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Home My WebLink About10145915.pdfREVISIONS I M z tj 5 ' — 7 SCALE 1/4// 1/-0// LEGAL OWNER: MRS, GARCIA 1205 KAREN AVENUE SANTA ANA., CA DESIGN DATA: U, B. C, :1997 USE ZONE :RL CONSTRUCTION TYPE :V-N BUILDING USE :R-3/U-1 PROPERTY LINE 118.00' AREA OF EXISTING RESIDENCE 4' 11' SIDE DRIVEWAY 15". 7# SITE PLAN 2 STORY ADDITION SF SQUARE FOOTAGES: EXISTING LIVABLE 1034,78/ NEW ADDITION LIVIABLE : 1702.001 (810,00/ FLOOR) NEV LIVABLE TOTAL : 2654,7e/ EXISTING GARAGE : 668,00 SF BUILDING TOTAL = 3404,78 LOT COVERAGE 50% ALLOWABLE 3718,77/ LOT SQUARE FEET 7 4 3 7,5 4' BUILDING LOT COVERAGE : 3322.7e, (447.) PERMIT'TYPE-. LECT PLBG MECH GRADING PERMIT*— OCC. GROUP 'LOB`ZONE---,,e:-�_ FLOOD ZONE CERTIF. REQ'D YES 0 MICROFILM y E, S '0 RADIANIT BARRIER @ ROOF Y FE, S RESIDENTIAL DEV, FE—E YES N- SCH001 DISTRICT Es w%&*%ffl ff So Njfer-cl To- Thu FultowIng Approvat ACCEPTED FOR COIA-55TRUCTION Pleanning Department &EPARATE PERNUTS A,7?,E rREQ11HRED FOR ELOCMICIAL, PLUMBMIG Q PLANS 0. Fire- Departm. nt This set of plama apd specificai"ins , mmust be Ikept on the job at all times and il is i'0 --nake any changes orl E-31 PoNcee, Daparhment aftemMans oil sanne withMt Witter, Permission from the City of Santa Ana. .0 The acceptance of Ms plan an d d specff ti ris SHALL NOT - NN iC PUU,, vlorks Agency be held to permit nor bon ap)proval of the violation of any provisions of AN r i# a w srat w. Grading Pe�,m!L Accepted By Dat07Z"--A C1 County of Orange Health DepartmAt U IY F N CallOS'HA m;u Date Issued 4 44 z M qqG 4ASTER. C) ; ISCR. ACTTON oldscapePlans, x(-q,", ,A Ntq.C, V IM L— I 7-4 , AMS TE -ICTfl-ITONE M4)1",67-27,%,A kok 2- (,"EX, GARAGE , #' VU�(2- ci I 16aA,. LQJ(Adctcj SHEET INDEX Al SITE PLAN A2 FIRST FLOOR PLAN AND SCHEDULES A3 SECOND FLOOR PLAN AND SCHEDULES A4 ROOF PLAN AS SECTION ELEVATION(S) A6 FOUNDATION PLAN A7 SECTION / STAIR DETAIL SGN STRUCTURAL GENERAL NOTES SD1 STRUCTURAL NOTES SD2 STRUCTURAL NOTES SD3 FIRST FLOOR FRAMING SD4 SECOND FLOOR FRAMING T-24 TITLE 84 COMPLIANCE 21-6# it II LA W MIMI 01 CHECKED DATE 6/10/2004 SHEET A I SHEET: OF: LC - -- ____A REVISIONS BOOR SCH,EBU�E # REMARKS EXTERIOR GRADE INTERIOR GRADE WARD-ROBIR E�ISTING EXISTING WARDROBE EXIST, 71 01 X 61 WARDROBE EXIST, SIZE WxH 0 z V) 0 cx� cf) z�a V) �W� �W cl hryI z -I,' < V ULn< ry 0 z 0 < U) 0 0 < n U) DRAWN IVISH CHECKED DATE 2/10/2004 JOB NO. 1238 SHEET A 2 SHEET: OF: m SYM, SIZE WxH TYPE THICKNESS REMARKS 1-11 3'-0' X 6'-8" FRENCH 1 3/4' EXTERIOR GRADE 2 2'-8' X 6'-8' FRENCH 1 3/4' EXTERIOR GRADE 2'-6' X 6'-8' H,C, 1 3/8' INTERIOR GRADE ® 7'-0" X 6'-B' H,C, 1 3/8' WARDROBE 5L] 5'-0' X 6'-8' H.C. 1 3/8' WARDROBE ® 3'-0' X 6'-B" FRENCH 1 3/4' EXISTING 2'-8' X 6'-B' H.C. 1 3/8' EXISTING ® 2'-4' X 6'-8' H,C, 1 3/8' EXISTING ® 9'-0" X 6'-8' H.C, 1 3/8' WARDROBE EXIST, 10 7'-0' X 6'-8" H,C, 1 3/8' WARDROBE EXIST, 11 16'-0' X 6'-8' ALUM 1 3/4' GARAGE EXIST, 12 13 WINDOW SCHEDULE SYM, SIZE WxH TYPE REMARKS 1 4'-0' X 3'-0' SLIDER ALUMINUM 1'-6' X 3'-6' SLIDER 5'-0' X 3'-0' SLIDER 3'-0' X 1'-0' SLIVER 3'-0' X 1'-0" SLIDER EXISTING Q 4'-0' X 3'-0' SLIDER EXISTING X 3'-0' SLIDER EXISTING Q 5'-0' X 3'-0' SLIDER EXISTING 3'-0' X 3'-0' SLIDER EXISTING 10 11 -�i i i •� U In -� • 0 i DRAWN MSH CHECKED DATE 2/10/2004 JOB NO. 1238 SHEET A3 SHEET: OF: REVISIONS ROOF SLOPE EXISTING ASPHALT COMP, SHINGLES TO REMAIN 16, DATE 6/10/2004 JOB NO. 1238 SHEET A4 SHEET: OF: LII [777 TOP PLATE EXISTING a SOUTH ELEVATION SCALE: 1/4' = l'-O' BOTTOM OF HEADER NORTH ELEVATION SCALEt 1/4' = l'-O' EAST ELEVATION SCALE; 1/4' = V-0" STUCCO 7/81 THICK PORTLAND CEMENT OVER 15* PAPER BACKED LATH, WITH 20/30 SAND FINISH TO MATCH EXISTING TO- PLATE BOTTOM OF HEADER FF, '/- STUCCO SCREED TOP PLATE FXMTINr STUCCO SCREED WEST ELEVATION SCALE: 1/4' = l'-O' 0 ct Li utll < D u W w < z < < U Ln < Q < < DRAWN CHECKED DATE 6/10/2004 JOB NO. 1238 SHEET A 5 SHEET: OF: ir= AREA OF EXIST1[ RESIDENCE THE E) 1, NEW CONCRETE FOOTING IS 15" WIDE X 18" DEEP WITH 2 #4 AT TOP AND BOTTOM AT 2—STORY 2, 4" THICK SLAB ON GRADE Wl#8 @ 18" O,C, EACH WAY OVER 211 SAND OVER 10 MIL VISQUEEN OVER 2" SAND FOUNDATION NOTES: ALL DIMENSIONS SHALL BE VERIFIED WITH THE ARCHITECTS DRAWINGS ANY DISCREPANCIES SHALL BE RESOLVED PRIOR TO COMMENCING OF WORK. 1. ALL EXTERIOR WALLS ARE TO BE SECURED WITH 5/8" DIAMETER BY 12" LONG ANCHOR BOLTS EMBEDDED AT LEAST 7"INTO CONCRETE WITH A MAXIMUM SPACING OF 72" O.C. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE OF FOUNDATION PLATE WITH ONE BOLT LOCATED WITHIN 12" OF EA. END OF EA. PIECE. A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EA. BOLT TO THE PLATE. 2. ALL SHEAR WALLS ARE TO BE SECURED WITH ANCHOR BOLTS SPACED PER FOUNDATION PLAN 3. ALL INTERIOR NON -SHEAR WALLS ARE TO BE SECURED WITH SHOT PINS INSTALLED PER MANUFACTURERS RECOMMENDATIONS, U.N.O. STRUCTURAL ENGINEERS CALCULATIONS GOVERN IN ALL CASES. 4. INSTALL ALL SIMPSON (OR APPROVED EQUAL) FOUNDATION HARDWARE PER MANUFACTURERS RR ECOMMENDATIONS. DEEPEN FOOTING WHERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT HOLDOWN LOCATIONS. 5. PROVIDE 5/8" DIAMETER BY 12" ANCHOR BOLTS AT 3X FOUNDATION PLATES WHERE OCCURS. VERIFY WITH FRAMING PLANS. 6. 2" x 2" x 3/16" STEEL PLATE WASHERS ARE REQUIRED ON EACH ANCHOR BOLT (UBC SECT. 1806.6.1) AB48 5/8" DIA. X 12" ANCHOR BOLTS AT 48" O.C. AB40 5/8" DIA. X 12" ANCHOR BOLTS AT 40" O.C. AB32 : 5/8" DIA. X 12" ANCHOR BOLTS AT 32" O.C. AB24 : 5/8" DIA. X 12" ANCHOR BOLTS AT 24" O.C. A816 5/8" DIA. X 12" ANCHOR BOLTS AT 16" O.C. AB 8 5/8" DIA. X 12" ANCHOR BOLTS AT 8" O.C. ANCHOR BOLTS IN EXISTING FOOTING USE: 5/8" THREAD ROD W/ 2" x2' x3/16 Washer Plate w/4 1/4" EMBEDMENT W/ SIMPSON SET EPDXY ICBO # 5279 HD2A : (1) SIMPSON HD2A PER POST. HD5A (1) SIMPSON HD5A PER POST. HD6A : (1) SIMPSON HD6A PER POST. Holddown hardware must be secured in place prior to foundation inspection } (O co Wco C L� am ,a °a Z 0 _ _I C) Q r` �t l 0 Cf) LLj 0) Cr CT t Q rn 0. 0) W � V) C 7 Ld 0 st C) Q (J� W U < U W w Q Q ULn < ry N < r— O I 1 O FEs NND,,-, No. C 056.10� xp. 6-30- o '[ DRAWN MSH CHECKED DATE 2/10/2004 JOB NO. 1238 SHEET A6 SHEET: OF: STAIR BETAIL SCALD 1/4' = l'-i BUILDING SECTION / ELEVATION SCALE, 1/4' = l'-O' mummomRww A NEVA CD It I --j D- :D co cr LLB W Lo < 0 0 < V) 0 u III < Cn DRAWN MSH CHECKED DATE 2/10/2004 JOB NO. 1238 SHEET A7 SHEET: OF: Ash, AOOL P"TE uuNCRt GENERAL NOTES 1. ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE UNIFORWOUILDING CODE. 1.4-HE GENERAL 0ONTRAO*;DA AND EACH SUBCONTRACTOR SHALL V0011ty Al I n VMAIAM :AMt'%: AfTE CONDITIONS BEFORE STARTIM14 2. CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN 01 #Mona 1. ALL STRUCTURAL LUMBER SHALL BE GRADED IN ACCORDANCE WOW. -THE ARCHITECT OR,, DAR SHALL BE NOTIFIED THE SPECS. WITH THE STANDARD GRADING RULES NO.16 FOR WEST OOAST OF ANY �DISMPANQY. ALL CEMENT SHALL CONFORM TO ASTM 0-160. 1 MAO= AUn ffb^ OTAKH%Aon U^ #)*-I 2. DIMENSIONING,, SHALL TAKE. PREOEDENOE OVER SOALES SHOWN,ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES- ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWKOTHERWISIE, S. NOTES AND DETAILS ON DRAWINGS SHALL. TAKE PREOEDENCE 'ERAL NOTES AND'TYPIOAL. DETAILS. WHERE NO OVER-bEN DETAILS. ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMIL#A �WORK ON PROJECT.-, 4. ALL WORK. S14ALL OONFORM TO THE MINIMUM STANDARDS OF Tk '1997 EDITION OF THE UNIFORM BUILDING CODE, TARTIS-A-4 REQUIREMEWS FOR CONCRETE EXPOSED TO SULFATE -CONTAINING SOLUTION NORMAL W9X0W___ -U-MMONT WATER-SOLUBLE A00RESAX AGGREGAU CONC. SULFATE SULFATE (SO4)IN CEMENT Maximum wator-oomentlifous flo Normal Weight EXPOSURE SOIL. PERCENTAGE TYPE Materials Roflo,,by , and Lightwelph I BY WEIGHT we t-No at Az "anconwow, =V*11111 0,00-0.10 m6derate; 0.10-0,20, It. IFIM M� 15 0.60 41000 ,severe 0.20-9.00 V 0.46 41600 er OVER 2;00 V I'll 1 3 On .0 031 m 0.45 41500 AND Al, OTHER REGULATING AGENCES WHICH HAVE AUTHO, #Y -A lower water oementitiou, to of higher strength maybe RITY &tR ANY PORTION Op THE WORK. INCLUDING THE requIrod for low permeability or for,protection against coifiilon of embedded Items or freezing- and ilvamingtTable 19-A-2) STATE , -0 . F OALIFO I RNIA DIV I ISION OF INDUSTRIAL SAFETY. AND .2 "Seawater. that I has been determlne�d. by test service record. to Improve 4 --Pozzoian THOSE CODES AND STANDARDS' LISTED IN THESE NOTES sulfate resistance when used in concrete containing type 5 cement AND$ 1PICATION& 4. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM 0-33 FOR STANDARDWEIGHT CONORETE AND ASTM 0-030 FOR LIGHT 6. APPROV� L BY THE INSPECTOR DOESNOT MEAN APPROVAL WEIGHT CONCRETE OR ALOWAOLE FAILURE TO COMPLY WITHTHE PLANS AND 5. ALL AGGREGATE SHALL BE COMPARABLE TO 'SAN GABRIEL SPEOIFICATIONS. ANY DESIGN, WHICH FAILS TO BE CLEAR OR VALLEY' AGGREGATE. THE SHRINKAGE SHALL BE AS PER ASTM IS AMMOVO tRED TO THE DESI N R 0 US'MUST BE REFEF E R . 0-157 WITH THE AVERAGE DRYING SHRINKAGE AT 28-DAYS ENGINE00'FOR INTERPRETATION OR OLAR I FIGATION, NOT EXCEEDING 0.04%. 6. SEE ARCH � , 'NICAL DRAWiNGS 'ITECTURAL, ELECTRICAL AND MEOHA 6. DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND FOR PITS# TRENCHES,AOOF OPENINGS, DEPRESSIONS -ETC. CEMENT TO NOT MORE THAN THREE PARTS $AND. NOT SHOWN ON STRUCTURAL DRAWINGS. ?I ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. 7. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT $HALL. BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. BEEN CONSIDERED BY DAIS S. CONCRETE SHALL, BE OURED BY KEEPING CONTINUOUSLY WET S, THE � D9616N ADEQUAPY AND 0 FETY OF EREOTION BRACING, FOR 10-DAYS OR BY AN APPROVED OURING. OOMPOUND. SHORING. TEMPORARY SUPPORTS., ETO. 18 SOLE RESPONSIBILITY 9. REFER TO ARCHITECTURAL. MECHANICAL ELECTRICAL AND OF THE 0 OR, AND HAS NOT BEEN CONSIDERED BY . ONTRAOT PLUMBING DRAWINGS FOR. MISCELLANEOUS ITEMS 'TO BE CAST VAE THE CONTRAOTORAS RESPONSIBLE FOR THE INTO OONORETe AND FLOOR DEPRESSIONS, PITS, ETC, STABILITY OF THE 1TRUCTURE"AlOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF:AND FLOOR DIAPHRAGMS 10, SEE AROHITEOTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, SOORING. ETC. FOR CONCRETE WALK$ AND $LASS. AND FINISH MATERIALS, HE SHALL PROWDE THE NECESSARY BRACING TO. PROVIDE STABILITY PRIOR TO THE APPLICATION il. ALL STRUCTURAL CONCRETE FIC - 3,000 PSI OF THE AFOREMENTIONED MATERIALS. OBSERVATION VISIT$ ALL SLAB -ON -GRADE F'c - 2,600PS1 TO THE � SITE BY DAE SHALL NOT INCLUDE INSPECTION ALL CONTINUOUS FOOTINGS AND PADS F*0 - 2,600 PSI OF THEASOVE ITEMS. ALL CONCRETE SHALL REACH MINIMUM'OOMPRESSIVE STRENGTH 28 - DAY3. 9. CONTRACTOR SHALL INVESTIGATE, SITE DURING CLEARING AND EARTHWORK OPER I I . ATIONS FOR fILLED EXCAVATIONS OR BURIED 12. ALL CONCRETE WITH Flo GREATER THAN 2,500 PSI SHALL I STRUOTURES SUCH. AS CESSPOOLS, CISTERNS, FOUNDATION% HAVE SPECIAL INSPECTION PER SECTION 1702 OF THE UNIFORM ETC .AF ANY SL",,STRUOTURES ARE FOUND, PAP! BUILDING CODE UNLESS NOTED OTHERWISE. AND THE. SOCENGINEER SHALL BE NOTIFIED IMMEDIATELY. 18, CONCRETE FOR SLAB ON GRADE SHALL HAVE A MAXIMUM OF 4' 10, CONSTRUCTION �-MATERIALS SHALL 89. SPREAD - PUT IF PLACED ON OF SLUMP PER, ASTM 0-14& 5 -SACKS OF � CEMENT PER CUBIC YARD OF CONCRETE. CEMENT ASTM 0-150 TYPE I OR 2 FRAMED FL0008" LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD �Peo-,,S_ FOOT. PROVIDE ADEQUATE SHORING Q%-�--TRUCT. -TEEL ANWOR BRAC'140',WHERE STRUCTURE HAS NOT ATTAINED DESIGN $TRENGTK 1. THE DEPICTIONS OF ALL MISCELLANEOUS FABRICATED METAL PRODUCTS 11. CONSTRUCTION D06UMENTS -IDENTIFIED AS 'BID SET' ON ANY OR SHOWN HEREON ARE NOT INTENDED TO BE USED AS FABRICATION ALL SHEETS MAY BE SUBJE OT TO REVIEW. THIS REVIEW MAY RESULT SHOP DRAWING& THE METAL FABRICATOR SHALL BE RESPONSIBLE IN OHAN058 WHI-WiMAY BE MADE TO T I HE PLANS PRIOR TO THE FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL 16SUAKE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NATIONAL, STATE A14D LOCALVODES AND POLICIES AS WELL AS THE NO L 'VID SET'OESIGNATIONS, CONSTRUCTION DOCUMENTS IDENTIFIED AS AMERICAN INSTITUTE OF STEEL CONSTRUCTION AND ANY OTHER 'BU Set* � W: NOT CONSTRUED AS BEING THE COMPLETED OR FINAL INDUSTRY STANDARDS. ALL METAL FABRICATION DESIGNS ARE TO BE ORAWINGISAND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH, SUBMITTED TO AND APPROVED BY THE LOCAL BUILDING INSPECTION 12.: ALL GUARD, RAIL$-- AND HANDRA!LS SHALL. BE � DESIGNED TO WITHSTAND DEPARTMENT RESPOI48W FOR THE PROJECT PRIOR TO FABRICATION, A LATERAL LOAD VF, 20 POUNDS PER ONEAL FOOT APPLIED HORIZON- ALL DIMENSIONS, DETAILS. ETC., SHOWN HEREON ARE INTENDED TO BE TALLY. AT,AIGHT ANGLES'TO -',TOP! RAIL (50' PLF FOR COMMERCIAU SCHEMATIC AND THE DESIGN IS TO BE VERIFIED WIT44 ALL AFFECTED 4.-THESE PLANSI.ARE INTENDED-SOLEL I Y FOR THE USE OF THE OWNER SUBCONTRACTORS, FELD CONDITIONS, AND THE REQUIREMENTS OF ALL FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE GOVERNING AGENCIES AND FABRICATION STANDARDS, IN MARKETING. EXTERIOR ELEVATIONS AND I OTHER DIETAILS FA13RIGATION AND ERECTION OF STRUCTURAL STEEL SHALL BE ON THESE. PLANS ARE ONLY A REPRESENTATION AND MAY VARY IN AGOORDANOE WITH `SPECIFICATION FOR THE DESIGN, SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. FABRICATION ANDEAECTION OF STRUCTURAL STEEL FOR BUILDINGS.'.AISC, CURRENT EDITION. STEEL TO CONFORM TO 14, $LAS ON GRADE REQUIREMENTS TO, BE PER THE ' SOIL ENGIWERS ASTM A-ft REOOMENDATIONS SOLELY. THE SLAB ON GRADE IS A 2. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, NON-STRUOTURAL ITEM AND THEREFORE HAS, NOT- BEEN DESIGNED By THE STRUCTURAL DESIGN ENGINEER. USING THE ELEOTRIO SHIELDING PROOESS AND CONFORMING TO AWS SPECIFICATIONS, E70XX ELECTRODE, 15. IN THE:EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES ISHT SDI), 3. ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A UCE14SED FABRICATOR AND SHOP DRAWINGS SHALL BE �THE MORE STRINGENT REQUIREMENT SHALL GOVERN, SUBMITTED TO DAR THROUGH THE ARCHITECT FOR REINFORCK G, STEEL APPROVAL PRIOR TO FABRICATION. STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE GENERAL CONTRACTOR AND OWNER FOR REVIEW PRIOR TO FABRICATION. ANY PROPOSED 1. ALL REINFORCING SHALL BE ASTM A-615-40 FOR 04 BARS AND DEVIATION, ADDITION OR QUESTIONS SHALL BE NOTED SMALLER. ALL AEINFOROWG SHALL BE ASTk4 A-615-60 FOR #5 CONSPICUOUSLY AND CLEARLY ON THE SHOP DRAWINGS, BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-186, STEEL FABRICATOR SHALL FIELD OWOK ALL DIMENSIONS PRIOR LAP I-V2 WOES, 9' MIN. FOR STRUCTURAL SLAB$ ALL REINFORCING*5 AND LAR , GER TO BE ASTM A-615-60 TO ERECTION TO PROVIDE FOR A PROPER FIT. ALL FIELD WELDING EXCEPT MINOR AND TACK WELDING SHALL BE 2. ALL BARS SHALL BE DEFORMED AS PER ASTM -A-305. CONTINUOUSLY INSPECTED BY AN APPROVED WELDING INSPECTOR. 3. ALL BARS SHALL BE OLEAN OF LOOSE FLAKY RUST, GREASE OR 4. USE 3/4" ROUND MACHINE BOLTS, 13/16' ROUND HOLES, FOR OR OTHER MATERIALS LIKELY TO IMPAIR I BOND. ALL OONNEOTIONS, UNLESS OTHERWISE SHOWN. ALL BOLTS SHALL CONFORM TO ASTM A-307 FOR UNFINISHED BOLTS. 4. ALL SENDS SHALL BE MADE COLD. EX0.EPT WHERE SPECIFICALLY NOTED AS HIGH STRENGTH 5. SPLICING: OF SARS SHALL HAVE LAPPING OF 30 DIA. OR 2'-0* BOLTS WHICH SHA'LL CONFORM TO ASTM A-326 OR ASTM MIN. IN ALL CONTINUOUS REINFORCEMENT Of FOOTINGS AND A-490. HI TENSILE BOLTS SHALL BE THE FRICTION TYPE AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY THERE SHALL BE NO PAINT, OIL, LACQUER, OR GALVANIZING REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. OR 2'-0* BETWEEN THE CONTACT SURFACE' WHICHEVER IS GREATER. 5. ALL STEEL EXPOSED TO WEATHERSHALL BE HOT -DIPPED GALVANIZED 6. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY AFTER FABRICATION. PLACED BEFORE POURING CONCRETE. 6. PIPE COLUMNS SHALL CONFORM TO ASTM A-63-8 (TYPE E OR 8) OONORETE PROTECTION FOR REINFORCEMENT SHALL -BE AT LEAST T. TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500 EQUAL TO: THE DIAMETER OF THE BARS. COVER, SHALL BE AS FOLLOW: GRADE 0. A. POURED AGAINST EARTH 8. WHERE FINISH IS ATTACHED TO STRUCTURAL STEEL PROVIDE S. POURED AGAINST FORM BELOW I GRADE 2" V28 SOLT HOLES AT 4`0* 0/0 FOR ATTACHMENT OF NAILER& #6 ANDLARGER 204 SEE ARCHITECTURAL DRAWINGS FOR FINISHES. (OR NELSON #6 AND SMALLER i V2" STUDS 1/2, X 31 OPL FORMED SLAB$ T# 9. NONDESTRUCTIVE TESTING PER 97 USO SECTION 1703 ON STEEL 0.1, SLASS ON GRADE (FROM TOP OF $LAS) 1#1 E.� COLUMNS AM: SEAMS TO MA,4N BARS 240 MOMENT CONNEOTION BETWEEN STEEL BEAM AND STEEL COLUMN, F. WALLS - EXPOSED TO WEATHER 20s ALL FULL PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND NOT EXPOSED TO WEATHERP #11 AND SMALLER 1- SPLICES SHALL BE TESTED 100 PERCENT EITHER BY ULTRASONIC #14 AND #18 1 V2' TESTING OR BY RADIOGRAPHY. 1 ALL WOOD BEARING ON OONORETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR OR REDWOOD. 3. HOLES FOR BOLTS SHALL BE BORED WITH A SIT V32* TO V16' LARGER THAN THE NOMINAL SOLT DIAMETER. 4. ALL BOLTS SHALL BE RE -TIGHTENED PRIOR TO APPLICATION OF PLYWOOD# PLASTER, ETC. 5. STRUOTURAL MEMBERS SHALL NOT BE OUT FOR PIPES. ETO. UNLESS SPECIFICALLY NOTED OR DETAILED, 6. 2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED. 7. OROSS-BRIDGING SHALL BE PROVIDED AT 8'-0* 0.0. MAX. FOR ALL FLOOR JOISTS OVER 10' IN DEPTH AND ALL ROOF JOISTS OVER 10' DEPTH. USE SOLID BLOCKING OR AN APPROVED TYPE METAL BRIDGING. 8. ALL STRUCTURAL PLYWOOD SHALL BE STRUCTURAL 11 OR O-D GRADE WITH EXTERIOR GLUE UNLESS NOTED OTHERWISE AND CONFORM TO PS-1-96i EACH SHEET SHALL BE INDENTIFIED BY A REGISTERED STAMP D.F.P.A OR A.P.A. 9. ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD OUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 10, ALL METAL ANCHORS, FASTENERS AND OONNEOTORS ETO. SHALL BE FROM SIMPSON STRONG -TIE (TM). SUBSTITUTIONS MUST BE PRE -APPROVED IN WRITING BY DAE 11. ALL STRUOTURAL LUMBER SHALL BE DOUGLAS FIR-LAROH,, 19% MAX. MOISTURE OONTENT, OF THE FOLLOWING GRADES UNLESS 140TED OTHERWISE - 2X4 STUDS (UP TO 101 ....... 'STUD GRADE' OR BETTER 2X4 STUDS (OVER 10") .... . .... 'CONSTRUCTION GRADE' 2X PLATE$ .... . .... .................. 'STANDARD GRADE' OR BETTER 2X6 STUD$ ... ............... ............ NO.29 2X JOIST NO.2 AND 1jffiHWM XIO AND SMALLER .......... I ....... NO.2 4X12 AND LARGER..i ................ NO.1 6X'AND OX ...... . .......................... NO.1 POST AND TUBERS ....... ... "". NO.1 ROOF. PLANKING AND DECKING..00M.DEX. BOARD SHTG. AND STRIPPING..SUITASLE FOR INTENDED USE. TREJA MALUB EQ8 DOUGLAS FIR-LAffl", SINGLE/REPETITIVE 2X4 #2.- Fb= 1315/1510 PSI ; fvu95 PSI E-1,600P 2X6 #2, Fb= 1140/1310 PSI 2X8 *2, Fb- 1055/1210 PSI 2XIO *2. Fbz 966/1105 PSI 2XI2 #2. Fb- 876/1006 PSI 2XU #2, Fb- 790/ 905 PSI 4X6 #2% Fb- 1140 PSI 4X8 02- Fbw 1140 PSI 4XIG #2- Fb- 1060 PSI 4X12 01. Fba 1100 PSI *X14 #1 Fb- 1000 PSI 4X16 *I.- Fb- 1000 PSI OX10 ** Fb�- 1360 PSI OX12 01: Fb* 1327 PSI 12. ALL NAILING TO BE PER TABLE NUMBER 23-11-B-1 OF THE LATEST - �UNIFOFU BUILDING CODE, UNLESS NOTED OTHERWISE. 13, PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAD OONTINUOUS OVER TWO OR MORE SPARS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWSE). STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4�-O'. 14, WHENEVER LATERAL BRACING OF WEB MEMBER IN TRUSSES 18 REQUIRED, THE LATERAL BRACE MUST END ON AN EXTERIOR BEARING WALL. 15. FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINET$, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL OONTRAOTOR. 16. EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE INSTALLED A MINIMUM OF 6' ABOVE EXPOSED EARTH AND AT LEAST V ABOVE SLAB ON METAL POST BASES. (EXCEPTION. POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED WOOD). POSTS OR COLUMNS RESTING ON 06N-' ORETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8* ABOVE ADJACENT GRADE PER U.S.C. SECT. 2317.5. ALL ISO- LATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'PS' OR EQUIVALENT. 17. PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON -BEARING OPENINGS UP TO 36 INCHES IN WIDTH AND 40 HEADERS FOR OPENIN0 3 TO 6 FEET IN WIDTK % PROVIDE MINIMUM 1/2' CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON -SEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE, 19. ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF TRUSS OR RAFTER, 20. WHEN PLYWOOD SIDING 18 USED AS AN EXTERIOR OR INTERIOR WALL OOVERING, PROVIDE SOLID SLOOKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE 7' BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS. 21, INSTALL FIREBLOCKS TO OUT OFF ALL HORIZONTAL, AND VERTICAL DRAFT OPENING$ BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOOKS SHALL BE OF 2 INCH NOMINAL THICKNESS, LOCATION OF FIREBLOOKS SHALL INCLUDE - A. STUD WALLS AT FURRED SOFFITS, OEIUNG AND FLOOR LEVELS. B. AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOOR$ 0. BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22, FASTENING OF MULTIPLE MEMBERS: DOUBLE 9 TRIPLE JOISTS; 16d NAILS AT 12' 0.0 STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE JOISTS; V28 DIA. M.Ws AT IS' 0.0 STAGGERED. 4X OR LARGER BEAMS; 1/211 DIA. MA's AT 120 0.0 STAGGERED. 23. ALL ROUGH OR; RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART OENTER, 24. ALL HANGING JOISTS SHALL BE HUNG WITH SIMPSON 'LUS* HANGERS U.N.O., AND SIMPSON 8ITT' FOR TJI's, U.NiO. 25. ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOOKIN UNLESS NOTED OTHERWISE. '26. ALL BEAMS TO BESUPPORTED WITH'FULL BEARING. U.N.0 27. ROOF SHEATHING IS TO CONTINUE UNDER CALIFORNIA FRAMING, TYP. 28. APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX -OUT% FUR�OUTS, SOFFITS OR ANY OTHER.FRAMING THAT MAY INTERRUPT CONTINUITY OF THE PLYWOOD. 29, PROVIDE FURRING AS NEEDED TO ALIGN NON-814EAR WALLS WITH SHEAR WALLS, SO- PROVIDE 4X OR DOUBLE -2X MEMBERS UNDER SOLEPLATE NAILING AT 2)' 0.0 $1. DOUBLE TOP PLATE$ w/MIN. 48' LAP SPLIOES TO BE PROVIDED WMIN 18) 16d's PER TOP PLATE SPICE. 32. TOP PLATE BREAKS ARE SHALL OCCUR OVER A STUD OR POST. 33. SOLID BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS. $4. ALL EXPOSED BEAMS AND, HEAVY TIMBER RECOMMENDED TO, BE FREE OFHEART CENTER. 36. ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON PS's AND/ OR -1 SO's MINIMUM, � UNLESS NOTED OTHERWISE. 36- ALL SIMPSON HD. PA. AND 08 HOLDOWNS TO BE FASTENED TO 40 POST MIN., U,NO. $7, ALL EXTERIOR WALLS ARE TO BE SECURED WITH 5/8' DIA. x 10' ANCHOR BOLTS AT t20 O.C., U.N.O. $8, ALL INTERIOR WALLS TO BE SECURED WITH SHOT PINS PER MANUFACTURER 'S RECOMMENDATION, U.N.O. CALCULATIONS GOVERN IN ALL CASES, RECOMMEND RAMSET/REDHEAD 1516D AT 24' D.C. PER 1000 REPORT NO. 1147. 39, ALL CONVENTIONAL FRAME PORTIOW OF STRUCTURE ARE TO BE CONSTRUCTED PER SECTION 2320 OF THE UNIFORM BUILDING CODE, U.N.O. 40, ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER REVIEW. 41. TRUSS MANUFACTURER TO PROVIDE CALCULATIONS, SHOP DRAWINGS, -DETAILS, TRUSS HANGERS, BRIDGING AND ERECTION BRACING. 42. PROVIDE DOUBLE 2X SOLE PLATE$ WITH SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2, LIGHT WEIGHT OONORETE IS USED AT THE FLOOR. 43. WHERE BOTH TOP PLATE$ ARE BROKEN, STRAP WITH ST6224 MIN. U.N.O. 44. COMMON NAILS SHALL BE USED FOR ALL PLY SHEATHING TOP PLATE SPLICES SOLE PLATE NAILING. ALL HARDWARE SHALL BE !NSTALLED WITH NAILS PER THE MANUFAOTURERS SPECIFICATIONS AND RECOMMENDATIONS. 11T;; STAI 1. ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF I-V2# DOUGLAS FIR LAMINATIONS, COMBINATION 24-F PER AITC. 2. IND. APP. GRADE Fb-2400 PSh Fv-165 PSh E.1,010 6pSI 1 INDUSTRIAL APPEARANCE GRADE SHALL BE USED, WITH MOISTURE CONTENT BETWEEN 7 - It PERCENT, UNLESS NOTED OTHERWISE. 4. FABRICATOR SHALL BE A MEMBER OF AITO AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF 'TUBER CONSTRUCTION STANDARD' BY A.I.T�6.. LUMBER SHALL BE MARKED WITH AN AITC QUALITY MARK INDICATING CONFORMANCE WITH THE OOMMERCIAL STANDARD 'STRUCTURAL GLUED LAMINATED LUMBER 5. GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A OERTIFIOATE OF INSPECTION. OONTRAOTOR SHALL BEAR EXPENSES -OF INSPECTION AND TESTS, A CERTIFICATE OF INSPEOTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENt 6. THE FABRICATOR SHALL SUBMIT COMPLETE SHOP DRAWINGS TO BUILDING DEPARTMENT AND DM FOR APPROVAL PRIOR TO FABRICATION. 7. ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RAOIUS0600 UNLESS NOTED, OTHERWISE. 8, PARALLAM PSL 2.OE BY TRUS JOIST MAOMILLAN PER NER 292 fb-2900 PSI; ty-290 PSI; E-2.0 9. PROVIDE MULTIPLE 20 SQUASH SLOOKS UNDER 13EARING POINT LOAD FROM ABOVE TO TOP PLATE$ BELOW AT FLOOR LEVEL. 10. TRUS JOIST MAC MILLAN PRODUCTS PER NER 119, NER 126, NER 292 AND NER 48t 11, PROVIDE DOUBLE TJI's OR DOUBLE TJI BLOCKS WHEN 16d SOLE PLATE NAILING IS LESS THAN 4* 0.0. AT SHEAR WALL ABOVE. 12. REFER TO TRUS JOIST MAC MLLAN SPECIFICATION FOR DRILLING OF HOLES THRU TJI WEB. FOUNDATION./SITEWORK 1. THE FOUNDATION' DESIGN 1.8 $ASED ON 97 USC au- 97 U00 TABLE 18-1-A 2. THE ALLOWABLE SOIL SEARING VALUE IS 1000 PSF FOR CONTINUOUS FOOTINGS. 3. SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES AND WALLS, AS REQUIRED. 4. PROVIDE NOWEXPANSIVE. FILL AS REQUIRED TO LEVEL PAD. 6. SURFACE WATER WILL DRAIN AWAY FROM BUILDING, DRAINAGE SHALL BE 2% FROM BUILDING TO SWALE LINE, SWALE SHALL DRAIN AT i% (MIN.) FROM REAR OF BUILDING TO STREET. 6. THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED'DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 7. PROVIDE 6 ML VISQUEEN U.N.O. UNDER SLAB (EXCEPTION GARAGE SLAB AS RECOMMENDED BY SOILS REPORT). S. ALL HOLD0WN ANCHORS, POST BASES AND HOLDOWN BOLTS- SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION, INSPECTION. 9. PLACE 10#-0* REBAR IN FOUNDATION AT SEIRVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS. 10. FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN, (ZIP STRIP OR EQUAL). MINIMUM OF 20`�O* O.C. EAOH WAY IS RECOMMENDED. 11. DRIVEWAY PAVING SHALL BE 4' PORTLAND'OEMENT OONORETE. (6 SACKS MIN.). 12. FOR POST -TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS. 13. MINIMUM $LAS REINFORCEMENT AND PAD REQUIREMENT SHALL OONFORM TO THE SOILS ENGINEER'S RECOMMENDATIONS, U.N.O.. 1. ALL MASONRY WORK SHALL CONFORM TO THE LATEST EDITION THE UNIFORM BUILDING CODE. 2. CONCRETE BLOCK SHALL BE OF SIZES SHOWN ON ARCHITECTURAL DRAWINGS AND/OR CALLED FOR IN SPEC4. AND OONFORM TO ASTM 000-86. GRADE *N-I* NORMALWE16kT UNITS WITH MAXIMUM LINEAR SHRINKAGE OF 0.06 % Vm - 1500 PSI GROUTED REINFORCED CELLS, S. MORTAR MIX SHALL BE COMPOSED OF ONE PART PORTLAND OEMENT AND THREE PARTS SAND AND NOT LESS THAN 1/4 PART NOR MORE THAN 1/2 PART LIME PUTTY FOR TYPE W MORTAR. MINIMUM COMPRESSION STRENGTH TO BE fo - 2000 PSI. 4. GROUT MIX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO 2.1 TO 3.0 MAX PARTS SA14D AND NOT LESS THAN TWO PARTS PEA GRAVEL. MAX, GROUT LIFT a 4'-0' SPECIAL INSPECTION$ SHALL BE REQUESTED FOR HIGH LIFT GROUTING. MINIMUM COMPRESSION STRENGTH TO BE ft 2000 PSI. 5. PROVIDE OLEANOUT OPENING$ AT BOTTOM OF ALL VERTICALLY GROUTED CELLS IF GROUT LIFT EXCEEDS 4'-0', 6, ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF 1/2' GROUT, 7. BOLTS SHALL BE GROUTED WITH ? OF GROUT BETWEEN SOLT AND MASONRY. NO PIPES OR DUCTS SHALL BE PLACED IN MASONRY WALLS UNLESS SPECIFICALLY NOTED OR DETAILED. 9. DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE THE SAME SIZE AND SPACING AS MASONRY WALL REINFORCING. 10. ALL MASONRY, EXCEPT -VENEER, SHALL BE REINFORCED GROUTED MASONRY, GROUT OELLS CONTAINING ' REINFORCING UNLESS NOTED OTHERWISE. GROUT SOLID ALLMASONRY RETAINING EARTH UP TO 6* ABOVE RETAINING WALL, 11. ALL VERTICAL REINFORCING IN MASONRY WALLS NOT RETAINING EARTH SHALL BE LOCATED IN THE CENTER OF THE WALL, U.N.O. 12. REINFORCING SHALL BE SECURELY HELD AND BRACED IN PLACE TO PREVENT MOVEMENT WHILE PLACING MASONRY, 13. MASONRY TO HAVE SPECIAL INSPECTION PER SECTION 1702 OF THE UBC WHEN SPECIFIED, 1. MANUFACTURER SHALL SUPPLY TO THE ARCHITECT/ENGINEER AND THE BUILDING DEPARTMENT, CALCULATIONS AND SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. ALL CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY A CALIFORNIA REGISTERED PROFESSIONAL ENGINEER. IT SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER TO OBTAIN BUILDING DEPARTMENT APPROVAL FOR CALCULATIONS AND SHOP DRAWINGS PRIOR TO FABRICATION. 2. TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST LOCAL BUILDING CODE FOR ALL LOAD$ IMPOSED, INCLUDIN43 LATERAL LOAD$ AND MECHANICAL EQUIPMENT LOADS. S. ALL OONNECTORS SHALL BE 1080 APPROVED AND OF ADEQUATE STRENGTH TO RESIST STRESSES DUE TO THE LOADINGS INVOLVED, 4. TOTAL LOAD DEFLECTIONS SHALL BE LIMITED TO L/240 5. GROSS BRIDGING AND/OR BRACING SHALL BE PROVIDED AND DETAILED AS REQUIRED TO ADEQUATELY BRAOE ALL TRUSSES. LATERAL SHEAR NOTESIN 1997 UA.0 SEISMIC ZONE 4 FRAMING MEIABERS A# DOUGLAS FIR -LARCH AT 16' 0.0 3/8' WOOD STRUCTURAL PANEL WITH Od COMMON NAILS AT 6' 0.0 AT EDGE$ AND 12' 0.0 AT FIELD (TABLE 23-11-1-1 UBOI ........ 260 PLF 31V WOOD STRUCTURAL PANEL WITH 84 COMMON NAILS AT4* 0.0 AT EDGE$ AND 12* O.CAT FIELD (TABLE 23-11-1-1 USC) $60 PLF Al2 3/8' WOOD STRUCTURAL PANEL WITH 80 COMMON NAILS AT 3' 0.0 AT EDGE$ AND 12' O.OAT FIELD (TABLE 234-1-1 UBO) 490 PLF 3/8' WOOD STRUCTURAL PANEL WITH'Sd COMMON NAILS AT 2' 0.0 AT EDGES AND 12' 0.0 AT FIELD (TABLE 23-11-1-1 USO) 640 PLF Vr(OR 16/32) WOOD STRUCTURAL. PANEL WITH 10d COMMON NAILS AT 2' 0.0 AT EDGES AND 12' 0.0 AT FIELD (TABLE 23-9-1-1 USO) 770 PLF NOTES: A. WOOD STRUOTURALPANEL; MATERIAL APPROVED BY APA, PFS/TEOO OR PITTSBURG TESTING LABORATORIES ( THIS INCLUDES 080) THESE VALUES ARE FOR DOUG-FIR LARCH OR SOUTHERN PINE.'OTHER LUMBER SPECIES MAY DIFFER, IN SHEAR CAPACITIES. B. PROVIDE 2X SLOOKING AT HORIZONTAL WOOD STRUCTURAL PANEL PANEL JOINTS. 0, FOR SHEAR 'WALLS ATO A I USE THE FOLLOWING. 1) USE Ox MUDSILL 2) USE Sx MEMBER 0 PANEL JOINTS 9 HORIZONTAL BLOCK-ING 3) NAILINGS SHALL BE STAGGERED D. 21 x 21 x 3/16' STEEL PLATE WASHERS ARE REQUIRED ON EACH ANCHOR BOLT (USO SECT. 18016.6.4 E. NAILS. SHALL HAVE 1/2# MIN, EDGE DISTAN GE FROM ED09 OF PLYWOOD AND EDGE OF STUD. (31-W EDGE DIST. FOR 84 F, PROVIDE 3/4' EDGE NAIL DISTANCE AT 6X STUD AND BLKG. G. INDIVIDUAL PLYWOOD SHEETS SHALL BENOT LESS THAN 2'-0' IN LEAST DIMENSION 14OR LESS THAN, S. 80. FEET IN AREA. USE FULL SIZE SHEETS WHEREVER POSSIBLE. M�' E EDGE NAIL PERIMETER I � _46 OF EA. PLYWD. SHT, SEE PLAN AND SOHED, FOR SIZE AND SPACING STAGGERED PLYWD.-----j,-... PANELS EDGE STUDS AND BLKGS, SEE NOTES #B,C,E i F FIELD NAILING NAIL 0 12' TYP. HOLDOWN ANCHOR (SEE PLAN AND DETAILS FOR SIZE AND LOOATION) EDGE NAILPLYWD. TO HOLD DOWN POST FULL HEIGHT, PTDF SILL (SEE NOTE #0 & D)�-- w/ ANCHOR BLT. PER PLAN WHERE OCCUR ONG POST oof, iN L elf .Or- XI'l000, Al WALL "ELEVATION. M" ALL ROOF AND FLOOR SWATHING TO BE EXPOSURE I OR EXTERIOR (TABLE 23-I-j-1 AND 2-3��S-1 UBC) ROOF'- JOIST SPACING EQUAL TO OR LEOS THAN-24' 0.0- 1/2' WOOD STRUCTURAL PANEL PH 32/16, WITH $Ws AT 6' 0.0 AT EDGES AND BOUNDARIES, 12, 0.0 FEW. FLOOR' JOIST SPACING EQUAL TO OR LESS THAN 1_6' O.C. 5/8' WOODSTRUCTURAL PANEL T&G SHTG, Pit 32/16 , w/10d's AT 6' 0.0 AT EDGES AND BOUNDARIES., W 0.0 FIELD. PANEL EDGE$ SHALL "AVE APPROVED T98 JOINTS OR SHALL SE SUPPORTED WITH BLOCKING NOT REQUIRED WHEN L04TWEIG14T CONCRETE IS PLACED OVER SUSFLOOR, FOR SIZE AND STAGGER JOINT SPACING OF OF PLYWOOD RAFTERS SEE PLANS I 1 $/8' MIN, r EDGE &OUNDARY DISTANCE NAILING (B.N.) I IPA, --ff FOR NAILS iINIM11wMA�'Mi i LONG DIM TYP, INTERMEDIATE MIN F I - L 44 OF PLYWD. NAILING (F.N.) _,0117ft"IM-1 0 12' O.C. WIMPM-1 i PENDICULAA 1 1 W_a I _a " ME WON TO JOIST I IR r 9 1 1 won$ (0 (0 C0 0) 40: LIJ C) 00 cr) 0() (00 00 Z) Z of M Uj "RT Ct) cc to Cr -J Of c) ) Q Lij 3: M < 0) Cq z LLj WQ) Q M 0 0 q < -F < C-4 a- LL _j Uj W, Cr $4 0 At wak, a" C OFES ANO,�� - No �z C 0-6'107 6-3'�' 0-01 Zo 0/V1 2/10/2004 SHEET SHEET: OF: 6. Verify Simpson A35 0 16" o.c. 1' New Floor Sheathing REVISIONS BY 1. simp.sT 6236, UNO 2. New 2x Floor Joists, See Plan 1.Sim son ST6236 or 8 2 1, 1x Starter Bd. Exp, Eaves Alt, MST1 48 at Dbl. TJ1/Psi./LVL 1 2. Roof Sheathing 7. New Studs 3 Existing Sheathing 2. see Plan for Brg. Condition. 5 MST# 36 3. Roof Rafter 4. Existing Roof Rafter 3. Drop Beam, or DbI Jet, 2. * Simpson CC 4. S1mp.H1 0 48' Q.C. 5, Existing Studs 4. Mush Beam, or DbI Jet, 3,Pos#- 2oa0001n20'dF�OR HDR, HDR. PER FRMG. PLAN 5. Top Plate HDR. 6. Edge Nailing 5. Plywd, Shtg w/E.N 4. * Simpson ECC ADD L. 2 DEPTH 1 7. simp,A35 0 48" 0.0 (To Each Joist When DbI F/J) + 5. Beam S. (3)$d Toenails 0 Ea. Rafter ? # 2x STUDS W/ 16d U.N,O. 2- 2x CRIPPLES WHERE 3 11 12 O.C. t#Nt. IS 3*-0 OR LARGER * U.N.O. { E,N, _ �• E.N. 4 �:. J USE 2-2x4 KING STUDS 2x WINDOW SILL w! ;f FOR OPENINGS LARGER 5. 7 �_ _-- - _,� - _ THAN 4'-0° EA. 1END OE NAILS 2 r ..--6 I £3 �---•-- �., 0 Obl, TJI/ VAiAIfA81 SPA{ N6 E.N. X Strap LVL/PSL 1-�t H1 A35 E.N . 1 ST6236 MST160 _ -1 48' o/.c 48' o/c 6 � 1 2 MST48 MST172 -2 N.A. 32' o/c 6 5 7 3 -3 24' o/c 240 c/o 6 MST64,(d~j NOTE: PROVIDE 2x HORIZ. 81.0, eETwEEN STUDS -4 N.A. 18' OIC 1 MM. 10"1 MAX. & AT CLO. LINE 4 USE MSTA36 w110d NAILS 4 0 4.5' Q.G. AT PARALLAM PSL sMS. CII Q) Al T 0NDIT1GIN # °' �- Uj ...., <C ao M .407 EAVE (�AVR�ARAIN TER �LLCONNECTION 13 DRAG DETAIL z � 0 1. Simpson MST-48 1. Simpson ST22 0 48' o.c. cc s (0 p 2. Drop Beam ALTA41116d's Per Lap 8 Spike l I 1-Edge Nailing a d 1, $1�.sim son Ts 12 1. Simpson MST-48 � � � it Rafter To MSB * 2. Bm, Per Plan 3. Simpson ST6236 2. Rafters (see Plan) 1 I 2-Double Joist If Applicable " U (2)Simpson, TS 18 3. Simpson ST6236 40% MAX. STUD I # ' U � c� � X �.. 4x Post 3-s#meson A35 At 48 o.c * �t Nip Sm To Post " 4. 4x Post 3. 2x Blocking •.-- -- 2. Hip . Sm ,{See Plan) . Sill Plate 5. Sill I'{ate WIDTH NOT 25A4 MAX. STUD 3 Q � . 0- � 3, see Plan For 6. DbJ.FIr.Joist or Beam 6, TJt 4, Ridge Bm (See Plan) WIDTH NOTCN ` � 4-Alt. Location, Of A35F � Db#.Jsts, � B+aarin Condition 7. Sin ie Rim Jsts. 7. 16d Nails at 8' o,c., U.N.0 * U.N.O. ^ . _ 5-studwail Or BsamAdIfti * U,NO. 0 8. Single Rim Jsts. EDGE DISTANCE 6- Timber strand Blk g, Or : Rine Joist, 6fI6 MAX. STUD 8. Sole Plate Nailing EQ. EQ, WIDTH BORETYP. ALL STUDS 40% MAX. STUD 7-TJI 10. i2f8d Nalls,Cilnoh WIDTH BARE _ 8-A35's At 48' o.c, U.N.O On Table Below 4 f 11. Ply Web Stifener 1 1 NQN-8RG STUDS EXT, AND BRIG, s-Dbl.Top Plates - E/S of Web- 6 a a v2'911 Its' 3/4'x2 1l16' NOTES: 4 y... A35 spacing ; 1, NOTCH AND BORING NOT TO OCCUR IN + + 2 THE SAME STUD SECTION24 7 ' 3 4 �` �` -'' ,P � 2. NO AY HAAVE 60� 1CvIAK�SBORED HOLES 2 ' _j 3 1 g 8 5 U.N.O. r- 3 7 ? 6Q96 ui MAX. DIA. 8 >41 �2 out 1ltru Out Thr 8 OF STUD WIDTH NflTCH1I30RE Shtg Shtg DBL. BRG, STUDS OF szuf� 4 8 9 w 6 25% 7!8' 1 3/8" *Ref; TJl no. 1 1 3/8' 2 1/8' Product Rot.owde O 4 2' 3' 1/4 0PT.1 OPT,2 Q _W 1, E-CTION 14 FLOOR} AFT N tC M 1PIAL. STUD N+C3TIH SCAR TRANSFER u� N" DO, N1 ON1. Simpson ST-6236 U.O,N, 1. Double Top Plates 1. Beam' (See Pare) 1-Edge Nailing 2. 2X Top Plates Type 2. Simpson ST-6224 2-Rim Joist or Blk'g. t. 2. Simpson A35 Ea. Leg, 1. Post (see Plan) 3. 2x Studs 0 16" o,c. 1 3. 4x Min.Hip Beam 2, sole Plate (See Plan) 1 3, For Bearing Gard. 3-Simpson A35 At 48' a.c. 3. Simpson MuT48 * EQ. EQ, 0 See Plan. 4-AIt, Location Of A35F 0 Dbl.Jsfs, r., 4. 2x Blocking 5-Studwall Or Beam 5. Posh (See Plan) 1 ;, 3 6-Timber strand Rim Joist Car Blk'g. 6. Top Plate 2 7-TJ1 4 * . 8-Dbl.Top Plates U.N.O. 1 - w I@ CONV, * U.N.O. 2 s®. .� 2 .o W 6 A35 Spacing 7 1 32' ,- C1g.Line 2 3 6 4 2 d Top of Post 3 2 3 16 ' 3 4 8 4 3 .4 Uj 7 --- 3 8 5 .� . _ ... TJI 5 SB TT CONNECTION AR TRANSFER o sssr,,y 1. Simpson ST22 0 Qr ox. I. Ridge Bm, See Plan 1. Beam/Header see plan 1. 2X Rafter 2, 2x Ftofiars (See Plan) 2, Hip Bm, See Plan 7 1 p 2. Plywd Roof Shtg. W No. C 056407 1. Boundary Nailing 2. Simpson ST6215 ! Side 1 2 3, 1x Cont. w/16d Nails Exp. 6-30- 4 `t 3. Flush Ridge Board 3. 1/4' Plate w/ (4) 2. Roof Rafter 3, King Post Per Plan at 8' 0.0 3/4' Dia. M,B.'e civ11 3. Edge Nailing 4, Edge Nailing �OFcA�.�� U.N.O. 4. 2x Blocking 5. 2x BIkg w/Plywd E.N ` � 5 2 5. A35 0 16' o,c, 4 6. 2x Cont. w/16d's 0 j21 o EQ. Eck. 6. 16d 0 4' o.c, at $' 0.0 7 7. hoof Sheathing 1 2 3 U.N.O. 6 11 2 f 2 ' DRAWN 00 1 ' .. - • 3 5 1 6 ALT,QNN iTI CHECKED 3 2 q a ar. DATIE ® 3 5 ,g " 2/ 10/2004 3 s Jtal NO. 0 e 1238 .�. LfJ a' ¢. SHEET PLAN � PLAN 1 1/24` I' 20 'RAFTER TO FLUSH 1 R TRANSFER BIVI TO POST CONNECTION SEAR TRANSFER SHEET: F. x SEE DETAIL 21 FOR REPETITIVE INFORMATION 7,interlor Wall Shall Have 6 RAMSEWREDHEAD 1516581) 0 24" ox, U.N.O. (I.O.B.O. #1639) or Equal. 2 -X x x V Co V U.N.O. 128-ISty 158-2Sty 3, 38 FOOTING 34 30 20 2 2 TYPICAL INTERIOR SEE DETAIL 21 FOR REPETITIVE INFORMATION SSTS Selection Tables HOLDOWN 0 2 -7 modeL,2X,3X and 2-2X SULK, 0ono Pour Two F.Our, MTT28 SSTS 16 SSTS 20 HTT16 SSTB 16 SSTB 20 HTT22 SSTB. 20` SSTB 24 LTT19 SSTB '16 SSTS 20 HD 2A SSTB 16 SSTB M HD 6A SSTB 2.0 SSTB 24 HD 6A SSTB 28 $STB 34 HD 8A SSTB 28 SSTB 34 ,HD10A I S$TB 28 -'SSTB 34 Do Not tnsat# HTT or'MTT or LTT Holdowns Ralsed Off The Mudaill NOTE, Holdown Anchors Must Be Tied, In Simp.Stab, Place Prior To Solt. Foundation Inspection. Deepen Footing 4 As RequiredTo v Obtain -An6hor \-Alternate Footing Embedment 'and Condition w/Heef Concrete Oover. SSTB EMBEDMENT SSTB 1f 20 1 24 1 28 134 I to (Length of Embedment va 20' 24" 1.28 to (L 35 31 27 23 SNPSON HOLDOWN w/ SSTS BOLT NEW EXISTING #4 DOWELS A C4 Uj 00, q) 0 0 as Uj' x -1 cr UJ 1 (0 0) 1 tt 0) M 0),q I I (N di U) z .. (0 0 x 04 -j (L U- 'Wzz m U. loom j0AW& gig FESSIO PNOP No. C 05640 Exp.6-30-o Z7 '0)10AL1f CIVIL 114 0 DATE 2/101/2004 J08 NO. 1238 SHEET $02 SHEET; OF; LATERAL SHEAR NOTES: ( 1997 U.B.0 ; SEISMIC ZONE 4 } FRAMING MEMBERS DOUGLAS FIR —LARCH A/� VERTICAL: AT 16" O.0 / D \ 3/8' WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 6" O.0 AT EDGES AND 12" O.0 AT FIELD (TABLE 23-11-1-1 UBC) ....... I... 260 PLF 11 3/8" WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 4' O.0 AT EDGES AND 12" O.0 AT FIELD (TABLE 23-11-1-1 UBC) ......•.••. 350 PLF 12 3/8" WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 3' O.0 AT EDGES AND 12" O.0 AT FIELD (TABLE 23-11-1-1 UBC) ......••• 490 PLF f ``' \ 3/8' WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 2" 0.0 AT EDGES AND 12 O.0 AT FIELD (TABLE 23-11-1-1 UBC) ......•••• 640 PLF 14 1/2"(OR 15/32) WOOD STRUCTURAL PANEL WITH 10d COMMON NAILS AT 2" O.0 AT EDGES AND 12 O.0 AT FIELD (TABLE 23-11-1-1 UBC) I ..... 1.— 770 PLF NOTES: A. WOOD STRUCTURAL PANEL: MATERIAL APPROVED BY APA, PFS/TECO OR PITTSBURG TESTING LABORATORIES ( THIS INCLUDES OSB) THESE VALUES ARE FOR DOUG—FIR LARCH OR SOUTHERN PINE, OTHER LUMBER SPECIES MAY DIFFER IN SHEAR CAPACITIES. B. PROVIDE 2X BLOCKING AT HORIZONTAL WOOD STRUCTURAL PANEL PANEL JOINTS. C. FOR SHEAR WALLS 12 TO 14 USE THE FOLLOWING: 1) USE 3x MUDSILL 2) USE 3x MEMBER 0 PANEL JOINTS & HORIZONTAL BLOCKING 3) NAILINGS SHALL BE STAGGERED D, 2' x 2" x 3/16" STEEL PLATE WASHERS ARE REQUIRED ON EACH ANCHOR BOLT (UBC SECT. 1806.6.1) E. NAILS SHALL HAVE 1/2" MIN. EDGE DISTANCE FROM EDGE OF PLYWOOD AND EDGE OF STUD. (3/8" EDGE DIST. FOR 8d). F. PROVIDE 3/4" EDGE NAIL DISTANCE AT 3x STUD AND BLKG. G. INDIVIDUAL PLYWOOD SHEETS SHALL BE NOT LESS THAN 2'-0" IN LEAST DIMENSION NOR LESS THAN 8 SQ. FEET IN AREA. USE FULL SIZE SHEETS WHEREVER POSSIBLE, HORIZONTAL: ALL ROOF AND FLOOR SHEATHING TO BE EXPOSURE OR EXTERIOR (TABLE 23-11—E-1 AND 23-11—H UBC) ROOF: JOIST SPACING EQUAL TO OR LESS THAN 24' O.C: 1/2"WOOD STRUCTURAL PANEL P11 24/0, WITH 8d's AT 6" O.0 AT EDGES AND BOUNDARIES, 12" O.0 FIELD. FLOOR: * JOIST SPACING EQUAL TO OR LESS THAN 16' O.C: 5/8' WOOD STRUCTURAL PANEL T&G SHTG, PI1 32/16, w/1Od's AT 6' O.0 AT EDGES AND BOUNDARIES, 10' O.0 FIELD. * PANEL EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH BLOCKING NOT REQUIRED WHEN LIGHTWEIGHT CONCRETE IS PLACED OVER SUBFLOOR, M=L INDICATES (1) 1 3/4' x 11.25" MICROLAM P=L (OR PSL) INDICATES PARALLAM HEADERS AND BEAMS, REFER TO ENGINEERING CALCS. NOTE: APPLY SHEAR PRIOR TO FRAMING OF Ac PERPENDICULAR WALL AND/OR BOX —OUTS. (WHERE APPLICABLE) 15 SDt FRAMING NOTES LEGEND MARK: DESCRIPTION SPN12: 16d SOLE PLATE NAILING 0 12" O.C. SPN10: 16d SOLE PLATE NAILING 0 10" O.C. SPN8: 16d SOLE PLATE NAILING @ 8" O.C. SPN6: 16d SOLE PLATE NAILING 0 6" O.C. SPN4: 16d SOLE PLATE NAILING 0 4" O.C. SPN3: 16d SOLE PLATE NAILING 0 3" O.C. SPN2: 16dSOLE PLATE NAILING 0 2" O.C. ,r cQ Lo C W CN <(00 a-�W� 1• C3 I C Qua_--j ,��m=CD Z c) �-- NZ c � z O }C Q N 0- L I I W U W Z W n 11 1 z W r �C Q U Ln ry 0 Q 0 CD 0 — 0 Q V) z Q_ V,�FESSIOC uj No. Exp. C 056407 6.30. o ` f crust OF CAL, % `" DRAWN MSH CHECKED DATE 2/10/2004 JOB NO. 1238 SHEET SD3 SHEET: OF: S: SHEARLATERAL SA. WOODSTRUCTURAL PANEL: MATERIAL APPROVED BY APA, PFS/TECO OR PITTSBURG ( 1997 U.B.0 ; SEISMIC ZONE 4 } FRAMING MEMBERS TESTING LABORATORIES ( THIS INCLUDES OSB) THESE VALUES ARE FOR DOUG-FIR LARCH DOUGLAS FIR -LARCH OR SOUTHERN PINE, OTHER LUMBER SPECIES MAY DIFFER IN SHEAR CAPACITIES. VERTICAL: AT 16" O.0 B. PROVIDE 2X BLOCKING AT HORIZONTAL WOOD STRUCTURAL PANEL PANEL JOINTS. 3/8" WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 6" O.0 AT C. FOR SHEAR WALLS 12 TO 14 AUSE THE FOLLOWING: EDGES AND 12 O.0 AT FIELD (TABLE 23-11-1-1 UBC) .....•..... 260 PLF 1} USE 3x MUDSILL 11 3/8" WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 4" O,C AT 2) USE 3x MEMBER 0 PANEL JOINTS & HORIZONTAL BLOCKING EDGES AND 12 O.0 AT FIELD (TABLE 23-11-1-1 UBC) •••.......• 350 PLF 3) NA{LINGS SHALL BE STAGGERED 12 3/8" WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 3" O.0 AT D. 2" x 2" x 3 16" STEEL PLATE WASHERS ARE REQUIRED ON EACH ANCHOR BOLT EDGES AND 12" O.0 AT FIELD (TABLE 23-11-1-1 UBC) 490 PLF A3/8" WOOD STRUCTURAL PANEL WITH 8d COMMON NAILS AT 2" O.0 AT (UBC SECT. 1806.6.1) 3 EDGES AND 12" 0,C AT FIELD (TABLE 23-11-1-1 UBC) 640 PLF E. NAILS SHALL HAVE 1/2i' ° MIN. EDGE DISTANCE FROM EDGE 14 1/2-(OR 15/32� WOOD STRUCTURAL PANEL NTH 10d COMMON NAILS AT 2" O.0 AT OF PLYWOOD AND EDGE OF STUD. (3/8' EDGE DIST. FOR 8d). EDGES AND 12' O.0 AT FIELD (TABLE 23-I1-1-1 UBC) •.••.•.••.• 770 PLF F. PROVIDE 3/4" EDGE NAIL DISTANCE AT 3x STUD AND 8LKG. G. INDIVIDUAL PLYWOOD SHEETS SHALL BE NOT LESS THAN 2'-0" IN LEAST DIMENSION NOR LESS THAN 8 SO. FEET IN AREA. USE FULL SIZE SHEETS WHEREVER POSSIBLE. HORIZONTAL: ALL ROOF AND FLOOR SHEATHING TO BE EXPOSURE I OR EXTERIOR (TABLE 23-II-E-1 AND 23-11-H UBC) ROOF: JOIST SPACING EQUAL TO OR LESS THAN 24" O.C: 1/2"WOOD STRUCTURAL PANEL Pil 24/0, WITH $d's AT 6" O.0 AT EDGES AND BOUNDARIES, 12" O.0 FIELD. FLOOR: * JOIST SPACING EQUAL TO OR LESS THAN 16" O.C: 5/8" WOOD STRUCTURAL PANEL T&G SHTG, PI1 32/16, w/10d's AT 6" O.0 AT EDGES AND BOUNDARIES, 10" O.0 FIELD. * PANEL EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH BLOCKING NOT REQUIRED WHEN LIGHTWEIGHT CONCRETE IS PLACED OVER SUBFLOOR. M-L INDICATES (1) 1 3/4" x 11.25" MICROLAM P=L (OR PSL) INDICATES PARALLAM HEADERS AND BEAMS, REFER TO ENGINEERING CALCS. NOTE. APPLY SHEAR PRIOR TO FRAMING OF 7PERPENDICULAR WALL AND/OR BOX -OUTS. (WHERE APPLICABLE) FRAMING NOTES LEGEND MARK: DESCRIPTION SPN12: 16d SOLE PLATE NAILING @ 12" O.C. SPN10: 16d SOLE PLATE NAILING @ 10" O.C. SPN8: 16d SOLE PLATE NAILING @ 8" O.C. SPN6: 16d SOLE PLATE NAILING @ 6" O.C. SPN4. 16d SOLE PLATE NAILING @ 4" Q.C. SPN3: 16d SOLE PLATE NAILING @ 3" O.C. SPN2: 16d SOLE PLATE NAILING @ 2" O.C. r REVISIONS I al ROOF SLOPE 0 z `{ W W W CO 0) °� <C o0 t0 n j 0 Wtnr ry = co (� G m Q z rn , CLI ww U o Q 0 X (� Q N b- � '_"�`+y. u W � w CIS � < W � C Ln < 0 Q- CN z C� Q C 0 Z 0 ww" Q Cy O U Q ww Q_ V) AN ° �kP:66407 0 � 'av CACifo