Laserfiche WebLink
A B <br />WOOD <br />[GDSFILE.940551S2, WOOD <br />I. ALL STRUCTURAL WOOD SHALL CONFORM WITH THE FOLLOWING SPECIFICATIONS: <br />DOUGLAS FIR - LARCH ---------- U.B.C. STANDARD 25-4, STANDARD GRADING <br />COAST REGION RULES (1981) OF W.W.P.A. <br />SILL PLATES ------------------ U.B.C. STANDARD 26-12. <br />STRUCTURAL PLYWOOD (S.P.) ---- U.S. PRODUCT STANDARD P.S. 1-83 FOR <br />SOFTWOOD PLYWOOD. <br />STRUCTURAL PLYWOOD (S.P.) ---- U.S. PRODUCT STANDARD P.S. 1-83 FOR <br />SOFTWOOD STRUCTURAL PLYWOOD (S.P.). <br />2. MINIMUM GRADES SHALL BE: <br />STRUCTURAL FRAMING ----------- D.F. NO. I- FREE OF HEART <br />CENTER. U.O.N. ON DRAWINGS. <br />STRUCTURAL PLYWOOD (S.P.) ---- AT ROOFS : APA C -D WITH EXTERIOR GLUE. <br />SILL PLATES ------------------ PRESSURE TREATED D.F. NO.1, FREE OF HEART CENTER <br />EA. PIECE SHALL BEAR THE A.W.P.B. STAMP. <br />3. PROVIDE SOLID BLOCKING BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS. <br />4. NOTCHES OR HOLES IN WOOD JOIST ARE NOT PERMITTED UNLESS FULLY <br />DETAILED ON DRAWINGS. CUTTING OF WOOD JOISTS SHALL BE LIMITED TO <br />CUTS AND BORED HOLES NOT DEEPER THAN ONE-FIFTH THE JOIST DEPTH FROM <br />THE TOP, AND LOCATED NOT FARTHER FROM THE END THAN THREE TIMES THE <br />JOIST DEPTH. SEE TYPICAL DETAIL 7/S2. <br />5. HOLES FOR BOLTS IN WOOD SHALL BE BORED WITH A BIT OF THE SAME NOMINAL <br />DIAMETER AS THE BOLT + 1/16". <br />6. ALL BOLTS AND LAG SCREWS SHALL BE PROVIDED WITH METAL WASHERS UNDER HEADS <br />AND NUTS WHICH BEAR ON WOOD. APPLIES ALSO TO INSERTED EXPANDING FASTENERS <br />- RED HEAD, WEJ-IT, ETC. USE USS STANDARD CUT FLAT WASHERS. <br />T. ALL BOLT AND LAG SCREWS SHALL BE TIGHTENED AT TIME OF INSTALLATION AND <br />RETIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. <br />8. LAY ALL STRUCTURAL_ PLYWOOD ON ROOF AND FLOORS WITH FACE GRAIN <br />PERPENDICULAR TO SUPPORTS. <br />9. BLOCK S.P. JOINTS WITH 2 X 4 FLAT BLOCKING WHERE NOTED ON FRAMING PLANS <br />AND WITH BLOCKING SAME SIZE AS STUDS AT WALLS. <br />10. CROSS BRIDGING BETWEEN JOISTS OR RAFTERS - SEE FRAMING PLANS AND TYPICAL <br />DETAIL. <br />11. WOOD SYMBOLS: <br />CONTINUOUS BLOCKING END OF MEMBER <br />12. ALL METAL HARDWARE SHALL BE SIMPSON OR EQUIVALENT U.O.N. <br />13. ANCHOR BOLTS WITH UPSET THREADS SHALL NOT BE USED. <br />NAILING SCHEDULE <br />IGDSFILE.94055152, NAIL <br />ALL NAILS FOR STRUCTURAL WORK SHALL BE COMMON WIRE NAILS. HOLES SHALL BE <br />PRE -DRILLED WHERE NECESSARY TO PREVENT SPLITTING. NAILING NOT NOTED BELOW OR <br />ON DRAWINGS SHALL BE A MINIMUM OF TWO NAILS AT EACH CONTACT: 8d FOR IX MATERIAL <br />AND I6d FOR 2X MATERIAL. <br />I. JOISTS OR RAFTERS TO SIDES OF STUDS 8" JOIST OR LESS 3-16d <br />EA. ADDNL. 4" DEPTH 1-16d <br />AT ALL BEARINGS TOENAIL EA. SIDE 2-I0d <br />3. BLOCKING BETW. JOISTS, RAFTERS T.N. EA. SIDE EA. END 2-I0d <br />OR STUDS IN PLACE OF T.N. 2-I6d <br />BETW. JOIST OR RAFTER <br />BEARINGS (PLATES) T.N. EA. SIDE 3-I0d <br />3. BUILT-UP BEAMS 10" OR LESS IN DEPTH: EA. SIDE STAGGERED I6d AT 12" C.C. <br />MORE THAN 10" IN DEPTH: I/2" DIAM. BOLTS AT 24" C.C. STAGGERED <br />4. STRUCTURAL PLYWOOD (S.P.) - SEE DETAILS <br />5. NON-STRUCTURAL PLYWOOD (USE FINISH NAILS) - AT SUPPORTED EDGES 6d AT 6" C.C. <br />AT INTERIOR BRG.S 5d AT 12" C.C. <br />6. CROSS -BRIDGING EA. END 2-I0d <br />T. FOR ANY NAILING NOT SHOWN SEE TABLE NO. 25-0 1991 U.B.C. <br />2 X <br />FOOTING POUR OPTION <br />DETAIL I <br />1GDSFILE.940551S21 DETT NO SCALE S2 <br />SCALE DATE <br />NONE AUGUST Igg4 <br />FILE <br />93423 <br />X 12 <br />TYPICAL BEND <br />DESIGNED <br />STH <br />SUBMITTED <br />DRAWN <br />LEL <br />RECOMMEM <br />CHECKED <br />WHIR <br />APPROVED, <br />"4d" OR <br />C <br />G <br />w <br />J <br />E <br />�" rl R. <br />fV hit VGRT I ('AI <br />TYPICAL WALL & FTG. REINFORCING SPLICES <br />DETAIL 3 <br />[GDSFILE.940551S2, DET3 NO SCALE S2 <br />STEPPED FOOTING <br />DETAIL 4 <br />[GDSFILE.940551S2, DET4 NO SCALE S2 <br />#2 - <br />#8 <br />"D" = <br />6d <br />#9 - <br />#II <br />"D" <br />= 8d <br />#14 & <br />#18 <br />"D" <br />= 18d <br />TYPICAL REINFORCING BEND <br />DETAIL 2 <br />IGDSFILE.940551S2, DET2 NO SCALE S2 <br />A <br />COLUMN TIE & STIRRUP HOOKS <br />#2 - 45 "D" = 4d <br />#6 - #8 "D" = 6d <br />PRE <br />JSE THIS DETAIL <br />NHEN BARS ARE AT <br />DR NEAR CENTER <br />OF WALL. <br />SINGLE LAYER BARS <br />1K = 12" MINIMUM <br />DOUBLE LAYER BARS <br />SEE CONCRETE NOTES <br />FOR REBAR CLERANCES. <br />JOIST <br />RAFTERS AT OPENING <br />DETAIL 5 <br />EGDSFILE.9405 15 , DIETS <br />NO SCALE S2 <br />RAFTER NOTCH <br />DETAIL 7 <br />IGDSFILE.94055152, DETT NO SCALE S2 <br />®DEWANTE AND ST,OWELL <br />CONSULTING ENGINEERS <br />SACRAMENTO, CALFORNIA <br />F <br />3/8" <br />STAGGERED <br />EDGE - <br />NAILING DGE---- <br />NAILING <br />S.P. <br />FRAMING <br />MEMBER <br />AT T -III PLYWOOD JOINT <br />N". <br />�Mwbwg <br />G <br />ISI <br />STAGGEF <br />EDGE <br />NAILIP <br />DESCRIPTION <br />WHERE S.P. EDGE NAILING ISS <br />LESS THAN OR EQUAL TO 3" C.C. <br />3X FP,MG. <br />STAGGER IN TWO ROWS EA. SIDE <br />MEMBER <br />OF JOINT <br />MIN. <br />S.P. EDGE NAILING SHALL BE 8d COMMON <br />AT 6" C.C. U.N.O. ON DRAWINGS. <br />- <br />THIS NAILING APPLIES TO EDGES OF ALL <br />SHEETS AND AT INTERIOR LINES AS FOLLOWS: <br />AT ROOF AND FLOOR DIAPHRAGMS: <br />- <br />I <br />I. AT BLOCKING OR TOP PLATES OVER SHEAR WALLS. <br />I <br />II <br />2. AT TIES AND BEAMS IN LINE WITH SHEAR WALLS. <br />U <br />3. AT CHORD LINES <br />II <br />4. ELSEWHERE AS SHOWN ON DRAWINGS. <br />I H <br />AT SHEAR WALLS: <br />II- <br />I. WHERE S.P. CONTACTS WALL PLATES AND <br />4 <br />SOLID BLOCKING OVER WALL CONSTRUCTION. <br />II II <br />2. AT STUDS WITH HOLDOWNS ATTACHED. <br />n IJ <br />3. AT FULL HEIGHT STUDS EA. SIDE OF OPENINGS. <br />I II <br />NOTE: <br />I <br />NO S.P. SHEETS SHALL BE LESS THAN <br />II II <br />24" WIDE AT ROOFS AND FLOORS OR <br />LESS THAN 12" WIDE AT WALLS. <br />STRUCTURAL PLYWOOD NAILING <br />DETAIL <br />6 <br />[GDSFILE.94055152, DET6 NO SCALE <br />S2 <br />SIMPSON TB TENSION BRIDGING, <br />NAIL BOTTOM AFTER ROOF OR <br />FLOOR IS IN PLACE. <br />S.P. <br />LOCATE AT 8'-0" C.C. IN FLOORS AND ROOFS. <br />OMIT p ROOF RAFTERS 8" DEEP OR LESS. <br />CROSS BRIDGING <br />DETAIL 8 <br />[GDSFILE.940551S2, DETS NO SCALE S2 <br />FLAG CITY <br />SAN JOAQUIN CO., CALIFORNIA <br />WASTEWATER TREATMENT FACILITIES <br />0111 <br />RAM ING <br />MEMBER <br />STAGGER VERT. <br />S.P. JOINTS <br />AT WALLS. <br />1117 n1» tNTMO <br />PRE-ENGINEERED ROOF TRUSSES <br />[GDSFILE.940551S2, TRUSS <br />1. TRUSS DESIGN SHALL BE PROVIDED BY THE SUPPLIER TO MEET THIS CRITERIA, <br />1991 UBC REQUIREMENTS AND UBC STANDARD NO. 25-17, PART V FOR LOADS <br />AS FOLLOWS: <br />TRUSS LOADING: <br />TOP CHORD: 11.0 PSF DEAD LOAD AND 20.0 PSF LIVE LOAD (REDUCIBLE) <br />BOTTOM CHORD: 6.0 PSF DEAD LOAD AND 10.0 PSF LIVE LOAD <br />G 100# POINT LOAD to ANY LOCATION. <br />LIVE LOADS DO NOT ACT SIMULTANEOUSLY. <br />x TRUSS TOP CHORDS SHALL BE DESIGNED WITH AN ADDITION AXIAL_ <br />COMPRESSION AND TENSION FORCE OF 1100 LBS (SUB -DIAPHRAGM CHORD <br />FORCE DUE TO SEISMIC/WIND LOADS). <br />2. MINIMUM GRADE LUMBER - 42 HEM FIR, <br />3. CONNECTIONS SHALL BE IN ACCORDANCE WITH PUBLISHED APPROVALS OF I.C.B.O. <br />4. MINIMUM MEMBER SIZES: TOP CHORD 2X6; BOTTOM CHORD 2X4; WEB 2X3 (REGRADED <br />IF RIPPED FROM 2X6 LUMBER). <br />5. TRUSS DRAWINGS, CALCULATIONS AND COPIES OF I.C.B.O. APPROVALS FOR METAL <br />CONNECTOR PLATES SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR <br />TO FABRICATION. <br />6. HEEL JOINT DESIGN SHALL CONSIDER THE EFFECTS OF ECCENTRIC LOADING IN <br />ACCORDANCE WITH UBC STANDARD 25-17, PART V. <br />7. MAXIMUM ALLOWABLE LOAD DURATION STRESS INCREASE IS TO BE 15%. <br />8. INCREASE IN ALLOWABLE STRESS FOR ASSEMBLIES OF REPETITIVE FRAMING SHALL <br />NOT BE PERMISSIBLE UNLESS THE TRUSSES ARE JOINED BY TRANSVERSE LOAD <br />DISTRIBUTING ELEMENTS ADEQUATE TO SUPPORT THE DESIGN LOAD AS PROVIDED <br />FOR IN UBC SECTION 2504 (a). <br />9. PROVIDE COMBINED STRESS CALCULATIONS. WHEN EVALUATING COMBINED STRESS <br />RATIO, THE MOMENT CONTRIBUTION SHALL BE CHECKED USING SIMPLE SPAN <br />MOMENT FORMULAS. CONTINUOUS SPAN MOMENTS WILL NOT BE ALLOWED. <br />10. DESIGN CAMBER FOR 1-1/2 TIMES ESTIMATED DEAD LOAD DEFLECTION. <br />11. PROVIDE COMPLETE ROOF TRUSS LAYOUT PLAN(S) WITH TRUSS IDENTIFICATION <br />NUMBERS CLEARLY IDENTIFIED ON PLANS AND CALCULATIONS. INDICATE TRUSS <br />MANUFACTURER ON TRUSS DRAWINGS AND PLANS. <br />12. CLEARLY INDICATE ALL BRACING AND BRIDGING. MEMBERS SHALL BE ADEQUATELY <br />BRACED BEFORE ERECTION. MEMBERS SHALT_ BE ALIGNED AND ALL CONNECTIONS <br />COMPLETED BEFORE REMOVAL OF BRACING. <br />13. TRUSS DRAWINGS, TRUSS LAYOUT PLANS AND CALCULATIONS SHALL ALL BE SIGNED <br />BY A CIVIL ENGINEER LICE BY THE STATE OF CALIFORNIA. <br />' am R Rich rd Cole/Yee/Schubert & Associates <br />l <br />Structural Engineers, Incorporated <br />'j"47�ml <br />tT `'g e 'a Suite en 2Ca. Venture Oaks Nay <br />Sacramento, Ca. 95833 910/920-2020 <br />tM p <br />DRAWING NUMBER SHEET MJMBER <br />TYPICAL NOTES & DETAILS I S2 <br />23 OF 44 <br />4 <br />3 <br />F <br />