2107 GRAND AVE 2016 Plans 2022-10-28

enera ruc ura o es � ENERAL: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 RAFTE RAFTE DITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. —I � PER PLAN PER PLAN ES�GN LOADS: � � o ROOF 15 PSF DEAD LOAD PANEL EDGE NAILIN �. W � o � PER SW SCHEDULE PANEL EDGE NAILIN 25 PSF LIVE LOAD PER SW SCHEDULE FLOOR 10 PSF DEAD LOAD W Z N M HEAR WALL TIGHT FI 40 PSF LIVE LOAD � W �p I PER PLAN VENTED BLOCKING TIGHT FI IND SPEED: 110 MPH (� Z � � � VENTED BLOCKING Q cU CONT 2X4 BLK IND EXPOSURE: PER CALCULATION PACKAGE W � Q � W/16d C� 6" OC CONT 2X4 BLK OILS: 1500 PSF DESIGN BRG � 3 I STAGGERED W/16d � 6" OC � � Pq N � IAPHRAGM EDGE NAILING SIMPSON H STAGGERED NSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR J EACH RAFTER SIMPSON H NSPECTIONS REQUIRED BY LOCAL JURISDICTION. � z � � � � PER SW SCHEDULE PANEL EDGE NAILIN EACH RAFTER (� W W w �;j AFTER TOP OF SLA PER SW SCHEDULE PANEL EDGE NAILIN "' � OUNDATIONS: EXTEND FOOTING TO UNDISTURBED SOIL OF 1500 PSF BEARING CAPACITY. BOTTOM � N � W � PER PLAN PER SW SCHEDULE � F EXTERIOR FOOTING SHALL BE 1'-6" MIN BELOW OUTSIDE FINISHED GRADE. ,; � I� � � 2 IAPHRAGTM EDGE A.B. PER SW SCH. OMPACTED FILL: SHOULD CONSIST OF PREDOMINATE�Y WELL-GRADED, GRANULAR SOIL, FREE OF � J N � W � 2 NAGHT FIT ° • • TEMWALL RGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAX 8" LOOSE LIFTS AND COMPACTED Q Q VENTED BLOCKING � p o PER PLAN 0 A MIN OF 95PERCENT OF THE MAX DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY � STM D-1557 TESTING PROCEDURES. IMPSON H1 ��\�j o � � � EACH RAFTER \\ ONCRETE: f c = 2500 PSI. MIN 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A � . AXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". BEAM PE EGREGATION OF MATERIALS TO BE PREVENTED. � U PLAN EINFORCING STEEL: #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 W � SHEARWALL ARS SHALL BE GRADE 40, PER ASTM A-615. WELDED WIRE FABRIC SHALL CONFORM TO ASTM N � PER PLAN -185 AND SHALL BE 6X6 - W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. � � H IMBER FRAMING: � � EAMS AND POSTS S 1 FLOOR DIAPHRAGM TO FOUNDATION 2 ROOF RAFTER TO TOP PLATE CONN 3 ROOF RAFTER TO BEAM CONN 4X & GREATER): DF#2 OR BETTER, �.N.o. PER PLAN STUDS: HF#2 / STUD, U.N.O. XISTING CONC OTHER LUMBER: HF#2 OR BETTER, U.N.O. STEM WALL X TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR �� A ESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE � F WA 4X24" DOWELS EMBEDDED .P.I. AND THE IBC. ALL CONNECTIONS PER iBC TABLE 2304.9.1, U.N.O. NAILS SHALL BE COMMON = , �'� # IRE NAILS, U.N.O. MISCELLANEOUS CONNECTIONS TO BE SIMPSON STRONG-TIE OR APPROVED 4" MIN INTO EXISTING QUAL. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY TO BE PRESSURE TREATED. ~ � '� a a • CONCRETE W/SIMPSON OUNDATION SILL PLATES SHALL BE 2x MINIMUM, U.N.O. ANCHOR BOLTS SHALL BE MINIMUM 5/$" a a SET EPDXY OR EQUIV. 4" CONC SLAB ND SPACED AT 48'�o/c WITH 7" MINIMUM EMBEDMENT INTO CONCRETE. THERE SHALL BE A ��` �'F�o$E� d� d �° 4"DIA FTG DRAIN 4 CONT NON-STRUCTURAL) INIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN �`�flj�N � � a IN GRAVEL POCKET PER PLAN EVEN BOLT DIAMETERS FROM EACH END OF THE PIECE. ALL FASTENERS AND CONNECTORS FOR a a � �� RESSURE TREATED WOOD TO BE HOT - DIPPED GALVANIZED STEEL. THE COATING WEIGHTS FOR EXPIRES 12-02�8 3 a a a a \�/�\�//\� \ INC COATED FASTENERS TO BE IN ACCORDANCE WITH ASTM A-153. a a a ��/��/��/ / ° ° a ° HEARWALI. SHEATHING: APPLY 1 2" CDX OR OSB TO 2X STUDS SPACED AT 16"0 C MAX, BLOCK SILL PLATE a a a \\ \\ \\ \\ a / / FDN CONNE ION /j��/��/ �/��\� a a LL PANEL EDGES, 8d AT 6"0/C AT ALL EDGES, AND 8d AT 12"0/C AT INTERIOR SUPPORTS, U.N.O. a � � 4O d a ��\�� /��\/ ��_6�� j�//�/ ° d a � a ° OOF DIAPHRAGM: APPLY 1/2" CDX OR OSB PLYWOOD (24/0) ON ROOF, NAIL 8d AT 6"0/C AT a a � � � � � � UPPORTED EDGES AND 8d AT 12 0 C AT INTERIOR SUPPORTS BLKG NOT REQ D. �\� ,\/\ M I N �/�/ a � � a a /�\�/��/��/��j/�\�/ �/�\�/ ° �/ �/ �/ / �/��/� \ \�\��\��\��\��\� ��/ ° a ��\ ISCELLANEOUS: THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE o � �/�/�/�/� \ . \ \ \ \ \ \ \ � • • � � a /�//�//�//�//� �//�// ONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT a ° \� \� \� \� \� \� \� ONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. �� j 4" GRANULAR RE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MFTR'S RECOMMENDATIONS. � � FOUNDATION NOTES: �12'�� 2) #4 CONT FILL '� �. MIN. CONCRETE COMPRESSIVE STRENGTH f'c = 2,500 psi. MIN 2� CONTACT ENG NEERI PR OR TO PROCEEDING N MINIMUM SHOWN, 3. REBAR SHALL BE ATTACHED TO EXISTING CONCRETE USING � W DRILL & EPDXY PROCEDURE H U 4. DRILL & EPDXY PROCEDURE IS A SPECIAL INSPECTION ITEM �/ Z H � SHEATHING BROKEN C� TOP PLATE 4 NEW FDN CONN TO EXISTING FDN 5 THICKENED SLAB EDGE 6 GENERAL STRUCTURAL NOTES 3 �, Q � MARK HEATHING— PANEL PANEL BASE PLATE SILL PLATE SW � � �2,3� PPLY TO EDGE FIELD CONN. ANCHORS W/3X3X�" CAP— X HF STUDS NAILING NAILING (5),(12),(14) PLATE WASHERS ACITY 16" oc �6) ��3) �2) (4,10,11) ��8� SW-1 1/2' CDX 8dC�G6�,o� „ 16 C�6„ 5�8„d��` P 48�� °C 242 w 8dC�12 oc w 2x BTM PL w 2x L � Q SW_21 2 CDX gd�}"oc 8dC�12"oc w x BTM PL w x ��l` L �� 349 Z 1 " CDX » 16 C�4" 5/ "d' p16" oc 42g � SW-3 p�j� FACE 9 10dC�4 oc 10d@12"oc. w x BTM PL w x ��fi PL � " 10X6 WOOD 5/ "d' p12" oc 558 � SW-4�j� Fq�� g 10dQ3"oc 10d�12"oc CREWS�3" OC w x ��` PL � SW-5 " ��X 10d�2"oc „ 2 #10X6 W00 5/ "dia p19" oc 71s E FACE 9 10d�12 oc " w x P�f PL „ „ ., ,. . �, I SW-6 �� C IOdC�?4 oc 10d�1� oc 2 l OX6 W00 5/ dia. � 16 oc 85s A AC 9 EA FACE EA A E " w 3x PT PL � � SW-7��2FAC 9 lOd�3"oc �AdFAC'E c 2 l OX6 W00 � xd�. �L12" °c 1116 Q � (� SHEARWALL & HOLDOWN NOTES U.N.O. � H � 1) A L L S T U D S A N D B L O C K I N G S H A L L B E H F 2. A L L T O P A N D B O T T O M P L A T E S S H A L L B E H F#2. I_.L I �--� LL SHEATHING EDGES SHALL BE BACKED WI�H 2X OR WIDER FRAMING UNO (SEE NQTE 2) � � Q HEATHING MAY BE INS ALLED EITHE HORIZONTALLY OR VERTICALLY. � 2 LOCATE HOLDOWN �SIMPSON UNO AT END OF SHEAR WALL Q H � 3� C O N S T R U C T C R I P P L E W A L L S A M E A S S H E A R W A L L (S W) A B O V E, A N D G A B L E E N D S A M E A S W HEAR WALL (SW) BELOW � � 4 D E E P E N F O U N D A T I O N A S R E Q'D F O R H Q L D D O W N E M B E D M E N T. W � 5 THREADED ROD AND COUPLER AS REQ D. � � » „ „ » „ » » » 6 COMMON NAILS 8d=0.131 x2.5 , 10d=0.148 x3 , 12d=0.148 x3.25 , 16d=0.162 x3.5 , � � 7 $ 9 10 30d=0.207"x4.5" �7) INSTALL H1'S ON ALL TRUSSES/RAFTERS OR LS90 AT 24" OC ON GABLES AND RIM JOIST � L�I W OR SOLID BLKG) TO TOP PLATE (SILL PLATE AT FDN) UNO; TRUSSES/RAFTERS. � � I�— CONNECTORS PER SIMPSON STRONG—TIE UNO. � z U (� �8 NAILING CRITERIA IS BASED ON IBC TABLE 2304.9.1 FOR CD PLYWOOD AND HF#2 FRAMING. � � � 9� SINGLE 3X NOMINAL MEMBER AT SILL PLATE AND AT ALL MEMBERS REVEIVING EDGE NAILIING � Q 0 FROM ABUTTING PANELS. � �— � (10) ALL MACHINE BOLTS (MB) SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS OF THE SAME Q � �— DIAMETER SHOW�I ABOVE MAY BE USED 1N EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED � A MINIMUM OF 5 INTO EXISTING CONCRETE. A (11) PLATE WASHERS SHALL EXTEND TO WITHIN 1/2" OF THE BOTTOM PLATE ON THE SIDE(S) WITH SHEATHING FOR SW3 THROUGH SW7. DATE/REVISI�NS (12) ROWS CONSIST OF 2 NAILS SPACED 2" OC 1/24/2017 (13) NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2" OC. 14 SW4 SW5 SW6 & SW7 RE UIRE DOUBLE RIM JOISTS AND 3X BOTTOM PLATES. SHEAR WALL SCHEDULE SEISMIC DESIGN CRITERIA WIND DESIGN CRITERIA SIESMIC IMPORTANCE FACTOR: 1 .00 BASIC WIND SPEED: 110 MPH SEISMIC DESIGN CATEGORY: D WIND EXPOSURE CATEGORY: B SHORT PERIOD ACCELERATION: 1 .2691 g DESIGN METHOD USED: CHKED BY+ DRAWN BY 1 —SECOND ACCELERATION: 0.4824g ENCLOSED SIMPLE DIAPHRAGM TJP TJP SIESMIC FORCE RESISTING SYSTEM: — LOW RISE P & A J�B #� BEARING WALL WIND SPEED UP FACTOR: 1 .60 14-131 RESPONSE MODIFICATION FACTOR: 6.5 SHEET N�, DEFLECTION AMPLIFICATION FACTOR: 4.0 METHOD USED: EQUIVALENT LATERAL FORCE SYSTEM OVERSTRENGTH FACTOR: 2.5 11 12 LATERAL DESIGN CRITERIA