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STRUCTURAL STEEL - CONTINUED REINFORCED CONCRETE - CONTINUED WOOD FRAMING - CONTINUED
I. SEE SHEETS GN.IAND GN.2 FOR ADDITIONAL APPLICABLE GENERAL NOTES, 12, ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED AFTER -
FABRICATION,OR OTHER APPROVED WEATHER PROOFING METHODS MAY BE USfD, I7. OF SHALL BE MAENTAINEO UNLESS ISTANCES fN0TC0 OTWEEN THERWISE ON PLANS, FACE
2. NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER THE GENERAL NOTES. 12. TOP PLATES OF ALL STUD WILT SHALL BE TWO PIECE THE SAME SIZE AS STUDS,
IJ. WHERE FINISH IS ATTACHED TO STEEL,PROVIDE I/2'DIA,BOLT HOLES 0 48' U.N.O.SPLICES TO LAP 4'-O'MINIMUM WITH A MINIMUM OF 16)16d NAILS PER --'
J. Tllf DESIGN,ADEQUACY AND SAFETY OF ERECTION,BRACING.SHOR��E
O.C..U.N.O..FOR ATTACHMENT OF NAILERS.SEE ARCHITECTURAL DRAWINGS SLABS IRI GRADE .....................„................................CENTER (X SLAB SPLICE__jja l)ET�,�_ M
TEMPORARY SUPPORTS,ETC.,IS THE. SOLE RESPON5181LITY OF THMINC CON- FOR FINISHES. (ALTERNATE I/2'DIA.x3 NELSON STUDS 0 48'O,C., CONCRETE BELOW GRADE,FORMED ..««,„„„,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,2• Sul
TRACTOR AHD IIAS NOT BEEN CON510ERED BY THE SYRUCTURAL EER. THE U.N.OJ CONCRETE BELOW GRAOE,UNFORNED (POURED AGAINST EARTH).........3' 13. ALL BOLT F1EAp5 AND I'WT$ BEARING ON wl)OO SHALL HAVE STANDARD CUT WASHERS
FRAMING CONTAAC TOR t5RESPONSIBLEFOR THE STABILITY OF' TRUCTURE PRIOR -CONCRETE EXPOSED TU WEATHER ..«...,«„.„..............«.........«....«.1-I/�' ANp A'.L BOLTSS �p`ES C`IA(.TOTHE APPLICATIONOF THE SHEAR WALLS,ROOFAND FLOORDIGM$ ANO FINISH I4. ALL WORKMANSHIP VINO MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE -WALLS ••«•••..••_••••••••...,""""„"'««"""""„'«""'•"••••'•'•'••••••••••'••••••••••••PB(OL,TS SHALL BE NE-} H�Ti 4 BE DRILLED I/311 LARGER THAN THEE' BOLT DIAMEETER,
MATERIALS. HHALLPRVIDE 'THE NECESSRYBRACG TOPROSTABILITY 'SPECIFICATIONS FOR THE DESIGN,FABRICATION,AND ERECTION OF INTERIOR FINISH AND EIG NED PRIOR YO NSTALLATION OF SHEATHING,PLASTER.
ORTOTHE APPLCATION OF THE AFORE-MENTI01IE0 MATERIALS STRUCTURAL STEEL FOR BUILDINGS',BY A.I.S.C, 18. CONCRETE SUB-CC'4TRACTOR SHALL PERFORM ANY DRY-PACKIING OPERATIONS NEEDED
OBSERVATION VISIT$ TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT BY THE FRAMING CONTRACTOR N BRINGING HIS TOP PLATE LINES TO A LEVEL CONDITION. 14• PRE-DRILL FOR NAILING WHEN NAIL SPACING RESULTS N THE WOOD SPLITTING.
INCLUDE INSPECTION OF THE ABOVE ITEMS. 15. ALL SHOP DRAWINGS SHALL BE APPROVED BY THE GENERAL CONTRACTOR PRIOR TO 19. CONCRETE SUBCONTRACTOR SHALL PROMPTLY REMOVE ANY ANCHOR BOLTS OR
SUBMITTAL TO ENGINEER. 15. PROVIDE TIN DUD WALLS
LET-IN BRACING 10 SHEATHED.
NAIL
EVERY 2PER
4. VIBRATIONAL EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED REINFORCING CTF:,L OTHER STEEL INADVERTANTLY MISPLACED IN OR AT OPENINGS AND SHALL PATCH MAXIMUM IN STUD WALLS NOT PLYWOOD SHEATHED. S.) WITH 12)••Bd's PER STUD AND
BY THE STRUCTURAL ENGINEER. ANY SURFACE DAMAGE CAUSED BY THE REMOVAL THEREOF. i31-8C'e AT EACH ENO TO PLATE (MINIMUM (4)-STUDS.)
S. CONCRETE SLAB ON GRADE HAS NOT BEEN DESIGNED BY THE STRUCTURAL 1• ALL REINFORCING STEEL '!HALL CONFORM TO A.S.T.W.A-615-40 FOR •5 BARS 20. REFER TO CIVIL ENGINEER'S PRECISE GRADING PLANS FOR LOCATION OF DEEPENED I6. ALL BEAMS TO BE SUPPORTED WITH THE SAME WIDTH FULL BEARING STUDS OR POST,
ENGINEER, AND SMALLER. FOOTINGS. U.N.O. I U� 19
6. REFER TO STRUCTURAL CALCULATIONS FOR ANY QUESTION REGARDING LUMBER 2. ALL REINFORCING STFEL SHALL CONFORM TO A.$.T,M,A-615-60 FOR -6 BARS 21. SLABS SNALL BE TROWELED SMOOTH AND LEVEL AROUND ALL PLUMBING PIPES. IT. ALL DOUBLE JOIST ARE TO BE SECURED W/ 12)ROWS 16d NAILS 0 12'D.C..U.N.O. I1: 0
GRADES.BEAMS AND HEADER SIZES.FOOTINGS,AND SHEAR REQUIREMENTS. AND LARGER, ELECTRICAL CONDUIT,AND MISCELLANEOUS IRON STRAPS PROTRUDING THEREFROM. CLINCH NAIL ENDS. USE I/2'DIA,MACHINE BOLTS FOR 3-JOIST OR MORE 0 IB'O.C. C .(
STAGGERED,U.N.O.EDGE OISI.ANCF OF NAILS AND BOLTS SHALL. BE NOT LESS THAN 21. G U
7. REFER TO SOILS REPORT FOR ANY QUESTIONS REGARDING SOILS REQUIREMENTS, 3. WELDED WIRE FABRIC TO CONFORM TO A.S.T,KL A-185,LAP TO BE I-1/2• 22. AFTER COMPLETION OF POURING EACH SLAB.CONCRETE SUB-CONTRACTOR SHALL 18. ALL MULTIPLE STUDS TO BE ATTACHED PITH 16d NAILS 0 24'. O
SPACES.12'MINIMUM. REMOVE ALL FORM LUMBER,MISCELLANEOUS LUMBER AND CEMENT DEBRIS,LEAVING r
8. NO FRAMING OF ANY TYPE SHALL BE CONCEALED PRIOR TO INSPECTION BY JOB SITE CLEAN AND GRADED SMOOTH FOR OTHER WORKMEN. 9. STRUCTURAL MEMBERS SHALL NOT
GOVERNING AGENCIES. 4. REINFORCING DETAILING.BENDING,AND PLACING SHALL
CONFORM TO A.C.I.ACI 315. BE CUT FOR PIPE6.CONDUITS,ETC,UNLESS
23. CONCRETE SUB-CONTRACTOR TO FURNISH ALL CONCRETE,ROCK,SAND,MESH,MEMBRANE. SPECIFICALLY DETAILED BY THE STRUCTURAL ENGINEER. Z � ^v
9. GRADING AND DRAINAGE:ALL PAVING.FLAT WORK AND PLANTERS NEXT TO S. WELDING OF REINFORCING STEEL SHALL CONFORM TO CURRENT A.W.S STANDARDS, ANCHOR BOLTS W/ NUTS AND WASHERS,ANCHORS STRAPS,FORM MATERIALS, 20. APPLY SHEAR MATERIALS PRIOR TO FURRING,FROM BOTTOM PLATES TO TOP PLATES z Q C
BUILDING SHAD. BE PROPERLY GRADED TO CARRY WATER AWAY FROM BUILDINGS. USING PROPER LOW HYDROGEN WELDING RODS. AND REINFORCING STEEL. ALL SPECIAL STEEL SHALL BE FABRICATED BY STEEL WITH NO INTERRUPTIONS.11). NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE OR SUB-CONTRACTOR AND SUPPLIED BY SAME, ALL FORM LUMBER SHALT. BE
DI Ly 6. THE FOLLOWING MINIMUM CLEAR DISTANCES BETWEEN REINFORCING STEEL AND SHALIGHTIAIT SCREEDS SHALL BE STRAIGHT, ALL POINTS WI TNF. BUILDING SLAB 21• PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH SHEAR WALLS. Q g
CONSENT OF THE STRUCTURAL ENGINEER WHOSE SIGNATURE APPEARS HERON. FACE OF CONCRETE. SHALL F,E MAINTAINED UNLESS NOTED OTHERWISE ON PLANS. SHALL BE WITHIN !I/8'OF ESTABLISHED GRADE ELEVATION WITHIN ANY 12'
RADIUS. 22. ALL ISOLATED POST AND BEAMS TO HAVE SIMPSON PB's AND PC's MIN.U.N.O. -J
R. ALL OF THE A.S.T,M,DESIGNATIONS ARE TO BE OF THE LATEST REVISION. -SLABS ON GRADE ................................................. ....CENTER OF SLAB W `
-CONCRETE BELOW GRADE.FORMED .......................2' 24. HEIGHT AND WIDTH OF ALL FOOTING TRENCHES SHALL BE AS PER PLANT TRENCHES O lL
12. FRAMING SUB-CONTRACTOR TO CHECK AND VERIFY SIZE AND LOCATION OF -CONCRETE BELOW GRADE.UNFORMED (POURED INSi EARTH .. ....3- FOR FOOTINGS SHALL BE CLEANED BEFORE CONCRETE IS POURED. AN IMAGINARY 23. HOLD DOWN ANCHORS.I.e.SIMPSON HPAHO's PAHD's.C8's,TO BE TIED IN PLACE 1a
ELECTRICAL SERVICE AND PLUMBING RUNS WITH ELECTRICAL AND PLUMBING -CONCRETE EXPOSED TO WEATHER ..................................................1-112• LINE FROM THE BOTTOM CORNER OF ANY FOOTING,EXTENDING DOWNWARD AT 45 PRIOR 70 CALLING F^R INSPECTION.
SUB-CONTRACTORS BEFORE THE BEGINNING OF CONSTRUCTION, -WALLS ..................... ........................................................•••• """ DEGREES FROM THE HORIZONTAL SHALL NOT INTERSECT ANY EXCAVATION FOR GAS, u-
I• SEWER OR DRAINAGE PURPOSES. 24. VERIFY LOCATION OF HOLD DOWNS AND ANCHOR BOLTS WITH ROUGH FRAMING TO
13, NO DEVIATIONS FROM STRUCTURAL DETAILS SHALL BE MADE WITHOUT THE WRITTEN -COLUMNS AND BEAMS 70 MAIN BARS ..................................................2' ASSURE PROPER AND ACCURATE INSTALLATION.
APPROVAL OF THE STRUCTURAL ENGINEER, APPROVAL BY GOVERNING AGENCY DOES T. ALL BARS IN CONCRETE SHALL BE LAPPED A MINIMUM OF 36 BAR DIAMETERS 25. POST TENSION SLABS,IF APPLICABLE;POST TENSION LOADS f'ROM STRUCTURE ALL SIMPSON IIPAHD, A110 AND CB HOLDOwNS TO BE FASTENED TO MIN.4x4 POST,U.N.O. ,
NOT CONSTITUTE AUTHORITY TO DEVIAIE FROM THE PLANS OR SPECIFICATIONS. (2'-0'MINIMUM)AT ALL SPLICES,U.N.O. ABOVE SHALL BE SUPPLIED TO THE POST-TENSION ENGINEER PRIOR TO POST- 25. P f
TENSION DESIGN, ANCHOR BOLTS AND OTHER HARDWARE TO BE SHOWN ON POST- 26. FRAMING FOR PRE-FABRICATED FIREPLACE FLUES SHALL u£ BALLOON FRAMED
14. 'OR EQUAL':THE CONTRACTOR SHALL SUBMIT FOR THE. ARCHITECT'S AND 8. ALL BARS IN MASONRY SHALL BE LAPPED A MINIMUM OF 40 BAR DIAMETERS TENSION PLANS TO AVOID MIS-LOCATION OF HARDWARE,AND POSSIBLE FIELD FULL-HEIGHT USING 2x4 STUDS 0 16'O.C.BRACED AT MID-HEICHT AND AT THE
BUILDERS APPROVAL ALL MATERIALS OR EQUIPMENT WHICH IS CONSIDERED (2'-0'MINIMUM)AT ALL SPLICES,U.N.O. FIX WHICH MAY CUT TENDONS. PLATE HEIGHTS.USING
U.N.O.
OR EQUAL'TO THAT SPECIFIED.
15. SPECIAL INSPECTION PER SECTION 306 OF THE U8C IS REQUIRED AS FOLLOWS:
9. SPLICES OF HORIZONTAL REBAR IN WALLS AND FOOTINGS SHALL BE STAGGERED
4'-O'MINIMUM. 26. FLOOR JOISTS ARE NOT DESIGNED TO SUPPORT WATER BEDS. ENGINEER OF
OUNDA
-ALL FIELD WELDING OF STRUCTURAL STEEL,REINFORCING STEEL,AND METAL FOUNDATION RECORD SHALL BE NOTIFIED IF WATER BEDS ARE TO BE USED.
DECKING 10. PROVIDE DOWELS FOOTINGS AND/ORGRADE BEAMS THE SAME SIZE AND NUMBER 27. PROVIDE PURLIN AS INDICATED ON PLANS,SAME SIZE AS SUPPORTED
-INSTALLATION OF HIGH STRENGTH FRICTION BOLTING,A321c. AS VERTICAL WALLL OR COLUMN REINFORCING.DOWELS SHALL HAVE a MINIMUM !• ALL CONTINUOUS FOOTINGS TO HAVE I/2•DIA.x 10'LONG ANCHOR BOLTS WITH
-INSTALLATION OF HIGH STRENGTH ANCHOR BOLTING. PROJECTION EQUAL TO STANDARD LAP SPLICE,U.N,O. I-I/2'MASHERS O 72'D.C.,U.N.O.ON PLANS. USE MINIMUM 12)-A.B.'s PER RAFTER$,WITH MINIMUM 2x4 STRUT-BRACES SPACED AT 48'O.C.WITH
-DURING THE TAKING OF TEST SPECIMENS AND PLACING OF ALL REINFORCED SILL PLATE PER SHEAR. PANEL WITH (0-ANCHOR BOLT 0 MAXIMUM 12'FROM MINIMUM SLOPE OF 45 DEGREES FROM THE HORIZONTAL. WHERE UNBRACEO
CONCDETE AND PNEUMATICALLY PLACED CONCRETE.,EXCEPT FOR FOUNDATION fl. -5 OR LARGER BARS SHALL NOT BE RE-BENT WITHOUT APPROVAL OF ENGINEER. ENDS AND SPLICES,U.N.O. LENGTH OF STRUTS EXCEED 8 FEET,USE 2x6 OR 4x4 STRUT-BRACE
CONCRETE WHEN THE STRUCTURAL DESIGN STRENGTH IS NO GREATER THAN - ALL BAR BENDS SHALL BE. MADE COLD. MEMBERS,
F'c- 2000 psl. 2. USE 112'DIA,x 12'LONG ANCHOR BOLTS AT ALL (2)2x AND 3X SHEAR PANEL
12. ALL REINFORCING STEEL,ANCHOR BOLTS.DOWELS,AND INSERTS SHALL BE WELL SILL PLATE LOCA'iIONS. 28. PROVIDE MINIMUM 2x4 RAFTER TIES SPACED AT NOT MORE THAN 48'O.C.
16. UNLESS NOTED OTHERWISE ON THE DRAWING$,THE DETAILS ON DRAWINGS SHALL SECURED IN POSITION PRIOR TO INSPECTION AND PLACING OF CONCRETE OR 3, ALL CONTINUOUS GRADE BEAM FOOTINGS TO HAVE MIN MUM (11- •q REINFORCING ((�
BE USED WHENEVER APPLICABLE. WHERE NO DETAIL IS SHOWN,CONSTRUCTION GROUTING MASONRY. 29. BRACE HIP AND RIDGE MEMBERS TO ADJACENT STRUCTURAL BEAMS AND/Oft SHALL BE AS S14OWN FOR OTHER SIMILAR WORK, 9AR AT TOP AND AT BOTTOM,U.N.O. NEARING WALLS. UJI
13. VERTICAL BARS IN WALLS SHALL BE ACCURATELY POSITIONED AT THE CENTER q, VERIF( MINIMUM FOUNDATION DEPTH,WIDTH,REINFORCING STEEL,AND ADDITIONAL 30. PROVIDE CALIFORNIA ROOF FRAMING WHERE INDICATED ON PLANS WITH 0
OF THE WALL,U.N.O..AND TIED INTO POSITION AT THE TOP AND BOTTOM AND EXPANSIVE SOIL REQUIREMENTS WITH VALID SOILS REPORT,AND IF ANY CONDITIONS M 2x6 WCDF •2 RAFTERS SPACED AT 24'O.C. CONTINUE PLYWOOD
L�tASQNRY 4T INTERVALS NOT EXCEEDING 192 BAR DIAMETERS. ARE. MORE RESTRICTIVE THAN THE STATED STRUCTURAL MINIMUM REQUIREMENTS, ROOF SHEATHING UNDER CALIFORNIA FRAMED AREAS AND PROVIDE TIES AS z
THEY SHALL SUPERCEDE SAID STRUCTURAL MINIMUM REQUIREMENTS. CALLED FOR IN T14ESE NOTES.
1. BRICK SNAIL BE MEDIUM WEIGHT (MW)GRADE IN ACCORDANCE WITH .4.S.T.M.
C-62.WITH AN ALLOWABLE COMPRESSIVE STRENGTH OF 2000 Dsl. REINFORCED CONCRETE 5. PROVIDE •3 x 24'LONG DOWELS 0 24 O.C.AND 12'FROM CORNERS AT ALL 31• PROVIDE FULL BEARING STUDS,MINIMUM f21-STUDS.AT LOCATIONS WHERE
2. AL'- CONCRETE BLOCK SHALL CONFORM TO A.S.T.M.C-90,GRADE N-I,LIGHT OR !• THE MINIMUM ULTIMATE COMPRESSIVE STRAX CONCRETE STOOPS AND PORCHES. ROOF BRACE 'MEMBERS ARE KICKED,UNL.ESS OTHERWISE NOTED.
IM 32. PROVIDE FULL BEARING STUDS UNDER MULTI-STNOS AND POSTS ABOVE.
AT 28 DAYS SHALL BE 2000 Dal.
MEDIUM WEIGHT, CONCRETE TO BE MACHINE MIXED WITH A MAXIMUM OF 7-I/2 GALLONS OF WATER 6. VERIFY LOCATION OF HOLD DOWNS AND ANCHOR BOLTS WITH ROUGH FRAMING TO MINIMUM 121-STUDS,UNLESS OTHERWISE NOTED.
PER SACK OF CEMENT. ASSURE PROPER AND ACCURATE INSTALLATION,;• AGGREGATE SHALL CONFORM TO A.S.T,M.C-144 !MORTAR)AND A.S.T.M.C-404 7. ALL METAL ANCHORS,FASTENERS,AND CONNECTORS,ETC.SPECIFIED ON PLANS 33. PROVIDE SOLID BLOCKING AT ALL POSTS FROM ABOVE TC: BEARING BELOW.
IGROUTI. 2. -ALL CEMENT USED SHALL CONFORM TO A.S.T.M.C-I50.
SHALL BF. FROM THE SIMPSON LOAD
STRONG-TIE COMPANY OR AN APPROVED EQUAL IN 34. PROVIDE DOUBLE FULL BEARING TRIMMERS UNDER 4x10 AND LARGER BEAMS,
q, PORTLAND CEMENT SHALL BE 4S SPECIFIED FOR CONCRETE, 3. USE TYPE Y CEMENT FOR SOIL CONTAINING A SULFATE CONCENTRATION OF 0.2% LLBESTRUCTURAL DESIGN AND LOAD VALUES. UNLESS OTHERWISE NOTED,
OR MORE. /y.
5. MORTAR SHALL BE TYPE 'S'MI%ES LIME
PROPORTIONS OF QI-PART PORTLAND 8. VERIFY THE LOCATIONS OF FOUNDATION HARDWARE WITH THE FRAMING SUB- 35. ALL STRUCTURAL DRYWALL SHEAR PANELS MUST BE PRE-HUNG AND T 1}"S'•'•
CEMENT TO 1f/4)TO (I/2l-PARTS LIME PUTTY 70 (2 -PART
TO 131 TIMES THE 4. FINE AND COURSE AGGREGATE SHALL CONFORM TO A.S.T.M,C-33 FOR NORMAL CO'gT17ACTOR PRIOR TO PLACEMENT OF CONCRETE. DO NOT REDUCE SHEAR PANEL p 0 BE
SUM OF THE CEMENT PLUS LIME PUTTY PARTS OF SAND. WEIGHT CONCRETE AND A.A T SHAL30 FOR LIGHTWEIGHT CONCRETE. WIDTH WITHOUT WRITTEN CONSENT' OF THE STRUCTURAL ENGINEER. INSTALLED PRIOR TO FURRING,AND ALSO SHALL BE EDGE NAILED AT TOPco
AND BOTTOM PLATES,AS REQUIRED PER 'SWAR VALL SCHU"E%
6. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2000 1.AND 5. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH 9. REFER TO ELEVATION PLAN ADDENDA'S FOR ANY VARIATIONS.
SHALL BE MIXED IN THE FOLLOWING PROPORTIONS; A.5.7.M.C-94, 36. PROVIDE MINIMUM 2x6 WCDF •2 STUDS AT ALL PLUMBING WALLS.
,
ID. HOLD DOWN ANCHORS,I.e.SIMPSON HPAHO's,PAHO's,CB's,PB's TO BE TIED 37. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED.
-FINE GROUT:M-PART PORTLAND CEMENT TO WHICH MAY BE ADDED NOT MORE 6. REINFORCING BARS SHALT. CONFORM TO A.S.T.M,A-615-40 AND APPLICABLE IN PLACE PRIOR TO CALLING FOR INSPECTION. WHEN Two POUR SYSTEM 38. PROVIDE SOLID FULL DEPTH BLOCKING UNDER PARTITIONS WHICH ARE PERPENDICULAR
THAN (1/10)- PART HYDRATED LIME OR LIME PUTTY AND (2-1/4)TO (3) U.B.C.STANDARDS. IS USED,IMBED HOLD DOWN 4'MINIMUM BEYOND COLD JOINT, HOLD DOWNS TO TO THE JOIST$,
PARTS SAND. BE INSTALLED IN ACCORDANCE WITH LC.6.0.REPORT •1211.
7. WATER SHALL BE CLEAN AND SUITABLE FOR DOMESTIC USE.-COURSE GROUT:W-PART PORTLAND CEMENT TO WHICH MAY BE ADDED NOT ;I. FOUNDATION EXCAVATIONS SHALL BE INSPECTED PRIOR TO FOAMING OR PLACEMENT
MORE THAN (1/10)-PART HYDRATED LIME OR LIME PUTTY AND (2)TO (3) B. SILL FASTENING: - OF REINFORCING STEEL BY THE SOILS ENGINEER. MICRO-LAMS
PARTS SAND,AND NOT MORE THAN 12)-PARTS GRAVEL.
EXTERIOR AND EXTERIOR BEARING W.4LL5:I/2•DIAMETER x LONG ANCHOR
1, MICROLAMS SHALL BE FABRICATED BY TRUS-JOIST OR AN APPROVED EQUAL IN
7. ALL MASONRY SHALL BE REwcORCEO GROUTED MASONRY,GROUT SOLID ALL CELLS BOLTS,7•INFO CONCRETE PER UBC TABLE 26-6.6'-O.O.L.MAXIMUM.12'
WHICH CONTAIN RE-BAR,BOLTS,ETC.. GROUT SOLID ALL CELLS BELOW GRADE. FROM ENDS AND SPLICES U.N.O.ON PLANS OR ENGINEERING CALCULATIONS. WOOD FRAMING STRUCTURAL DESIGN AND LOAD VALUES.AND CONFORM TO I.C.B.O.REPORT No.
8. NER-126 AND SHALL HAVE THE FOLLOWING DESIGN VALUES•
IRY VENEER SHALL BE AS PER CHAPTER 30 OF THE APPLICABLE U.B.C. INTERIOR BEARINGS WALLS:APPROVED SHOT PINS WITH CADMIUM WASHERS,2'-O' A INDICATES SHEAR WALLS. SEE SHEET SN-2 E.MODULUS OF ELASTICITY _ z80(�00.000 psI �`
O.C.MAXIMUM.6'FROM CORNERS AND SPLICES U.N.O.ON PLANS OR F(D), BENDING STRESS ih ��'' ``�J '(�
9. PROVIDE 2-1/2'MINIMUM GROUT SPACE AND 1/2•MINIMUM GROUT BETWEEN ENGINEERING CALCULATIONS, =280 ps �1�"L{{ If
REINFORCING BARS AND MASONRY. 0 INDICATES STRUCTURAL BEAMS AND HEADERS 4SEE CALCULATIONS) F(v)•$HEAR STRESS
INTERIOR NON-BEARING WALLS: APPROVED SHOT PINS WITH CADMIUM WASHERS, FTC),COMPRESSION PERPENDICULAR TO GRAIN = 500 ps1
10. SET BOLT.ANCHORS,REGLETES,SLEEVES.INSE;,6 OR OTHER ITEMS NECESSARY 3'-0'O.C.MAXIMUM,6-FROM CORNERS AND SPLICES U.N.O.ON PLANS OR ). SEE SHEET GN.I FOR ADDITIONAL WOOD FRAMING REQUIREMENTS. •FOR DEPTHS GREATER THAN 12%MULTIPLY Fib)by L(I?/dl1/91 Q
FOR THE ATTACHMENT OF SUBSEQUENT WORK,
ENGINEERING CALCULATIONS. 2. 'WITH NAILS':ALL MICROLAMS BEAMS CALLED FOR 'WITH NAILS'TO cc4'ITN MAIlu6B�EL)
IF. REFER TO ARCHITECTURAL DRAWINGS FOR TYPE OF UNITS,LAYING PATTERN AND 9. TOP OF CONCRETE SLABS TO BE A MINIMUM OF 6'ABOVE 2. ALL RESAWN AND ROUGHSAWN BEAMS ARE TO BE DELIVERED FREE OF HEART CENTER. WITH 1NA NAILS IN THE FOLLOWING MANNER,
s �-✓
JOINT DETAILS. UNLESS SPECIFICALLY SHOWN OTHERWISE.ALL CONCRETE FINISH GRADE. A�ibfln;Dep:.
BLOCK AND BRICK SHALL BE LAID IN RUNNING BOND. 3. PLYWOOD FOR ROOF SHEATHING SHALL BE COX, USE EXTERIOR TYPE,MIN,GRADE FOR 12'& LESS DEPTH MICROLAMS. USE 12)-ROWS OF 16d NAILS 0 12'O.C. Lf� W
WHERE PLYWOOD IS EXPOSED TO WEATHER. THE SPACING IN INCHES OF ROOF AND FOR 14'& MORE DEPTH MICROLAMS. USE (3)-ROWS OF l6d NAILS 0 12'O.C. (�
10. PROVIDE 3/4•CHAMFERS AT ALL EXPOSED CORNERS. RATING
SUPPORTS OVER WHICH PANELS ARE APPLIED SHALL NOT EXCEED THE SPAN EDGE DISTANCE OF NAILING TO BE NOT LESS THAN 2'
12. MASONRY SUBCONTRACTOR SHALL SUBMIT SAMPLES OF PRECAST CONCRETE VENEERS RATING STAMPED ON THE PANELS. ALL STRUCTURAL USE PANELS IN ACCORDANCE h 0
TO LEWIS HOMES FOR APPROVAL PRIOR TO PROCEEDING WITH INSTALLATION. 11. FOUNDATION (WIDTHS AND DEPTHS)AND REINFORCING AS SHOWN ON PLANS ARE WITH NER-LOB SHALL BE IDENTIFIED WITH THE APPROPRIATE GRADE MARK OF THE O
STRUCTURAL STEEL SUPERCEDED BY LOCAL LOGES OR ORDINANCES WHICH REQUIRE INCREASES OF THE AMERICAN PLYWOOD ASSOCIATION (APAI. 3. 'WITH BOLTS•; ALL MICROLAMS BEAMS CALLED FOR *WITH BOLTS'TO BE BOLTED z
SAME. WITH I/2-DIa.MACHINE BOLTS w 18'O.C.STAGGERED WITH STANDARD HOLE N
4. PLACE PLYWOOD SHEATHING PERPENDICULAR TO JOIST AND 'C'FACE DOWN. WASHERS ON EACH SIDE OF BEAM. EDGE DISTANCE OF 1/2'DIA.BDLTS TO BE .IL (/'�
STRUCTURAL STEEL SHALL CONFORM TO A.S.T.M,A-36,U.N.O. 12. ALL REINFORCING STEEL,ANCHOR BOLTS,DOWELS,AND OTHER INSERTS SHALL BE NOT LESS THAN 2'. TF co
SECURED INTO POSITION AND INSPECTED BY THE LOCAL BUILDING OFFICIAL PRIOR 5. ALL METAL ANCHORS,FASTENERS AND CONNECTORS ETC.SPECIFIED ON PLANS 4. 16'& 18'DEEP MICROLAMS ARE. TO BE USED IN MULTIPLE UNITS ONLY, W
2. STEEL PIPE SHALL CONFORM TO A.S.T.M,A-53,GRADE B. TO THE PLACING OF ANY CONCRETE. SHALL BE FROM THE SIMPSON STRONG-TIE COMPAI'Y OR AN APPROVED EQUAL IN
3. STEEL TUBING SHALL CONFORM TO A,S.T•M,A-5C'OR A-500,GRADE B. F(y).46 ksl. 13. PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES.BUT SHALL NOT BE STRUCTURAL DESIGN AND LOAD VALUES. FULLY NAIL OR BOLT ALL HARDWARES, 5. PROVIDE LATERAL SUPPORT AT ALL BEARING POINTS, ,.;) U w
EMBEDDED THEREIN. PIPES OR DUCTS EXCEEDING 1/3 THE SLAB OR WALL I.e.STRAPS,PAHO':.,HANGERS.PB/CR,PC/CC,ETC. ¢ Y
4. STEEL PLATES SHALL CONFROM TO A.S.T.M.A-282,GRADE A. THICKNESS SHALL NOT BF, PLACED IN THE STRUCTURAL CONCRETE UNLESS 6. ALL. JOIST HANGERS STRUCTURAL BE SIMP$ON 'U'HANGERS U.N.O.,OR AN APPROVED � I p"i
5. MACHINE BOLTS AND ANCHOR BOLTS ` 9 STEEL MEMBERS SHALL CONFORM TO SPECIFICALLY DETAILED. EQUAL N HANGERT DESIGN AND LOAD VALUES. < Q
A,S.T,M..--307,U.N.O. 14. LOCATION OF CONSTRUCTION OR POUR JOINTS MUST BE APPROVED BY THE 7. ALL INTERIOR WALLS TO BE SECURED WITH SHOT PINS PER MANUFACTURER'S (/ ` r 6. LIGHT GAGE COLD FORMED STEEL MEMBERS SHALL CONFORM TO AS TM A•441,u,N,O. STRUCTURAL ENGINEER. RECOMMENDATIONS,U.N.O. RECOMMEND RAMSET •3348 0 36.O.0 AT SHEAR/
15. FOOTINGS SHALL BE EXAMINED AND CERTIFIED IN WRITING BY THE PROJECT SOIL/ BEARING WALLS AND 48'O.0 AT NON-SHEAR/NON-BEARING WALLS,NOTE:
7. II-TENSILE BOLTS,WHERE INDICATED ON PLANS OR OETAILS.SHALL BE OF THE CALCULATIONS GOVERN IN ALL CASES. (ALTERNATE-RAMSET •2330 OR EQUIVALENT
FRICTION TYPE AND THERE SHALL BE NO PAINT.OIL,LACQUER OR GALVANIZING GEOLOGY ENGINEER PRIOR TO 1:SPECTIONS AND PLACEMENT OF CONCRETE. 0 24'O.C.AND 36'O.0 RESPECTIVELY), •;-/'•fit. t I
BETWEEN THE CONTACT SURFACES,Hl-TENSILE BOLTS SHALL CONFORM TO A.S.T.M
A-325.U.N.O. 16. DO NOT PLACE. CONCRETE UNTIL ALL REINFORCEMENT,CONDUIT OUTLET BOXES, 8, ALL CONVENTIONAL FRAMED PORTIONS TO BE CONSTRUCTED PER SECTIONS 2516-2517 icy r
ANCHORS,HANGERS,SLEEVES.BOLTS OR OTHER EMBEDDED MATERIALS AND ITEMS OF THE UNIFORM BUILDING CODE. ALL NAILING IS TO BE PER TABLE NO.25-0 -I.%�' `)` f L•+I°
8. WELDING OF STRUCTURAL STEEL SHALL CONFORM TO A.W.S 0I.1USING APPROVED ARE SECURELY AND PROPERLY FASTENED IN THEIR PROPER PLACES AND POSITION. OF THE URC,
ETOX% ELECTRODES. SU6 CONTRACTORS SHALL 11LRIFY INSTALLATION OF HOEDOWN AND ANCHOR BOLTS, g, ALL LAC BOLTS OR SCREWS SHALL HAVE A PRE DRILLED LEAD HOLE TO THE SAME MPS
PAHD STRAPS AND OTHER ANCHORAGE MATERIAL AND ITEMS PRIOR TO PLACEMENT S `
9. ALL WELDING SHALL BE PERFORMED BY A CERTIFIED WELDER,USING THE ELECTRIC OF CONCRETE. DEPTH A+ NAMETER AS THE UNTHREADED SHANK.THE REMAINDER OF THE HOLE - �f
DED ARC PROCESS AT LICENSED SHOPS,OR OTHERWISE APPROVED BY THE OCCUPIE'. THE THREADED PORTION SHALL HAVE A DIAMETLR EQUAL TO 75% OF THE D,ew LOCAL SHANK DIP.-VER.INSTALL LAG BOLT TURNING WITH A WRENCH.DRIVING BY HAMMER IS
LOCAL BUILDING DEPARTMENT. �-10. CONTINUOUS INSPECTION IS REQUIRED FOR ALL FIELD WELDING. NOT ALLOWLD.BEFORE COVERING,IF NECESSARY,RE-T16HiEN BOLTS. I,I,
11. ALL GROUT UNDER STEEL BEARING PLATES SHALL BE SOLID DRYPACK OR NON- 10. PROVIDE 2xC RAFTERS 0 Z4.0/c,W/ MAX.SPAN 9'-O'AT CALIFORNIA FRAMING,U.N.O.
SHRINK GROUT PLACED AS DIRECTED BY THE MANUFACTURER. Juw O O�1�92 �
II. USE MINIMUM 1112E OR 3% TI WA. MEMBERS WHEN NA;! SPACING IS 0 2'OR CLOSEF,
CENTER TO CENTER,AT SHEARAR MALLS. J A41'
�r��. _- �»-u.�w• �r.��«•�«.�«--��r...«r«.r - _ err......-,.rw.�w.�w�,r+.� I-.�I_-.--. 111. l/
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FLASHING. -�
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TYP.
TYP. !AP!
ET I LEI LC�HT WIIAMT
CONC.'S'" .E OR CGUAL•
? I @ m I m (YteR.F-f CG�OR w/owne!a)
JrV I I I I T Jr D I i Idl I p a 4 I I ❑ ,.
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9ECON0 FL.a
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RIDO6 I r -J RInO! S'� I FA I rz100E I �A r__J APPROVED
i I r I i
AS REVISED ......
1 City of L°wc flun•.e
�I I 5' ?.TYP. �- J r
L— N y r,b "� Q- -v S .. Building Dcer.
.•�• I I I •6 r S ST'A'2'Bf°ACARO
rJ GLO I•A:NT TO MATCH
FA9CIA
-� > T��'.cA.L ac•.:^p rvOT65s
ALL NOTES SAMB AS IAI ?OOF P;.AN, A-L NOTES SAME A5 �i PCUOP PLAN. ST'JC-0 oV oB S 6A.B..B.-LASH
I NO CC
UN!E55 voTED vTHEaAlS SOFFIT TYF,I ALL ql;>pE9. PS, V..LLBYs.
E. UNLESS NOTEb vTHERWISE, PAINT TO MAJCH ROc,FINO,
PAINT oCIMMBR V[NTS TO MITCH
No P -'1.
30
ROOF PLAN "C" ROOF PLAN "B' ROOF PLAN `A' p P ;;� 1k. T LT UHD[R UYMYNT
suALal�/s•-t°-D• ecALE:ve•.ra�• __ _.�,�... 1
BcaLltive•-'t'w• b,�f`'^r`rr Is
V�� I 10!1 i U'99
ATTIC VENTILATION NOTE1
-fLAN 3- ,,„�sol l,uhwMls sn�l'Wa.i,A.
TOTAL BOUARE VEIT OF ATTIC S/62 82 FT '
• 2<144
167320 80 IN
PER UBC 32/YS•t c) -
TOTAL IELBUIRED VENTILAT I,DM 83'a 80 IN
VENTILATION PROVIDEDI
-ELEWTIM A- iq
(1) 24" DIA LOUVERED SABLE VENT - 29!'In IN F.R.M. a�✓j
III 14" % 10" LOUVERED SAM VENT - Its" IN F°A.11. M
(2) 9" X 18" HALF RD DOIMEA VENTS - in s IN FydjL
443.90 IN F.A.M. M
•PROVIDE 13 EAVE BLOWR N/ 13) 2" DIA WON
BAQCBD HOLEB 99 8! IN F.A.N. EA) - LI}.N 1N
TOTAL PeWVIWQ vF�+►-il�toN Ol�sf'f III EePdla `./ �
ad
-fJ.BVNTION B-
(1) 24" x 24" LOWERED BAMA VENT- 308 80 IN M.A.N
IBD(1) 14' % 18" LOUVO SABL F.A.N.F E VENT - 11,8.80 IN .A.N
(2) 9" % 18" HALF RD DOI(IIER VENTS + F•p•M• ,
EPROVIDE 3 E"BLOM N MESH
DAMP (3) 2• DIA ME $Bl801 F .
DAMP HOLM (9 IN W P.A.M. EA) 40!0 IN R.A.M.
T -RRW1TIolM c-
$4" LO"Ifto BAl" VENT 16Q BB IN I.A.M. stele
(0 14" % 18" L BItlILE VENT - 11p so,AN R.A.M.
,'�/C ,.,��,,, .: 1�) 9• K 18" NAtiON�R VENTD* ��!``8�tl`, or"wn
<r�
IOE 18 EAI�, p,gpc8 M/t31 3" DIA 1(m /uo
A.M. KA) 't6 Bq IN M.A.M., SM•I
GLUE LAMINATED BEAMS STRUCTURAL ABBREVIATIONS TJI JOIST HOLE CHARTS REYIewNE BY
Sf I: fHART FOR ! xl
L GLUE LAMINATED BEAMS SHA!L BE WEST COAST DOUGL.AS FIR-LARCH,WITP 1-1/2' I, ABV. s ABOVE 12. MSB. .MULT,FULL. BRIG STUDS - ---- ., �N;4 .•TOLE 512E bled II�, g
• OUTER AND CORE LAMINATIONS AND SHALL CONFORM TO THE 'STANDARD SPEC;Fi- 2. BLW. I BELow 13. MU'.I. :MULTIPLE ___ _ __ _
CATIONS FOR STFJCTURAL GLUE LAMINATED TIMBER',A.I.T.C.•117 AND ALL -Q---- d , .f:MIt TED-•- 71;ti., w n
APPROVED SUPPLEMENTS THEREOF. 3. BRMG t BEARINGS 15. PL Tw I ;PRESSURE
PLYWOOD fSEE CHART A'1 4EE CHART B i
4. CANT, ECANi1LEVTR I5. P.T. (PRESSURE TREATED �,.� _ �_ �^- �, I •---��`'-7}.�.r. __
2. MOISTURE CONTENT OF THE LUMBER AT THE TIMr. OF GLUING SHALL NOT BE MORE 5. E/S I EACH SIDE 16. RF, I ROOF O ^ O �� r•s ❑ ❑ u 'MIN
6, F,HGT, I FULL HEIGHT 11. SEC. E SELECT 0 `J u
THAN 16% WITH A MAX.VARIATION OF �% IN ANY BEAM,
7, FRM'G I FRAMING 10. SIMP, I SIMPSON
3. BEAMS SHALL CONFORM TO A.LT.C.INDUSTRIAL APPREARANCE GRADE,U.N.O. 8, HGR. I HANGER 19. STGR'D.I STAGGERED \
ETWEEN
/ 19.0 K.P, EKING POST 20. T E TRIMMER JA YW HOLE CAN BE CUT IF MORE THAN ONE HOLE 1S TO BE CUT �13= HOLE 6 �,
4. ENDS CT BEAMS SHALL BE SEALED AND BEAMS SHALL BE LO1D WRAPPED FOR 10. K.S. EKING STUD 21. TA,B STOP A BOTTOM ANYWHERE IN THE WEB. IN WEB,THE LENGTH OF THE UNCUT I I _FNOTE, I _
PROTECTION DURING SHIPPING. II, K,STUO :KING STUD 22. T.P.E TOP PLATES WEB BETWEEN HOLES MUST BE TWICE TnE�µ UO NOT CUT o�x ? ON NOTCH a
LENGTH OF THE LONGEST DIMENSION OF w BEARING 0
5. A 'CERTIFICATE OF INSPECTION',BY AN APPROVED INSPECTION aGENTY SHALL 23. ^ s EXTEND SHEAR MATERIAL FULL HEIGHT TO f10RIZONTAL DIAPHRAGM NOTE: NOTES THE LONGEST ADJACENT HOLE.HOLES MAY RULES IN xx N vlN III
>
BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO ERECTION. A WITHOUT ANY INTERRUPTIGN, UO NOT CUT OR RECTANGULAR HOLES BASED ON BE LOCATED VERTICALLY ANYWHERE CAN7ILEVF.RS
NOTCH FLANGES. MEASUREMENT OF LGNGEST SIDE. WITHIN THE WEB. 1/3 $PAN I I/3 SPAN _ _ 1/3 SPANJES
e3TX6. FOR SIMPLY SUPPORTED BEAMS .................USE COMBWA7ION 24'r-V4: F.NGT, TJIJOIS'TS ARE MANUFACTURED WITH III/i PERFORATED 'KNOCKOUTS'IN ?RE WEB AT APPROX.12.0.,. PERMTTEO PERE.MODULUS OF ELASTICITY 1,800,000 psi 24. I INSTALL SHEAR PANELS PRIOR TO FURRING OF CEILING OR -JUI T SPAN BETfYEEN-t_OF DEARI
F(b),BENDING STRESS = 2,400 P3I CONTINUE SHEAR PANELS WITHOUT INTEPRUPTION UEH.0 - .CHART A -ROUND HOLES
,
Fly),SHEAR STRESS 165 psi WALLS FRAMED PERPENDICULAR TO THZM PER CONDITION. NOTE: BOTH TOP 6 BOTTOM SURFACES NOT TO BE NOTCHED
PROVIDE CAMBER AS INDICATED ON PLANS. 11FSMlwI ONTANCE f4111= ANY fA.11"M To "OLE WITHIN SAME I/3 OF SPAN
.�QI 25. • E PROVIDE (2)-ROWS OF 16d NAILS O 12'O.0 AT EACH SIDE. MIDLAND HOLE am MIN.DISTANCE BETWEEN HOLES WITHIN SAME I/3 OF SPAN v
T. FOR CANTILEVERED BEAMS .....................USE COIJ.uINA T10N 74F-v8t 26. •M E WITH NO CHECKS,SPLITS,SHAKES,OR CRACKS GREATER THAN r r ,r r w e K r r e ee• r it T-T v r
NARROW FACE OF BEAM. SHALL BE TWICE THE DIAMETER OF HOLES.
L.MODULUS OF ELASTICITY 1.BOO.GUO ps1 tt eTrrA,T� r-a r-o• T-o• 4•-0• s•o• s•-o• -- -• -- -- _ _ _- _ -
--
Ffb).BENDING $TRESS = 2400 psi 27. DETAIL( DENOTES DETAIL LETTER C wwTAAe 2•-0. 2--6-13'•0. 4'-0` 5'-0' s'-0'S'-0' S'•6. 6'-0• •- - - - - CHART OF ALLOWED HOLE S NOTCH FLOUR JOIST
F(v),SHEAR STRES:, 0 165 psi NOTATION DENOTES TABLE NUMBER G Sr KYA_ 2'•6' 7•.6' 4'-0' r•6• 5'-0• 5'•0. 5'-0' S'-6• 6'-0' 6'-D' G.6' '"-"' - -
CANT41VERE0 PORTION SHALL BE WITHOUT CAMBER;(I.e.C=0'> DENOTES SHEET NUMBER R tr Tr/ai 2'-6• 7•= +•-o• +•;: 5'-p• 5'•0' S-0' S'-6' 6'•0• 6'0' n-6' •-0' r-6' B'-0' SIZE OR %'DIM.(MAX.) 'T'DIM.tMAX.I MAX.SIZE
JOIST NOTCH AT NOTCH DEPTH AS HOLE•D/3 Q
_ BEARING,0/4 ALLOWED.0/6
ROOF TRUSSES CHART B -RECTANGULAR HOLES 2x6 7/e' '/e' 1'/7'°
fWEQAl1WE,DEFTAFM 141 Rill ANY Et"M To 11041E
1. TRUSS MANUFACTURER TO PROVIDE CALCULATIONS.SHOP DRAWINGS.DETAILS. 2xBNOTES
BRIDGING,AND ERECTION BRACING.U.N.O. MCTANOULM NOLL 1�_LJNFOW D/Asy1ON -----.--- ------ ----
UBC TABLE 25-0s NAILING SCHEDULE lu r r •a r °rr r Tr T r !HE DISTANCES IN •+E ABOVE CHARTS ARE zxlo z'/; ;/2• 3•0
BASED ON UNIFORMLY LOADED JOISTS SUPPORTING
-- ---------
'DRAG2. U E VI ROOF SHEATHING EDGE NAILING ALONG ENTIRE LENGTH OF I• JOIST TO SILL OR GIRDER,TOENAIL .. ....3-80 °+W'TA/Ae 4•-0• 5•-a 5•-6• s-a -' -• - 2x12 2�',• I%• 3�'+V
•'•""""""""""""""" -- THE MAXIMUM LOADS SHOWN FOR ANY OF THE ---- ------- -----------TRUSS 'DRAG TquS$•TO BE DESIGNED TO RESIST A LATERAL LOAD OF 1500 IDS. wkp/s 4•-0' 6'•a 6•-0• 6•-6• E'-6• -- -- -• -- TABLES LISTED IN T141S REFERENCE GIXDE.FOR 2xi4 -"/� 2'/i +�'i'•
U.N.O.ON PLANS. }: BRIDGINGSUBFLCOROIOR•LESS TOENAIL EACH
EAACH E JOIST.FACE NAIL 2-Bd Tr TJge 4•-6• s-o• s-6•l 6'-0• 6•-0• - t.
ND .................... 4r TAM 111 5.-0. 5.-6,
6'-6• 6•6• r o• e'-o• -- -- OTHER LOAD CNTATIONS,CONinCT YOUR TRu$ NOTE, L = NOTCH LENGTH NOT TO BE GREATER THAN
3. SNUB TRUSS AT PLATE LINE TO ALIGN WITH ADJACENT CONVENTIONAL RAFTER E J 6'-0' S'•�' 6'-6' 6'-6' 1'-0' a-D• a-6' 9'-o JOIST REPRESENTATIVE. 1/3 OF THE MEMBFR'S DEPTH
JOIST. 4. WIDER THAN 1•x6'SUBFLOOR TO EACH JOIST.FACE NAIL .......3-Bd D JOIST DEPTH
4. TRUSS HANGERS ANO ANY OTHER NECESSARY TRUSS HARDWARE ARE TO BE CALLED 5. 2•SUBFLOOR TO JOIST OR GIRDER,BLIND AND FACE NAIL ...2-16tl SHEAR SCHEDULE DRILLING dl NOTCHING OF FLIL 1ST. n
FOR BY THE TRUSS MANUFACTURER, ln1
6. SOLE PLATE TO JOIST OR BLOCKING,FACE NAIL ....J6tl O 16'U.L. ------ -------_ --__ _
5. A COMPLETE SET OF STRUCTURAL DESIGN CALCULATIONS,INCLUDING TRUSS UBC 1968 EDITION W,C,D.r, SCALEE Vt o 1'-0' /
LAYOUT DIAGRAM SHALL BE SUBMITTED TO THE ARCHITECTURAL OEPdRfMfNT FOR 7• TOP PLATE TO STUD.END NAIL ...........................................2-160 VERTICAL STUD SPACING ••
REVIEW AND COMMENT PRIOR TO TRUSS FABRICATION. 8, STUD TO SOLE PLATE 4-80 TOENAIL.OR -- - K o'C' NOTCH / BORE 2x4 STUD 2x6 STl1D •1'y
6. TRUSS PLANS AND CALCULATIONS SHALL 5 ON 2-16d END NAIL TED TO THE BUILDING DEPART- (2KAYERS 5/6'BLOCKAD DRYeALL sE15[.0 °►D
% OF STUD
PENT FOR APPROVAL PRIOR TO THE STARTT C
OF CONSTRUCTION. 9. DOUBLE STUDS•FACE NAILS 16tl 0 24.O.C. , am 6o-~rn!1e•rasa"a.•.4 field or bald*ldyr 25%
HEADER SCHEDULE AT NON-BEARING WALLS ed°aa"'note 1-o.c. .,d IA0°at f-sm loy�
10. DOUBLE TOP PLATES.FACE NAIL .............................I6d 0 16'O.C. j -_ r 0 25odr 40%
OPEN WEB & PLYWO WEB R H 11. TOP PLATES.LAPS AND INTERSECTIONS,FACE NAIL .............2-16d 2x4 STUD WALL 2x6 STUD MALL '/2.4rya.1m So coow noXe a T•o.c*ages 60% 3 '%
LOQ , USSES oM field[Table 4.-,UBU_..._____......._._.....„..__......................_. so df IC0 Pit
2'
.eg.a
12. CONTINUOUS HEADER,TWO PIECES .............................16a D 16,O.C. OPENING BELOW BELOW BELOW BELOM s/e ery.a.lfn 6d toper nosy°7•o.c 111UTH=D WIDTH=D
L TRUSSES SHALL BE FABRICATED BY TRUS-JOIST ^^ APPROVED EQUAL AND SHALL ALONG EACH EDGE SIZE- ROOF FLOOR ROOF FLOOR l-` and flew(Tables4T-1 UBCI s7.s oiles o1r CONFORM i0 LC.8.0.REPORT NOa.NER-126.HER-148.OR ;•'e-200. 13. CEILING JOIST TO PLATE,TOENA!;. 3-80 j /� yr ary.aabl SO coo4r nave a s•o.c goes _4'-0' 4x4 4x6 6x6 6xb
I
2. TRUSS MANUFACTURER 4 RESPONSIBLE FOR ANY OTHER DESIGN OF THE TRUSSES orw n.w(raar 4T I LOST 62sdt Its d+ /
INCLUDING BENDING,SHEAR.DEFLECTION,AND ANY OTHER GOVERNING DESIGN 15. CONTINUOUS HEADER TO STUD.TOENAIL ................................4-Bd 5'-0• 4x6 4x6 6x6 6x6
CRITERIA. I5. CC0.1NG JOIST,LAPS OVER PARTITIONS.FACE NAIL 3-16G 6'-0• 4x6 4x6 6x6 6x6 I 5/e•arT•a•Hn 6d collar-4.a A.... 40% D. 25% C.
arw fl"ITada 4T-I LOCI •-__---__-. --- T2.5dr Hs Pit !O-. -
7'-0' 4x6 4x8 6x6 6xB I MAX. MAX.
3. TRUSS MEMBERS SHALL BE ADEQUATELY BRACED AND BRIDGED IN ACCORDANCE 16. CEILING JOIST 70 PARALLEL RAFTERS.FACE NAIL ...............3-16d /� Wrdorpw ory*a.1tn So coow Fans.T•OX edges I I WITH THE MANUFACTURES REQUIREMENTS. 8'-0' 4x8 4x8 6x8 6x0 I 4 orw flew liable 47-1 ueU -, 62.splf 125 Off
ci /50`�H IN
17. RAFTER TO PLATE.TOENAIL ..................................................3-8d n•-0' 4x8 4x10 6xB 6x10
4, ALL TRUSS CHORDS TO BE CONTINUOUS MICRO-LAM MATERIAL. - '/rbacked arya•nn So cD.w ana ro.c.edge. '
18. V BRACE TO EACH STUD AND PLATE,FACE NAIL ...................2-8d 10'-0' 4xIO 4x12 6x8 6x10 I + and field ITabs.47-1 LOCI .......... c �A 75 Pit ,50 d1
5. JOIST HANGERS AND ANY OTHER NECESSARY TRUSS HARDWARE ARE TO BE CALLED 19. T x8'SHEATHING OR LESS TO EACH BEARING.FACE NAIL .......2-8d 5/e•blockod a.Itn Go cco:v rons ro.c.
FOR BY THE TRUSS MANUFACTURER. `� edo*a III II•w a e(Tob, 41-1 LIBCs 12.5df 145 olr __ J 60% U. _40% 0.
._-. 1 MA%. MAX.
20. WIDER THAN P B'SHEATHING TO EACH BEARING,FACE NAIL ..3 Btl 5/-d Rv,.ds'y.aam t;a coos weld ro.a
6. TRUSS MANUFACTURER TO VERIFY LOCATION OF,AND PROVIDE REINFORCED BORED 21. BUILT-UP CORNER STUDS 16tl a 24.O.C. 1 was A n.w(fad•a-1 uBc) _._.._..w�.��_...._...._.- ersdf ns dr HOLE�- �
TRUSSES FOR THE SUPPORT OF ANY MECHANICAL EQUIPMENT,WHERE OCCURBIG. ••••••^••••••••••••••••••••••••••••••• 1
7/*'stucco over 000er oth./416 Opp• fodee j 22. BUILT-UP GIRDER AND BE/,MS .........................200 O 32'O TOP h L•� e 6•o.d,ar top►nottae,dates,*doss of eneor.a4 -/e
7. A COMPLETE SET OF STRUCTURAL DESIGN CALCULATIONS.INCLUDING A TRUSS BOTTOM AND STAGGERED CALIFORNIA FRAMING and n•ld.lC00 report NO.A23,Jm.98T.or KBo __--
LAYOUT DIAGRAM ENALL BE SUBMITTED F THE ARCHITECTURAL DEPARTMENT FOR 2-20d a ENDS AND D '.curt NO.[3M.Aug.986 _....,_.._._.r._.___...__.._........_.. Teo pit Teo dt MIN. MIN•
REVIEW AND COMMENT PRIOR TO TRUSS FABRICATION. EACH SPLICE MAX.HORIZONTAL PROJECTION LENGTH /\ T/e'afueeo axe.oaoer am./•16
FOR SLOPES FROM 4EI2 TO 692 •. QO1Qe f1Op�'• /�
8. DOUBLED JOISTS ARE TO BE NAILED ?OGETHER PER I,C.B.O.REPORT N0.NER-126 23. 2'PLANKS ........................ 2-16tl 0 EACH BEARING a)•o.c.ot roo A uo,tae i fee..Oge or at-.a IV/-
•••..••-.•.•••••••••••• R"O 6• /INd.ICBO raparr Wt.027,Jan.9e7,o-'C00 WITH 160 NAILS AT MINIMUM 8•Q.t.INSTALLED PARALLEL TO GLUE LINE AT RAFTERS RIDGE BOARD r.porf NO.is".Aug.9e6 _ __
co
TOP AND BOTTOM CHORDS, 24. PLYWOOD AND PARTICLEBOARD:SUBFLOOR,ROOF AND WALL SHEATHING SIZE & � -' - ---- - 260 dt 760 df
(TO FRAMING): MAX.SPAN SIZE IS � 7/e•str„crliaxdy.ow.nn ea Fans a6'o.o. NOTE: BORING AND NOTCHING SHALL NOT
112'AND LESS ......................................................................Ed (2) SPACING MAX.SPAN i L°�: at eHg•.a 1r o.c.r1a,d(To6N 25s LBC1.._.___....__......_.............. 264 Pit 264 u,r OCCUR IN SAME STUD
19/32'- 3/4.........................................................ad (3)or 6d 14) 2x6 -.
�Q R SHEATHING ROOF SHFATHING 7/8'- I'................................................................................ad 12) oi'o.c, e`o' MAX.SPAN C 7/rsrru to a 4 dyaaa.nn ea-I,.-Is- NON-BEARING EXT. & BEARING
I-1/e•- I-va'.....................................................IOd (3)or 8d 111 _ __81-9• -> >,.do..L 1r a.c.field IT,.,,.251I UBCI__.___............_._.._.._........ Te4 dr 304 dt PARTI_T_I_O_N___ ____P__A_R__T_IT_I_0_N_ _3/4'PLYWOOD STANDARD SHEATHING /2'PLYWOOD STANDARD SHEATHING 2x6'S 2x8 7/e•5rrocfval n dy.00a.nn ed rons a 7•o.c.
T 6 G INDEX N0.40/20, COX INDEX NO.24/0, COMBINATION TION SUBFLOOR-UNOERLAYMENT (TO FRAMING); 9'-6' MAX.SPAN ��. o*sages e :r o.c,nela rtm4 25K 1ACI_ _ 4
i
Q24
.____. ... a 4s ,
UNBLOCKED DIAPHRAM UNBLOCKED WIRE NA S. 7/8'AND LESS .....................................................................ad 141 - 10•_6•-_ DRILLING & NOTCHING OF STUDS o �D A
USE PING SNANKED NAILS: USE COMMON WIRE NAIL 1/8'- I'..............................................................................8d (4) ----2xIO ..Q 3/S'Structu ai t Plyood.Itn ed rons a 2'o.c. e
IOd AT 6. O.C.B.N. Bd AT 6' U.C.B.N. 1-I/8'- -I/4•.......................................................IOd (3)or 8d (4) 2x8.$ I;,- MAX o,eagee A Ir O.C.f1e,C ITdde 25K LBCI..._...................................... 636 N. 636 D., - ;J.•
IOd AT 10 O.C.E.N. Bd AT 12 O.C.E.N. 024'O.C. ' MAX,SPAN /, 15/32'Sfr.,cr,rd I d>.00a.Irn ea Eon.a r D.�. SCALE(NONE
10tl AT 10'O.C.F.N. 80 AT 12'O.C.F.N, 25. PANEL SIDING (TO FRAMING): _ -_-_2 2 L� or*ogee 6 Ir c.c.f1w, (Tape 25K UBG_,----„
--�--- ..._........................... Tao dt Iso de ..
1/2'OR LESS..........................................................................6d (61 2x10'$ 2x12
5/8•......................................................................................ad (6) 024.O.C. IS'-9' MAX.SPAN ...L'TE<, '..1 .I.n too ro11.a z•o.c....._.......__.......... elo df aro Air NOTCHED TOP 1MOkEES RTNANILW/U2oR �� �. J77 A IS/3r St-t-I,of CI('%
14•-3' -% at edges a Ir o.c.f1ala fTobb 2Y L{{CI____,-_,.
25. FIdFR80ARD SHEATHING:17; ! USE[Dx,Cr,OR S1D./Est GLUE n,LIEU OF STRUCTURAL t R+.DOD. I
BALLOON FRAME WALL E USE COX.0.CHANGE. \
/2'...............................................................................No.Il 60 0) NOTE: (� VTR
60 .( ALL RAFTERS OR RIDGE BOARDS SHALL .• •` -
, THESE Vol CIEs ARE EO11 OOUGLA<EA OIA r,D11AR LIMBER SPECKS f
NOTE: 2.4 SnJDS SHALL BE w.C.O.S.CONS'RUC TICN GRACE OR BETTER. `'�
No.111 Oa.19) BE MIN.•2 OR BETTER W,C.D.F.t1LN.0.)
2x6 STUDS SHALL BE w.C.D,F,•2 GRADE OR BETTER. 25/32'................................................................ No.It pa.13) USE GE SKLL PLATE OR x TO wITHPLATES,
STAGGERED Na MG.
(U 2x4 AT ;6'0...IO•-0'MAX.LATERALLY 8d 131 STAGGER NAKNL AT 2ER TOP PUTES. 1. - r
T USE
A 4x4 POST AT VERLIC4l PANEL SPLICES 4.0 2 2X4 BLOCS U
UNSUPPORTED HEIGHT, FOOTNOTE :NOTE$: No.16 qu.(9) AT HORIZONTAL PANEL SPLICES. Ci r,1 f-;--51MP50N FHAIB
*MERE LENGTH OE PLr•OOO SHEAR PANELS EXCEED 4 FEET LDDJLAR M ,,I.,. ill/ 6-16d NAILS
Q (21 2x4 AT 16.O.C.13'-9-MAX,LATERALLY 0.1 COMI4ON OR BOX NAILS MAY BE USED EXCEPT WHERE OTHERWISE STATED. s07H PROVIDE EOL'AL PANEL SECTIONS. TOP O K
UNSUPPORTED HEIGHT, (2.) COMMON OR DEFORMED SHANK, PLATES _ 4.
I PLATE SPLICE TO BE APPLIED FOR (4)-80 TOE NAILS r-
(C� UN 2,4 R 1D O.C.,S-9'MAX.LATERALLY 13.1 COMMON. 13)8d NAILS AT }--CFNTE@ED-OVER STUDS 14't HIGH OR 0.9 2x STI1D O
UNSUPPORTED HF.IGNT, EACH END OF STUD LESS.ADD ONE MORE (3)-16d TOENAIL$ WALL 0
(4,1 DEFORMED SHANK. BRACE -_ -- As NAIL FOR HIGHER OR N
DO 141 2.4 AT 16'O.C.IT-4'MAX.LATERALLY SDI LENGTH STUDS. I (2)-16d END NAILS
UNSUPPORTED HEIT:HT. (SJ NAILS SPACED 0 G•O.C.o EDGES,12'a INTERMEDIATE. SUPPORTS (10'a y l O EA.STUD TO TOP IDEATE NOTCHING OF TOP PLATES _ w
INTERMEDIATE SUPPORTS FOR FLOORS)EXCEPT 6'0 ALL SUPPORTS WHERE SPANS Ix6 DIAGONAL -- _ _
EO II)2x6 AT '6'O.C.17'-5'MAX.LATERALLY ARE 48'OR MORE. FOR NAILING OF PLYWOOD AND PDRTICLEBOARD OIAPHRAGS LET-IN BRACE SCALEE�4'= I'-f)' -'
AND SHEAR WALLS.REFER 10 SECTION 2513(C). NAILS FOR WALL SHEATHING
UNSUPPORTED HEIGHT, MAY BE COMMON.BOX OR CASING. AT EACH CORNER Y
6 25'R O C -- AT RAISED HDR. AT gp4EU NUR.
FO UN 2.6 R 16'O.C.22'-6'MAX,LATERALLY 16.1 CORROSION-RESISTANT SIDING OR CASING NAILS C '(FORMING i0 THE REQUIRE- CENTER TO CENTER NAILS ENO __� �_______ _. `
UNSUPPORTED HEIGHT. MENTS OF SECTION 2516(p I, NAILS HEADER,SEE PLAN USE SIMPSON Si-18' Rl1N TOP 2x OF p81.
(7J FASTENERS SPACED 3-OG.o EXTERIOR EDGFS AND 6'O.C.o INTERMEDIATE 2. STUDS 016.0.C. --y METAL STRAP ON EA. 2x PLATE CONE.OH
SOLE PLATE NAILaNG SUPPORT$, 2x KING STUD. 2x CRIPPLE / SIDE OF HDR. USE SIMPSON ST-18'
18.1 CORROSION-RESISTANT ROOFING NAILS WITH 7/16'DIAMETER HEAD AND 1-1/2' 4)-Btl TOE-NAILS U.N.O.SEE STUDS B 16'O.C. /// METAL STRAP ON EA.
12N�....16d SOLE PLATE NAILING AT 12'O.C. LENGTH FOR 112'SHEATHING AND 1-3/4'LENGTH FOR 25/32'SHEATHING OR PLANS -__> ED._r_ED.-� SIDE OF HDR.-,,
CONFORMING TO THE REQUIREMENTS OF SECTION 25161)I. (3)-16d TOENAILS
IONU....160 SOLE PLATE NAILING AT 10'O.C. 1 I OR - -- --12)8d
\121-16 END NAILS NAILS 2x TRIMMED,U.N.O. 7 1
Bpi....16d SOLE PLA fE NAILING Al 8.O.C. (9.) CORROSION-RESISTANT STAPLES WITH NOMINAL 7/16'CROWN AND 1-1/8,LENGTH U Ea.STUD TO SILL PER STUD SEE PLANS </
FOR v2•SHEATHING A)lp 1-I/2'LENf,TH FOR 25/32'SHEA f)IB4G CONFORMING TO I � Dist.
614....1Ed SOLE. PLATF. NAILING AT 6.O.C. THE REOUIREMENTS OF SECTION 2516(1)1, P.1.O.F. - 1 OPENING --� -
4N....16d SOLE PLATE NAILING AT 4'O.C. SILL PLATE.
2x CONE SILL w/ 2-
N ....16d SOLE PLATE NAILING AT 3.O.C. 16d NAILS a EA.END HDR. ` •� HDR - r
60 DEGREES MAX.
%t'USTAND STANDARD
BOLTS STUDS
2H ,...16d SOLE PLATE NAILING AT 2'O.C. w/ ^TANDAgD CUT WASHERS )6N a MAX,72'O.C..U.N.C.b
BOLTS'EROE SPLILL OR EDGE. --FT 11 7-T� JJE
MAX.1 E ' MIMES LI OF TWO I IBOLTS FER EACH SILL PLATE2
•U.N.O.
LEI-aN BRACE TYPICAL WALL OEFNING RAISLED HEADER FRAMING