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HomeMy WebLinkAbout10140104.pdfVICINITY MAP I. CONTRACTOR SHALL, PRIOR TO COMMENCEMENT OF WORK, FIELD VERIFY ALL EXISTING PROJECT CONDITIONS, INCLUDING DIMENSIONS AND UTILITY LOCATIONS AND UTILITY SIZES. FIELD INFORMATION OF DISCREPANCIES SHALL BE RECORDED ON A REPRODUCIBLE DOCUMENT AND IMMEDIATELY TRANSMITTED TO ARCHITECT FOR PROJECT RECORD, COORDINATION, AND NECESSARY RESOLUTION PRIOR TO CONTINUING An WORK. CONTRACTOR SHALL VERIFY, AND BE ESPONS15L.E FOR, ALL WORK AND MATERIALS - INCLUDIN6 THOSE FURNISHED BY SUBCONTRACTORS. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED SIZES; DO NOT SCALE PRAAIN66 TO DETERMNE ANY LOCATIONS. THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES, PRIOR TO CONTINUING AITH WORK. ALL DIMENSIONS ON PLANS ARE TO CENTER LINE OF HALLS / COLUMNS, AND FAGS OF STUD (F.O.S) OR FACE OF MASONRY (F.O.M), UNLESS NOTED OTHERWISE. 2. ALL AORK SHALL CONFORM TO THE LATEST ADOPTED EDITIONS OF ALL APPLICABLE BUILDIN6 CODES, THE AMERICANS WITH DISABILITIES ACT, AS WELL AS ALL OTHER LOCAL 60VERNIN6 CODES AND ORDINANCES. S. ALL ELECTRICAL, MECHANICAL, AND PLUMBING AORK SHALT. CONFORM TO THE REQUIREMENTS OF ALL LE6ALLY CONTITUTED AUTHORITIES HAVING JURISDICTION. 4. THE 6ENERAL BUILDING PERMITS SHALL BE PAID FOR BY THE OWNER AND SECURED BY THE 6ENERAL CONTRACTOR. ALL OTHER REQUIRED PERMITS SHALL BE SECURED AND PAID FOR BY THE CONTRACTOR OR SUBCONTRACTOR DIRECTLY RESPONSIBLE. ALL REQUIRED CITY AND COUNTY LICENSE$ SHALL BE ACQUIRED AND PAID FOR BY THE INDIVIDUAL TRADES. ALL CONTRACTORS SHALL HAVE VALID CERTIFICATES OF AORKMAN'S COMPENSATION ON FILE WITH THE AFFROPIATE AGENCIES. S. CONTRACTOR SHALL ASSIST OWNER IN OBTAINING FINAL APPROVAL OF LOCAL HEALTH DEPARTMENT AND THE TEMPORARY AND FINAL CERTIFICATES OF OCCUPANCY. b. CONTRACTOR' SHALL PROVIDE BACKING FOR SUPPORT OF ALL WALL, CEILIN6, AND PARTITION MOUNTED ITEMS SUCH AS L16HT FIXTURES, SHELVIN6, EQUIPMENT, AND TELEVISIONS. COORDINATE LOCATIONS AND REQUIREMENTS AITH THE PLUMBIN6, MECHANICAL, ELECTRICAL IN&S. 'I. IT SHALL BE THE RESPONSABILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES, AETHER SHOWN HEREIN OR NOT, AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE FOR THE REPAIR OR REPLACEMENT OF UTILITIES AND ALL OTHER PROPERTY DAMAGED BY OPERATIONS IN CONJUNCTION AITH EXECUTION OF WORK. b. CONTRACTOR SHALL PROVIDE PEDESTRIAN PROTECTION IN ACCORDANCE WITH ALL APPLICABLE BUILDING CODES. CONTRACTOR SHALL PROVIDE REQUIRED PROTECTION INCLUDING, BUT NOT LIMITED TO, SHORING, BRACING, AND ALL OTHER SUPPORTS (INCLUDING INTEGRITY OF THE BUILDING. EN6INEERIN6 OF SYSTEMS) NECESSARY TO MAINTAIN OVERALL STRUCTURAL ALL DEMOLITION AND CUTTING SHALL BE PERFORMED IN A MANNER AND BY METHODS WHICH ENSURE AGAINST OAMA6E TO EXISTING WORK. 41. INTERIOR HALL AND CEILING FINISHES MALL NOT EXCEED FLAME SPREAD CLASSIFICATIONS DICTATED BY ALL APPLICABLE BUILDIN6 CODES. 10. GYPSUM BOARD AND SUSPENDED CEILING SYSTEMS SHALL CONFORM TO ALL LOCAL 60VERNIN6 BUILDIN6 CODES AND ORDINANCES. 11. ALL 6LASS AND 6LAZIN6 SHALL COMPLY WITH , LL APPLICABLE BUILDING CODES AS YELL AS THE U.S. CONSUMER PRODUCT SAFETY COMMISION, SAFETY STANDARDS FOR ARCHITECTURAL 6LAZIN6 MATERIALS (41 FR, 13516 TITLE NO. 16, CHAPTER 11, PART 1201). 12. PIPES, CONDUITS, OR DUCTS EXCEEDIN6 ONE THIRD OF THE SLAB OR MEMBER THICKNESS SHALL NOT BE PLACED IN STRUCTURAL. CONCRETE UNLESS SPECIFICALLY DETAILED. REFER TO MECHANICAL, ELECTRICAL, PLUMBIN6, AND STRUCTURAL ORAAIN6S FOR LOCATION OF SLEEVES AND OTHER ACCESOIRIES. 15. CONTRACTOR SHALL. REFER TO AND CONFORM AITH ALL FINDINGS AND RECOMENDATIONS SET FORTH IN THE SOILS REPORT. THE ARCHITECT ACCEPTS NO RESPON$ABILITY FOR TH EACGURACY OF THE FINDINGS IN THE SOILS REPORT, NOR FOR THE FINAL RECOMMENDATIONS. NOTIFY THE SOILS ENGINEER FOR INSTRUCTIONS PRIOR TO CONTINUING WORK SHOULD ANY UNUSUAL CONDITIONS BECOME APPARENT DURIN6 6RADIN6 OR FOUNDATION CONSTRUCTION. 14. AUTOMATIC FIRE SPRINKLER SYSTEM DES16N AND INSTALLATION IS THE COMPLETE "DE516N-BUILD" RESPONSA51LITY OF CONTRACTOR. PRIOR TO INSTALLATION, SUBMIT TO THE ARCHITECT FOR REVIEW, COMPLETE FIRE SPRINKLER SYSTEM DRAJNIN6S AITH APPROVALS BY ALL AGENCIES HAVING JURISDICTION INDICATED ON ALL SETS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION OF SYSTEM 4-AD5, PLUMBING LINES, AND VALVES SO AS NOT TO BE IN CONFLICT WITH OTHER SYSTEMS OR THE INTERIOR DECOR, AND STILL BE LOCATED AS 60VERNED BY FIRE SPRINKLER CODES AND SYSTEM ENOINEERIN6. ORMIN66 SHALL BE SUBMITTED TO ARCHITECT FOR REVIEW OF THE CONTRACTOR'S COORDINATION OF SYSTEM WITH THE PM16N INTENT OF THE PROJECT PRIOR TO INSTALLATION. 15. FIRE SPRINKLERS SHALL. BE AUTOMATIC TO PROVIDE 100% COVERAGE AND SHALL COMPLY WITH THE RECOMENDATIONS OF THE NATIONAL FIRE PROTECTION ASSOCIATION (NFPA0 STANDARDS PAMPHLET NO. 13 (LATEST EDITION) AND THE OANBR'S INSURANCE UNDERWRITER(S). 16. EXTERIOR OPENIN6S SHALL COMPLY AITH ALL SECURITY REQUIREMENTS AS OUTLINED IN ALL LOCAL BUILDIN6 CODES AND ORDINANCES. 11. ACCURATE AS -BUILT DRAWINGS SHALL BE 6ENERATED BY CONTRACTOR DURING CONSTRUCTION AND SUBMITTED TO OANM UPON COMPLETION OF FINAL PUNCH LIST, BUT PRIOR TO RUEST FOR FINAL PAYMENT. 16. ROOF OBSTRUCTIONS SUCH AS TELEVISIONS ANTENNA, SOLAR PANELS, AND 6UY AIRES SHALL NOT BE LOCATED OR INSTALLED IN SUCH A MY AS TO PREVENT FIRE DEPARTMENT ACCE5 OR EGRESS IN THE EVENT OF A FIRE. EXISTING LIVING AREA PROPOSED ADDITION AREA 1 PROPOSED ADDITION AREA 2 SUB TOTAL TOTAL 121..011 r—XISTIN6 SrTBAO 10 1.011 EXISTING SETBAGK 754.00 SQ. FT. 338.00 S.Q. F.T. — 683 S.Q. F.T. 12038 S.Q. F.T. i 12 792 SQ. FT. i` lu .n ►+liTiT��' STANDARD AVENUE SITE f0wo 017' L A N LOT 25 ZONING: BLOCK CONSTRUCTION TYPE: 1/-I HR TRACT 696 OCCUPANCY: MAP BOOK G NUMBER OF STORIES: TWO STORIES ,APPLICABLE GORES: CITY SANTA ANA I41417 UNIFORM BUILDING CODE 2000 UNIFORM MECHANICAL CODE COUNTY ORANGE COUNTY 2000 UNIFORM PLUMBING iggq NATIONAL ELECTRICAL. COME STATE CA. 2001 CALIFORNIA BUILDING CODE 2001 CALIFORNIA MECHANICAL CODE A. P . N . 2001 CALIFORNIA PLUMBING GORE 014— 1 22— 20 2001 CALIFORNIA ELECTRICAL CODE LEGAL DESCRIPTION rXISTIN6 Sr—TE3AOi< 41-011 rXISTIN(5 5FTE3AO< 50ALE: I "=10'-0i BUILDING ANALYSIS ;1�w:);44d1nw 17"A TITLE SHEET/ PLOT PLAN 2 IST/2ND FLOOR $ELEr..,,,TRIr.-,.,AL PLAN 3 FOUNDATION 8 ROOF CLAN 4 FRAtvIINC.7 S ROOD FRAMINO PLAN 5 ELEVATION SEC.TION A 51 DETAILS 52 DETAILS T t 3 � 'f U R r �5 DETAILST�; X�._. Ft, �,.. C F� F rF CON R }_,.. 54 w�, ro vARENOTES CLECT"w E i 4G, PLANS' This c.t of plan, I I I a It 19 the, job n �s { n a a Rt all thmses any it is unlawful 'at o I la r alt r I " mh0ut vffifi,011 pernlissionfrom the a� t City of Santa Ana. The acceptance of this III 1x IIIcIIIii HALL NU I be held Permit nor approval I fill %�I jia ..� �q ��y p�pp Qj�gg any ya � Vs�=CNBIFg909 b i�lO bT t .I9S 8 � provisions of ANY Cit nce r t 1r. Accepted,ate t 7 ITS OF SANTA ANA NOTE: Issued NORTH TRU55 5HOP I�)RAN I NCB ANC OALOULAT I ONS SHOULn 5UE3M I T TO E-N(51 NEER ON IREOORI�) 5 AFFRCY'AL PRIOR TO 5UE3M I T TO E3U 1 Li> I NG 17)F 'T. '' F �iki DR 4" cq { AN ' , . Ise E. S NO COTS A " HONE a �71 7-2700 Si JRJYP�C71 Tr) a~t• ._. 2 N-W(r-; ( terL, 0) 9 .1 r --. 1-,z 4 � 4 � 3 1 AL AGUIRRE & ASSOCIATES 2222 KANSAS AVE. SUITE D RIVERSIDE, CA 92507 TEL. (909) 684--4222 FAX: (909) 684--4333 THIS PLAN AND ANY ACCOMPANYING DOCUMENT ARE THE AORK PRODUCT AND THE PROPERTY OF AGUIRRE 4 ASSOC. (HERE IN AFTER CALLED "THE COMPANY") AND MAY NOT BE USED, COPIED, OR REPRODUCED WITHOUT THE MITTEN PERMISSION OF THE COMPANY. THESE PLANS AND ANY ACCOMPANYING DOCUMENTS OR PROPOSALS SHALL. BE PAID FOR AS A WORK PRODUCT FOR A PRICE AGREED UPON. DELIVERY OF THIS PLAN AND ANY ACCOMPANYING DOCUMENTS TO THE O NM OR HIS CONTRACTOR 16 CONDITIONED UPON THE ABOVE UNDERSTANDING AND ANY VIOLATION OF THIS CONDITION MAY BE ENJOINED OWOR REDRESSED IN DAMAGES IN ANY COURT HAVING JURISDICTION OF THE SUBJECT MATTER. DIMENSIONS, MEASUREMENTS, AND LOCATION OF PRESENT OR PURPOSE PL.UMBIN6, ELECTRICAL, AND OTHER FACILITIES ARE ALL REPRESENTED ON THE BASIS OF THE BEST INFORMATION AVAILABLE AND ARE SUBJECT TO VERIFICATION. PROPOSED OUTLETS AND FACILITIES MAY BE SUBJECT TO CHANGES IN PLANS, OR AORK TO BE DONE, BEYOND COMPANY CONTROL. THE COMPANY MAKES NO REPRESENTATION AS TO THE ADEQUACY OF SUCH OTHER FACILITIES OR THEIR COMPLIANCE AITH APPLICABLE CODES AND ORt71NANC,E5. DRAWN CHECKED AL A6UIRRE DATE 017/05/03 SCALE I" = 10'-0" JOB NO. SHEET 1 4�p- e vd) bi LAO 0 F — F f RST FLOOR E5 { { I to I° f u- I I ( 1 I 1z I-j Io (O I� 1 u.. 1 1 I FIRST FLOOR LI L----- _ _ --- SEG- - ONr;) t'-LOOR LAN 50ALE:1 /4" - 1'-0" 5CAL F: I/4" = I'-0 PROVIDE POSITIVE ELECTRICAL DISCONNECT (sm SEc. Soq) SEE SEC. slob (5) —i► WORKING �0 AT T LS e 50„ WARM - AIRI cNACE LEVEL NtS PLATrORM MIN. 20' MAX 90"x80" POR SERVICING EQUIPMENT ATTIC HVAC EQUIP. MUST COMPLY WITH SEC 501S AND '10'T.1 OF THE Isl®I? UMC. ALSO, SEC. 210.65 AND 210.10 OP THE 141416 NEC. LIGHT SEC,. 5001 ALSO REQUIRES Ovm CONYENIENCE OUTLET CoNTROLs (feetCEPTACLPa WITHIN 25' OP EQUIPMENT /-110 VOLT OUTLET SEG.210-65 NEC. lu 24" WIDE I SOLID rLOORING I m ACCES WAY I I V I +r S I,1�r—SW.210-10 NE . so" x EO" ACCESS OPENING ATTIC ACCES OPPENIN& SHALL BE SIZED FOR THE REMOVAL OF THE LARGEST PIECE OF AQUIPMENT. Room Addition Sq, C_ 0 FLOOR FLAN NOTES I. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED 2. WALL INSULATION SHALL BE R-15 5. ROOF INSULATION SHALL BE R-50 4. UNDER FLOOR INSULATION SHALL BE R-Iq 5. ALL RECEPTACLES IN KITCHEN AND GARAGE SHALL BE CFI. OUT SIDE RECEPTACLES SHALL BE WEATHER PROOF. (o. LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING IN KITCHEN AND BATHROOM SHALL HAVE EFF I G I ENCY OF NOT LESS THAN 40 LUMENS PER WATT T ALL WINDOWS SHALL BE DUAL PANE '\ L S. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE WITH BATTERY BACK UP. q. PROVIDE 50"X 22" ATTIC ACCESS IO.FAN5 SHALL HAVE 5 AIR CHANGES PER HOUR 11. APPROVED SMOKE DETECTOR WITHIN 12" OF THE CEILING AT TH15 LOCATION 12.PROVIDE EARTHQUAKE STRAPS AT TOP AND BOTTOM OF WATER HEATER 15.ROOF ATTIC HEATING OR A.G. EQUIPMENT ON BEARING WALLS OR BEAMS. FOR TRUSSED ROOFS, DOUBLE TRUSSES. 14.PROVIDE APPROVED BACKFLOW PREVENTION DEVICES AT ALL EXTERIOR H05E BIB5. 15.6LAZIN6 IN THE FOLLOWING LOCATIONS SHOULD BE OF SAFETY GLAZING MATERIAL IN ACORDANCE WITH SECTION 2406.4 ( SEE EXCEPTIONS): a). FIXED OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING 15 WITHIN A 24-INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A OL05ED P051TION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LE55 THAN 60 INCHES ABOVE THE WALKING SURFACE. WINDOW ADJACENT TO DOOR AT KITCHEN. 16."ATTIC VENTILATION OPENINGS SHALL BE COVERED WITH CORRO5ION-RE515TANT METAL MESH WITH MESH OPENINGS OF 1/4-INCH IN DIMENSION." SECTION 1505.5. 11.11THE MANUFACTURED WINDOWS SHALL HAVE A LABEL ATTACHED ORTIFIED BY THE NATIONAL FENESTRATION RATING COUNCIL (NFRC) AND SHOWING COMPLIANCE WITH THE ENERGY CALGULATION5." NOTE: : ALL. NEW GLAZING WILL BE I N5TALLED W I TH A GF=%T I FY I NG LABEL ATTACHED 5HONING THE U VALVE. NOTE: APPROVAL OF THESE PLANS BY THE BUILD 1 NG DEPARTMENT DOES NOT INCLUDE APPROVAL FOR ANY TYPE OF ALARM SYSTEM THAT MAY BE SHOWN OR REQUIRED. SEPARATE APPROVALS FOR ANY ALARM SYSTEMS MUST BE OBTAINED." DOORS AND PANELS OF SHOWER AND BATHTUB ENCLOSURES SHOULD BE FULLY TEMPERED, LAMINATED SAFETY GLA55 OR APPROVED PLASTIC. LEGEND Q EXHAUST FAN �- CEILING MOUNT FIXT. �- VQALL MOUNT FIXT. FLUORESCENT � NP/CFI OUTLET Tl'P. DUPLEX OUTLET SWITCH �c7FI GROUND FAULT INTERUPTER � SMOKE DET. S.D. � FAN A GENERAL LIGHTING FIXTURES IN BATHROOM AND KITCHEN SHALL HAVE LAMPS WITH A EFFICANCY OF AT LEAST 40 LUMEN PER WATT. 1:3 SUITABLE ` FOR WET LOCATIONS ELEC,EGAL NOTES 1. ALL WORK SHALL COMPLY BY THE CURRENT N.E.G. 2. MAIN 5ERVICE SHALL BE 400 AMP. PANEL 5. INSTALL LIFER BAR 4. ALL WIRING SHALL BE ROMEX TYPE 5. ALL RECEPTACLES IN KITCHEN, BATH, AND GARAGE SHALL BE CFI. OUTSIDE RECEPTACLES SHALL BE WEATHER PROOF 6 LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING IN KITCHEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LESS THAN 40 LUMENS PER WATT. T ATTIC FAU SHALL HAVE LIGHT AND 5NITCH (IF LOCATION 15 CHANGED) 5. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE W/ BATTERY BACK UP a a. PROVIDE 5ON22" ATTIC ACCESS 10. FANS SHALL 5 AIR CHANGES PER HOUR 11. ALL CEILING FANS SHALL BE INSTALLED TO METAL BOXES OR EQUAL 12. AIR CONDITIONER CONDENSER UNIT SHALL HAVE 015CONNECT 15. MAKE ARRANGEMENTS IF APPLICABLE FOR PRE -WIRE CABLE T.V., TELEPHONE, ALARM, INTERCOM, CENTRAL VAC, ETC. �SV LEGEND EXISTING lNALLS jJ1�GG��%%I%II/lj EXISTING WALLS TO DEMO NEW YiAL.L 0 DRAWN �3c ; CHECKED AL AGUIRRE DATE 04-25-05 SCALE 1/4" = 11-011 Jos No. SHEET 2 3 -O C r-, a 0 C 0 4-- I m of r 0 0 Q I d N O 0 w r _I d H f- z w 0 I --I cn w cr rT- w H Q X co 0 I cri a� x r C0 U a.. 0 ,2 CD cn LL- / / a.i 0 d J O 4-j d DRILL & GROUT #4 INTO D( FOOTING TOP & BOTTOM. EMBED 12' INTO DX. FTC. IXTEND 24" INTO NEW FTG., TYP. AT ALL UN T 1 0 1L NEW CONNECTIONS TO EX, FOOTINGS RnnF I INF ROOF LINE SCALE:1/4" ! I'-011 5TUD5 5 1/2" MIN. ATTACHMENT FLANGE WEATHER—RE515TI VE BARRIER REQUIRED TO LAP THE WEEP SCREED ATTACHMENT FLANGE LATH AND PLASTER WEEP SCREED 4" CLEAR TO GRADE 2" CLEAR PAVED SURFACE EARTH V�EEF 5C.,REED DETAIL (7*rf='IC.,A UDS EXIST. WALL EE PLAN) YWD. SUBFLOOR PLYWD. SUBFLOOR fER FLOOR JOIST OVER FLOOR JOIST EE PLAN) �-+ EXIST. FLR. JST. . IF!'i'' III! ............. . . . . 115!11� SHF.AR BOLTS USE 5/511 x 10" S I MPSON BOLT A/5ET H 16H 5TR5N&TH EPDXY MIN. EMB=D = 10" HOLD—DOWN s, USE 5/5 x 15 51 MP50N A. BOLT W/5r=T H 16H 5TR5N6TH r= BOXY MIN. EMBED = 10 NEW 3 1/2- CONC. SLAB ORL & FEIM X 2f LONG SUBGR'D 0 Y O.C, BM C K10 OL F00IBIG 00 Ir K110 0 SLAB r—r FOOTING\� �l� FOUNDATION NOTES I. CONCRETE SHALL ATTAIN 2500 P51 IN 25 DAYS 2. ANCHOR BOLTS SHALL BE 5/5 DIA. X 10" MIN. EMBED. MIN. 7 1/211 AT 60" O.G. W/ 2" 50. WA5HER5 5/16" THICK. AND 12" FROM ALL SPLICES AND CORNER.5 ULE55 NOTED OTHERWISE. 5. CONCRETE SLAB TO BE 5 1/2" THICK UNLE55 NOTED OTHERWISE 4. BOTTOM PLATES 5HALL BE TREATED D.F. 5. ALL HOLD DOWN HARDWARE 5HALL BE IN PLACE PRIOR TO INSPECTION g (b. FOR ANCHOR BOLT SPACING AT SHEAR WALLS 5EE SHEAR WALL SGHED' '; '0 7. SLAB SHALL HAVE EXPAN51 ON JO I NT5' 5. 5 1/2" GONG. STOOP AT EACH EXTERIOR DOOR UNLE55 NOTED OTHERWISE Amoy» /aaadp Par adda'rvd cfrors /n aav sAom wall stud 0 drill bit min. min. min. min. avg ult allow. shear 0 embec wall edge end tension load Vc thickness dist. dist. load. 2000 psi 5/8 5/4 10 6 1-5/4 5 2500 100 155 5'75 66 4r X 4 "00.0'.0 do.VI-stlrg PaailrY - 4.1 —f�17.?i4 ors?h17r.7-7 — ,5/B "trBadod rvd `✓/ /O"resin. e�rnlaesa'sy/ .fr)WA 140717W r�,OaXy SPfG/.4L /NSr1vZva71'aN14&ra. ?f"' FPar hv&/v7dO, slza la "I i»!n. 3"�%Ar rain U DRAWN PIE 0 - CHECKED AL A61JiRRE DATE 04-25-05 SCALE 1/4" = I'-O" JOB NO. SHEET 3 a a) c ro �I 0 <r <c N O z w a H z w 0 H cn w i cn w r—i Q x i cn u CD 0 M- cn ^L co x W —F—j U CD O a r cc ry- w r-, w <r 0 Q )OF f=R,4M1 NG NOTE: PROVIDE DBL . FLR. J5T. UNDER ALL PART I TI ON5 PARALLEL TO FLR. J5T. HANDRAIL AND 6UARDRAIL SHALL BE DESIGNED AND GON57RUGTED TO WITHSTAND LOADS AS REGURED PER UB.C.-STAIR CONTRACTOR NOTES: SHALL PROVIDE SHOP DRAWINGS AND CALCULATIONS TO 5LD`6 ROOF DIAPHRAM: AND SAFETY FOR APPROVAL PRIOR TO 1/2" APA RATED 5HEATHIN6, OR 055 UNBLOCKED DIAPHRAM INSTALLATION, MEETING ALL GODS EXTERIOR GRADE, INDEX 24/0 W/ 8d NAIL5 ® 6" O.G. AT E06E5 AND BOUNDARIES VA REQUIREMENTS, AND SMALL 61JARANTEE @ 12" O.G. IN FIELD. 1 1 /4 ° INSTALLATION OF SAME. 1 1 /4 2" MAX 2" MAX NOTE: B.N 2X4 STUDS E.N. ® 16" O.C. PAINT 6RArJE SHAPED PAINT 6RADE SHAPED FLOOR DIAPHRAM: 2X BLKG. O HANDRAIL O z HAWRAIL 5/4" APA RATED 5HEATHIN6 OR 055 UNBLOCKED DIAPHRAM' W/ 'A35'/BLK. cn N =t 2X2 WOOD BALUSTERS cSl �y 2X2 woos SALU5TER5 EXTERIOR GRADE, INDEX 46/24 W/ IQd NAIL5 @ 6" Q.G. AT E06E5 AND BOINDARIE5, S.N. Ci SPACED 50 A 4' SPHERE Q — SPACED 50 A 4' SPFIEZE @ 12" O.G. IN FIELD. Z d CANNOT PASS-THRU w/ z I1 5/8'X2' L INTE:SRAL d CANNOT PASS,-TH W W/ I33/' L INTEGRAL B.N. B . N . � E. N . m� m� E.N. O® O� ~ �-- L — -- ---E. N mm STAIR TREAD OR STAIR TREAD OR 2X BLKG. LANDING LANDING , , W/ A35 /BLK. 2X STUDS V A\, IXb VOW CAP Imo, y� CAP 16" O/C / OR BEAM/ wooD TRIM OPTION WOOD TRIM OPTION _ PLAN -- DOUBLE JOIST OR 2XI2 STRINGER 5/6" 6YP5UM YVALL 5/8' GYPSUM wAd.L „ BOARD ,, BOARD ... ♦ ♦ "" PIP 2.. pup i (5) 2x14 STRIN6ER5 2 fib" PL0000 TREADS 2X TREAD 3� 2x4 P.T.M.5. J SHOT PINS a 12" O.G. " MIN. 8 4 m t 4 I STAIR DETAIL. (E30TTO Q fib" PLYWOOD TREADS OR 2X TREAD PLYWOOD SUBFLOOR ® 2x DBL. FLR. JOISTS (2) ® APPROVED HANGER (HU414) MIN. SIMPSON �5 (5) 2x14 STRINGER5 STAIR DETAIL (TOP) Ui fib" PLYWOOD (ATR. PROOF) OR 2X TREAD ® 2x4 PLATE V PLYWOOD SUBFLOOR ® 2x14 STRINGERS (3) MIN. Q 2x BLOCKING STAID'. DETAIL. STAIR NOTES HANDRAIL - 56" OT 56" ABOVE NOSING W/ SAFETY RETURN 4 MAIL MAX. CLK, 5PAGIN6 OF INTERMEDIATE RAILS HEAD ROOM - 6'-6" MIN. MIN. WIDTH OF 56" 2X4 CONTINUOS FIRE BLOCKING BETWEEN STUDS 5/6" TYPE X DRYWALL BELOW STAIRS. CEILING 4x4 POST 2x12 TREADS (TRET'D) PLY. TREADS 4 RISERS FLOUR 2-3/8" M.B. pm Z�67A IL "5 " OUARDRA 11.... DETAILS. WOOD RAILING 6UA " FRAIL —'4x4 POST m Z 5/6" Trt G PLY AD. 2x8 F.J. ® 16" O.G. 4x12 STRINGER MAX. 8" R15E MIN. a" RUN 2X6 GAP 4 RAIL 2X2 VERTICALS'" 4X4 P05T----- B.N. RIM J015T5 01/2" DIA. MACHINE BOLT5 4 WASHERS AT EACH P05T 5CALE:I/4" = 1'-0" +� 4' MAX. t - _k 4" MAX. 2X6 GAP 4 RAIL ■ to 4X4 POST 2X2 VERTICALS ■ ® `C r ■ ■ ■ (2) 1/2" DIA" MACHINE ■ BOLTS 4 AASHERS ■ AT EACH POST ■ O ■ ■ s • ♦ f,I� 4 t &UARPRAIL Pt"TAIL Sam J Gr' Mo M s r # R (£4# •T PRAM I NCB NOTES I. ALL LUMBER TO BE D.F. #2 OR BETTER 2. ALL 5EAM5 TO BE D.F. #1 OR BETTER 5. WHERE TRUSSES ARE USED, TRUSSES SHALL NOT BEAR ON INTERIOR WALL UNLESS I ND I GATED OTHERWISE. 4. ALL HARDWARE SHALL BE OF APPROVED TYPE. 5. ROOF SHEATHING SHALL BE 1/2" GDX PLY OR 055 A/ Sd NAILS AT 6/12. 7. FACIA SHALL BE D.P. OR SPRUCE UNLESS NOTED OTHERWI5E 5. EAVES SHALL HAVE SHIP LAP UNLE55 NOTED OTHERWISE Q. ALL ROOF OPENING SHALL HAVE FLASHING 10. ALL EXTERIOR AALL5 SHALL BE 2X4 STUDS AT 16" D.G. UNLESS NOTED OTHERWISE. ALL PLUMBING AALL5 SHALL BE 2X6 STUDS AT 16" O.G. ANY HALL ABOVE ID' 5HALL BE 2X6 STUDS AT 16" O.G. ALL INTERIOR AALL5 SHALL BE 2X4 STUDS AT 16" O.G. II. ALL EXPOSED PLYWOOD SHALL BE COX. 12. FLOOR SHEATHING SHALL BE 5/4" T 4 G PLYAOOD GLUED AND NAILED IOD 6/12 MIN. 15. D15L...1015T UNDER ALL WALL5 OR BLOCK,. 14. A WEATHER RE515TI VE BARRIER SHALL BE I N5TALLED z AND, AHEN APPLIED OVER ROOD 5A5E 5HEATHI NG SHALL INCLUDE TWO LAYERS OF GRADE D PAPER. m . LE55 THAN 49 DECK JOISTS f 0 DRAWN RICK CHECKED AL AGUIRRE DATE 04-25-05 SCALE 1/4" = 1'-01I JOB NO. SHEET 4 I TO MATCH EXISTING COMP. ROOFING IN/ #15 FELT OVER 1/2" COX. PLYAD. SHEATHING Li L-i I 1 1-1 L Lj iii�iit`uii iuni uii un I ?I It 50ALE: 1/4" 1'-011 TO MATCH EXISTING COMP. ROOFING N/'#15 FELT OVER 1/2" COX. PLYM. SHEATHING 12 4 TO MATCH EXISTING - TOP PLATES PL ATES L-ATE5 FASCIA 501A M Al 'WISH FLOOR FIN15H FLOOR TOP PLATES TOP PLATES T 'WEEP SCREW =IN15H FLOOR TO MATCH EXISTING COMP. ROOFING YV #15 FELT OVER 1/2" COX. PLYM. SHEATHING 12 4 TO RA---T-ZH EXISTING TOP PLATES FASCIA 4z FINISH FLOOR U Ll T 17-1 11 77- TOP PLATES•• TOP PLATES NEFF 50REPP WEEP SCREED q \ 15H IF -OOR FINISH FLOOJSLN I ril I 10 5CALE:1/4" - 11-011 TO MATCH EXISTING COMP. ROOFING K/ #15 FELT OVER 1/2" COX. PLYY0. SHEATHING 4 TO MATCH EXISTING7 Top PLATES :% TOP PLATES FASCIA FASCIA T I FINISH FLOOR FINISH FLOOR - TOP PLATES TOP PLATES =AS- I A FASCIA . % WEEP SCREED J _ ' " " . ' WEEP SCREW FINISH FLOOR FINIC-44 r -e,7tjRt A E V A N 5oALE: 1/4" ='1'-O" TO MATCH EXISTING COMP. ROOFING YV #15 FELT OVER 1/211 Cox. PLYYO. SHEATHING 12 4 TO MATCH EXISTING 1�N1i����������1 � r��r1�l��r�l�li■�r�l�i�rr■%���11■i�i TOP PLATES FASCIAll I ......... L FINISH FLOOR TOP PLATES TOP PLATES T WEEP SCREED WEEP SCREW FIN1544 EL FINISH GRADE FIN15H GRADE FINISH GRADE �I 1=L EVAT1 0 N L E; A T I Coo)h N 50ALE:1/4" = I'-011 50ALE:114" = I'-011 O DRAWN CHECKED AL A&UIRRE DATE 04-25-05 SCALE 1/411 = 11-011 JOB NO. SHEET 5 -------------- 2x SCAB PLATE W/ STUDS PER 4 - 16d EA END PLAN �j L I N L L I N U I L PLATE TOP OF SLAB GLUE -LAMINATED WOOD TESTS AND INSPECTIONS AB W/ [PLATE WASHERS -- 7" MIN INTO CONC 1. ALL FABRICATION AND WORKMANSHIP SHALL CONFORM TO THE CURRENT EDITION OF 1. CONTINUOUS INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR ALL 1/4 x 2 1/2 x 0'-2 1/2111 jj (WHERE CURB OCCURS PER PLAN / DETAILS ADDL LENGTH EQUAL THE STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED DOUGLAS FIR FiELD WELDING, HiGH STRENGTH BOLTING, POST -TENSIONING, CONCRETE WITH A TO CURB HT) (COAST REGION) LUMBER BY THE WEST COAST LUMBERMEN'S ASSOCIATION AND THE STRENGTH OF 2500 PSI OR GREATER, AND MASONRY WHERE NOTED ON THE PLANS AND L11 5" MIN X 5" MIN CURRENT EDITION OF TIMBER CONSTRUCTION. DETAILS. THE EXTENT OF SUCH INSPECTION SHALL CONFORM TO SECTION 1701 OF THE z Q 12" MAX 12" MAX UNIFORM BUILDING CODE. AN AFFIDAVIT SHALL BE ISSUED TO THE ARCHITECT/ENGINEER " 2. ALL GLUE -LAMINATED WOOD BEAMS SHALL BE DOUGLAS FIR, COMBINATION 24F `' WITH WATERPROOF RESORCINAL OR PHENOL RESORCINAL GLUE CONFORMING TO THE AND THE BUILDING DEPARTMENT AT THE COMPLETION OF EACH TYPE OF WORK STATING 4nIV- 11 al v Tl Q 1711 FEDERAL SPECIFICATIONS MIL-A-397-8. CORE LAMINATIONS MAY BE HEM FIR. USE WHETHER THE WORK WAS IN CONFORMANCE WITH THE APPROVED PLANS AND 2" MAX PANEL PER PLAN TYP COMBINATION 24F-V4 OR 24F-V5 FOR SiMPLY SUPPORTED BEAMS AND COMBINATION SPECIFICATIONS. CONCRETE INSPECTION MAY BE LiMITED TO SLUMP TESTS, 24F-V8 OR 24F-V10 FOR CANTILEVERED BEAMS. COMPRESSION TESTS, AND INSPECTION OF PLACED REBARS. AT CORNER AT INTERSECTION AT SPLICE 3. FINISH OF LUMBER SHALL BE INDUSTRIAL APPEARANCE GRADE IN CONFORMANCE 2, REQUIRED SPECIAL INSPECTIONS: TYPICAL. PLATE ANCHOR BOLTS WITH THE STANDARD APPEARANCE GRADES OF A.I.T.C. IN ADDITION TO THE REGULAR INSPECTIONS, THE FOLLOWING ITEMS WiLL ALSO REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SECTION 1701 OF THE UNIFORM BUILDING 4. AN A.I.T.C. CERTIFICATE OF COMPLIANCE FOR EACH GLU-LAM BEAM MEMBER SHALL EN @ JOINT BE SUBMITTED TO THE BUILDING INSPECTOR AND APPROVED BY THE ENGINEER AND CODE. TOP PLATES (STAGGER) THE LOCAL BUILDING DEPARTMENT PRIOR TO INSTALLATION. ITEMS: A. SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION HOLD DOWN POST \ . , / JOINT STUD PER B. STRUCTURAL CONCRETE OVER 2500 PSI FOR GRADE BEAM PER PLAN T I 'I 2" MI EDG TRUSSES C. EXPANSION EPDXY ANCHORS C1 / � N E EN I•) �J )II � )II DISTANCE TYP 1. MANUFACTURER SHALL SUPPLY TO THE ARCHITECT/ENGINEER OF RECORD N/A/ /� /� J / I,� STUD PER �/ (� PLAN HOLD DOWN SHEAR WALL SCHEDULE MARK WALL TYPE & NAIL SPACING (COMMON OR GALV. BOX) ALLOWABLE (NCHOR MIN. BOLTS OLINTSCONCRETE) UPPESILLNAIL NG FLOOR A35 SPACING 7/8" STUCCO OVER PAPER BACKED LATH W/ 11 GA. 180 5/8" @ 72" 16d @ 8" 40" X 1.5 GALV. NAIL @ 6" O.C. AT TOP AND BOTTOM S PLATES, EDGE OF WALL AND IN FiELD SEE NOTE #3 BELOW 3/8" CDX PLYWOOD W/ 8d NAILS @ 6" O.C. @ 260 5/8" @ 54" 16d @ 6" 20" Ag EDGES AND @ 12" O.C. IN FIELD. (* 320) (* 5/8" @ 32") <--DBL. SIDED (* 16d @ 3") SEE NOTE #5 BELOW 3/8" CDX PLYWOOD W/ 8d NAILS @ 4" O.C. @ 380 5/8" @ 46" 16d @ 4" 15" EDGES AND @ 12" O.C. IN FIELD. (* 760) (* 5/8" @ 32") <--DBL. SIDED (* 16d @ 2") 10 USE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" SILL PLATE. 3/8" CDX PLYWOOD W/ 8d NAILS @ 3" O.C. @ 490 5/8" @ 34" 16d @ 3.5" 10" EDGES AND @ 12" O.C. IN FIELD. (* 980) (* 5/8" @ 16") <--DBL. SIDED (* 2-16d @ 3.5") 11 USE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" SILL PLATE. 15/32" STRUCT. I PLYWOOD W/ 8d NAILS @ 3" 550 5/8" @ 32" 16d @ 2.5" 9" A O.C. @ EDGES AND @ 12" O.C. IN FIELD. (* 1100) (* 5/8" @ 16") <--DBL. SIDED (* 2-16d @ 2.5") 12 USE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" SILL PLATE. 3/8" CDX PLYWOOD W/ 8d NAILS @ 2" O.C. @ 640 5/8" @ 26" 16d @ 2.5" 8" BOTH SIDES A EDGES AND @ 12" O.C. IN FIELD. (* 1280) (* 5/8" @ 13") <--DBL. SIDED (* 2-16d @ 2.5") USE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" SILL PLATE. 15/32" STRUCT. I PLYWOOD W/ 8d NAILS @ 2" 730 5/8" @ 24" 16d @ 2" 6" BOTH SIDES A O.C. @ EDGES AND @ 12" O.C. IN FIELD. (* 1460) (* 5/8" @ 12") <--DBL. SIDED (* 2-16d @ 2") USE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" SILL PLATE. 15/32" STRUCT. I PLYWOOD W/ 1Od NAILS @ 2" 870 5/8" @ 16" (* 2-16d @ 3.5") 6" BOTH SIDES O.C. @ EDGES AND @ 12" O.C. IN FIELD. (* 1740) (* 3/4" @ 12") <--DBL. SIDED (* 2-16d @ 2") 16 USE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" SILL PLATE. CALCULATIONS AND SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO NOTES: _ ANCHOR In SUBMITTING TO THE BUILDING DEPARTMENT FOR APPROVAL AND PRIOR TO PER PLAN FN 1. (*__-) IN THE TABLE DESIGNATES THAT SHEAR WALL SHEATHING IS TO BE APPLIED ON BOTH FACES OF THE WALL. I. joist to sill or gtrder,toenall 5- 8d 2. ALL PLYWOOD EDGES MUST BE BLOCKED W 2X SOLID BLOCKING. FIELD NAILING SHALL BE 12 O.C. FOR STUDS FABRICATION. ALL CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY 2. bridging to joist, toenail each end 2- 8d SPACED AT 16" O.C. AND 6" O.C. OTHERWISE. 3. PAPER BACKED SELF -FURRING EXPANDED METAL LATH WITH ICBO APPROVAL. REGISTERED PROFESSIONAL ENGINEER. IT SHALL BE THE RESPONSIBILITY OF THE 5. 1" x 6" subfioor or less to each joist, face nail. 2- 8d EN @ PLATE 4. WHERE ALLOWABLE SHEAR VALUES EXCEED 350 PLF, FOUNDATION SILL PLATE AND ALL FRAMING MEMBERS NOTES: (STAGGER) RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3-INCH NOMINAL MEMBER. NAILS MANUFACTURER TO OBTAIN BUILDING DEPARTMENT APPROVAL OF CALCULATION AND 4. wider than i" x 6" sub floor to each joist, face nail 3- ad 1) FOR ITEMS NOT NOTED SEE PLAN & SHEAR WALL SCHED. SHALL BE STAGGERED. 5. WHERE PLYWOOD IS APPLIED TO BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER 5. 2" subfloor to joist or girder, Mind 4 face nail 2- I6d 2 MiNIMUM PANEL DIMENSION IS 1'-O". ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBER OR FRAMING SHALL BE SHOP DRAWINGS PRIOR TO FABRICATION. 3 USE FULL SIZE PANELS WHERE POSSIBLE. 3-INCH NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED. 6. sole late to oist or blocktn trtcal face nailing I6d a 16" oz. +� 6. ALL CONTINUOUS EXTERIOR FOOTING SHALL HAVE 5/8" X 10" A.B. @ 6' O.C. FOR MONOLITHIC POUR CONCRETE Dole plate to joist or blacking' 5-I6d per 16" 4 FIELD NAILING (FN) @ 12 UON. SYSTEM AND 5/8" X 15" A.B. FOR NON -MONOLITHIC POUR CONCRETE SYSTEM UNLESS AT SHEAR WALL PANEL WHERE 2. TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST LOCAL BUILDING T top plate to stud, end nailing 2-16d 5 Dx] SOLID BLKG @ HORIZ JOINTS. ANCHOR BOLTS SHALL BE INSTALLED PER SHEAR WALL SCHEDULE. 7. ALL INTERIOR BEARING AND NON -BEARING FOOTING'S SHALL HAVE 7/32" SHOT PINS @ 32" O.C. & 48" O.C. CODE FOR ALL LOADS IMPOSED, INCLUDING LATERAL LOADS AND MECHANICAL 6. stud.to sole plate 4- ad, toenail or 2- I6d, end nail RESPECTIVELY. EQUIPMENT LOADS. a. dbl. stud, face Hall I6d ®24 o.c. TYPICAL SHEAR WALL. ELEVATION 8. ALL ANCHOR BOLTS SHALL HAVE PLATE WASHERS A MINIMUM OF 2" X 2" X 3/16" THICK. 10. dbl. top plates, NP. face matt I6d ® 16" o c. dbl. top plate, lap splice 6- I6d 3. TRUSSE SHALL BE MANUFACTURED WITH STEEL WEBS, TRU PIN CONNECTIONS AND 11. blocking between joist or rafters to top plates, toenail 5- 8d STRUCTURAL WOOD CHORDS. 12. rim joist to top plate, toenail ad a I6" oz. EN EN EN 4. TRUSSES AND TRUSS PARTS SHALL HAVE PRODUCTS ACCEPTANCE FROM THE 15. top plates, laps 4 intersections, face nail 2-16d 4`-0" MIN. 4'-0" MIN. Y INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS. 14. Cont. header, two pieces Ibd ®I6" o.ca . along each side tL JOINT JOINT .!DINT Q Q 15. ceiling joist to plate, toomatl 5- ad PLATE SIZE 4 NUM5ER OF 5. CROSS BRIDGING AND/OR BRACING SHALL BE PROVIDED AND DETAILED AS REQUIRED 0 NAILS SEE SGHEi7. I (/2" 3" 6" o" / Ib. Cont. header to stud, toenail 4- 8d EN -/' TO ADEQUATELY BRACE ALL TRUSSES. BRIDGING SHOULD BE INSTALLED AS IT ceiling joist laps over partition, face matt 5- ibd SN � EN� SN 20d eb"(5x6 P ANTES) Mi .MI . 5OLTS SEE L�1/ �� 5GHEL�. ��`\❑ Ibd ®6 MIN. ERECTION PROCEEDS AND TEMPORARY BRACING INSTALLED TO MAINTAIN ALLIGNMENT 18. coding joist to parallel rafters, face Hatt 8-16d E>_L,_L AND PREVENT LATERAL MOVEMENT. 141. rafter to plate, toenall 5- 8d • 20. 1" brace to each stud4 plate, face mall 2- ad 6. TEMPORARY REMOVING WEB MEMBERS AND DRILLING OR CUTTING OF CHORDS IS NOT 21. 1" x 6" sheathing or less to each bearing, face nail 2- ad SN PERMITTED. 22. wider than I" x 6" sheathing or less to each bearing, face nail 5- ad 25. built-up corner studs 16d a 24" oz. a o o 0 0 7. SHEATHING SHALL BE SECURELY FASTENED TO THE TOP CHORD. THE NAILING PATTERN 24. built-up girder 4 beams 20d ! 32" 040. 0 top 4 bott. 4 staggered - EN 2- 20d a ends 4 e each splice SN RRO EN EN EN Q SHOULD BE STAGGERED TO AVOID SPLITTING AND TO ASSURE NAILING INTO EACH 25.2" planks 2- I6d ® each bearing -L-A - I n 7> CHORD MEMBER. 26. wood structural panels 4 particleboard SN SN subf ioor 4 wal I sheathing ( to framing) _ 8. DEAD LOAD = 19 PSF LIVE LOAD = 20 PSF 9. EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE TYPICAL SHEAR WALL INTERSECTION PERMANENTLY AFFIXED THERTO THE FOLLOWING INFORMATION LOCATED WITHIN 2 FEET N 0 H 0 LD o WN S cambination subf ioor- underlayment (io framing) OF THE CENTER OF THE SPAN ON THE FACE OF THE BOTTOM CHORD: 1" 4 less bd s 1"4 less bds "- I. ado or bd s in old I S" - 1 4" 10414 or ad a SCHEMLE .i,,fre NO. NAILS OR 5OLTS Eta. SIVE OF JOINT PLATE SIZE VALUE ,4 6-I6d NAILS 2-2x 6410 5 12-I6d NAILS 2-2x 1040 G 16-I6d NAILS 2-2x 1564 a 2-5/4" 0 BOLTS 2-2x 1440 E 5-5/4"0 BOLTS 2-2x 2160 F 4-5/4" 0 BOLTS 2-2x 2660 6 5-5/4"0 BOLTS 2-2x 5600 A) IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS.ad B) THE DESIGN LOAD. 4 ` 40 IOd or ads C) THE SPACING OF THE TRUSSES. 21. panel siding (to framing) 2u, w /` TOP PLATE SPLICE SN SN SN r. " bd EN EN EN NAILED BOLTED FORMWORK, REMOVAL_ OF FORMS & SHORES 28. fiberboard sheathing EN _ No.1t e . FIRST FOUR SECOND POUR 1. THE CONTRACTOR SHALL DESIGN ALL FORMS AND SUPPORTING SHORES IN 6d4 °VEN EN 2-#4 No. 16 a! No. II a. E> CONY. 12" CONFORMANCE WITH ACI 347-78. DESIGN SHALL INCLUDE RATE AND METHOD OF ado T. " No. 16 go.tt 1-5/8"x2-5/8" " PLACING CONCRETE AND CONSTRUCTION LOADS,INCLUDING VERTICAL, HORIZONTAL KEY 2a. interior paneling AND IMPACT LOADS. FORMS SHALL BE SUBSTANTIAL AND SUFFICIENTLY TIGHT TO ,c x x x x x x x x x x x x x x x PREVENT LEAKAGE OF MORTAR AND PROPERLY BRACED OR TIED TO MAINTAIN„ ad 7" POSITION AND SHAPE. • I. common or box nails may be used except 1/2" DiA. SMOOTH where otherwise stated 1, 2. FORMS SHALL BE REMOVED IN SUCH A MANNER AS NOT TO IMPAIR SAFETY AND 2. nails spaced 0 6" o.c. a edges, 12" 0 1 -6 MIN. 8 DOWEL @ 18 O.C. o exce tp6" ®al I supports where spans EN OIL & PAINT 0 N E SIDE. � SERVISABILITY OF THE STRUCTURE. ALL CONCRETE TO BE EXPOSED BY FORM are 6 or more. CONSTRUCTION JOINT c� for nailing of wood structural panel 4 particle 8 EDGE OF SLAB REMOVAL SHALL HAVE SUFFICIENT STRENGTH NOT TO BE DAMAGED THEREBY. THE ACI board diaphrams 4 sheorwalle r fer to sections {C.J. ON PLANS) c� 2515.5.3 V 2315.4 nails for wall sheathing may COMMITTEE 347 SUGGESTS THE FOLLOWING MINIMUM TIME FORMS AND SUPPORTS be common. 2-#4 SEE ARCHITECTURAL C6 CONTINUOUS FOR SIZE, LOCATION SHOULD REMAIN iN PLACE UNDER ORDINARY CONDITIONS. 4, common or deformed shank. Cu SN 1 /8" WIDE X 1 " DEEP SAW AT CURB OF CURB 0) WALL, COLUMNS AND SIDE OF BEAMS AND GIRDERS ...... 12 HOURS 5. deformed shank CUT OR ZIP STRIP. FILL SAW 6. corrosion -resistant siding or casin nails " ' • SEE ARCHITECTURAL `� conforming to the requirements of �ection 2304.3. CUT W/ JOINT FILLER. JOISTS, BEAMS AND GIREDERS SOFFITS AND SLABS 9 I ' FOR DEPRESSION 7. fasteners spaced 5" o.c. ® exterior edges i 10 ft. SPAN BETWEEN STRUCTURAL SUPPORTS......................7 DAYS 4 6" 0 Intermediate supports. EN EN EN CM 6. corrosion -resistant roofing nails w/ 7/I6" dia. head Hx x- x x x--_-X � 10 ft. - 20 ft. SPAN..........................................................................14 DAYS 4 1-1/2" legnth for I/2" sheathing 4 1-5/4" �`x- -_.,_x legnth for 2"2" sheathin , comforming to the _``'x x " .� OVER 20 ft...........................................................................................21 DAYS Cn requirements of section 2604.5. C 12_" ,_; 9. corrosion -resistant staples w/ nominal 7/I6" crown E F G Q RESHORE UNTILL 28 DAYS AFTER PLACEMENT, AND FOR FULL DURATION WHERE 4 1-1/6" legnth for 1/2" sheathing 4 1-1/2" WEAKEND LANE g" g" o le nth for 25/52" sheathin comformin to the _)L1 /2" DIA. SMOOTH #3 @ 24" O.C. CONSTRUCTION LOADS EXCEED SPECIFIED SERVICE LOADS. RESHORE SHALL CONFORM requirements of section 2904.5. g TYPICAL SHEAR WALL I N TE R S E C TI 0 W.P. ON PLANS) DOWEL @ 18" O.C. CURBS AND DEPRESSIONS U 10. panel supports a 16". casing or finish nails spaced 6" OIL & PAINT 0 N E SIDE. TO ACI 347-78. on panel edges, 12" o intermediate supports „ WITH HOLDOWNS)CD II. panel supports ®2 . casing Or finish nails spaced 6 5 on panel edges, 12 ® intermediate supports TYPICAL SLAB ON GRADE DETAIL c rr Uj i i REVISIONS BY Al lu l 1 lu ci 0) CO N V DRAWN A.C. CHECKED AL AGUIRRE DATE 02/03 SCALE 1 /4" = l'-0" JOB NO. SHEET S 1 4X4 POST U.N.O. 2" MAX XX 2X TRIMMER WHERE PLATE, & [PLATE OCCURS/NOTCH FOR BOLTS. WASHER ER CHED "SSTB" PER PLAN EN COPER C. SLPLAAB CONC. FOOTING REINFORCEMENT PER PLAN O. REBARS S" TWO STOR m 12" ONr= STOR "SIMP. HOLDOWN/ PLAN T I I � L FRAKN(5 AT KNDOIkN O N I Nl:/5 SIMP. "SSTB" STUD WALL (SEE PLAN) P.T. SILL PLATE:N\ A.B. (SEE PLMI) 3 1/2" CONC. SLAB P.T.M.S. (SEE PLAN) CONK. FOOTING REINFORCEMENT 1 4X POST 2 4X FULL HEIGHT KING STUD W/ PLYWOOD EDGE NAILING 3 4X BLOCKING 4 "CMST14" FULL LENGTH STRAP PLACE OVER PLYWD. SHEATHING. 5 SILL PLATE / PLAN 6 2- 2X TOP PLATES 7 2X TRIMMER STUD 8 HEADER/ PLAN 9 HOLDOWN/ PLAN 10 SHEAR PANELS W/ EDGE NAILING PER PLAN mffim �ffill�ffilw mango ------ ----- TYl'IGAL FRAMING AT DOOR OPENINGS STUDS PER PLAN 1 4X POST 2 4X FULL HEIGHT KING STUD W/ PLYWOOD EDGE NAILING 3 4X BLOCKING 4 "CMST14" FULL LENGTH STRAP PLACE OVER PLYWD. SHEATHING. 5 SILL PLATE / PLAN 6 2- 2X TOP PLATES 7 2X TRIMMER STUD 8 HEADER/ PLAN 9 2- 2X SILL PLATE 1 o HOLDOWN/ PLAN 11 SHEAR PANELS W/ EDGE NAILING PER PLAN maw I , ON L NEW PER PLAN ' LLI ^I a #4 BARS 0 TOP & Wff. 1 IS" Im STORY 12" ONE STORY I 12 12 „ 2„ MAX STUDS PER PLAN PLATE, & PLATE WASH PER SCHED EN PER r-CONGPLAANN B z �> o REBARS 00 N r r I TWO ST Y IZ° ONE STORY 14 2 01 (3) 8D NAILS EA. END OF BRACE. — 2 60 DEGREE MAX. STUD WALL (SE PLAN) 16 17 �J SPLICE OVER CENTER OF STUD. A.B. (SEE PLAN) 3 1/2" CONC. P.T.M.S. O4 4'-0" MIN. LAP W/(4) 16D NAILS. WWM FIREBLOCKING AT MID. HT. OF ALL WALLS OVER 8'-0" HIGH, (2) 10D x x �x NAILS EACH END OF FIREBLOCKING. ' . 6� 7" MIN. EMBEDMENT IN CONCRETE. ' 5 15 7 2 X STUD &TRIMMER MIN. AT JAMS. FN 0 12" a . SEE FRAMING PLAN FOR ADDITIONAL BN SUPPORT.\ —EN; — #4 BARS 0 TOP & BOTT. STGR �8 5" MIN. 9" MAX. FROM SILL END. 1. FOR ITEMS NOT NOTED SEE PLANS. 2 X SILL W/ 'A35' EACH END. 2. MINIMUM PANEL DIMENSION IS 2'-0". Irio S' TSTORY 13 12" ONE STORY 10 12 (3) 16D END NAILS. T`r� I �L UNLO�< ROOF 11 14 11 NAILS AT 24" MAX. 0/C W(2) 16D NAILS AND FLOOR � (A H �5 NAILS EA. STUD 11'-6" OR LESS & (3) 16D EA. STUD OVER 11'-6". 12 TYP. SOLID LINTEL, SEE PLANS FOR� m r —"i I— —I I— —i [•'" SIZE. y 13 5/8" DIA. X 10" A.B. @ 48" MAX. 0/C. L_ J L_� Irk€e 10 03 X P.T.D.F. SILL. _1 n 15 STUD TO SILL TOE NAIL (2) 10D NAILS 1 1 " 4X4 a POST EACH SIDE. SEE FOUNDATION 16 2 X STUDS AT 16" 0/C. PLAN FOR FOOTING POST BASE t— ! BLOCKING UON WIDTH(W) & DEPTH(D) 17 (2) 8D NAILS PER STUD. 1� ON PLAN 18 1 X 6 DIAGONAL LET —IN BRACE AT EA. j jL. j 5 19 7 CORNER & 25'-0" MAX. 0/C. i ii— 1 1 FINISH SURFACE i i :° �� a i► '� • •:'' i i ' :: ' 19 'A35' TYP. 1 i BN STGR 0 CONT • ..,t, ° PANEL EDGES (WHERE i • :. i �' , • 1 _jI -1-1 A-T IL_ I BLKG REQD) - , • • • .• • • .i �• • , i , ., • • • �• • ° a i i 9 7 8 BN\-EN STGR • W 1. FOR ITEMS NOT NOTED SEE PLANS. 2. MINIMUM PANEL DIMENSION IS 2'-0' CONC FOOTING TYF I GAL �NALL FRAM I N6.-; 1:;)r-TA I L T I F l CAL 5LOC,<ED ROOF AND FLOOR DIAFHRA&MS law SEL rX.TION TABU (SIMPSON CAT) HD SSTB I H02A 9ST520 16" HD5A SST524 20" H06A 9ST525 224" HDBA SST526 28" HDIOA SST528 28" DRAWN A.C. CHECKED AL AGUIRRE DATE 02/03 SCALE 1 /4" = 1'-O" JOB NO. SHEET S2 cn rr w H �c x m a a Cu cv 0i 0 �y �t Cu F- 3 m cn I F—i 'Q F— w 0 w z 0- CD as 0 0 c co Q c CD u-� TD c a� c 4 � c a) E 0 0 0 i 2'-O" /_BN POST CAP --� rrER PLAIN,,,,,SHAPED STUDS PER PLAN PLATE BN X 2x SHAPED BLKG BN II BLKG Hr=ACr:R SN 2X BLKG 32" DRAG TRUSS . EN -- MIN. 51, BN BN TO BLKG MATCH WALL BOTTOM CHORD • BELOW OF TRUSS TRUSS PER PLAN `y 5/8 LPIA. BOLTS "UT 4 WASHERS SIMP. A35 012 0/C 2x BLKG X (T*I 0 ALL cONNEcTIONS) EN SN EN SIMP. "DTC" EN / \ "A35" PER BLOCK -- ({) 4X4 DIAc50NAL BRACE EN TOP PLATES TOP MIN. �� TJI 14" TRUSS SPLICE PER SCHED SPLICE PERS SCHED -- 4X4 POST X 2X RIM JST W/ A35TOP PLATES EN-//X / \ 0 16 0 C / SPLICE PER SCHED STUDS OR Agift— TOP PLATES SPLICE PER SCHED Wes- TOP PLATES SPUN PER SCHED BEAM/ PLAN ROOF SHEATHING TRUSSES TRUSS BLKG ONT CS16 STUDS PER PLAN SIMP. "ST6236" 4- 16D'S @ ---2x RAFTER PLATE DBL. TOP PLATE EA. SIDE _- %8d 0 6/6/12oD --- _T_T__F T-1 I I I 7\ I I I I I I I I I I IBN x 2X RIDGE BLK G SN 2X BLKG W 1 2x]VERT ES OF TRUSS \ " A35 @ 16 0/C TRUSSES/ PLAN A35 (SEE PLAN) EN TRUSS TOP CHORD BN JOIST 2— 16D's EA. BLOCKING TRUSS VERT �- END OF TRUSS • EN 11 BEAM/ PLAN 2X4 BLKG 0 BN STUDS/ PLAN . 48 O/C CEILING JOIST 4-i6d A / POST/ PLAN E.N. 2— 20D NAILS TOP PLATE OR BEAM TOP LATES EN —/ �/ TOP PLATES PER PLAN STRAP/ PLAN /\ A[PLYWOOD SPLICE PER SCHED ' CENTER UNE OF STRAPS / \ TRUSS BOT CHORD ' INN — SHEAR WALL /PLAN L PLATES SPLICE PER SCHED2 SECTION X - X �a�.�N�.r�u e� � �p� y Ili/ 1 I 1 I N.N. iriiN�'d. PLWD. DIAPH/ Z_ PLAN SPLICE NX "-•---- 4XPOST, MIN 2X6 @ 24" O/C WOOD BEAM CONT. FLOOR DIAPH. 2X4 STUDS POST CAP POST CAP PER PLAN PER PLAN �_�. .14a M.N. PLAT 2X4 0 24" NAIL Tor 16d NAILS BLOCK DIAPH. OVER @ 16" O.C. W4-Ibd MIN. THIS AREA/ PLAN B.N 2X "-Abd Ol�l: aItAGC 2X aLic'a. "H2" @ 32" !'CR 0 vok No l:ArC.H O/C � no. B.N is S.N. 2X W/ 3/8 LAGS 4 © 4 4 4 6A LIN i�1D DRAM • 02" PEIt ems' S.N. E. B.N 5" LONG @ 16" O/C T %M SLAB OR CONICHPAHD22-2P i" �itAMINWPLAN see rA MATIe FOUNDATION B.N. 10 TO MATCM 4 !s-Ibd TO E.N. KKO. WOOD POST X AM o HDAPRCA. TRJJMiA 2X6 CAD 24" O/C FLR. JSTS W/ N .O.8 "FM ..> " 2X BLK, ., G. W/ A35 HANGER/ PLAN rLK . . . > 2X BLK'G. W/ "A35" " CD 12 0/C INTERMEDIATE SPLICE END � �X L=31.K 6. DtAM/ rLAN DRAG "" MAX. LaIbTH I_yX 61 �,. 2 2X 12 -6 SNLAR WALL M! 1N.AN. (A" HCId IM) 4X I4'-O" 14 CL OF STRAP FLOOR SHTNG./ PLAN B.N. ��• •�"m • `"2M PLAT PINGM TRUSS FILL i.A1tIN6 ON WALL EQUAL EQUAL B.N. ROOT SI WATHIN6 ibd • 4" o�c. B.N. HLK'6 W/ S.N. STRV PER PLAN — e.L. OP STRAP .. STItAP/ PLAN BM BEAM/ PLAN FLOOR JSTS./ PLAN 6IfQPW 01046 lid W/ "U" HNGRS. B.N. i�euss/ t�LAN sx Da.Ktf• FLOOR SHTNG./ PLAN TRUSS PER B.N. MANUF. dADI.0 alp 294 O 46" TOP PLATES 9w1AA PAtd:1. TO MATCH 4- 16d/8 B.N iDl6.. PST (U.O.N.) - 2X BLKG. AM • 160 O.C.. TOP t"LA FLOOR JSTS./ PLAN FLOOR JSTS./ PLAN W/ "U" HNGRS. E.N. W/ 'A/BI,I�, ,35' (O.O.N.) 2X4 ILK* SON LO"T.c. W! (16) - Ibd NAILS + > • �• o� TRUSS PER (OMIT 0 O.T,) xAtw ty.AN BEAM/ PLAN MANUF. 4X POST r `b WAIL STUD SHEAR WALL PER PLAN, 09L. TOP PLATC sdhl�AR� 1"ER s BN OF STRAP TRtJ>�S i"ILJ. � EQUAL EQUAL I- SHLLR PANEL., SM PLANxf 2X4 STUDS Z- PL'YY4000 0 16" O.C. ".j 3- naL s1Ut�5 On POST EN TRUSS BEAM 2X BLKG.I W/ 'A35'/BL.K. 4- SIMPSON STMAP, SM PLAN [MATCH WALL STRAP PER PLAN T1tU:3"3 S.N 3- SILL PLATS BELOW] S.N. 4 B.N E.N. B•N• 05L. TOP PLATS SIMP. "A35" 0 12" 0 C' / TRIS6— t MA�t�JI". E.N. 1- ItIM JOIST OR 13L.K6 -f L_ L_ 8- PL,OOR JOISTS 2X BLKG. ' EN W/ 'A35'/BLK. 2X TU 0 jC A b 8 BEAM j 3 TOP PLATES P PLAN SPUCE PER SCHED TOP PLATES yv K. WAS DBL STUD TYP MAMP" UON ON PLAN DRAWN A.C. CHECKED AL AGUIRRE DATE 02/03 SCALE 1 /4" = 1'-0" JOB NO. SHEET S3 8: v) rr w H �c x m a a Cu v L0 (� i v- cYi r, a a co 0 3 7D cn i H .Q w 0 w z i cD- ' o U) a) 0 C 0 cn c E Q co ol C 4-J a� cn t;. � R7 4- C GENERAL 1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK AND THE ENGINEER/ARCHITECT SHALL BE NOTIFIED, IN WRITING, IMMEDIATELY OF ANY DISCREPANCIES. IN NO CASE SHALL DIMENSIONS BE SCALED FROM PLANS, SECTIONS, OR DETAILSON THEES DRAWINGS. 2. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 3. RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. 4. WHERE A CONTRACTOR DETAIL IS NOT SHOWN OR NOTED, THE DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. 5. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 6. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY SERVICE IN THE AREA TO BE EXCAVATED PRIOR TO BEGINNING EXCAVATION. 7. NO PIPES, DUCTS, SLEEVES, CHASES, ETC., SHALL BE PLACED IN SLABS, BEAMS, OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTE, NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC. UNLESS OTHERWISE NOTED. CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC. 8. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARD FOR THE 1997 EDDTION OF THE UNIFORM BUILDING CODE, 1997 UMC, 1997 UPC, & 1996 NATIONAL ELECTRICAL CODE. 9. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOBSITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER. 10. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO: BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, TEMPORARY STRUCTURES, AND PARTIALLY COMPLETED WORK. ETC.. OBSERVATIONS VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 11. OPENING, POCKETS, ETC., SHALL NOT BE PLACED IN SLABS, DECKS, BEAMS,JOISTS, COLUMNS, WALLS, ETC., UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW SHOW OPENINGS., POCKETS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS BUT WHICH ARE LOCATED IN STRUCTURAL MEMBERS. 12. ASTM SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE THE LATEST REVISIONS. 13. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOOR OR ROOF LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 16. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES WHERE SHOWN HEREON OR NOT AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSES OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH THE PROSECUTION OF THIS WORK. 17. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS OF ALL PIPES, CONDUITS, ETC.. 18. ALL CONDITIONS NOT SPECIFICALLY SHOWN OR DETAILED SHALL BE OF THE SAME TYPE AND CHARACTER AS THOSE SHOWN FOR SIMILAR CONDITIONS. 19. THE STRUCTURAL DRAWINGS SHALL BE COORDINATED WITH THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. 20. DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALES SHOWN IN DRAWINGS. 21. THESE NOTES ON THIS SHEET SHALL BE CONSIDERED AS A PART OF THE WRITTEN SPECIFICATIONS. 22. SPECIAL INSPECTION PER UNIFORM BUILDING CODE SECTION 1701. 23. THE FOLLOWING REQUIREMENTS SHALL BE MET FOR SPECIAL INSPECTION: A. THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER. B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORT TO THE BUILDING OFFICIAL, THE ARCHITECT, AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND THE BUILDING OFFICIAL. C. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT SIGNED BY BOTH HE AND HIS SUPERVISOR STATING WHETHER THE WORK REQUIRED SPECIAL INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE UBC. FOUNDATION 1. SOIL DESIGN INFORMATION: THE SOILS REPORT IS NOT PROVIDED. DESIGN PRESSURE IS 1000 PSF WITH A 33% INCREASE FOR SEISMIC OR WIND LOADS. FOOTINGS ARE TO BE CARRIED A MINIMUM OF 18" INTO F1RM UNDISTURBED NATURAL SOIL OR APPROVED COMPACTED FILL. 2. PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPARTMENT FOUNDATION INSPECTION, THE SOILS ENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN WRITING THAT: A) THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE SOILS REPORT. B) THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED. C) THE FOUNDATION EXCAVATION COMPLY WITH THE INTENT OF THE SOILS REPORT. 3. ALL SOIL SITE WORK SHALL BE DONE UNDER THE DIRECT OBSERVATION OF THE SOILS ENGINEER. 4. THE FINISH EXCAVATION FOR FOUNDATIONS SHALL BE NEAT AND TRUE TO LINE WITH ALL LOOSE MATERIAL REMOVED. 5. FOUNDATION EXCAVATION SHALL BE KEPT FREE OF LOOSE MATERIAL AND STANDING WATER AND SHALL BE CHECKED AND APPROVED BY A QUALIFIED SOILS ENGINEER PRIOR TO THE PLACEMENT OF ANY CONCRETE. 6. THE TESTING LAB SHALL SUBMIT COMPACTION REPORTS FOR ALL FILL TO THE ENGINEER PRIOR TO REQUESTING FOUNDATION INSPECTION., ALL LOOSE AND FILL DIRT, INCLUDING BACKFILL BEHIND RETAINING WALLS, SHALL BE COMPACTED TO AT LEAST 90% OF MAXIMUM DENSITY UNLESS NOTED OTHERWISE ON THE DRAWINGS OR SPECIFICATIONS. 9. CONTRACTOR TO PROVIDE FOR DE -WATERING OF EXCAVATIONS FROM EITHER SURFACE WATER, GROUND WATER OR SEEPAGE. 10. EXCAVATION FOR FOOTING SHALL BE APPROVED BY THE FOUNDATION ENGINEER PRIOR TO PLACING THE CONCRETE AND REINFORCING. CONTRACTOR TO NOTIFY FOUNDATION ENGINEER WHEN INSPECTION OF EXCAVATION IS READY. FOUNDATION ENGINEER TO SUBMIT LETTER OF COMPLIANCE TO THE OWNER. 11. FOOTINGS SHALL BE PLACED ON FIRM UNDISTURBED SOIL SHOWN ON DRAWINGS. SHOULD SOIL ENCOUNTERED AT THESE DEPTHS NOT BE APPROVED BY THE FOUNDATION ENGINEER, FOOTING ELEVATIONS WILL BE ALTERED BY CHANGE ORDER. 12. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS, TO THE APPROVAL OF THE FOUNDATION ENGINEER. FLOODING WILL NOT BE PERMITTED. 1. CEMENT SHALL CONFORM TO ASTM C 150, TYPE I OR TYPE 11, LOW ALKALI. 2. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33. 3. AGGREGATES FOR LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. 4. READY -MIX SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C-94. 5. CONCRETE WORK SHALL CONFORM TO ALL REINFORCEMENT OF ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS". EXCEPT AS MODIFIED BY THESE NOTES. 6. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AS FOLLOWS: FOOTINGS 2,500 PSI GRADE BEAMS 3,000 PSI SLAB ON GRADE 2,500 PSI CONCRETE TOPPING OVER PLYWOOD: A) CELLULAR 1,000 PSI SEE STRUCTURAL WOOD NOTE # 13. B) STRUCTURAL LT. WT. 3,000 PSI SEE NOTE # 7 7. ALL STRUCTURAL LIGHT WEIGHT CONCRETE SHALL HAVE A DENSITY RANGE OF 115 PCF MAX. AND 100 PCF MIN. 8. ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE: ENGINEER. ADMIXTURE SHALL COMPLY WITH ASTM A494 AND BE A TYPE THAT INCREASE THE WORKABILITY OF THE CONCRETE BUT SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT (CALCIUM CHLORIDE SHALL NOT BE USED). 9. NO CONDUIT PLACED AN A CONCRETE SLAB SHALL HAVE AN OUTSIDE DIAMETER GREATER THAN 1 /3 THE THICKNESS OF THE SLAB. NO CONDUIT SHALL BE EMBEDDED IN A SLAB THAT IS LESS THAN 3-1/2" THICK EXCEPT FOR LOCAL OFFSETS, MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE 6". 10. PROJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A 3/4" CHAMFER UNLESS OTHERWISE NOTED. 11. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE CAST INTO CONCRETE. 12. NO CONDUIT SHALL BE PLACED IN THE CONCRETE TOPPING OVER THE PLYWOOD SHEATHING WITHOUT PRIOR APPROVAL OF THE ENGINEER. 13. CONSTRUCTION JOINTS FOR CAST -IN -PLACE CONCRETE WALL SHALL BE IN ACCORDANCE ACI 301, PARAGRAPH 61.4.3. 14. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318 LATEST APPROVED EDITION) WITH MODIFICATIONS AS NOTED IN THE DRAWINGS OR SPECIFICATIONS. 15. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND SUBMIT A COPY OF THE DESIGN TO THE STRUCTURAL ENGINEER PRIOR TO USE. 16. DRY PACK UNDER BASE PLATES, SILL PLATES. 17. CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS SHALL BE AS FOLLOWS: SLAB ON GRADE, LETTER OD SLAB CONCRETE POURED DIRECTLY AGAINST EARTH, 3" CLEAR TO REINFORCING FORMED CONCRETE WITH EARTH BACKFILL, 2" CLEAR STRUCTURAL SLABS, 1" CLEAR (TOP & BOTTOM) CONCRETE EXPOSED TO WEATHER, 1 1/2" CLEAR 18. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING OF CONCRETE. 19. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING IN CONCRETE IS NOT PERMITTED. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS. 20. CURING COMPOUND USED ON CONCRETE THAT IS TO RECEIVE A RESILIENT TILE FINISH SHALL BE APPROVED BY THE TILE MANUFACTURER BEFORE USE. 21. WATER SHALL BE POTABLE, CLEAN AND FREE FROM INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS, OR OTHER SUBSTANCES THAT MAY BE DELETERIOUS TO CONCRETE OR REINFORCEMENT. 22. CONCRETE SHALL BE CURED WHILEIN A MOIST CONDITION FOR AT LEASET THE FIRST 7 DAYS AFTER PLACEMENT. METHOD FOR ACCELERATED CURING SHALL HAVE PRIOR APPROVAL OF THE ENGINEER. 23. MAXIMUM PERMISSIBLE WATER -CEMENT RATIO FOR CONCRETE WHEN STRENGTH DATA FROM TRIAL BATCHES ARE NOT AVAILABLE SHALL CONFORM TO TABLE 4.4 OF ACI 318-95. MAXIMUM SLUMP SHALL BE 4 INCHES. 1. NON -SHRINK GROUT SHALL BE MASTER BUILDERS EMBECO 636 OR EQUAL. 2. SURFACE PREPARATION SHALL FOLLOW MANUFACTURERS PRINTED INSTRUCTIONS. PROPER SURFACE CLEANING AND MOIST CURING IS ESSENTIAL. 3. ALLOW GROUT TO CURE A MINIMUM 7 DAYS PRIOR TO EPDXY INJECTION WORK. CONCRETE MASONRY UNITS 1. CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT UNITS CONFORMING TO ASTM C90, GRADE N-1, WITH MAXIMUM LINEAR SHRINKAGE OF 0.96" (F'M = 2500 PSI). MEDIUM WEIGHT (115 PCF). 2. MORTAR SHALL BE TYPE "S" MIXED IN THE PROPORTION OF 1 PART PORTLAND CEMENT TO 1 /2 TO 1 /4 PARTS LIME PUTTY TO 2 1 /4 TO 3 TIMES THE SUM OF THE CEMENT PLUS TIME PUTTY PARTS OF SAND. 3. GROUT SHALL BE COMPOSED OF THE FOLLOWING RATIO BY VOLUME: 1-PART PORTLAND CEMENT, 3-PARTS SAND, 2-PARTS PEA GRAVEL, 1/10 PART LIME PUTTY AND SUFFICIENT WATER FOR POURING WITHOUT SEGREGATION OF GROUT CONSTITUENTS (MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS). ADMIXTURE SHALL BE 1.PINT OF RED LABEL SUCONEM PER SACK OF CEMENT. WEIGHT SHALL BE 105 PCF. 4. ALL CELLS CONTAINING REINFORCING STEEL OR EMBEDDED ITEMS AND ALL CELLS IN RETAINING WALLS AND WALLS BELOW GRADE SHALL BE SOLID GROUTED. 5. ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAM OR LINTEL BEAM UNITS. 6. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE GROUT POUR 1-1/2" BELOW TOP OF THE UPPERMOST UNIT. 7. ALL BOND BEAM BLOCK SHALL BE DEEP CUT UNITS. 8. PROVIDE INSPECTION AND CLEAN -OUT HOLES AT BASE OF VERTICAL CELLS HAVING GROUT LIFT IN EXCESS OF 4'-0" OF HEIGHT. 9. ALL GROUT SHALL BE CONSOLIDATED WITH A MECHANICAL VIBRATOR. 10. CEMENT SHALL BE AS SPECIFIED FOR CONCRETE. 11. REINFORCING BARS, SEE NOTES UNDER "REINFORCING STEEL" FOR REQUIREMENTS. 12. PROVIDE ONE BAR DIAMETER (A MINIMUM OF 1 /2") GROUT BETWEEN MAIN REINFORCING AND MASONRY UNITS. 13. LOW LIFT CONSTRUCTION, MAXIMUM GROUT HEIGHT IS 4 FEET. 14. HIGH LIFT GROUTED CONSTRUCTION MAY BE USED IN CONFORMANCE WITH PROJECT SPECIFICATIONS AND SECTION 2104 UBC. 15. ALL CELLS IN CONCRETE BLOCKS SHALL BE FILLED SOLID WITH GROUT, EXCEPT AS NOTED IN THE DRAWINGS OR SPECIFICATIONS. 16. CELLS SHALL BE IN VERTICAL ALIGNMENT. DOWELS IN FOOTINGS SHALL BE SET TO ALIGN WITH CORES CONTAINING REINFORCING STEEL. 17. REFER TO ARCHITECTURAL DRAWINGS FOR SURFACE AND HEIGHT OF UNITS, LAYING PATTERN AND JOINT TYPE. 18. SAND SHALL BE CLEAN, SHARP AND WELL GROUTED, FREE FROM INJURIOUS AMOUNTS OF DUST, LUMPS, SHALE, ALKALI OR ORGANIC MATERIAL. 19. BRICK SHALL CONFORM TO ASTM C-62 AND SHALL BE GRADE MW OR BETTER. REINFORCING STEEL 1. BAR REINFORCEMENT SHALL BE: ASTM A 615, GRADE 40 FOR #3 AND SMALLER AND GRADE 60 FOR #4 AND LARGER UNLESS OTHERWISE NOTED. ALL REINFORCING SHALL BE FROM IDENTIFIED STOCK WITH MILL ANALYSIS. 2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185, WITH A YIELD STRENGTH OF 70,000 PSI. 3. A LAP SPLICES OF REINFORCING BARS IN CONCRETE SHALL BE CLASS A, B, OR C AS DEFINED IN ACI 318-83. B LAP SPLICES OF REINFORCING BARS IN MASONRY SHALL BE 40 BAR DIAMETERS OR 18" MINIMUM. 4. A VERTICAL BARS IN CONCRETE WALLS SHALL BE IN ACCURATELY POSITIONED AT THE CENTER OF THE WALL, UNLESS OTHERWISE NOTED ON DETAILS. B VERTICAL BARS IN MASONRY WALLS SHALL BE IN ACCURATELY POSITIONED AT THE CENTER OF THE WALL AND BE TIED IN POSITION TOP AND BOTTOM AND AT INTERVALS NOT EXCEEDING 192 BAR DIAMETERS, UNLESS OTHERWISE NOTED ON DETAILS. 5. REINFORCING DETAILING, BENDING, AND PLACING SHALL BE IN ACCORDANCE WITH THE CONCRETE REINFORCING STEEL INSTITUTE "MANUAL OF STANDARD PRACTICE" LATEST EDITION. 6. REINFORCING STEEL SHALL BE PROVIDED WITH THE FOLLOWING AMOUNTS OF COVER FOR CAST -IN -PLACE CONCRETE. A) CONCRETE POSITIONED AGAINST EARTH 3" B) CONCRETE SURFACE (FORMED) EXPOSED TO EARTH OF WEATHER: #6 THROUGH #18 BARS 2" #5 BAR AND SMALLER 1-1/2" C) CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS, JOISTS: #14 AND #18 BARS 1-1/2" #11 BAR AND SMALLER 3/4" BEAMS & COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS, & SPIRALS 1-1/2" 7. ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS AND INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE OR GROUT. 8. DOWELS BETWEEN FOOTINGS AND WALLS SHALL BE THE SAME GRADE SIZE AND SPACING AS VERTICAL WALL REINFORCING, UNLESS OTHERWISE NOTED ON DETAILS. 9. FURNISH #3 SPACER TIES AT APPROXIMATELY 2'-6" ON CENTER IN ALL BEAMS AND FOOTINGS TO SECURE REINFORCING IN PLACE UNLESS OTHERWISE NOTED. 10. TIE ANCHORAGE FOR TIED COLUMNS SHALL CONSIST OF A MIN. 135 DEG. HOOK WITH A 6 BAR DIAMETER OR MINIMUM 4" EXTENSION. SEE TYPICAL TIES AND STIRRUPS DETAIL. 11. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. NO. 5 FOR LARGER BARS SHALL NOT BE REBENT WITHOUT APPROVAL FROM STRUCTURAL ENGINEER. 12. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6" OR ONE FULL MESH, WHICHEVER IS GREATER. FOR SLABS ON GRADE PLACE 2" FROM T.O.C.. 13. ALL CONTINUOUS BARS OR DOWELS SHALL LAP 36 DIAMETERS IN CONCRETE AND 40 DIAMETERS IN MASONRY. 14. SPLICES IN ADJACENT HORIZONTAL WALL REINFORCEMENT SHALL BE STAGGERED 4'- 0" MINIMUM UNLESS OTHERWISE NOTED. 15. ALL REINFORCING STEEL, DOWELS, ANCHOR BOLTS, ETC. SHALL BE WELL SECURED IN PLACE PRIOR TO PLACING CONCRETE. CONTRACTOR SHALL USE TEMPLATE TO INSURE ACCURATE PLACEMENT OF ANCHOR BOLTS, DOWELS, ETC.. 16. WELDING OF REINFORCING BARS SHALL CONFORM TO AWS D1.4 AS INCORPORATED IN UBC STANDARD NO. 19-2. E70XX ELECTRODES SHALL BE USED IN WELDING GRADE 40 REBARS. E90XX ELECTRODES SHALL BE USED IN WELDING GRADE 60 REPAR. REINFORCEMENT SHALL NOT BE WELDED UNTIL A CHEMICAL ANALYSIS SUFFICIENT TO DETERMINE THE CARBON EQUIVALENT IS PERFORMED. THE CARBON EQUIVALENT OF REINFORCING STEEL BARS SHALL BE CALCULATED FROM THE CHEMICAL COMPOSITION AS SHOWN IN THE MILL TEST REPORT. IF MILL TEST REPORTS ARE NOT AVAILABLE, A CHEMICAL ANALYSIS SHALL BE MADE OF BARS REPRESENTATIVE OF THE BARS TO BE WELDED. THE CARBON EQUIVALENT (CE) SHALL NOT EXCEED 0.55 AS CALCULATED PER UBC STANDARD 26-4 SECTION 26.407. A COPY OF THE MILL TEST REPORT SHALL BE SENT TO THE STRUCTURAL ENGINEER'S OFFICE PRIOR TO PLACEMENT OF REINFORCING STEEL IN CONCRETE MEMBERS. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDING. WOOD 1. ALL WOOD MEMBERS SHALL BE DOUGLAS FIR (DF) LARCH GRADE MARKED BY RECOGNIZED GRADING AGENCY (WCLA & WWPA). 2. WOOD GRADES (UNLESS OTHERWISE NOTED): A) FOR HORIZONTAL MEMBERS: JOISTS & RAFTERS GRADE # 1 PURLINS & SUBPURLINS GRADE # 1 BEAMS & STRINGERS GRADE # 1 LEDGERS GRADE # 2 HIPS & VALLEYS GRADE SEL. STRUCTURAL B) FOR VERTICAL MEMBERS: 2 X 4 STUDS 8'-0" LONG STUD 2 X 4 STUDS 8'-1" TO 14'-0" GRADE # 2 2 X 6 & LARGER STUDS GRADE # 2 POST & TIMBERS GRADE # 1 3. PLYWOOD SHEATHING SHALL BE DOUGLAS FIR CONFORMING TO COMMERCIAL PRODUCTS STANDARDS PS-1-84 (EXT. GLUE). 4. CUTTING, NOTCHING, OR DRILLING OF BEAMS OR JOISTS TO BE PERMITTED ONLY AS DETAILED OR APPROVED BY THE ENGINEER AND/OR PER SEC. 2326.11.9 OF THE UBC. 5. UNLESS OTHERWISE SPECIFIED, ALL NAILING SHALL CONFORM TO TABLE 23-II-B-1 OF THE UBC. 6. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY, WHICH IS IN CONTACT WITH EARTH OR RESTING ON CONCRETE FOUNDATIONS, SHALL BE PRESSURE -TREATED DOUGLAS FIR. BOLTS SHALL BE PLACED 9" FROM THE END OF A BOARD OR FROM A NOTCH AND SPACED AT INTERVALS NOTED (MIN. 5/8" DIA. 0 48" O.C. OR RAMSET RAMSET 3300 0 32" O.C. U.O.N.). 7. ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS ALL BOLT HOLES IN WOOD SHALL BE DRILLED 1/32" DIAMETER LARGER THAN NORMAL BOLT DIAMETER. 8. ALL FRAMING ANCHORS, POST CAPS, COLUMN BASES, STRAPS, ETC., SHALL BE AS MANUFACTURED BY "SIMPSON COMPANY" OR APPROVED EQUAL. 9. PROVIDE BLOCKING OR BRIDGING PER SECTION 2320.12.8 & 2320.11.8 OF THE UBC. 10. UNLESS OTHERWISE NOTED, TOP PLATES OF ALL WOOD STUD WALLS TO BE 2-2X (SAME WIDTH AS STUDS), LAP 48"(MINIMUM) WITH NOT LESS THAN 6-16D NAILS AT EACH LAP AND NOT MORE THAN 12" BETWEEN NAILS. 11. MOISTURE CONTENT OF WOOD AT TIME OF PLACING SHALL NOT EXCEED 19 PERCENT. 12. BOLT HOLES SHALL BE 1/16" MAXIMUM LARGER THAN THE BOLT SIZE. RE -TIGHTEN ALL NUTS PRIOR TO CLOSING IN. 13. STANDARD CUT WASHERS SHALL BE USED UNDER BOLT HEADS AND NUTS AGAINST WOOD. USE HEAVY PLATE OF MALLEABLE IRON WASHERS FOR ALL BOLTS DESIGNED TO ACT IN TENSION. SEE DRAWINGS FOR LOCATION. HEAVY PLATE WASHER SIZES SHALL BE AS FOLLOWS: 1 /2" BOLT 2 X 2 X 1 /4 5/8"BOLT 2X2X3/16 3/4" BOLT 3 X 3 X 1 /4 7/8" BOLT 3-1/2 X 3-1/2 X 5/16 1" BOLT 4 X 4 X 7/16 14. ALL WALLS NOT SOLIDLY SHEATHED SHALL HAVE A 1 X 6 DIAGONAL LET -IN BRACE AT EACH END AND AT 25 FEET O.C.. LET -IN BRACE SHALL EXTEND DIAGONALLY FROM BOTTOM OF LOWEST PLATE TO TOP OF UPPER PLATE AT AN ANGLE SUFFICIENT TO INCLUDE AT LEAST FOUR STUD SPACES. 15. ALL STUD PARTITIONS OR WALLS OVER 10 FEET HIGH SHALL HAVE 2 X BRIDGING, SAME WIDTH AS THE STUD, PREFERABLY AT MID -HEIGHT BUT NOT TO EXCEED INTERVALS OF 8 FEET. 16. DO NOT NOTCH JOISTS, RAFTERS OR BEAMS EXCEPT WHERE SHOWN IN DETAILS. OBTAIN ENGINEER'S APPROVAL FOR ANY HOLES OR NOTCHES NOT DETAILED. HOLES THROUGH SILLS, PLATES, STUDS AND DOUBLE PLATES IN INTERIOR BEARING SHEAR WALLS SHALL NOT EXCEED 1/3 THE PLATE WIDTH. USE BORED HOLES LOCATED IN THE CENTER OF THE STUD OR PLATE. 17. APPROVED CROSS -BRIDGING OR SOLID BLOCKING SHALL BE SPACED AS FOLLOWS: FOR RAFTERS MORE THAN 8" IN DEPTH, AT 10 FEET O.C. MAXIMUM FOR FLOOR JOISTS MORE THAN 4" IN DEPTH, AT 8 FEET O.C. MAXIMUM. 18. ALL POSTS SHALL HAVE CONNECTIONS AT TOP AND BOTTOM WITH SIMPSON "CC", "CB" OR "BC HALF BASE" UNLESS SPECIFICALLY DETAILED OTHERWISE. 19. SHEET METAL HANGERS, TIES, BRIDGING ANCHORS, ETC. SHALL BE BY THE SIMPSON COMPANY OR APPROVED EQUAL BY THE STRUCTURAL ENGINEER. 20. THE USE OF PNEUMATIC NAILERS (MACHINE APPLIED NAILING) IS SUBJECT TO APPROVAL OF THE STRUCTURAL ENGINEER, SUBJECT TO A SATISFACTORY JOB SITE DEMONSTRATION, AND CONTINUED SATISFACTORY PERFORMANCE. IF NAIL HEADS PENETRATE OUTER PLY MORE THAN WOULD BE NORMAL FOR A HAND MANNER OR IF MINIMUM ALLOWABLE EDGE DISTANCE IS NOT MAINTAINED. THE PERFORMANCE WILL BE DEEMED UNSATISFACTORY. 21. NAILED CONNECTION SHALL CONFORM TO THE MINIMUM NAILING SCHEDULE, EXCEPT AS OTHERWISE NOTED. ALL NAILS SHALL BE COMMON WIRE NAILS, WHERE DRIVING OF NAILS CAUSE SPLITTING, HOLES FOR THE NAILS SHALL BE SUB -DRILLED, PRE - DRILLED FOR ALL NAILS 30D OR LARDER. RING SHANK ( STRING HOLD) NAILS SHALL BE USED WHERE NAIL IS SUBJECT TO WITHDRAWAL. DRAWN CHECKED AL AGUIRRE DATE 02/03 SCALE 1 /4" = V-0" JOB NO. SHEET �4