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HomeMy WebLinkAbout10144853.pdfTOS O*EO6't, IVIOI 9DMOM CNV -IUUOWU'NOUI(I(IV 18LEZOIR (JOU110) 'A UIOJLII)ojn-vV cn I I Z8-tl� � (V I LJ'OS �* 166Z jVIOJL VaV-D ) LZ99-tLg (6t,6) - 8EZ9-tL5(6t6):OuOqd XOS O*tZ6 NJAOD OIJLVd D.�UISIXA Ar m LZ9Z6 'V-D PSON 131SOD 8OZ olinS' j3o4S IR L I 17EZ 0 VO VXV VINVS--Xa SHI -'d*VW 0 19 1 cn - J-dV9VD AkAN Abs 0*00t, I"Dv-uvo DNIISixg XOS 6ZL iAj;DS Ijui(I podAkox r--' ZMilw" Elsof ­Uw TOS O*tL 111 - IDNICIISAU NOIJLIC[aV A`OS 9*L99 I = HDNACIISAd ail UISIX9 a I o u u 499 0 0 SIZ ►:doss I By 2O1 L(11f A 1t1 1Lt L19 "t i d V 4l >p 8 r i i 5t r181 E t ti+ S4 v 8t..711 � �- r' • 1... F3 � T.... �,.,5 �ii�?� � %�4 ��� V�La, V �• -� �`� I '� -. `�' �` � ONE Iit3tJR s MATERIAL s ON ^� FIRE-R IA STIt'E g 1 T THE GARAGE _p t i SWE FOR WALLS,, LG 1`=, , T i v M r� POSEPOSTS ' { " ( AND BEANS OF © I I NEW, �1 GARAGE ( r 710 AD7ACEXT TO OR j $; i ` } �} q SUPPORTING A N ! i l'f' l: � TEu . ( ;DWELLING1� tlNIT. { _ 1i �t �.� ' .� � R. 0" 0 aNl't t %.��5:. �� ,IBEIJ'111, De x 5� ---- �_ (2) C A R__ ZF q OR b( GARAGE (N) sTL,ra rIJx. jy ,g f i , f f e ; ONE -HOUR f t ttf FIRE -RESISTIVE I f k� s , 7 1 DN � 0 €�- I � , new I •.. THE GARAGE MATERIALS ON , ,. SWF FOR. WALLS. 2T-i ff = tt CEILINGS, ice: t EXPOSED POSTS I `* ~� r AND BEAMS OF y r r GARAGE ADJACENT TO OR � 1 I SUPPORTING A Zj DV�TLi tNG UNIT. _ 2 • t _... - r W 5 vi p i tv t lFN T rlN �s 41—sc') EXISITNG lor-611 � ROOF. i i i i EXISTINCTWALL. ®NEW WALL. DEMOIMON i4 'V sav �i ............. ............. ........... ... .._ . ............. _........ ........ .............. . . �'..... .. � � ��. � ���c�q{-S `'. � Jf�£"'"'Y �•"°. �..s"� �.. �:� N`.:"^�t j Ii.,... }r�i`�� 4... '�`.�F � ( � .� {y.`2 .. �r s a , c w MANUFACTURED TRUSS OR � ROOF RAFTER L = - �> M -> j ROOF SHEETIN CONNECTORS BY OTHERS 1 { z. N �1 rri a Vt � yv✓ ; ��(g ` + t Y� �} ......,.....,......,..,....xima CONT. DOUBLE TOP PLAT 1/4"dx3" HFS SCREWS a (OR EQUAL) PER SCHEDULE ! t HARDY FRAME® PANEL OR BRACE FRAME i 8 [N.S.D. , HARDY FRAME® SECTION AT TOP PLATE CONNECTION SSHHEEAATHOF HIING FLOOR * ! � ' \^" 1/4"ti1x3" HFS 2-2XCONT. SCREWS OR EQUAL I _ TOP PLATES PER SCHEDULE 1/4"0x41/2" (MIN) HFS SCREWS OR EQUAL PER SCHEDULE 7/8'0 ALL -THREAD W/NUT & CUT WASHER EA END 4X SOLID RIM, EXTENDS 6" PAST UPPER FRAME RECOMMENDED 1/4"Ox3" HFS SCREWS OR EQUAL PER SCHEDULE 3/4'040 ANCHOR', �_W/CUT WASHERS ION PER BOTTOM PLATE NAILING PER PLAN'i 7/8'4 ALL -THREAD W/ PLATE WASHER & NUTS ! BELOW RIM BY OTHERS CONNECTION PER PLAN ^ 1 I J f _ 1 —2 —V CONNECTION PER PLANS HOLD DOWN PER PLAN FOUNDATION DESIGN BY OTHERS HARDY FRAME BRACE FRAMES STACKED BY STAGGERING PANEL. INSTALLATION SIMILAR m 4 i`z{f'4 � ,-. 6 i� Q z }� t � rat t c> �$= +a �x (/* j m 6 1. / 0, v+ o 1.,.. CL e� U L y ♦ N LSO CNI 0. 0 o V .. C' 0} 0 1 C t f ill 1 "'.�. 2 f "J} ;i la 1 a 1 IN ,'uJv Date" scale Drawn Iel , C. ,rub st" et o s 1/4"4x3* HFS SCREWS OR EQUAL CONT, PER SCHEDULE TOP PLATE CONNECTION PER PLAN 1/4*x 4:1/2,* (MIN) HFS SCREWS OR EQUAL PER SCHEDULE BOTTOM 4x RIM BETWEEN FRAMES UPPER FRAME 81-3t' PLATE EXTEND 6" PAST THE 'o RECOMMENDED ALL -THREAD W/NUTS & CUT CONT. TOP PLATES WASHERS EA END 1/4'x 3' LONG HFS SCREWS —OR,EQUAL PER SCHEDULE V 2x STUDS @ 16' O.C. 2X TREATED 3/4'OxIO ANCHOR BOLTS 8 It 7 BOTTOM PLATE W/CUT WASHERS & NUTS HOLD DOWN BOLTS PER PLAN A- TYP.' ENGINEER OF RECORD IS om�­­ PERMITTED TO MODIFY THIS DETAIL TO ACCOMODATE A SPECIFIC CONDITION HARDY FRAMES BRACE FRAMES STACKED IN ALIGNMENT 40e 4f-31# i).- ALL EXTERIORDR Existing', FINICHES"IS TIIII 4, DMACH EXIST' UNG IG S -D. 00 31-Y!,4. — 16' 10" (E) CL. (E) 81- 1 it Existing —loo (E) CL. (E) VExistingq,., BEI:)ROOP4 MSTMG WA! J_ MW WALL. )EMOLMON 141-3ft 281 [42161) P- L IT A-1 • 2x END STUD 4-1./4"0 x 1 1/4" HF� WHERE OCCURS OR SOS SCREWS 4x POST PER 5 oe PLAN WHERE "HARDY PANEL" OCCURS V SEE PLAN —SCREW HARDY PANEL TO 4x POST WHERE J* 00, 7/8-0 OR OCCURS W/4-1/4"O 3f-71# i 1/8'o x 3' HFS OR SDS HOLDOWN SCREWS (TYP.) ANCHORS —SIMP., 7PB" BASE ol PER SCHEID. 10, 0 -31f TOP 0 CONC. SLAB OR CURB ez x l-31t ------ r , 00 Loll tj FL, Ic.S t lb Ell I Tr R) 17 LT H� DY PANEL D ETAI L_(2�— SEE,SCHED. FOR LENGTH SCREW HA I ZOY fRAM.E TO TOP R W/i/4"o A 3" HFS OR SIDS FCl SCREWS — SEE SCHEDULE FOR 2-2x TOP It NO. 'REQ'O W GF " SCREW KING STUD I rWHERE OCCURS TO NEW =21 6 HARDY FRAME W/­ #10 x 2 1/2* N.S.D. 1 SCREWS (TYP.) KITC 1 L "HARDY FRAME" SEE PLAN NEW #4 A F BEDROOM. f I 1 HEADER WHERE OCCURS KING STUD J+b &A WHERE OCCURS I �5' P6 t— ETA,'l L— f HARDY FRAME D 4 I.I rl J. oll 2x BOT, FLOOR CONNECTORS BY OTHERSI ' 2x DOUBLE TOP PLATE BRACE FRAME AT LOWER LEVEL. STACKED HARDY FRAMES, S FRAME AT UPPER LEVEL '4 /2* EN HFS SC (06-R170 L) � R'SCHEDUtEREWS '60�' "'S SCREWS OUX) PER SCHEDULE ADJACENT FRAMING RECOMMENDED, BUT NOT REQUIRED JOIST TYP. 3/4'OxIO A.B. W/CUT WASHER & NUT 0 24* PANEL (ONLY) I HARDY FRAME@R 131-611 23/4" T.O. BOLT TO T.O. CONCRETE RECOMMNEDED PLYWOOD BOTTOM PLATE FLOOR SHTG Xm t "I ' .\\TOP'OF FOUNDATION DISCONTINUOUS TREATED WOOD SILL PLATE MOISTURE BARRIER RECOMMENDED (USE MOISTOP, 15# FELT OR EQUIVALENT) B. N: 2x SOLID BLOCKING E.N. x3 BLOCKING OR A35 PER SHEARWALL SCHEDULE- TYPICAL 2x ROOF RAFTERS E.N. SIMP. STRAP (SEE PLAN) E.Q. E.Q. HDR OR BM 4x POST W/SIMP. ECC SHEAR WALL SEE PLAN BRACE FRAME 1/4*ox41/ (MIN) HFS SCREWS 4X SOLID RIM (6R EQUAL) PER SCHEDULE F /—FLE iA I 2X-BLK'.G PER PLANS DI ATr CONT, MUBLEE T -1-1 CONNECTORS BY, OTHERS WALL FRAMING BELOW HARDY FRAMI? AT UPPER FLOOR, SECTION AT RIM JOIST SHEETIN{ I I REVISIONS I BY • tq 0, :D6 C4 A 0 0.00.1. 01 X c LA_ o CL CL 0 (D 0) < So 2: 02 J41uj"E i2a � a- N Date State Drawn muss mm=oftmmmc=AjWmm* ■ }IT � -6re 10 t` a 1 , /� r-3tt 'T j i).- ALL EXTERIQROR FINICHES sS TO isting IVIAci tEE) EXISTNG IG 0.� S.1 _ _ _ MW 13'—Y f I T-71t i 16'-10" 4 E.S.D. (E) CL. t EI C AMC CEO. Qi— C7r 1 !t i M WAL Existing NEW 2X FJ. C 16' o.c, 2X LEDGER W/(3) 16d e 51-911 7 011 16' O.C. B.N, E.N. EXISTING F.LR SHT'G r rr t tr r rr r rr t rr i 8 - $ - 8 -3$ -3 $ '-� 2X6 EXISTING FLOUR 2X FJ W/ JUISTS @ 16' o.c. _ A35s PER r-3rt � # pe x co TO LEDGER } h a`t t _ CHEDUWALL x 9ti 10t _AH]�..-- ..! � - ...,..a... y�oo Y{ )#4s 4 -Y TOP & BOLT - -. 21 .- SEE FOR INFO j!i( .i` .._ Yt"' •p� '0e t v e s Y M gg(( i .,m„•.. , - CI NEW I EXIST'G ur t Fe } 1 16dBL G .y p 5n .aa+rw 1 j 2X le n @BLK'G _ SILL' 48" ocE.N. NAILING PER SHEAR WALL SCHEDULE —6I B.N. f a X.: 1 , v w 2X FJ W/ `y+ ` 1 • t a ' 3 I6d 16 o.c, A35s PER t B { C M. � _ - SHEAR WALL II ._X, SCHEDULE .41 NIIN EX. FTNG, . NEW FORMAL � ; `� °' ' SEE FOR INFO <2)�#� -- ...� e n TOP & BOLT LIVING OM. F. Lir- 2 —4 WALL WHERE OCCURS 41 ,.M 414/ NE 2X BLK'G W1 2$ -$ ( J 11-4" 3-16d TOE 2X P.L. W/1--16d/ I 1 l g 'L NAILS/BLi< 7UTBLK'G d 6 oc 20r T—Srr� _ '� $.N. 1, _---• ---. j 11'-�rr 3 1 2X JOISTS t t-Off 4X GIRDER Y 2X P.T.D.F. P.L„ U--P W/45 CONC. NAILS z ` NEW WALL OR SHOTPINS I� � l �' � , 4X4 POST w/ ;: r r► Cu 4-16d TOE 6 MIN. NAILS TO P.L. !VA t * I _ r ...� _ .� 1 e :: 1 3t-6't -� BEDRO 4o r CONC. PIER 12"SQ @ r OR FTG TOP (HIN,) a , �° I i SEE PLAN DN. (E) WALLS R (E) WALL DN. i 001, fS- �`',. 2X STUDS @ 16" o.c, ".. f z3'+ 7ti`J '•C -JP. 2X4 P.L. SEE SHEAR WALL SCHEDULE SUTII 2S RIM JST. W/- 2-I6d/ JSfi. & 01 2'71-6' _ .x TO P,L, USE BX ,, r rr A35 ' @ 24' o:c, ' $ _� E N 2X FL, JOISTS WALL. � j � r lop X, ' ' -6•@GD 2•@LAB t—+ cry W/5/8X1©"LG. 04s@18 o.c, A.D.@ b _D o,c. MAX VERT. {{ W/ 1ST. BOLT 2" s 1 I FROM PLATE END (SEE SHEAR WALL 44s@"I8*o.c. SCHEDULE) I co NOR: (T&B., MIN,) a 131-211 OP & BOLT 28. Note on the Foundation Plan(s): "Provide two copies of a compaction report --d". reviewed, accepted and stamped by the architect or structural engineer of record. The reports are to be submitted to and accepted by the Building Safety Division 1! prior to calling for foundation inspection. Please telephone (714) 667-2760 for an ' appointment with the plan check engineer to accept the two certified copies of ,,III the compaction report."• 2$' t 29. Note on the Foundation Plan(s): "Prior to calling for Foundation Inspection, the building corners shall be surveyed' and staked by a California licensed Land Surveyor or qualified Civil Engineer. The, survey and staking must be documented and •, .bear the stamp and signature of the person responsible for the survey and staking. The certification document must be submitted to the Building Inspector at L the time of Foundation Inspection." l AL `'�, 32. Note on the plans that hold-down connector bolts into wood framing require approved plate washers; and hold-downs shall be,tightened just prior to covering the wall framing. 33. Sill plates supporting shear walls, with lateral loads greater than 350 pounds/foot require a 3-inch nominal or greater member'. Table 23-11-1-1, Footnote No. 3. S'�..�, oi"' :` At 114 9 R"1814N& - I ISY t U H l� �T� W •—" W C4 r-4 •—+ 4, MIN 0 V � 0 040� c• 04 V 75 a o U o 7q E 64 . L./ U 0a C (U! 0 d • r^� 4q •� '+.'tom b „. �'+ k S oat# i REVISIONS 1 BY CONCRE i E Ok 0 K MASONRY 1. CONCRETE BLOCK UNITS SHALL BE GRADE N-i LIGHTWEIGHT LOAD BEARING OPEN-END UNITS IN ACCORDANCE WITH A.S.T,M. SPECIFICATION C90- 2. ALL CELLS IN RETAINING WALLS AND WALLS BELOW GRADE SHALL BE FILLED WITH GROUT. 1 ALL CELLS SHALL BE GROUTED SOLID IN LIFTS NOT EXCEEDING 4'-0" IN HEIGHT. (CONTINUOUS INSPECTION REQUIRED) 4. VERTICAL REBARS SHALL NOT BE SPLICED IN THE MIDDLE THIRD OF THE WALL HEIGHT. VERTICAL BARS IN MASONRY ARE TO BE TiED OR OTHERWISE FIXED IN POSITION AT INTERVALS OF NOT LESS THAN 120 DIAMETER AND AT TOP AND BOTTOM. 5. PROVIDE FOR INSPECTION, CLEAN -OUT HOLES AT BASE OF VERTICAL CELL GROUT LIFTS WHICH ARE MORE THAN 4'-0" IN HEIGHT. 6, WHEN GROUTING IS STOPPED.FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF GROUT 1 - 1/2 INCHES BELOW THE TOP OF THE UPPERMOST UNiT. T FILL ALL CELLS SOLID IN LINTELS FROM SOFFIT TO ROOF LEVEL ABOVE AND FOR FULL WIDTH OF OPENING, USE 2 #5 HORIZONTAL BARS AT TOP AND BOTTOM EXTENDING MIN. T-0" ON BOTH SIDES, U.N.O. 8. THICKNESS OF MASONRY BED JOINTS SHALL BE 1/4" MINIMUM AND 1" MAXIMUM, 9. MORTAR: ALL MASONRY MORTAR SHALL BE TYPE "M" PER TABLE 21-A OF THE U.B.C. MORTAR MiX SHALL HAVE MIN. F'c OF 2500 PSI @ 28 DAYS STRENGTH OF 2500 PSI WITH MAXIMUM 3-PARTS SAND TO 1-PART CEMENT & LIME SHALL BE ADDED TO MORTAR PER TABLE 21-A OF THE_ U'S.C, 10., GROUT SHALL HAVE MIN F'c OF 2500 PSI @ 28 DAYS. GROUT PROCEDURE SHALL CONFORM TO THE U.B.C. SEC. 2103.4. FINE GROUT SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT, TO WHICH MAY BE ADDED NOT MORE THAN ONE -TENTH PART HYDRATED LIME OR LIME PUTTY AND TWO AND ONE-FOURTH TO THREE PARTS SAND. COARSE GROUT SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO WHICH MAY BE ADDED NOT MORE THAN ONE -TENTH PART HYDRATED LiME OR LIME PUTTY AND TWO TO THREE PARTS OF SAND, AND NOT MORE THAN TWO PARTS GRAVEL. 11. COARSE GROUT MAYBE USED iN GROUT SPACES IN SOLID MASONRY 2 INCHES OR MORE IN HORIZONTAL DIMENSION AND IN GROUT SPACES I FILLED -CELL CONSTRUCTION 4 INCHES OR MORE IN BOTH HORIZONTAL DIMENSION. 12. ALL GROUT SHALL BE CONSOLIDATED BY MECHANICALLY VIBRATING OVER THE HEIGHT OF POUR (VIBRATING SHALL BE PERFORMED AFTER THE INITIAL LOSS OF WATER AND BEFORE INITIAL SET). GROUT SPACE SHALL BE NOT LESS IN SIZE THAN THE MINIMUM NECESSARY FOR MECHANICAL VIBRATION. 13. CONSOLIDATE AND RECONSOLIDATE GROUT WITH A MECHANICAL VIBRATOR HAVING A 3W HEAD AND OPERATING AT 5000 R.P.M. SUBMERGED. TRUCTURALa EEI, 1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A36, UNLESS OTHERWISE NOTED. 2 STEEL PiPE SHALL CONFORM TO ASTM A53-GRADE B. 3. STEEL TUBE SHALL CONFORM TO ASTM A500-GRADE B. 4. BOLTS HOLES SHALL BE 1116" OVERSIZE UNLESS OTHERWISE NOTED, BURNING OF HOLES FOR CONNECTION NOT PERMITTED. 5. NO THREAD BEARING WILL BE PERMITTED ON BOLTED CONNECTIONS. 6. ALL MAIN MEMBERS SHALL HAVE BOLTS CONFORMING TO A325N UNLESS NOTED OTHERWISE. T MACHINE BOLTS AND ANCHOR BOLTS SHALL CONFORM TO A307 UNLESS NOTED OTHERWISE (RE-TiGHTEN BOLTS BEFORE CLOSING IN). 8. ALL STRUCTURAL WELDING SHALL BE BY "ELECTRIC ARC PROCESS" PER A.W.S, DIA (STANDARD CODE FOR ARC & GAS WELDING IN BUILDING CONSTRUCTION) USING APPROVED E70XX ELECTRODES. ALL REINFORCING STEEL SHALL BE WELDED WITH LOW HYDROGEN RODS. ALL SHOP WELDING SHALL BE PERFORMED BY "APPROVED" WELDERS iN A SHOP OF A LICENSED FABRICATOR. ALL FIELD WELDING SHALL BE PERFORMED BY "APPROVED" WELDERS. 9. SHOP DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATIONS. 10, ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDING", BY A.I.S.C. 11. ULTRASONIC INSPECTION BY AN APPROVED TESTING AGENCY SHALL BE REQUIRED FOR ALL SHOP AND FIELD GROOVE WELDS IN COMPLIANCE WITH U.B.C, SECTION 27-6. COLUMN FLANGES OVER 1 1/2" DIRECTLY BEHIND GROOVE WELDS SHALL BE ULTRASONICALLY INSPECTED FOR DISCONTINUITY. , 12. WEB CONNECTIONS OF FRAME BEAMS SHALL NOT BE TIGHTENED UNTIL AFTER FLANGE WELDS ARE COMPLETED ALONG EACH LINE OF COLUMNS AT EACH FLOOR. PROVIDE ERECTION SEQUENCE FOR BUILDING DEPARTMENT APPROVAL. 13. ALL STEEL EXPOSED TO WEATHER INCLUDING BOLTS, NUTS AND WASHERS SHALL BE GALVANIZED. f_3EiNFORCING ST�E�, Vy�„Q,� *SIG 1, ALL WELDING SHALL CONFORM TO REQUIREMENTS OF AWS DIA-92 "STRUCTURE WELDING CODE -REINFORCING STEEL". 2. MILL TEST ANALYSIS OF THE STEEL FOR CALCULATIONS "CARBON EQUIVALENT" (C.E.). 3. ADJUSTMENT OF WELDING TECHNIQUES TO SUiT C.E. VALUE AND JOB TEMPERATURE. 4. CORRECT STRENGTH, GRADE, AND SIZE LOW HYDROGEN ELECTRODES KEPT OVEN DRY. 5, QUALIFICATION TESTS TO CERTIFY ALL WELDERS BEFORE BEGINNING A PROJECT AND PERIODICALLY DURING LONG PROJECTS. 6. CONTINUOUS SUPERVISION OF ALL WELDING OPERATIONS. 7. MAGNETIC PARTICLE, RADIOGRAPHY, OR OTHER NONDESTRUCTIVE INSPECTIONS OF EACH WELD. 8. OCCASIONAL QUALITY CONTROL TESTS OF ACTUAL WELDS REMOVED FROM STRUCTURE WHEN NONDESTRUCTIVE TESTS RESULTS ARE SATISFACTORY,. GLUE -LAMINATED BEAMS MATERIAL SHALL BE DOUGLAS FIR COMB. 24F-VA (24F-V8 @ CANTILEVER) PER TABLE NO. 25C-1 PART -A OF THE UBC, GLUE SHALL BE WATER RESISTANT GLUE PER PS56-73 AND USC STD 25-19 FOR INTERIOR LOCATIONS, WITH MOLD INHIBITOR ADDED. APPEARANCE GRADE SHALL BE "INDUSTRIAL" FABRICATION AND WORKMANSHIP SHALL CONFORM TO THE "STRUCTURAL GLUED -LAMINATED LUMBER" OF THE WEST COAST LUMBERMAN'S ASSOCIATION. FABRICATION SHALL BE CERTIFIED BY AN APPROVED AGENCY AND AN AiTC CERTIFICATE SHALL BE SUBMITED TO ThE BUILDING DEPARMENT PRiOR TO ERECTION. GENERALNQTES i . THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND CONDITIONS AT THE JOB SITE BEFORE STARTING WORK, AND SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. 2. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWING AND THESE NOTES SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH THE WORK SO INVOLVED. 3. UNLESS OTHERWISE SHOWN, ALL TYPICAL DETAILS (WHERE APPLICABLE) SHALL BE USED. 4, ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE UNIFORM BUILDING CODE, LATEST ADOPTED ADDITION AND ALL LOCAL CODES AND AUTHORITIES. 5. WHERE NO CONSTRUCTION DETAILS ARE SHOWN OR NOTED FOR ANY PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN ON THE DRAWINGS. 6. IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THE DRAWINGS. 7. CONTRACTOR SHALL DETERMINE LOCATION OF ALL EXISTING UTILITIES IN THE AREA TO BE EXCAVATED PRIOR TO EXCAVATION AND SHALL NOT PERFORM ANY WORK THAT WILL DAMAGE EXISTING UTILITIES. ' 8. NO PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL BE PLACED IN SLABS, BEAMS, OR WALLS UNLESS SPECIFICALLY DETAILED OR NOTED. CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS. ETC, REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ALL PIPES, DUCTS, CHASE, ETC. LOCATIONS. 9. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE FEDERAL AND STATE SAFETY REQUIREMENTS. 10, CONTRACTOR SHALL BE RESPONSIBLE FOR METHODS AND SEQUENCE OF CONSTRUCTION AND PERTAINING SHORING DESIGN. E-QL NDATfQN 1. GEOTECHNICAL ENGINEER SHALL VERIFY THAT GRADING OPERATIONS AT THE SITE ARE IN -CONFORMANCE WITH,THE RECOMMENDATIONS AND CONCLUSIONS OF HIS REPORT. 2. FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE WiTH ALL LOOSE MATiERiAL AND STANDING WATER REMOVED FROM EXCAVATION, 3, BEFORE CONCRETE IS PLACED, EXCAVATIONS SHALL BE CHECKED AND APPROVED BY A QUALIFIED GEOTECHNICAL ENGINEER TO INSURE COMPLIANCE WTH HIS REQUIREMENTS. 4. ALL FILL MATERIAL 1S TO BE APPROVED BY THE GEOTECHNICAL ENGINEER AND IS TO BE COMPACTED AS PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. INSPECTION IS REQUIRED DURING FILL AND COMPACTION. 5. BOTTOM OF FOOTING SHALL BE AT LEAST 18" INTO EITHER DENSE IN - PLACE TERRACE DEPOSIT OR COMPACTED FILL 6. SOIL DESIGN PRESSURE: ,t)VC$PSF 7. SOIL REPORT AND ITS ADDENDA REINFORCED CONCRETE 1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH, F'C, IN 28 DAYS AS FOLLOWS WITH A MINIMUM OF 470 LB& OF CEMENT PER CUBIC YARD (CONTINUOUS INSPECTION REQUIRED) FOOTINGS AND GRADE BEAMS: 2500 P,S.L SLABS ON GRADE: 2500 P.S.I. BEAMS AND COLUMNS: 3000 P.S.I. GRADE BEAMS: 3000 P.S.i, ALL OTHER CONCRETE: 2500 P.S.I, 2. ALL CEMENT SHALL BE TYPE V PER ASTM 150 WITH AN ALKALI CONTENT LESS THAN 0.60%. 3. WATER CONTENT SHALL NOT EXCEED 6 GALLONS PER SACK OF CEMENT. 4. AGGREGATES SHALL CONFORM TO ASTM C-33 FOR NORMAL WEIGHT CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE. 5. FLYASH IS NOT ACCEPTABLE UNLESS PREVIOUSLY REVIEWED BY THE STRUCTURAL ENGINEER. 6. ALL REINFORCING STEEL. ANCHOR BOLTS, DOWELS, AND INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE., 7. NO PIPES OR DUCTS SHALL BE PLACED IN CONCRETE COLUMNS, WALLS OR SLABS UNLESS SPECIFICALLY DETAILED, 8. UNLESS SHOWN OTHERWISE IN DETAILS, FURNISH NO.3 SPACER TIES AT APPROXIMATELY 2'-6" O.C. IN ALL BEAMS AND FOOTINGS TO KEEP REINFORCING IN PLACE. 9. LOCATION OF ALL CONSTRUCTION JOINTS, NOT SPECIFICALLY INDICATED IN THE PLANS, SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO PLACING AND ORDERING OF REINFORCING, 10. NO BRICK OR POROUS MATERIAL SHALL BE USED TO SUPPORT FOOTING STEEL OF THE GROUND. 11, PROVIDE 3/4" CHAMFER (U,N.O.) ON ALL EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. 12. CONCRETE FORM TOLERANCES SHALL BE WITHIN THE STANDARDS OF THE A,C.I. 301, 13. ALL EXPOSED CONCRETE SHALL BE SPRAYED WITH A CONCRETE CURING COMPOUND AT THE RECOMMENDED RATE OF THE MANUFACTURER IMMEDIATELY AFTER FINISHING. THE CURING COMPOUND SHALL COMPLY WITH ASTM C-309. OTHER METHODS OF CURING MAY BE USED PER A.C.I. 308. THE CURING PROCEDURE SHALL REMAIN IN EFFECT FOR 7 DAYS MINIMUM TWO APPLICATIONS SHALL BE MADE ON THE SLAB. THE SECOND APPLICATION SHALL BE APPLIED PERPENDICULAR TO THE FIRST. REINFORCING STEEL 1. ALL REINFORCING STEEL SHALL BE BILLET STEEL PER ASTM A-615 GRADE 60. 2. WELDING WIRE FABRIC REINFORCEMENT SHALL CONFORM TO ASTM A-185. 3. LAP AT BAR SPLICES SHALL BE 52 BAR DIA. IN CONCRETE, OR T-O" MIN. UNLESS OTHERWISE NOTED. LAP OF WELDED WIRE FABRIC AT SPLICES SMALL NOT BE LESS THAN 8". 4. BAR SUPPORTS SMALL BE. PROVIDED IN ACCORDANCE WITH PROVISIONS OF "BAR SUPPORT SPECIFICATION AND STANDARD NOMENCLATURE" AS CONTAINED IN THE LATEST EDITION OF MANUAL OF STANDARD PRACTICE FOR REINFORCEMENT CONCRETE CONSTRUCTION BY CRSL 5. SLABS ON EARTH, OTHER THAN WALKS, SHALL BE REINFORCED WITH #4 @ 12" O,C, EACH WAY LOCATED AT CENTERLINE OF SLAB UNO. PROVIDE MINIMUM 4" OF SAND BASE OVER 6 MIL POLYVINYL VAPOR BARRIER. 6. ALL MASONRY OR CONCRETE WALLS AND COLUMNS SHALL BE DOWELED TO SUPPORTING FOOTINGS, BEAMS OR PADS WITH BARS OF THE SAME SiZE AND SPACING AS VERTICAL BARS IN THE WALLS AND COLUMNS. 7. SPLICE CONTINUOUS REINFORCEMENT FOR CONTINUOUS BEAMS AT CENTER OF ANY SPAN FOR TOP BARS AND AT CENTERS OF ANY SUPPORT FOR BOTTOM BARS. 8. PROVIDE THE FOLLOWING MINIMUM PROTECTIVE COVERING OF CONCRETE: SLAB ON EARTH CENTER OF SLAB BELOW GRADE (UNFORMED). 3" CLEAR BELOW GRADE (FORMED) 2" CLEAR WALLS 1" CLEAR COLUMNS. BEAMS AND GIRDERS 1.5" CLEAR STRUCTURAL SLAB (ABOVE GRADE) 3/4" CLEAR STRUCTURAL WOOD 1. ALL WOOD MEMBERS. SHALL BE DOUGLAS-FIR OR LARCH AS GRADE MARKED BY THE W.W.P.A. 2, PLYWOOD SHEATHING SHALL BE STRUCTURAL (5-PLY MIN.) AND SHALL BEAR "APA TRADEMARKS" LEGIBLY APPLIED TO EACH PANEL. ALL PLY- WOOD SHALL CONFORM TO PS 1-83 AND SHALL HAVE EXTERIOR GLUE. 3. WOOD GRADES SHALL BE AS FOLLOWS (UNLESS NOTED OTHERWISE): HORIZONTAL MEMBERS: DBL TOP PLATE GRADE #1 SILLS ON CONCRETE COAST. GRADE (PRESSURE TREATED) JOIST AND RAFTERS GRADE # 1 OR BETTER BEAMS AND STRINGERS GRADE # 1 OR BETTER VERTICAL MEMBERS: 2X4 CONSTRUCTION GRADE 2X6 STUDS AND LARGER GRADE #1 POST AND TIMBERS GRADE #1 4- CUTTING, NOTCHING, OR DRILLING OR BEAMS AND JOISTS TO BE PERMITTED ONLY AS DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 5. UNLESS OTHERWISE SPECIFIED, ALL NAILING SHALL CONFORM TO TABLE 25-1-0 OF THE LATEST EDITION OF THE U.B.C. ALL NAILING SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE. ALL NAILS SHALL BE GALVANIZED WHERE EXPOSED TO WEATHER AND FOR ALL EXTERIOR WOOD. 6- ALL SILLS, LEDGERS & PLATES RESTING ON AND AGAINST CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS-FIR. 7- ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD PLATE WASHERS AND ALL BOLT HOLES SHALL BE DRILLED 1/32 INCH. IN DIAMETER LARGER THAN THE BOLT DIAMETER (THREADS SHALL NOT BEAR AGAINST WOOD). & ALL FRAMING ANCHORS, POST, CAPS, COLUMNS BASES, ETC. SHALL BE AS MANUFACTURED BY "SIMPSON COMPANY." 9. CROSS BRIDGING OR BLOCKING SHALL BE PROVIDED BETWEEN JOISTS AND RAFTERS WASHERS AND ALL BOLT HOLES SHALL BE DRILLED 1/32 INCH IN DIAMETER LARGER THAN THE BOLT DIAMETER (THREADS SHALL NOT BEAR AGAINST WOOD). WHERE SPANS EXCEED T-0". CROSSBRIDGING MAY BE OMITTED FOR ROOF AND CEILING JOINTS 8" AND UNDER IN DEPTH. 10. TOP PLATES OF ALL WOOD STUD WALLS TO BE TWO PIECE SAME SIZE AS STUDS, EXCEPT AS OTHERWISE SHOWN. LAP 48 INCHES MINIMUM WITH NOT LESS THAN 20-16D NAILS AT EACH LAP AND NOT MORE THAN 12 INCHES ON CENTER. I I . PRE DRILL FOR NAILING, WHEN NAIL SPACING RESULTS iN THE WOOD SPLITTING. 12 ALL FRAMING CONNECTIONS TO BE "SIMPSON" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC., UNLESS OTHERWISE NOTED. 13. NOTCHES OR HOLES SHALL NOT BE PLACED IN STUDS OR JOISTS UNLESS FULLY DETAILED ON APPROVED PLANS. EL09_R FUMING.. NQTE_S 1. CONTRACTOR SHALL CHECK ALL DIMENSIONS AGAINST ARCHITECTURAL PLANS AND SHALL NOTIFY ARCHITECT AND ENGINEER OF ANY OMISSIONS AND/OR DISCREPANCIES BEFORE STARTING WORK. INDICATES SHEAR WALL TYPE AND LOCATION. REFER TO SHEAR WALL SCHEDULE ON SHEET FOR CONSTRUCTION REQUIREMENTS AND NAILING. 2, SEE SHEETS- 40 THRU - FOR TYPICAL FRAMING DETAILS. 3. ALL BEAM TO BE SUPPORTED WITH SAME WIDTH FULL BEARING, U.N.O, 4, ALL JOIST HANGERS TO BE SIMPSON "U" HANGERS OR EQUAL, U.N.O, 5. ALL BEAM TO BEAM HANGER TO BE SIMPSON "HHUTF", U.N,O, 6. ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SPECIFIED ON PLANS SHALL BE FROM SIMPSON CO. OR AN APPROVED EQUAL IN STRUCTURAL DESIGN AND LOAD VALUES. 7, ALL SIM. PA & CB HOLDOWNS TO BE FASTENED TO MIN. 4X4 POST. 8, ALL ISOLATED POSTS & BEAM5 TO HAVE SIMPSON PB'S AND PC'S MIN. U.N.O. 9. PROVIDE DOUBLE FLOOR JOISTS UNDER ALL PARALLEL PARTITIONS, SOLID BLOCK JOISTS BETWEEN WALLS AND BEARING POINTS, 10. ALL DOUBLE JOISTS ARE TO BE SECURED WITH 16D NAILS AT 12" O,C., STAGGERED U.N,O. II. TOP PLATES OF ALL STUD WALLS SHALL BE 2 PIECES THE SAME SIZE AS STUDS, SPLICES TO LAP 44' MiN. SEE DETAIL. 12. ALL MULTIPLE STUDS TO BE ATTACHED W/ 16D NAILS AT 24" O.C. 13. ALL INTERIOR WALLS TO BE SECURED WITH SHOT PINS FOR MANUFACTURER'S RECOMMENDATION U.N.O. RECOMMEND RAMSET #3346 @ 36" O/C @ SHEAR WALLS, AND 48" O,C. @ NON SHEAR WALLS (ALT. OMARK 47067 ORIGINAL). 14. USE THE 3x MIN. NOMINAL MEMBERS WHEN NAIL SPACING 1S @ 2" OR CLOSER O.C. @ SHEAR WALLS. 15. PLACE PLYWOOD SHEATHING PERPENDICULAR TO JOISTS AND "C" FACE DOWN. 16. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES ETC. UNLESS SPECIFICALLY DETAILED, SEE DETAIL. 17, PA'S TO BE INSTALLED IN ACCORDANCE W/ iCBO REPORT NO 1211. 18, VERIFY LOCATION OF HOLD DOWNS AND ANCHOR BOLTS WITH ROUGH FRAMING TO ASSURE PROPER AND ACCURATE INSTALLATION. 19, HOLD DOWN ANCHORS, E.G. SIMPSON PA'S, CB'S, TO BE TIED IN PLACE PRIOR TO CALLING FOR INSPECTION. 20. FLOOR BOUNDARY NAILING SHALL BE USED AT ALL DRAG STRUT. ROOF FRA,�IjN_G�xIQTFS. 1. CONTRACTOR SHALL CHECK ALL DIMENSIONS AGAINST ARCHITECTURAL PLANS AND.SHALL NOTIFY ARCHITECT AND ENGINEER OF ANY OMISSIONS AND/OR DISCREPANCIES BEFORE STARTING WORK. 2. INDICATES SHEAR WALL TYPE AND LOCATION. REFER TO SHEAR WALL SCHEDULE ON SHEET FOR CONSTRUCTION REQUIREMENTS AND NAILING. 3. SEE SHEET AND FOR TYPICAL FRAMING DETAILS. 4. ALL INTERIOR SHEAR WALLS MUST BE CONNECTED TO ROOF SHEATHING. 5. ALL BEAM TO BE SUPPORTED WITH SAME WIDTH FULL BEARING, U.N.O, 6. ALL JOIST HANGERS TO BE SIMPSON "U" HANGERS OR EQUAL, U.N.O. 7. ALL BEAM TO BEAM HANGER TO BE SIMPSON "HHUTF", U.N.O. S. ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SPECIFIED ON PLANS SHALL BE FROM SIMPSON STRONG -TIE COMPANY. INC. 9. TOP PLATES OF ALL STUD WALLS SHALL BE 2 PIECES THE SAME SIZE AS STUDS. SPLICES TO LAP 4'-O" MIN SEE DETAIL CONTRACTOR SHALL VERIFY EXISTING NAILING AND SHALL PROVIDE ADDITIONAL NAILS IF REQUIRED PER DETAIL M PLACE PLYWOOD SHEATHING PERPENDICULAR TO JOISTS AND "C"" FACE DOWN. 11. ROOF BOUNDARY NAILING SHALL BE USED AT ALL DRAG STRUTS. FOUNDATION NOTES 1. CONCRETE SLAB ON GRADE SHALL BE 4" THICK w/ #4 0 16" O.C. E.W. OVER 2" SAND OVER 6ML VAPOR OVER 2" "SAND OR GRAVEL BASE. 2. A INDICATES SHEAR WALL TYPE SEE SHEAR WALL SCHEDULE ON SHT, S-1, 3. HD INDICATES HOLDOWN BY SIMPSON CO. SEE DETAIL ON SHT. S-4. 4. tm - -bi INDICATES STEP FOOTING. 5. ALL HOLDOWNS & ANCHOR BOLTS SHALL BE SET IN PLACE BY TEMPLATE PRIOR TO FOUNDATION INSPECTION. 6. ALL POSTS SHALL BE CONNECTED TO SILL PLATE WITH "A35". AT EA, SiDE TYP. UNLESS HARDWARE iS NOTED ON PLAN. 7. ALL FOOTING SHALL HAVE F'c = 2500 PSI UNLESS NOTED OTHERWISE. 8. PLATE WASHERS ARE REQUIRED FOR ALL HOLDOWNS. 9. ALL HOLDOWN ANCHOR NUTS SHALL BE TIGHTENED JUST PRIOR TO COVERING. 10. ALL BOLT HOLES SHALL BE DRILLED A MAXIMUM OF 1 /16" OVERSIZED, INSPECTOR TO VERIFY, 11. CONTRACTOR TO VERIFY ALL DIMENSIONS & ELEVATIONS WITH ARCHITECTURAL PLANS PRIOR TO STARTING ANY WORK. 12. F'm = 1500 PSI MASONRY BLOCK GRADE N-1. 13. WHEN HALF STRESSES ARE USED AND F'm IS NO MORE THAN 1500 PSI FOR CONCRETE MASONRY (2600 PSI FOR CLAY MASONRY) A LETTER OF CERTIFICATION FROM THE SUPPLIER SHALL BE REQUIRED AT THE TIME OF, OR PRIOR TO, DELIVERY OF THE MATERIALS TO THE JOB SiTE TO ASSURE THE MATERIALS COMPLY WITH TABLE 21-1, (TABLE 24C), SECTION 91.2105.3.4 j2405(C)lAl 14. ANCHOR BOLT DESIGN INCLUDES REDUCED EDGE DISTANCE OF 2". DEPUTY INSPECTION IS REQUIRED. 15. SOIL ENGINEER TO INSPECT AND APPROVE FOUNDATION AND SUBMIT APPROVAL TO CITY, PRIOR TO CITY INSPECTION. 16. SOIL ENGINEER TO VERIFY FOUNDATIONS HAVE BEEN LOCATED 5' MINIMUM INSIDE REMOVAL/RECOMPACTION AREA AND SUBMIT 'VERIFICATION IN WRITING TO CITY, PRIOR TO CITY INSPECTION, 17. SOIL BENEATH BOTTOM OF FOOTINGS AND SLAB SUB- BASE TO BE VERIFIED IN WRITING BY SOILS ENGINEER AS SATURATED PRIOR TO CITY INSPECTION TO 0% OVER OPTIMUM MOISTURE REQUIRED TO A DEPTH OF . 18*" _ BELOW LOWEST ADJACENT GRADE, ' PER EXPANSION INDEX TEST & TABLE 18-1-C-2, ORD. 1395-NS. 18, DEPUTY INSPECTION REQUIRED ON ALL CONCRETE WORK PER CITY ORDINANCE 1395-NS. INTERIOR NON -BEARING WALL HEADER SCHEDULE MAX. SPAN MAX, SPAN WI7A PP Ci7K- i r'_n" WAIT xnnUc .. in'_.n" WAlI AOnlrc 2x4 FLAT S-0" N LA (2) 2x4 ON EDGE 61-.0" 4'-0" 4x4 STD. & STR. 6'-6" 4'-6" 4x6 OF #2 10`-0" CEILING JOIST SCHEDULE IrSIGT C17P sue" COAT tAfr ir-" coxrfAlr mow" cnAniAfn 2x4 l0'-9" 8'-6" 2x6 16'-11" i5'-4" 2x8 1 22'-4" 20'-3" 17'-8" LOW ROOF FRAMING NOTES 1. ROOF SHEATHING SHALL BE 5/8" PLYWOOD, CD-X Fill 32/16, w/ 10d COMMON NAILS 0 6", 12" O.C. 2. INDICATES SHEAR WALL TYPE, SEE SHEAR WALL SCHEDULE SHT. S-1. 3.-----� INDICATES CEILING JOIST (C.J.) DIRECTION. 4. INDICATES ROOF RAFTER (R.R.) DIRECTION. 5. ALL POSTS ARE 4 x 6 U.N.O. & ALL SHEAR WALLS ARE FULL HEIGHT TO THE ROOF DIAPHRAGM. 7. ALL FLUSH BM. TO BM. CONNECTIONS w/ SIMPSON "HUTF" HANGER TYP; U.N.O. 8. INDICATES BEND LOCATION OF STEEL BM, TRUSS NOTES 1. TRUSSES CAPABLE OF TRANSFERRING A MINIMUM LOAD OF 2 KIPS (U.N.O. ON PLANDS) FROM THE TOP CHORD TO THE BOTTOM CHORD SHALL BE PROVIDED iN THE FOLLOWING LOCATIONS, AT A MINIMUM: fl) ABOVE EVERY SHEAR WALL PARALLEL TO TRUSS FRAMING. b) ABOVE EVERY EXTERIOR WALL PARALLEL TO TRUSS FRAMING. NOTE: GABLE END TRUSSES SHALL HAVE DIAGONAL WEBS IN ADDITION TO THE VERTICAL WEBS REQUIRED FOR ATTACHMENT OF FINISH MATERIALS. c) AT ,EVERY LOCATION SPECIFIED ON PLAN AS A DRAG TRUSS OR ALIGNMENT TRUSS. 2, ALL HANGERS AND BRACING REQUIRED FOR SUPPORT OF ANY TRUSS ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. AND SHALL BE CLEARLY SHOWN ON THE TRUSS PLANS." 3. TRUSSES SHALL BE DESIGNED WITH CONSIDERATION FOR ALL SUPERIMPOSED LOADS, SUCH AS CHIMNEY FLUE FRAMING AND MECHANICAL EQUIPMENT, 4. THE FRAMING CONTRACTOR SHALL HAVE THE BUILDING DEPARTMENT APPROVED TRUSS PLANS ON SITE PRIOR TO FOUNDATION INSPECTION AND THROUGHOUT CONSTRUCTION PHASE, THESE TRUSS PLANS SHALL CONFORM TO THE FRAMING PLANS PREPARED BY THE ENGINEER OF RECORD. TRUSS PLANS SHALL BEAR THE WET SIGNATURE OF THE TRUSS DESIGN ENGINEER, AND A WET STAMP WHICH SHOWS THE TRUSS PLANS HAVE BEEN REVIEWED BY THE ENGINEER OF, RECORD. THESE TRUSS PLANS SHALL BE CONSIDERED PART OF THE CONSTRUCTION DOCUMENTS. i TRUSSES SHALL BE DESIGNED, FABRICATED, AND ERECTED BY A LiCENSED.MANUFACTURER, WHO SHALL BE TOTALLY RESPONSIBLE FOR COMPLETE VERTICAL AND LATERAL LOADS DESIGN AND DETAILS. THE MANUFACTURER SHALL SUBMIT CALCULATIONS AND SHOP DRAWINGS, SIGNED BY HIS REGISTERED ENGINEER, OF THE APPROVAL FOR THE BUILDING DEPARTMENT AND THE ARCHITECT AND / OR ENGINEER PRIOR TO FABRICATION. AS REQUIRED, THE MANUFACTURER SHALL DESIGN AND PROVIDE ADDITIONAL AND ADEQUATE FRAMING UNDER EQUIPMENT LOADS AND AROUND STAIR OPENINGS. TRUSSES SHALL BE CONSTRUCTED IN ACCORDANCE WiTH ALL APPLICABLE REQUIREMENTS OF UBC CHAPTER 50. TABLE 23-11-13-1-NAILING SCHEDULE [ unit; t 1VN t4AILING1 , 1. Joist to sill or girder, toenail 3-8d 2. BFidging to joist, toenail each end 2-8d 3. 1" x 6" (25 mm x 152 mm) subfloor or less to each joist, face nail 2.8d 4. Wider than V x 6" (25 mm x 152 mm) subtloor to each joist, face nail 3-18d S. 2" (51 MM) Subfl00r 10 joist or girder, blind and face nail 2-16d 6. Sole plate to joist or blocking, typical face nail I6d at i b" (4(I6 taut) (i.C, Sole plate to joist or blocking, at braced wall panels 3• I6d per 16" (406 mm} j 7-Top plate to stud, end nail 2-16d 8. Stud to sole plate 4-8d, tocnail or 2-1(fiL cliff nail 9. Double studs, face nail !6d at 24" ((l 10 nim) uses 10. Doubled top plates, typical face nail 16d at 16" (406 mm) o.c. Double top plates, lap splice 8.16d 11. Blocking between joists or rafters to top plate, toenail 3-8d 12. Rim joist to top plate, toenail 8d at 6" (152 mm)-use. 13. Top plates, laps and intersections, face nail _I6d 14, Continuous header, two pieces 16d at 16" (406 nim) o.c. along each edge 15. Ceiling joists to plate, toenail 3-8d 16. Continuous header to stud, toenail 4-8d 17. Ceiling joists, laps over partitions, face nail 3-16d 18. Ceiling joists to parallel rafters, face nail 3-16d' 119. Rafter to plate, toenail 3-8d 20. 1" (25 mm) brace to each stud and plate, face nail 2-8d 21. 1" x 8" (25 mm x 203 mm) sheathing or less to each bearing, face nail 2-8d {-" Wider than I" x 8" (25 nim x 203 mm) sheathing to cacti bearing, I:Ic:c n.ril 3.8d 23. Built-up corner studs I6d at 24" (0) 0 milt} uses 24. Built-up birder :Ind beam\ 20d at 32" (813 mm) ox.:it �� toll gild bottom ammo staggered "_'-'_'!id al ends and ill each splice �25. 2" (51 mm) planks 2-16d al cacti bearing 26, Wald structural panels and partirlclioar&2 �- Subfloor and wall sheathing (it) framing):" 1/," (12.7 mm) and less 6d3 14132°'-314" (15 mm-19 mm) ld4 or 6f15 71s••_1•" (22 him 25 min) 8fI' 11/f("-1114" (29 mm-.12 nim) Itk14 or 8c3' jCombination subiloor-underlayment (to framing): 3/4" (19 mm) and less 6d 7/s"-1" (22 mm-25 mm) iw" I I/it "A 1/.1" (29 mm-3 ) film) {Ikl4 or 8d` 27, Panct siding (ur lraming)': (12,7 mm) or les, t slx" 6d" (16 hint) 8dr, 1 _18. Fiberboard Slieathing:7 1/1" (12.7 mm) No, I I ga s 6d' 25/32" (21) mm) No• 16 t!a.`t No. I I ga.s i sff4 No. 16 ga.'f 29. Interior paneling 1/4" (6.4 mm) 4ttu 31t}„ (yS mm) v, °,,, e. ea nI u,ay tic uNuu except where oincrwisc staieu. Nails spaced at 6 inches (152 mm) on center at edges, 12 inches (305 mm) ai intemrediale supports except 6 intifics (t 52 mm) at Al supports w lictc spans are 48 inches (1219 inm) or more, For nailingof wood structiraI panel and particleboard diaphragms and shear NvaIrsN. refer ill Sect oro 2315.3.3 and 2315.4. Nails for wall sheathing may tic comnion, box or casing. Common or deformed shank, 41'ommon. -,Deformed sham:. `,:orrosion-resistant siding or rasing nails conforming it) the requirements of Section 2304.3. Fasteners spaced 3 inches (70 inm) ail center at exterior edges and 6 inclics 1152 fun:) on tvfuer at imef mccliaic sstpporls. r.'orrosion-resistant roofing nails with 7tla-inch-diaineter ( I I film) head and 1 tf�-utclt (38 mm) lengih for 1t� incl �(117 film) sheadfing and 1 3/4-iticti (44 111111 ) length for -5132-inch (20 mm) sheathin conforming to Ilse requirements ot" Section 2304.3. _ orra�ion-resistant staples with nominal i ti,-inch orn ( I I t) crown and nc• I1/x-ih (29 nim) Icngih for 112-itorlt (12.T Inn)) sheafhing :aid i 1/�-inc'll (3:, fnitiI tengiti for 2- /32-inch (20 mm) slieathing conforming to the requirements of Section 23043• 'Panel supports at 16 inches (406 nun) 120 inches (508 mm) it streligth axis in the lent; direction of the panel, ursiirs otherwise mmkcdl. ('a,ing of finisli nail~ spaced 6 inches (152 mm) oil panel edges, 12 inclics (305 nim) ;it intcrmcdiale supports, I�Panel supports at 24 inches (6 10 mill). Casing or finish nails spaced 6 inches 1152 min) on panel edges, 12 inc6ew (305 nuii) a1 intcrniediate supi><irts. SHEARWALL SCHEDULE a601 ABC t TYPE SHEATHING AND FASTENING ALLOW . SHEAR SHEAR BOLTING M,9) ROOF AND FLOOR (2,5) SIMP A-35 SEE ADDTL SHEAR BLK'G TO FOUNDATION PLATE NAILING SPACING NOTE # I I 1/2" GYP SO W/6d C.N. @4- O.C. EN & FN 75 YES 5/8- DIA AS @ 48- ak C. 16d @6" O.C. 36" O.C. i SAME BOTH SIDES 150 YES 518- DIA AS @ 24. QC, 16d @4- O.C. 18' D.C. 5/8- GYP SO W/6d C.N. @4" O.C. EN & FN 88 YES 5/8" DiA AS @ 48" O-C, 16d @8' O.C. 36' O.C. 2 SAME BOTH SiDES 175 YES 5/8" DIA AS @ 24" QC. I6d @4" O.C. 18" O.G. 7/8" STUCCO W/16 GA. X 718- LEG STAPLES @ 180 NO 5/8" DIA AS @ 48- 0-rC 16d @8" O.G. 24" O.C. 3 6. O.G. @ T&B PL, EDGE OF SHEARWALL AND FIELD 318" STR it PLY W/8d @ 4- EN & 12' FN 300 YES 5/8" DIA AS @ 36" O C. 16d @6"O.C. 24" O.C. A 5 15/32- STR I PLY W/10d @ 6" EN & 12- FN 340 YES 5/8" DIA A8 @ 32" O_"i_ 16d @6- O.C. 16, O,C. 5A SAME BOTH SIDES 680 YES 5/6- DIA AS @ 16" O_C. 3/8" DIA L.S.@ 6" O.C. 12" O.C. 4,5,7,10 6 15/32" STR I PLY W/10d @ 47 EN & 12" FN 510 YES 5/8" DIA AS @ 24" G.C. 16d @4- O.C. 16" O.C. 4,5,7,10 6A SAME ON BOTH SIDES -••- YES 518" DiA AS @ 16. O.C. 318" DIA L.S.@ 6"O.C, 8" O.C. 4,5,7,10 7 15132" STR I PLY W110d @ 3- EN & 12- FN 665 YES 5/8" DIA AS @ 24" O'C. 3/8" DIA L.S.@ 6" O.C. 12' O.C. 4,5,7,10 7A SAME ON BOTH SIDES _. YES 3/4" DIA AS @ 16" OZ. 3/8" DIA L.S.@ 6" O.C. 6" O.C, 4,5,7,10 8 15/32" STR I PLY W/10d @ T EN & 12- FN 870 YES 5/8" DIA AS @ 16" OG. 318" DIA L.$:@ Sr O.C. 8' O.C. 4,5,7,10 6A SAME ON BOTH SIDES YES 3/4" DIA AS @ 16" O:C. 1 3/8" DIA L.S.@ 4" O.C. 4" O.C. 4,5,7,10 Votes: t. ALL EDGES OF PLYWOOD PANELS MUST BE BLOCKED W12X OR 3X SOLID BLOCKING ( ALSO SEE NOTE 4) 2 ALL NAILS SHALL BE COMMON NAILS 9 GA(.148DIA)X 3" LONG W/ -•5" DIA. HEAD. (PENETRATION INTO FRM'G'MEMBER=15r8") 3 ALL PLYWOOD SHALL BE S-PLY APA RATED PLYWOOD. 4 PROVIDE 3X STUDS, TOP PLATES, SILL PLATES ANU BLOCKING. 5 L.S. INDICATES LAG SCREWS X6" LONG MIN. INTO 3XMEMBER OR BLOCKiNG.(PREDRILUNG IS REQUIRED) 6 EN=EDGE NAIL:FN=FIELD NAIL; AB=ANCHOR BOLT, 7 STRUCTURAL OBSERVATION REQUIRED BY STRUCTURAL ENGINEER PER SEC. 91.0307 ( CITY OF LOS ANC,ELES ONLY) 8 PLATE WASHERS REQUIRED FOR ALL ANCHOR SOLTS(DO NOT USE CUT WASHERS) FOR 5/8" DIA. AS USE 2 1/2* SO. X 19" 9 USE ITW RAMSET 1 REDHEAD STAINLESS STEEL TRUSOLT WEDGE ANCHOR BOLT AT ALL EXISTING FTNG, W/ EMBEDMENT OF 7' INTO FIRST POUR PER iCSO # 1372 OR LA CiTY RR#2748 10 PROVIDE 1/3"MIN, EDGE NAILING DISTANCE AT PANEL ENDS -AND EDGES 1 PROVIDE 4X OR 6X JAMBS STUD AT ALL HOLDOWNS U.N.O. 12 SEE DETAIL - FOR NAILING. " f4 EPDXY 1) FOLLOW MANUFACTURER RECOMMENDATIONS. 2) CONTINUOUS INSPECTION REQUIRED. USE ONE OF THE FOLLOWING: A- SIMPSON ET-22 LA RR # 25185 B- CIA -GEL COVERT OPERATIONS EPDXY. LA RR# 25113 NOTES 1) BOLT HOLE: SIZE TO BE BOLT DIA. + 1/16" MAX. 2) ALL EXISTING FRAMING TO BE FIELD VERIFIED. ALL THE WORK PER THESE DRAWINGS COMPLY WiTH THE-looir-BC. Z) NO TENANT IMPROVEMENT WORK IS PROPOSED UNDER THIS PERMIT, ROOF SHEATHING: USE 1/2" PLYWOOD (5-PLY) STR. I WITH 8d COMMON NAILS (PENETRATION INTO FRAMING MEMBER = 1 5/8") AT 4" O.C. BOUNDARY NAILING AT 6" O.C. EDGE NAILING AT 12" O.C. FIELD NAILING P.I.: 32/16: UNBLOCKED FLOOR SHEATHING: USE: 5/8" PLYWOOD (5-PLY) STR. 1 WITH 10d COMMON NAiLS (PENETRATION INTO FRAMING MEMBER =1 5/8") AT 4" O.C. BOUNDARY NAILING AT 6" O.C. EDGE NAILING AT 12" O.C. FIELD NAILING qq P.I.: 40/20, BLOCKED a 01 0%.C7 0. 0.! O 0 D CS 1D._ S._ • tj C c7 r ry V CU4 G_ O O LJ C U t t f i Date .-. Scale DPaWn s ., .lob"" - Sheet 4 Of (0 Sheets 24 x 36 PRt%M ON NO. 1000t1 GLEARMLINT PROVIDE REINF. AROUND OPNG. IN CONC. WALL WALL BACKFILL SPECIFICATIONS V& PIPE SLEEVE 2" LARER Z THAN PIPE M TYP. Ono>- A I- E w w c 1.- Z4i < 0 PIPE n 2 w 5 LL- 0 < FOOTING 0 8 C3 aul b m zotzma x < SLEEVE V-3- 2 1.0 PIPE 0. 0 4r SOT., OF NO EXCAVATION FTG. ALLOWED BELOW THIS LINE z THIS (ONC. MIN. to m NOTE: A MUST BE PLACED FOR PIPES MORE THAN .3'-0" BELOW BOT: OF FTG., TRENCH MAY BEFORE FTC, ELEV. A- . A BE BACKFILLED W COMPACTED FILL /. SPECIFICATIONS DO NOT TRENCH BELOW FTG. AFTER FIG. IS POURED. 2 1/2" MIN. AT SEISMIC ZONES 0, 1 AND 2 ONLY at 1 2d AT TIES AND STIRRUPS #6 AND LARGER 6d . * tK tK %K4 6 D C== D D MIN. ,d d 6d CROSS TIES TO 135� d 900 HOOK 1800 HOOK d MATCH COL OR BM. TIE *SIZE & ..STANDARD HOOKS SPACING U N O �- ALT 7t .0 OF 9. MIN. :rD I . . . <� . ENDS IN ALL CASES TYPE A TYPE B" COLUMN & BEAM STIRRUP TIE COLUMN & BEAM CROSS TIE BEAM D SHOP OFFSET LAP LAP DIMENSIONS FOR MAX. SLOPE 6 ALL CONCRETE AND 0 L NOTES C.M.U. GEN I U.N.O. TYPICAL LAP N 1, " t J WALL SHTG. PER SCHED. E.N. POST/PLAN (USE 'E' U.N.O.) STUD BOLTS "A" 12" MAX. TO I ST A.B. 2x TRIMMER DAP-� SIMP. "HD"- OR BOLT HEAD IN APPROVED EQ. SEE 2x AS REQ'D PLAN FOR SIZE AND LOCATION ANCHOR LOCATION OF BOLT 'B" HDA" SERIES TOP OF T- ANCHOR CONIC. SLAB 2x SILL R. U.N.O. U.1 06 \BOTTOM OF FTG. < 0 - RA DIUS �IN NO CASE SHALL DIA. rDrr D" BE LESS THAN LONGIT. DIA. OR VERT. BAR DIA.) BAR SIZE "D" FOR TIES & STIRRUPS ONLY r' U FOR NON- TIES & NON - STIRRUPS ONLY #3 1 lZ2" 2 1/4" 2" 3. #5 I /2" 1 2 3 3/4- #6 , ..­ 4 1Z2' 4 1/2" 17 18 6d #9 - Ill 8d 714 --# 18 10d HOLDOWN SCHEDULE 'A* .8. "cl V 'E' HD-2 2-5/8' 5/8' DIA. 4 3/8' V-O' 4x4 HD-2A 2-5/8" 5/8" DIA. 4 1/2' l'-O" 4x4 HD-5 2-5/8- 3/4" DIA. 5 1/4" 1'-=2 4x4 HD-5A 2-3/4" 3/4" DIA. 5 1/4' 1 `-2- 4x4 HD-6 3-3/4- 1 "DIA. 5 1/4- 1'-3- 4x6 HD-6A v I It I 2-7/8 -- 7/8-DIA. 6 1/8" V-15" - 4x6 HD-7 3-7/8" 11 1/8" DIA. 6 1/8- 1'-6" 4x6 HD-7A 3-7/8" 11 1/8' PIA- 6 1/8" V-6" 4x6 HD -BA, 3-7/8- 7/8- DIA. 6 1/8- V-6- 4x6 HD-9 DIA, 7" 2'�O" 4x8 HD-10A 4-7/8' 7/8" DIA. 1 4x8 HD-12 4-1" 11 1/8' DtA. 7- 2'-4" 6x6 HD-14A 4-1- 1 " DIA. 7" 2'-4- 6x6 PHD 5 1" 1 1/4' DLA. 7" 2'-6, 6x8 _ _�D 20A .4-1" 1 1/4" DIA. 7' 2'-6" 6,x8 3 DIAM. FOR BARS 5/8"" DIA, TO 1 DIA. 4 DIAM. FOR BARS 1 1/8' DIA. TO 1 1/4" DIA.. NOTES: 2x EA. SIDE AND 1. BALANCE OF NAILING/ USC, MIN. > SPLICE 4'-0* W/ 8- 16d 2-2x TOP > CONT. PLYWD. SHIM W/ 16d 0 12-O/C TABLE 2310, OR DETAILS. 2. INSTALL Ix6. DAG, LET-IIN HDR. (SOLID, EA. SIDE STAGG. BRACE AT 25'-0- AND AT BUILT-UP / SCHED. EACH END IN ALL WALLS NOT U.N.O. ON PLANS } PLWOOD SHEATH SLOPE OF DIAG. SIMP. A34 AT OPN 8. WIDER THAN -o. 2-16d MIN. (ADD BE TWO VERT. TO 2-16d I -OR EA. 2! OF. ADD. HDR. DEP 2-2x THRU STUDS 1 - 2x I I RU STUD WIDER THA OPNGS. 6'-0-) wl SIMP. A Top AjqL) SOT. 2x STUD"' U.N.O. DBL. SJUDS OR POST Al HOLDOWN SEE PU44 2x WINDOW SILL WHERE (4CURS (2 SILL /,,T rjPNGS. WI .THAN 4' - 0") ,2,.x ppi.1""'URE TR DF SILL > ED. MAX. BRACE SHALL , ONE HORIZ, GS.--------� �� TH) (USE AT N 34 FATED L7 I ---TRIMMER .... .... 2x TRIMMER (2-2x AT OPNGS. WIDER THAN 6'-0") �16d '@ 12-0/C STAGG. 2-10d TOE NAILS J-"-12" WX. 9" M S -2x- DER J\ .14 LL WIDTH SAME AS-1%­ pow X STUD WIDTH NOTE: PROVIDE 2x FIRE STOPS AT, CEILING SOLID BUILT -up AND 0 8,-O-O/C VERT. (0 OPNGS. UP TO 6'-0- ONLY) HEADER SCHEDULE OPNG. WIDTH MAX. MIN. NOMINAL HDR. NON-BRG. [ERG- WALLS 4'-0' 4' 6" 6'-0"6. 8* 8'-0" 8. 10, 10'-0' 10" 12" 12'-0" 12" 1 14" L L UNDARY NAILING FSK) AT ALL 2'-0' 2x4 CONT. W/ 16d 0 12"O/C BOUNDARY MEMBERS MIN, NOTES: PLYWD. JT. D.E.N. CONT. EDGE. 1. RUN LONG DIMENSION OF NAILING '(C.E.N.) PLYWD. PERPENDICULAR TO JST., OR RAFT. 0 ALL CONT. PLYWD. EDGES 2. STAGG. END JOINTS 2'-0" v A I IV MIN. AS SHOWN, DISCONTINUOUS 3. NAILING SIZE & SPACING RAFT, OR EDGE NAIUNG AS NOTED ON PLAN. JST. BEYOND (D.E.N.) 0 ALL L-4. AT -LAP SPLICE DISCONTINUOUS 4. NAILS SHALL HAVE A MIN. PLYWD. EDGES, 3/8" EDGE DISTANCE. DETAIL FIELD NAILING 5. ALL JST..& RAFT. SHALL PLYWD. JT. (F.N.) 0 ALL BE LAID OUT IN A 4'--;b* C.E.N. iWERMtD COINCIDE iV/ MODULE, TO C.01 MEMBERS'.PLYWD., PATTERN, 6. USE TONGUE Zc GROOVE USE "LOCKED FUM' 2*-0" MIN.t' 7. WHERE JST. OR. RAFt. LAP SPLICE 6ccuks, & PLYWD. .411. IS' CONT.,. FRAME 2x4 FLAT BLKG. W/ 2x4 FLAT :BLKG, JST. OR RAFT. / 2-10d TOE NAILS 0 EDGE -JOIN OF PLYWD. EA. END (T&G NOT B DETAIL, .RE .0. PARnAL.,--,PLAN VIEW 77 --,>o C? AVrr:::QN-&T� ft7L-Nc?la CO NC c2C-TE-- poi2l Z. PEINF. ALTE,9N6*TfI 00ZNtV -rr (VAIZ i�v-wei omit :::P) fz- 12" MAX. 12" MAX 12 5- 5I'll L. SILL F MIN. I M. XI I -1 6- MIN 6 MA 'AX 6" MIN. 'I -i- C14 to - m DIA. x 12" A.B. PROVIDE 1 1/2" x 1/8" STRAP -0' P OV' 0 4' 'O/C � MAX. W/ 4 16d EA. SIDE OF 2 1/2-x2 1/2-0/16- OR HOLE 0 rN NOTCH PLATE WASHER WHERE NOTCH OR HOLE TYP. U.N.O. IS MORE THAN 1/3" SHEAR PANEL/ E WIDTH OF SILL -\"- PLAN TYP. PLAN VIEW 2" MAX. 2x 2-16d TYP. TYP. 4-16d END NAILS NOTE: PRESSURE TREAT ALL SILLS BEARING ON CONC, OR MASONRY 2x BLK. W/ FOUNDATION 2-16d REINF. NOT SHOWN FOR A.B. CLARITY COND. WHERE A.B. E.N. 0 PANEL JOINT, 2-2x TOP STAGG. TYP. PROVIDE E.N. TO ALL PANEL EDGES IT- PER SCHED. It It I'I 14 1 If 1.1 POST/PLAN II 11 It 11 11 1.1 I Il 11 If It --2x STUDS .1 11 0 16-0/C U.N.O. It I I JA r- 11 11 11 1 1 �-* HORIZ. EDGES 2x SOLID BLKG. It 11 n n U.N.O. 11 It it It .1 HOLDOWN WHERE w w 1.1 OCCURS - PER It It I PLAN 1 It NOTES: 4 j 4, g- -J L 1. VERT. ORIENTATION OF PANELS IS F.N. 0 12"O/C ALLOWED. NAILS SAME SIZE AS E.N. 2. PROVIDE 3/8" EDGE DISTANCE AT E,N. CO�IT Sit I > I I k O. DBL. HDR.------ \. DRI. .11;T- Fk 4-1 6d END TY, JST. STD. HGR. SIMP PURI TYP. 0 NOTE: PROVIDE PLYWD. C.E.N. TO ALL PLAN VIEW, EDGES OF OPNG. 40% MAX. 25% MAX, STUD WIDTH 5/8" MIN. EDGE STUD WIDTH NOTCH DISTANCE TYP. ALL STUDS NOTCH 60% MAX. 40% MAX. STUD WIDTH --------- 0- -�STUD WIDTH BORE BORE NON-BRQ. STUDS EXT. AND BRIG, NOTES: 1/2" I• NOTCH AND BORING NOT TO OCCUR IN SAME STUD SECTION. 2, NO MORE THAN -2 SUCCESSIVE DOUBLE STUDS MAY HAVE 60% I MAX.. BORED HOLES. 60% MAX DIA OF STUD WIDTH DBL, BRG. STUDS NOTCH/BORE OF STUD 2x4 2x6 25% 7/8- 1 3/80' 40% 1 1 3/8 2 1/8" 60% STEEL PLATE WASHER AT STUD BOLTS HD BOLT PL, WASHER SIZE SIZE SIZE HD2A- Wil" DIA. 2y2%2Y?"kY HD5A- )/4" DIA. 2-)/4"x2-Y4 " X:�)/i 6" [iD8A- DIA. 3%3%�16" HDIOA- DIA, 3"x3"06" HD20A- I DIA. 3, Y2 " x 3 y2" x Y13" STEEL PLATE WASHER AT ANCHOR BOLTS BOLT PL. WASHER SIZE SIZE Y2" DIA. 2"x2"x-%6' V8" DIA. 2Y2 " x 2Y2 " X�4 3/4" 2 4" x DIA. 4 " X ; �,/l 6 5 I x3It XX6. DIA. 3' 1 DIA. 3,y2"x3)/2'x)/8" 4 SIMP. 14D IJOLDOWN W/ IJILTI KWIK THREADED 2-2x OR 4x ANCH, BOLI'S W/ADHESI\[E, W/E.N. AT (ICBlO #4016) EMBED, SEE SCH. SHEAR WALL �E DG PLATE 5/8" + R.H.TRUBOLT WE EXIST'. SILL ANCI-I. (ICBO 1372 4 If ILJ L 0 qimp SET HIGI-I STRENGTI -I EPDXY.ICBO #5279 (N) (E) 8" #4 x 24" DOWELLS @ 4WO C. DRILL itFILL W/ Epoxy (TYP.) OF FOOTINGS 1-� -)OWELLS x 24"L. DRILLED 6" INTO EXISTING FOOTING & EPDXY GROUTED. PROVIDE BARS (2 MIN.) SAME TOP LAYER OF SIZE & AMOUNT AS FTG. REINF. REINF. WHERE LAP 48d D i 1.75("S") OCCURS IN. SHEAR PANEL - WHERE OCCURS - SEE PLAN in 2x STUDS tI 0 16-0/c E.N. W t TYP. POUR JOINT m it EXTEND: BARS 1.75(7S.) ,LAP 48d 6 MIL VISQ T UEEN AS SHOWN WHERE WATERPROOFING TOP LAYER OF MIN. SEE WAL SECTIONS MEMBRANE -EXTEND REINF. OCCURS FOR FTG. REINF. 1 1/2' INTO FDN. WALL NOTE�' W/ 2- SAND OVER S----S INDICATES STEPPED FTG. SYMBOL, SEE PLAN FOR LOCATION. .2-#4 CONT. 2. *S* DIMENSIONS SHALL NOT EXCEED V-6". T&B SEE -- PLAN 0-4 3. 'D" INDICATES DEPTH OF FTG. AND d INDICATES BAR DIAMETER. 24- 4�- 2-#4 CONT. #3 X I / : I -- DWLS, 0 24"O/C I LABPLAT WHERE OCCURS - FIN. GRADE SEE PLAN SHEAR PANEL 2x STUDS c) ;� , 7E i - 0 16 O/c IF E 8 SLAB EDGE --(D 2-tRE CJRB4 CCNT. CURB WHERE OCCURS - WHERE SEE ARCH'L FOR SIZE OCCURS ONLY AND LOCATIONITM I SLAB/PLAN L #3 X 6 OWLS. 0 WHERE C OCCURS tj I L--lV %iff4k, I GALV. "KEY KOLD JOINT POUR JOINT NOTE: 1 'IT" THICKNESS OF SLAB - SEE PLAN. z 2. SAWCUT NO LATER THA< SEALANT SPECS. 12 HOURS AFTER POUR. MI CONTROL JOINT nB 2x CONT. P.T-D,�" 2x STUDS SILL It W/0.144 0 16"0/ DIA. POWDER DRVEN SHOT PINS 0 24"O/C IST AND 2ND PAS 6" AND 16" FRCM PLATE ENDS. z t c"I CL SLAB ON GRADE/ PLAN NOTE: SHOT PINS SHALL BE MANUFACTURED BY RAMSET OR EQUAL (SEE ICB0 REPORT NO. 539) SLAB ON GRADE SEE PLAN POUR JOINT 2'-0" 5/8"0 xlO" LONG ANCHOR BOLTS 0 32- O/C & 12" FROM & SPLICES W/ 7" MIN. EMBED. (UNLESS NOTED OTHERWISE ON PLANS) 2x P.T.D.F. SILL PLATE SLAB ON GRADE SEE PLAN to I 5/8"0 xlO" LONG ANCHOR. BOLTS 0 32- O/C & 12- FROM CORNERS & SPLICES W/ 7- MIN. EMBED. (UNLESS NOTED OTHERWISE ON PLANS) 2x P.T.D.F. SILL. PLATE E.N. TYP. L w1==w l� DWLS MfL VISQUEEN 0J3 32-0/C WATERPROOFING MEMBRANE - EXTEND 1 1/2 INTO FDN. WALL W/ 2" SAND OVER 2-#4 CONT TOP & BOT. TYP., U.N.O. SEE PLAN FN1-01-31 SHEARWALL WHERE OCCURS- 2x P.T.D.F. SILL It- SEE PLAN W/ 5�8"o x 12" A.B. @ 32 O/C TYP. U.N.O. 2 x 0 16" 0/ C- 6' ------ � U.N.O. �CURS SLAB ON GRADE SEE PLAN E.N. TYP. POUR JOINT-----, 16 F. G. #4 BARS VERTICAL 0 48- O/C #3 DWLS 3 10/ C 24 2-#4 C'ONT TOP & BOT* TYP., U.N.O. FNI-21-31 F5/8"0 xlO" LONG ANCHOR FROM CORNERS & SPLICES BOLTS 0 32" O/C & 12" W/ .7" MIN. EMBED. (UNLESS NOTED OTHERWISE ON PLANS) 2x STUDS 0 16"O/C 2X P.T.D.F, SILL WITH 5/8­0 X 1 o- ANCHOR BOLT 0 32" SLAB ON GRADE O.C. AND 12" MAX. SEE PLAN FROM CORNERS UNLESS POUR JOINT OTHERWI SE NOTED ON PLANS A -I FELT JOIN T 6 MIL VISQUEEN WATERPROOFING MEMBRANE - EXTEND 1 1/2" INTO FDN. WALL W/ 2- SAND OVER #3 DW I LS 0 32-0/C - 2-#4 CONT. T&B 18" 24" AW AV #3 DOWELS /7 0 32- O/C -SLAB ON GRADE SEE P I LAN -POUR JOINT 0 -2-#7 CONT. T&B W/ #3 TIES 0 12 1 -6 O/C 10 004 Date Drawn Job Sheet lablow J Of Sheets 24 X 38 PRIMMIM ON NO. 110WH CILMRIMINT Az�orJE V L t-J Hir i,4^r-TcP-,s, 16 L cc, - TcT .9, 130r bN 11 TIMA00 A1417 14I&V-V0,&lZpsp mit4 —V A 12-44 it C- '.,M c'TaiNael2ev IK 1 [pill m M-Mm aR 114 4P Q &MO -VT A-M UNOL-a lAtAo. c i.j C:O�T' 12)k A"r STAIR A-1 NAIL-c-ll FLSZ. JVr. A. ICa J To 12 -A CONT- oa OL ') 0 VL 4A 1(,j T W. c-&.CNv U.TTM H&NCiEl. AT eA. S-IMING0Z LY -T-T-4 .4 (4-) "/&* 95 1 -1. P,, (2- - HIP 0 o 0 4-1 0 414 nl! cQ mm*4 Y'Am 5a A.1 Tj Ems: I IL 614% 0 31 -/z N ci y' P, a U 45 Wf ft L,9 Q f L AT I- V, 'o A'T F_ Etic) OF jAe-> t. K'b, AT r- A, chi p L fT E-: FLAT MO-1. I uA ri TO V, L, K(A L ru,1, ROOF B.N. SIMPA-35 @ 16"O.C. R.R. E.N. ROOF SHTG LZ \-E.N. l SHFAR WALL !�JAE�PLAN � C.-I 0 t' QK4 CONT.'2.IGJ 12 x F5L VG l2v.G 6RACES q 10 J Tri, EA. ENV� 400 12 - I roj T. M. TO F'L A*Te , 2-2x'1'01" I-LATES 2x STUDS 16" (TYP.) CONT. BLKG worm 2x SILL PLATE L A-35 "R WALL OVER JILYWOOD.S111, A ENTIREWALL 1- ryp. 0 0 ® a jai 0 # 2 Hip 61-10 ot PoL-.r'7' -To van q 7RIr 0 Imp �N. ROOF R. E.N. E.N. SHEAR WALL B.N. SIMP. A-35 0 16" IMF SHEATHING 2 x BLKG @ 41-01, - 2 x BLK'G, E.N. A-35 16" r b4 T-1 'FAN A� IF Ad� N A04— OMMIM& ,"NOKIA EN LYWOOD Qj) I IEAR WALL 2 x NAILER A-35 0 32 B.N. V C'4 EU, A A 1(4C.6 ol 0% r ox c 0 0 U_ CL Q %0 < c U 0• ul c u 0 0- .G 2x BLK'G 0 48 O.C. t B.N. SLOPING R.R. 16d 0 4" —B.N. Data Scale Drawn N I M.l 25. B.N. Job 27 �9 Sheet of co Sho*ts &NN.A a JLVI .1 Q/ * �. d Ned' 1Ntr z p� DNIEI33NION3 "����� ClC. 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