3305 NORTON AVE 2014 Plans 2022-11-01

enera ruc uro o es � ENERAL: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING COOE(16C), 2012 DITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDIC170N. � � ESIGN LOADS; J � ROOF 15 PSF DEAD LOAD o 25 PSF LIVE LOAD �' W � o 0 SHEAR WALL ABOV FLOOR 10 PSF DEAD LOAD W z ��p PER PLAN &d BASE PLATE NAIUNG PER SW ABOVE 4Q PSF LIYE LOAD W 00 I ND SPEED: 110 MPH (� Z � �o ECKING PER IND EXPOSURE: PER CALCULATION PACKAGE ¢ STRUCT. NOTES OILS: 1500 PSF DESIGN 8RG � � � N 3� RIM JOIS ��- - - NSPECTiONS: NO SPECIAL INSPECTIONS ARE REQUIRE0. NOTIFY BUILDING DEPARTMENT FOR Q J N N NSPECTIONS REQUIRED BY IOCAL JURISOICTION. r—� z ��F~-.� W W OUNDATIONS: EXTEND FOOIING TO UNDISTURBED SOIL OF 1500 PSF BEARING CAPACITY. BOTTOM U ctJ W�Z �W ANUFACTURED F EXTERIOR FOOTING SHALL BE 1'-6' MIN BELOW OUTSIDE FlNISHED GRADE: � ��]� J7 TRUSS � .._I N N W� IMPSON H1 OMPACTED FILL• SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF (� ___�j'---'-- E A T R U S S 1 RGANIC MATERIAL AND-0EBRIS. FILL SHOULD B E PIAC ED I N M A X 8" LOOSE LI FTS AND COM P A C?E D Q Q IAPHRAGM EDGE ' 0 A MIN OF 95PERCENT OF THE MAX DENSITY AT OPTiMUM MOISTURE CONTENT DETERMINED BY � STM D-1557 TESTING PROCEDURES. NAILWG � � \ x ONCRETE: f'c= 2500 PSI. MIN 5-t/2 SACKS OF CEMENT PER CUBIC YARO OF CONCRETE AND A � ' � °; GHT FIT AXIMUM Of 6,0 GALLONS OF WATER PER 94 L8 SACK OF CEMENT. MAXIMUM SLUMP IS 4". _;_;, VENTED LOOR JOIST PER PIAN EGREGATION OF MATERIALS TO BE PREVENTEO. � U ""� BLOCKING __ �__ _ W � EINFORCING STEEL• #5 BAR5 AND IARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 � i ARS SHALL BE GRADE 40, PER ASTM A-615. WEIDED WIRE FABRIC SHALL CONFORM TO ASTM N � -185 AND SHALL BE 6X6- W1.4 X W7.4. LAP ONE FULL MESH AT SPLICES. ~ � H MBER FRAMING � � ROOF TO TO EAMS AND POSTS PLATE CONNECTtON � FLOOR DIAPHRAGM TO FOUNDATION 4X&�REA�R�: oF#2 oR eErr�R, U.N.O. STUDS: HF#2/STUD, U.N.O. HEARWALL EDGE 6X6 BEA OTHER LUMBER: HF#2 OR BETTER, U.N.O. NA{UNG 6X6 POS X TIMBER SHAL�BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR i�� ' Aj - �'�- - ESTERN LUMBER", IATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE � T � ALL COVERING MANUPAC RUSS .PJ. ANO THE IBC. ALL CONNECTI�NS PER 18C TABLE 2304.9.1, U.N.O. NAILS SHALL BE COMMON Q� f � �£^ PER PLAN LTP � A24 SIMPSON H RE NAILS, U.N.O. MISCELLANEOUS CONNECTIONS TO BE SIMPSON STRONG-TlE OR APPROVED � BASE PLATE T ; /� EA TRUSS " --�1 QUAL. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY TO BE PRESSURE TREATED. ~ ,/r-� � OUNDATION SILL PLATES SHALL BE 2x MINIMUM, U.N.O. ANCHOR BOLTS SHALL BE MINIMUM 5 8" � RIM CONNECTION = �-� __.`--- / � �4aaek`q 4 DIAPHRAGM €DG ND SPACED AT 48"o/c WITH 7"MINIMUM EMBEDMENT INTO CONCRETE. THERE SHALL 8E A �` '�f� � � PIE NAIUNG EDGE NAILING --- INIMUM OF TWO BOLTS PER PfECE WITH ONE BOLT LOCATED NOT MORE THAN 12" OR I.ESS THAN F�S�ONAL�E�� � � . X BLOCKING EVEN BOLT DIAMETERS FROM EACH END OF THE PIECE. A��FASTENERS AND CONNECTORS FOR �� _ _ � 7�°EXPAN510N EXPIRES 12-02i4 -_..,i� - � TIGHT FI =-- RESSURE TREATED WOOD TO BE HOT- DIPPED GALVANIZED STEEL THE COATING WEIGHTS FOR SILL PLATE T � _�;_: JOINT INC COATED FASTENERS TO BE IN ACCORDANCE W1TH ASTM A-153. , , VENTED ,- ;; DIAPHRAG FDN CaNNECTI � � BLOCKWG � ; 6X6 PO5 :� I EDGE NAILING_`^�"�� HEARWALL SHEATHING: APPLY 1/2" CDX OR OS8 TO 2X STUDS SPACED AT 16"0/C MAX, BLOCK � ; „� ,'" Ll PANEL EDGES, 8d AT 6"0/C AT ALL EDGES, AND 8d AT 12"0/C AT INTERIOR SUPPORTS, U.N.O. , LTP5 TO POST CONN � `' OOF DIAPHRAGM: APPLY 1/2°CDX OR OSB PLYWOOD(24/0)ON ROOF, NAIL 8d AT o"0/C AT B LK�G UPPORTED EDGES AN� Sd AT 12" 0/C AT INTERIOR SUPPORTS, BLKG NOT REQ'D. x R E Q�D LOOR DIAPHRAGM: APPIY 3/4" T&G STURD-I-FLOCR OR OSB W/2X FLOOR FRAMING MEMBERS, � A24 POST TO PIER CONN ,, -- LUE AND 10d AT 6"0/C AT ALL SUPPORTED EDGES, AND 10d AT 12"0/C AT INTERIOR SUPPORTS, '•� - SHEARWALL EDG Y .N.O. NAILING ISCELlANEOUS: THE CONTRACTOR SHAIL VERIFY DIMENSIONS ANO CONDITIONS AT JOB SITE. THE ONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIREO UNT1L ALL PERMANENT WALL COVERIN ONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLE�. DO NOT SCALE DRAWINGS. PER PLAN RE-FABRICATED ITEMS TO BE HANDLED APJD INS7ALLED PER MFTR'S RECOMMENDATIONS. z � zz � w SHEATHING BROKEN � TOP PLATE 3 ROOF DIAPHRAGM TO SW W/H1 4 GENERAL STRUCTURAL NOTES � Q U c� w MARK NEATHING— PANEL PANEL BASE PLATE � � �2 3� PPLY TO EDGE fIELD CONN. X HF STUDS NAILING NAILING �g�� 16"oc �4)�>>) �2) W-1 1 2"CDX 8d(�6"oc 8dC�t 2"oc ws 2 BTM PL � a SW-2� DX 8dC�?4"oc 8d�12"oc w x 8TM PL � SW-3(�j�FACE 7 tOd@4°oc tOd�12"oc.wfi BTM PL � 0 SW-4 �q�� 7 lOd�3"oc lOd�12"oc CR WS@3" OC a SW-5��f�pCE 7 �Od(�2"oc �Od�12"oc 2 #�OX6 WOfl SW-6 E��AC 7 EA�ACE EAdFACE c 2 1 OX6'W00 J SW-7E�FAC 7 tOdt�3"oc EA�ACEoc 2 tOX6 W00 Q l� � SHEARWALL&HOLDOWN NOTES U.N.O. � Z � (1) ALL STUDS AND BLOCKING SHALL 8E HF#2. ALL TOP AND BOTT01� PLATES SHALL BE HF#2. W ~ � ALL SHEATHING EDGES SHALL BE BACKED WITH 2X OR WIDER FRAMWG UNO(SEE NOTE 2) ~ Q HEATHING MAY BE INSTALLEO EITNER HORIZONTALLY OR VERTICALLY. ~ (� 2} LOCATE HOLDOWN (SIMPSON UNO} AT END OF SHEAR WALL <C H � 3) CONSTRUCT CRIPPLE WALL SAME AS SHEAR WALL(SW) ABOVE, AND GABLE END SAMrE AS J � W EiEAR WALL(SW� BELQW (4) COMMON NA S 8d=0.131 x2.5 , tOd=0.i48 x3 , 12d=0.148 x3.25 , 16d=0.162 x3.5 , W � 3Qd=Q.207"x4.5" � � � . 5) INSTALL Hi'S ON ALL TRUSSES/RAFTERS OR LS9Q AT 24"OC ON GABLES AND RIM JOIST 7 8 g �O �OR SOLID BIKG)TO TOP PLATE (SILL PLA7E AT FDN) UNO; TRUSSES/RAFTERS. Q W W CONNECTORS PER SIMPSON STRONG—TtE UNO. �6 NAILING CRITERIA IS BASED ON IBC TABLE 2304.9.1 FOR CD PLYWOOD AND HF 2 FRAMING. 7� SINGLE 3X NOMINAL MEMBER AT SILL PLATE AND AT ALL MEMBERS REVEIVING�DGE NAILIING � Q � (� (8)ALL MACHINE BOLTS(MB) SHALL BE ASTM A307 OR BETTER. HIiTI KWIK BOLTS Of THE SAME z Q � � DIAMETER SHOWN ABOVE MAY 8E USED IN EXlST1NG CONCRETE. BOLTS SHALL BE EMBEDDED f— � � A MINIMUM OF 5'fNTO EXISTING CONCRETE. 3 � (9) ROWS CONSIST OF 2 NA(LS SPACED 2" OC Q (1Q) NAILS SHALL BE STAGGERED W}iERE NAILS ARE SPACEO 2"OC. � (11) SW4, SW5, SW6, &SW7 REQUIRE DOUBLE RIM JOISTS ANO 3X BOTTOM PLATES. DATEiREVISIONs 9/9/2014 9/30/2014 SHEAR WALL SCHEDULE SEISMIC DESIGN CRITERIA WIND DESIGN CRITERfA SIESMIC fMPORTANCE FACTOR: 1.00 BASIC WIND SPEED: 110 MPH SEISMlC DESIGN CATEGORY: 0 WIND EXPOSURE CATEGORY; B SHORT PERIOD ACCELERATION: 1.2690 DESIGN METHOD USED: CHKED BY: DRawN BY 1—SECOND ACCELERATION: 0.4824 ENCLOSED SIMPLE DIAPHRAGM TJP T�P SiESMIC FORCE RESiSTING SYSTEM: — LOW RISE P & A JOB #� BEARING WALL WIND SPEED UP FACTOR: 1.0 14-150 RESPONSE MODIFICATION FACTOR: 6.5 SHEET N�, DEFLECTION AMPUFICA7{ON FACTOR: 4.0 METHOD USED: EQUIVALENT LATERAL FORCE �� _ � ' � SYSTEM OVERSTRENGTH FACTOR: 3.0 11 12 LATERAL DESIGN CRITERIA