2227 GRAND AVE 2022 Plans 2025-09-11

STRUCTURAL NOTES CODE: MISCELLANEOUS HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALI, � Tt�TRUSS LIVE LOADING SHALL BE PER IRC SECTION 301.5 AI�`D TABLE �1 UWllAL HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES DESIGN IS IN ACCORDANCE WTT1I THE 2018 INTERNNAT'IONTAL BUILDING CODE 301.5,E-SPICALLY NOTING FOOTNOTE B&G. K TE'i� wT1 SHALL BE HALED. MACHINT_BOLTS TO BE A-307. ANCHOR BOLTS INTO k8SOM s,FS (I.R.C.)AS AMENDED BY THE LOCAL BUa DING DEPART_2vM'-NT. CONCRETE SHALL BE 518 INCH DIAINIETER WITH 7 INCHES OF E-NBED,'v1E>r'T INTO °' ��TRUSS DESIGN SHALL BE PER IRC SECTIONS 502.11.1 AND 802.10 2 sus:SrAs w ESPECIALLY IDICATLN;G THE TRUSS DESIGN AND NIAI UFACTU-RLNG CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAII.S SHALL BE sue: LIVE LOADS: SHALL BE PER ANSUII'IL COMMON MON WIRE NAILS. NAILING SHALL BE IT ACCORDANCE WITH THE CURRENT c. THE TRUSS TEMPORARY AND PERNIANTENT BRACING SHALL BE IRC GARAGE------------50PSF I.B.C.SCHEDULE. LATERAL SECTIONS 502.11.2 AND 802.10.3 AS WELL AS THE TRUSS PLATE WIND-------------EXPOSURE B,8�H/110MPH(ULT}r\'+'��PER ASCE 7-16, STRUCTURAL I AIiI�-ATED LL°1IBER(GRADE 2.01 LNISTTI'U T ES'S BUTLDD' G C041PONENT SAFETY INFORMATION. SECTION 2M.3 F>r-2600 PSI d. TRUSS ALTER4TiOI S SHALL NOT OCCUR UNLESS THE APPROVAL OF A �� •�� SEISMIC--------SITE CLASS D.SEISMIC PER ASCE 7-16,SIMPLIFIED E=2, 802.10 4. 285 PSI 000,000 PSI DESIGN PROFESSIONAL AS INDICATED_TN IRC SECTIONS 502.11.3 AND - LATERAL FORCE SYSTEM' Fv=SECTION 12.14.8.1 FOUNDATIONS: �-• FLOOR SHEATHING; EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL,ASSUMED BEARING CAPACITY SHEATHING SHALL BE 34 INCH TONGUE AND GROOVEAP-AL RATED SHEATHING. OF 1500-SF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINTIMU:M OF 1'-5' SPAN RATING 4M4 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. BELOZt'ADJACE1v i EXTERIOR GRADE UNLESS NOTED OTHERWISE NAIL SWIT-tI 8d COMMON NAILS AT 6INCHES ON ra rs.wW.eta CENITER AT SUPPORTED P_ NI EL EDGES AND 10 INCHES ON CENTER AT x ° rz�V_-Vc n t:x CAST-IN-PLACE CONCRETE: INTER-NEDLATE SUPPORTS, THE FLOOR SHEATHING SHALL BE GLUED TO THE �' rCZ ybeL F'C--3000 PSI @ 28 DAYS. MLNiTlMl 15-1/2 SACKS OF CENINT PER CUBIC YARD OF JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADIMSIVE. COINCREI�AND MAXIMUM OF 6-3/4 GALLONS OF WATER PER 94r SACK OF d CENT. NO SPECL4L INSPECTION REQUIRED. CONCRETE SHALL COMPLY WITH g 2 z ACI 318-14 SECTION 26 s 2.1, _%vIAX�i Mf SLUMP IS 4INCHES. ALL PHASES OF WALL SAE:4TAING: � �•�� c c�'v� � � � WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CON ORNI TO T T h 6 SHEATHTiNG SHALL BE 7/16 INCH A.P.A.RATED SHEATHING,SPAN RATING 24l0. 8 BUILDING CODE REQL EIvIEN I S FOR REINFORCED CONCRETE. ALL 310 PANL�L END JOINTS SHALL OCCUR AT SUPPORTS. NAII,PANEL EDGES WT Ti i lOd o N+I REL�v-FORCAi G STEEI,DOWELS,ANCHOR BOLTS,AND OTHER INSERTS SHALL BE � ? SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR NAILS AT 6 INCHES ON CENTER AND 10 INCHES ON CE-INTER AT DiTERM EDIA.TE 9 PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE 5;B INCH SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS. � o 0_0 z DIAMETER WITH 7 INCH MIN'L_MU2vf EMBEDMENT LN'TO CONCRETE AND GLU-LAI�TATED T]1iiBER 11I! °�Z E a� � J MAXZdU.M SPACING OF 2 FEET ON CENTER. 3fI1vL'viL'M 2 BOLTS PER SILL PLATE LAMINATED TIMBER SHALL BE DOUGL_AS-FIR/LARCH KILIvi DRYED. STRESS r '� `-�'. PIECE ONE BOLT TO BE PLACED iVT>'HIN 6 A INCHES OF EACH END OF THE SILL GRADE COMBINATION OF 24F-V"4 FOR SLNIPLE SPANS AND 24F-VB FOR PLATE. DIPPED GALVANIZED CONTNECTORS SHALL CONFORM TO AS TM � STANDARD 153 AND HOT DIPPED GALVANIZED CONNECTORS SHALL CO?NT•ORM CANTII.EVER AND CONTINUOUS BEAMS. e u¢ TO ASTIvI A653M CLASS 0-I85. STAINLESS STEEL FASTENERS AND CONNECTORS c IT ROOF MATHING; u m cd a� 'o y SHALL BE TYPE 304 OR 316. SIMPSON PRODUCT FI ISHES CORRESPONDLNG TO fq ' p �, v; ._ THESE REQUIREMENTS ARE ZMAX(HOT DIPPED GALVANIZED)AND SST 300 SHEATHL'NG SHALL BE 7/16 INCH A.P.A.RATE?SHEATHING. SPAN'RATING 32/16, y" I� O O•° jq '� G's INSTALLED WITH LONG DIMENSION ACROSS SUPPORT. P 60NEL END JOINTS ,.f S (STAINLESS STEEL). FAST;NERS FOR PRESSURE'TREATED ANC FIRE-RETARDAjv�T p' f •�'°� p�� E TREATED WOOD SHALL BE ZMAX HOT DIPPED GALVANIZED(G18a5). SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES Ni'ITH 8d NTAILS SPACED AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. ' E c:T > Q REINFORCING STEEL: ` E . . x Z ALL REINFORCING STEEL SHALL BE PLACID Dl CONFORMANCE WTrH THE FLOOR FRAWILNG: z PROVIDE FULL DEPTH BLOCKING FOR JOIST AT THE SUPPORTS. FLUSH BEA:v4S vs F° y�"' ; BUII,DLNG CODE REQUIREMPNTS FOR REINFORCED COINCRETE AND TF� I ? 4 �. .� of uj � U- kN'UAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONTSTRUCTION (FB)AN HEADERS NOT CALLED OL"T ON THE PLANS SHALL BE(2)2X8. ALL I Z. I,� o-1-a 3 BY CRSL DEFORMED REINNTORCING STEEL BARS SHALL COINTORM TO ASTM A- VERTICALLY LAM[NATED COLUND S AND HEADERS SHALL BE SPIKED � � _ - �- _ � �=� 8'r� g TOGETHER WITH 12d NH.AS SPACED AT 12 INCHES ON CENTER ^. «+•.. .. ri .a of 615 GRADE 40 FOR�5 AND SMALLER REIN�ORCEIviENT AND GRADE 60 FOR T6 Z; AND LARGER. ALL REINFORCING BAR BENDS SHALL BE MADE COLD WITH A B&ARLNG WALL FRAMING: M1iNli'vN1wI RADIUS OF 6 BAR DIAMETERS(1'-i"MINZNIU7v1). CORNER BARS(2'-0" ALL DOOR AND R•TNDOW READERS NOT CALLED OUT ON THE PLANS SHALL BE �o `v �-, iV i=, GV `�'zo'°-2 BEND)SHALL BE PROVIDEDFOR ALL HORIZONTAL REINFORCEMENT. LAp A3.L (2)2X8 HBbf-FIRT2 WITH O'v�CRIPPLE ACID ONE 5TGD AT EACH END FOR Q `'-'0 Q �! BARS A MINIMUM OF 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. UINLESS OPENTI'GS 4 FEET WIDE OR LESS. ALL COLU'IvLNS NOT CALLED OUT ON THE I "' y NOTE OTHERWISE ON THE DRAWINGS REINFORCING STEEL SHALL HAVE THE PLANS SHALL BE(2)STUDS SPIKED TOGETHER WITH I2d MAILS AT 12 N'CHES ON FOLLOWI�iG 1VlI;`NI►QUP/COVER: T z co I G.a �- CENTCER PROVIDE 2 LAYERS OF BU7>DING PAPER BETWEI?\WOOD AND CONCRETE. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND DOUBLE TOP CONCRETE CAST AGAINST EARTH 3 IN'CLES PLATE. END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STLD WITH 2-16d CONCRETE EXPOSED TO EARTH OR WEATHER: NAILS. FACE NAIL DOUBLE TOP PLATE WITH 10d NAILS AT 10 INC=�S ON a =� j Q �� E lot +� 5� r6 BAR A GH 118 BARS 2 INCHES CB-Ni rER L:AP A'ND FACE NAIL PLATES WITH 2-10d NAILS AT EACH SPLICE, = • a�►ev 3 `c^_a; 1"B T5 BAR AND SMALLER 1-1/2 INCHES CORNER INTERSECTION. STAGGER SPLICES A M[NIMUM OF 48 INCHES. �' a ! .. '2 a tr°Z 3 6 F.A�C' s STRUCTURAL TMMER: TRUSSES SHALL BE PLANT FABRICATED DOUGLAS-F1R/LARCH OR HEM-FIR. ALL LU"'_MER SHALL CONFORM TO'%M?A GRADING RULES FOR WESTERN TRUSS MANUFACTURER SMALL SUBMIT SHOP DRAWING AN ID CALCULATIONS LUNIBER,LA T EST EDITION. PROVIDE CUNT WASHERS UNDER ALL NUTS AND STAINIPED,SIUM ED AND DATED BY A WASHB,gGTON STATE LICENSED BOLTS BEARING AGAINST WOOD. ALL WOOD N COtiTACT WITH CONCRETE STRUCTURAL ENGINEER SUBMIT TRUSS DRAWING TO THE ENGINEER OF SHALL BE PRESSURE TREATED IN ACCORDANCE N'v=A`4'PA UI AND M4 RECORD AND BUILDING DEPARTMENT FOR REVIEW AND APPROVAL,PRIOR TO Fl��WASF►3�� •q �22 STANDARDS. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW: FABRICATION. ROOF TRUSSES SHALT:BE DESIGNED AS ATTIC TRUSSES ` O ff` 4X BEAMS DOUG-FIR'LARCH'.-Z—Fis=850PSI *WITHOUT STORAGE. I�1.A�UFACTURERS I1tiSTALL_ATI01V INSTRUCTIONS SHALL V15'201 =' •' .y 6X BEA�IIS DOUG-FIRrLARCH'2—Fb=450PSI BE AVAILABLE ON THE JOB SITE AT THE TL M OF INSPECTION,FOR THE r 2022-03 LUMBER NOT?NOTED HEM-FIR;=2-- —Fb=850 PSI INSPECTORS USE AAD REFERENCE. Roof trusses to be assigned ,-�_- S1 ,0 and rirawM0 cre0ared by 2tu -^� �� engineer. `