W/ EDGE NAILING ©.HOEDOWN PER SCHEDULE ��' '�Fcisr��° (STAGGER) AND PLAN (HDQ8-SDS3 lorv�;.�' SHEARWALL EDGE NAILING- AT ALL PANEL SHOWN) EDGES. BLOCKING AT ALL PANEL EDGES QH COORDLNATE ALL STUD r -:MAY 0.7 2Z� -WHERE APPLICABLE. OO AND P-LATE_ SIZES v�/ EDGE NAILING TO HOLflOWN POST {FULL SHEARWALL SCHEDULE HEIGHT) STAGGER LNTO DOUBLE STUDS REQUIREMEN-TS STUDS Q 16" ON CENTER Q EDGE NAILING TO POSTS, Drawn By: CHRIS Checked By: CHRIS QE PRES-SURE TREATED SILL PLATE WITH TRIM STUDS, AND KING STUDS Date:05-06-24 EDGE NAILING AND ANCHOR BOLTS PER 0 BEARING STUD FOR SHEARWALL SCHEDULE. Q HEADER SDA JOB NO. TOP PLATE SPLICE NAILING TO BE (8) 16d 10008 SINKERS (MIN). LAP 48" MINIMUM. ...CENTER SPLICE ON -STUD. - STD SHEARWALL ELEVATION W O RIM STRUCTURAL �_D» SCALE: y2„_1 NOTES S-f.0 SH EAR WA�I� SCHEDULE (CDX) MARK SHEATHING EDGE NAILING FIELD NAILING S1LL PLATE & BOTTOM/TOP PLATE CONN. � FND CONN. 3/8" CDX ONE 8d ®6" 0/C 8d ®12" 0/C 5/s" � A.B. ©48" 0/C W/ 2x SILL LTP4 ®20" 0/C W/ 2x BOTTOM FACE PLATE PLATE 5/32" CDX ON 10d � 4" 0/C 10d ®12" 5/8" � A.B. ®30" 0/C W/ 3x SELL LTP4 ®12" 0/C W/ 2x BOTTOM FACE 0/C PLATE PLATE SHEARWALL NOTES 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SH-ALL 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 MAYBE INSTALLED; EITHER HORIZONTALLY OR VERTICA'LY. 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 4N 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 1F 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 1S BASED ON TABLE 23fl6.4.1 OF THE INTERNATIONAL BUILDING CODE (FOR CDX) OR REPORT NER-124 (FOR OSB). VALUES ARE BASED 01� HEM —FIR N0. 2 FRAMING WITH COMMON NAILS. 5. HOEDOWNS AND OTHER CONNECTIONS MAY 6E REQUI=RED A1' 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 HOLDflWN POST, SHEARWALL EDGE NAILING IvtUST BE STAC�GEREQ INTO EACH MEMBER OF THE POBL 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM Of 7" INTO CONCRETE OR GROUTED CMU, AND SHALL BE PLACED- TO PROVIDE A M-INIMUM OF 2" COVER. PROVIDE 3" COVER FOR CONCRETE CAST AGAINST SOIL. 7. ALL MACHINE BOLTS SHALL- BE ASTavI A307 OR BETTER. -HILTI KWIK BOLTS/S#MPSON TITEN HD BOLTS OF THE -SAME DIAMETER AS SHOWN. IN THE SHEARWALL SCHEDULE. MAY BE SUBSTITUTED FOR ANCt-{QR 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 FOR DOUBLE SIDED HOEDOWN SCH€DULE OR LENGTH OF SHEARWALLS, THE SHEATHING PLAN FOR MINIMUM SHEARWALL ON EACH FACE MUST EXTEND REQUIREMENTS CONTINUOUS BETWEEN 1 HOEDOWN POSTS AS SHOWN. # OPENING PER PLAN /,\ LOCATION OF �� � HOEDOWN TO BE STHD14R,1 INSTALLED TYPE OF HOEDOWN TO BE INSTALLED SHEARWALL DESfGNATION —SEE SHEARWALL SCHEDULE FOR FRAMING, NAILING AND ANCHORAGE LATERAL MARKING LEGEND �EQUIRfMENTS HOEDOWN SCHEDULE 'FOR HOEDOWNS INSTALLED IN NEW FOUNDATIONS MODEL ANCHOR BOLT THRU BOLTS OR NAILS/SCREWS EMBEDMENT/ STRAP LENGTH MINIMUM EDGE DIST. le de HU2—SDS2.5 SSTB20 (6) SDSY4x2.5 12�" EMBED SCREWS HDU4—SDS2.5 SSTB20 (10) SDSY4x2.5 16�" EMBED 13/4" NA NA SCREWS HOEDOWN NOTES 1. ALL —THREAD BOLTS SHALL CONFORM TO ASTM A307. 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c = 2500 PSI 3. ALL HOEDOWNS REQUIRE A (2) 2x POST UNLESS NOTED OTHERWISE. HDU11 AND HHDQ14 REQUIRE A 6x6 D F# 2 MINIMUM POST SIZE, U.N.O. WHERE HOEDOWNS ARE INSTALLED INTO THE WIDE FACE OF THE STUD, THE STUDS MUST BE STITCH NAILED TOGETHER W/ 16d SINKERS STAGGE-RED � 4" 0/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. ALL HOLD -OWN BOLTS MUST BE RE —TIGHTENED JUST PRIOR TO ENCLOSING 2ND SIDE OF WALL. NAIL ROOF SHEATHING TO TOP. �O�D �� 8d � s" o,�C 2x FLAT � GABLE IF SHEATHING IS NOT BROKEN ON TOP PLATE, USE A35 ©12" 0/C SHEARWALL PER PLAN �SHEATHING TO MATCH SHEARWALL. NAIL TO - GABLE PER SCHEDULE. BREAK SHEATHING ON TOP PLATE ONLY LATERAL BRACING IS REQUIRED AT ALL GABLE END TRUSSES AND IS TO BE DETAILED BY TRUSS MANUFACTURER GABLE END/SHEARWALL CONNECTION SIMPSON H2.5 EACH OUTLOOKER TO GABLE END TRUSS �SIMPSON 'FiU` COMMON HANGER TRUSS GABLE END TRUSS ���2" CDX OR �i�s" OSB ROOF SHEATHING. NAIL w/ 8d ®6" o/c PANEL EDGE AND 8d ®12" o/c PANEL FIELD SEDGE NAILING UTLOOKER SRAN--i 2x HF#2 OUTLOOKERS 24" o/c —SIZE AND SPAN PER TABLE •SOLID BLOCKING BETWEEN OUTLOOKERS ® BEARING size sPaN 2x4 FLAT 1 g" 2x6 FLAT 24" 2x4 36" 2x6 42" Old TLOOI�ER CONNECTION TRUSS PER PLA 8d ®6" 0/C INTO BLOCKIN H1 CLIP ®EAC TRUSS (24" 0/C MA � WALL PER PLAN — NAIL SHEATHING INTO EA MEMBER OF TOP PLATE VENTILATION MAY BE REQ'D AT BLOCKING. VERIFY METHOD W/ ENGINEER PRIOR TO CONSTRUCTION. BIRD BLOCKING IS ACCEPTABLE. ROOF/SHEAR WALL CONN. NAIL SHEATHING TO B-LOCK NAIL -ROOF SHTG W/ 8d � 4" o/e TO TOP CHORD w/ 8d ®6" o/c (4) 16d NAIL ' FROM BRACE TO s�45` BLOCK /�' SHEATHING TO MATCH 2x4 BLOCK ®EACH / SHEARWALL. NAIL TO GABLE PER DIAGONAL BRACE SCHEDULE.(WHERE 10d N�11LS ARE REQ'D, USE 10d x 2" LONG.) 1— 2x FLAT C� GABLE fBREAK SHEATHING ON TOP PLATE ONLY 2x4 DIAGONAL BRACE � 48" 0/C — BBL IF SHEATHING IS NOT BROKEN BRACE WHEN LENGTH ON TOP PLATE, USE A35 � 12" 0/C EXCEEDS 6'-0" SHEARWALL PER PLAN 3 GABLE SHEARWALL CONN. SCALE: 3/4„-1,-0' S.W. LENGTH PER PLAN �I TOP PLATE—' HEADER PER PLAN — EXTEN OVER SHEARWALL AS SHOWN P.T. 2x STUD. NAIL T CONCRETE W/ GALVANIZED 16d ®8" 0/C :..:'. � � a PER PLAN ' � � �' �. � , SLAB ON GRAGE� • ... .� .,, . .: F04TING PER � �� �' .�• . . PLAN (16" W x ..... � �; � � .� ~ , . 8" T MIN) �:� � '� . . 9" HOOK TYP 3" CLR TYPLCAL GARAGE PILASTER SCALE: ki"=1'-0' NAIL SHEATHING TO HEADER W/ NAILS PER SHCEDULE � 3" 0/C EACH WAY •SHEARWALL PAR PLAN �HOLDOWN PER PLAN (HDQ8—SBS3 SHOWN) •BOTTOM PLATE SIZE AND ANCHOR BOLTS PER SI-IEARWALL_ SCHEDULE. NOTE: 3x MAY BE REQ'D. '(3) #4 VERTS EVENLY SPACED ON EACH FACE (6—TOTAL). HOOK INTO- FOOTING AS SHOWN. -#3 TIES 4 6" 0/C -8" THICK CONCRETE P1t�STER � � I N B ��'/ Q� -�--� �_ V cn m cn Q >oo�. � Q CV � ��J6�� ��Qma� lri ��N � � � � � pv �? � O mw0 >z � � -�-� RESUB L May 30 2024 A U\J CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT oc � I I w Q 0 O z Z � N O tt� O ~�� o Q �O� z�o UNO ��o w MAY 0 7 2024 Drawn By: CNRIS Checked By: CNRIS Date: 05-06-24 SDA JOB NO. � OOoB STRUCTURAL NOTES 5-2.0 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). HOEDOWN PER PLAN {HDQ8 �) t a,e � o .. EMBEDMENT � � �� . • � 4 �d � ° ' "a e �° LENGTH � � � • .e o v ° :. 'e , . • •° .�.. 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 AND FOOTIR!G PER PLAN. HOEDOWN DETAIL w/ RIMJOIST SCALE:. 3�4"=1'-0" POST PER PLAN (2-2x MIN) HOEDOWN PER PLAN . e a - •. c °• ...' o •'�' � c a. • ° o '. d d• 4 a � a LENGTH � � ' .� �•- • A- �° • a� e . o o a ° a. ' .e •.:• '. :o .d� '1 HOEDOWN DETAIL w/o SCALE: 3/4"=1'-0" ANCHOR BOLT PER HOEDOWN- SCHEDULE PRESSURE TREATED SILL PLATE PER SHEARWALL SCHEDULE. STEM WALL AND FOOTING PER PLAN. R1 M JOI ST WALL PER PLAN - SILL PLATE AND ANCHOR BOLTS — PER SHEARWALL SCHEDULE. (USE 2x6 P.T. SILL PLATE W/ �" � J—BOLTS ®48" 0/C MIN.) BACKFILL W/ POROUS MATERIAL (TYP) L: FROST DEPTH (18" MIN) 4" s8 P1=RFORATED PLASTIC PIPE. CENTER IN ONE CUBIC FOOT OF FREE DRAINfN� GRAVEL AND DRAIN TQ APPROVED OUTFACE. �. • : ' ° a �: — III 'a•�'.IF <� �: 4/ � e, , �NDN �SHEARWAL� CONK CC:Af F- �_1 —(1 PER FTG EPDXY HOEDOWN SCHEDULE *FOR EPDXY INSTALLATIONS INTO EXISTING CONCRETE MODEL ANCHOR FASTENERS TO EMBEDMENT MIN. EDGE BOLT POST LENGTH DISTANCE HDU2—SDS2.5 �" � ATR (6) Y4" x 2 �" SDS 7 �" 13/4" SCREWS \I N � PLAN HOEDOWN NOTES U� 1. ALL —THREAD BOLTS SHALL CONFORM TO ASTM A307. � 2) LAYERS OF 90# •ELT � OR EQUIVALENT 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c = 2500 PSI. MINIMUM WALL � LAB PER. PLAN THICKNESS IS 8". v 3. ALL HOEDOWNS REQUIRE A {2) 2x POST UNLESS NOTED OTHERWISE. WHERE In c� HOEDOWNS ARE INSTALLED INTO THE WIDE FACE OF THE STUD, STUDS MUST BE to � STITCH NAILED TOGETHER w/ 16d SINKERS STAGGERED ©4" o/c. Q > � p v Q CV 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER 0R � � w �J 6) 6� c� � SOIL. FOR CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. � U Q �? � � � � N � � 5. NAILS/SCREWS TO HOEDOWN POST SHALL BE PER MANUFACTURERS � -� � � SPECIFICATIONS. � �o � •• N o�z� 6. WHEN FIELD CONDITION BECOME LESS- THAN MINIMUM SHOWN, CONTACT ENGINEER cr) w O � PER PLAN PRIOR TO PROCEEDING. � L � 7. ALL HOEDOWN BOLTS MUST BE RE -TIGHTENED JUST PRIOR TO ENCLOSING SECOND � SIDE OF WALL. v � RESUB 8. HOLD -OWNS- MAY BE ATTACHED TO EXISTING CONCRETE U-SING SIMPSON 'SET—XP' � May 30 2024 HIGH- STRENGTH EPDXY. SIDE AND EMBfD PEi� CHART. ICBO REPORT N0. ER-5279. CITY OFEDMONDS DRILL ANCHOR BOLT HOLES Ys" LARGER THAN ANCHOR BQLT DIAMETER. � DEVELOPMENT SERVICES DEPARTMENT z 0 w w Q 0 O z Z � N O ct� O ~�� Q � � O z�o UNO ��o w MAY 0 7 2024 Drawn By: ChRIS Checked By: Ch RIS Date: 05-06-24 5DA JOB NO. 10008 �Tf�UCTU �AL� NOTE S-3.O