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<br /> V, 2�`��� M�N. Date: 1U1712017 �
<br /> 2x TOP PLATE � �-, �r���,�-;�-�� HOLDOWD SCHEDULE Job#: 0846 O '
<br /> W I DTH SHEARWALL&HOLDOWN NOTES(U.N.O.): MARK HOL OWN/ FASTENERS TO FOUNDATION COMMENTS U � �
<br /> (1) Simpson or equal. Locate at end of shearwall u.n.o. Instali STRAP*(1) (2)-STUDS MIN U.N.O. ANCHOR*(1)(4) �
<br /> per manufacturer recommendations for foundation minimum end (8)-l6d sinkers to each WRAP BEAM/HEADER � � '^
<br /> • • • NAIL SHTG TO distance and embedment,deepen foundation as required. T-1 MSTC40 connected element N�A BELOW AS REQ'D � V v,
<br /> � � � HEADER 3 OC EW (2) Construct cripple wall same as shearwall(SW)above,and Ca (/j �
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<br /> gable-end same as shearwall(SW)below. T-2 STHD14/14RJ (38)/(30)-16d N/A �
<br /> (3) Requires 3x or(2)2x foundation sili plate �-�, Q
<br /> �2� 3X STUDS UNO (4) Threaded rod and coupleras required. ��� _ j
<br /> HEADER PER PLAN NAIL SHTG TO (s> common nai�s,UNO:8d=0.131������°,10d=0.148°Xs°, (� � a
<br /> 12d=0.148"x3'/<", 16d=0.162"x3Y2',16d sinker=0.148"x3Y<".
<br /> EXTEND OVER EACH STUD N � �
<br /> Q SHEARWALL es> ��Stau H,'s on all trusses/rafters,A35's at 24"o/c on gables& �
<br /> rim joist(or solid bikg)to top plate(sill plate at fdn)u.n.o.;W hen � �
<br /> APA RATED SHTG 8d NAILS @ 2�� �C specified spacing is less than 24"o�c,install A35's at rootso�id � �
<br /> �G bik'ing to SW top plate,and install H1 or H2.5 on all \ �
<br /> PER SW SCH ED ALL PLATES trusses/rafters. LTP4,LTP5 or LS50 can be substituted for A35. 5 �
<br /> � H EADE RS � STU DS �onn.per simpson strong-Tie or equa�. � �
<br /> � HOLDOWN 3 2x PLATES '�'�
<br /> PER PLAN � � (7) Minimum 3x or dbl-2x stud lam'd w/(2)-�sd @ s"o/c at � �
<br /> NAIL SHTG abutting panel edges.
<br /> (8) Anchor bolts shall be embedded at least 7"into concrete; �
<br /> T� EA�if"� PLATE there shalf be a minimum of two bolts per piece with one bolt
<br /> located not more than 12"or less than seven bolt diameters from
<br /> each end of the piece. 2x min PT,u.n.o.
<br /> s th' must be P �
<br /> (2) 5/8"f� A.B. 8° CONC STEM WALL SHEARWALL SCHEDULE D�te: �u���zo��
<br /> EMBED 7" MIN (2) #4 VERT EA FACE Job�: oa46
<br /> CO N C S LAB #3 T I ES @ 8�� O.C. MARK SHEATHINU-APPLY TO SHEATHING GDGE NAILS*(5) B�SE PLATE ROOF TO TOP PLATE, SILL PLATE ANCHORS w! �
<br /> *�Z� 2x FIF STUDS �d 16"o/c ALL EDGES BLOCKED NAILS*(5) FLOOK'f0 TOP PLATE 3"x 3"x 1/4"WASHERS*(8) �
<br /> U.N.O.BELOW*(9) (do not penetrate past tlush) &SILL PLATE*(6)
<br /> �, � � SW-1 7l16"OSB 8d @ 6"o/c(12"olc field) 16d cil 12"olc H�@ A35�24 "o/c 5/8"Hx10"AB's @ 60"olc �
<br /> CO NT FTG W/ �(=I��=I I II�'I I I ��� SW-Z 7/l6"OSB 8d @ 4"o/c(12"oJc field) l6d a 8 "o/c A35 a ZO "o/c 5/8"�x10"AI3's @ 48 "o/c �
<br /> �2� #4 T�P � SW-3 7/16"OSB*7 8d �3"o/c 12"o/c field 16d 4"o/c A35 � 12 "o/c 5/8"P)x10"AB's cu 16"o/c
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<br /> �(�• RSW 7116"OSB�(7) � 8d @ 2"o/c staggered SEE DETAIL 1
<br /> (12"o/c field)
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<br /> General Structural Notes—Unless Noted Otherwise �
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<br /> GENERAL AlL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUIIDING CODE(IBC),2015 EDITION,OR -
<br /> OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. r
<br /> DESIGN LOADS SEE ENGINEERWG PACKET FOR DESIGN LOADS. �
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<br /> WSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDWG DEPARTMENT FOR INSPECTIONS Q�
<br /> REQUIRED BY LOCAL JURISDICTION. O
<br /> FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR �
<br /> FOOTING SHALL BE 1'-6"MINIMUM BELOW OUTSIDE FINISHED GRADE.
<br /> COMPACTED FILL SHOUID CONSIST OF PREDOMINATELY WELL-GRADED,GRANULAR SOIL,FREE OF ORGANIC �
<br /> MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF �
<br /> 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST
<br /> 2X TIGHT-FIT SOLID PRocEouREs.
<br /> WALL FRAMING/DECK BLOCKING W/ EDGE NAILING W � �
<br /> RAI L ABOVE CONCRETE Pc=2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXiMUM OF 6.0 \ O
<br /> PER STRUCTURAL NOTES GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE �
<br /> PREVENTE0. � �,
<br /> REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE � �
<br /> A35 PER SW SCHED GRADE 40,IN ACCORDANCE WITH ASTM A-615. �AP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL
<br /> . BASEPLATE NAILI NG PER CONFORM TO ASTM A-185 AND SHALL BE 6X6–W1A X W1.4. LAP ONE FULL MESH AT SPLICES. - �
<br /> SW SCHED OR DECK RAIL TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: � �
<br /> CONNECTION PER PLAN BEAMS AND POSTS(4x_AND GREATER): DF-L#2 J J
<br /> JOISTS/STUDS(2x_): HF#2!STUD �^ A
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<br /> GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-VS AT CANTILEVERS)
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<br /> 2x_TIMBER SHALL BE KILN DRIED. GRADES SHAIL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", � �
<br /> RIM .JOIST PER PLAN ONE ECTDIONOS PEROIBC TAB ES2 04.10.1L BE DESIGNED IN ACCORDANCE WITH THE T.P.i.AND THE IBC. ALL V
<br /> ROOF DIAPHRAGM INSTALL MINIMUM 1/2"CDX PLYWOOD(32(16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED
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<br /> EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12°O.C.;BLOCKING NOT J �
<br /> FLR FRAMING PER PLAN REQuiREo. � O
<br /> FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL � �
<br /> SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., M ^
<br /> BLOCKING NOT REQUIRED. Y.1 Y.
<br /> SHEAR WALL PER PLAN MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR
<br /> SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS DATE:
<br /> HAVE BEEN INSTALLED. DO NOT SCALE DRAW WGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER
<br /> MANUFACTURER'S RECOMMENDATIONS.
<br /> WIND DESIGN CRITERIA: � ���7�2��7
<br /> NOMINAL WIND SPEED –85 MPH RISK CATEGORY II
<br /> ULTIMATE WIND SPEED–110 MPH IMPORTANCE,I=1.0
<br /> WIND EXPOSURE,B Kzr=1.00
<br /> EHD JOB:
<br /> SEISIMIC DESIGN CRITERIA:
<br /> � S H EAR TRAN S F E R AT EQUNALENT LATERAL FORCE PROCEDURE
<br /> IMPORTANCE,le=1 A Ss=1.25 2109
<br /> SITE CLASS,D Si=0.40
<br /> CANTILEVERED FLRT JOISTS NTs SEISMICDESIGNCAT.,D Sos=0.83
<br /> SEIS.FORCE RES.SYS,A.15. Soi=0.43
<br /> DESIGN BASE SHEAR= 5887 Ibs Cs=0.13 SHEET:
<br /> RISK CATEGORY il R=6.5 �"'�"�°+�, �'�� �������
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