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HomeMy WebLinkAbout10146744.pdfp'; Ri PLAN NOTES LGAS WATER HEATER ON 18' HIGH PLYWOOD PLATFORM PROVIDE SEISMIC STRAPS & INSUL. PER TITLE 24 2. 30,YX30,0 ATTIC ACCESS W/MIN,30,f CLR. HDROOM ABOVE LADDER OPTIONAL 3,AIR CONDITIONING CONDENSER UNIT SET ON CONC, SLAB REFER TO TITLE 24 CALC. 4.ENAMELE PRESSED STEEL TUB OR FIBERGLASS SHOWER -TILE WALLS TO 8011 ABV, FLOOR 5,SMOKE DETECTORS SHALL BE WIRED PERMANENTLY AND SHALL BEEQUIPED W/BATERY BACKUP.,APPROVED TYLE ONLY &ELECTRIC FANSWITCHED,,5 AID CHANGES/HOUR VENT TO OUTSIDE 9HPLL 50' 14' 5/ 2/-6// 11t_6tt5/ AAA^ Idli I MIA qu AAA^ -ID -r 0 4t_1tt 1 U wz DIII 4 <: cv C:) DEC' City of Santa Ana r NO p PROJECT , OJE� A-2 T SHEET ROOF PLAN NOTES ROOF PITCH TO BE 4;12 UNO 16" OVERHANG -TYP UNO 2 4 8 12 SCALE.- 1/4 )-o SCALE 1/4//=2/-0// GENERAL NOTES GLUE -LAMINATED W[l[lD 1. ALL FABRICATION AND WORKMANSHIP SHALL CONFORM TO THE CURRENT EDITION OF THE STANDARD SPECIFICATIONS FOR STRUCTURAL CLUED LAMINATED DOWGLA3 FIR (COAST REC|0K) LUMBER BY THE WEST COAST LUMBERMEN`S ASSOCIATION AND THE CURRENT EDITION OF TIMBER CONSTRUCTION. 2. ALL GLUE -LAMINATED WOOD BEAMS SHALL BE D0UGLAS RR' C0W8|NAT0W 24F WITH WATERPROOF RESORQNAL OR PHENOL RESORC|NAL GLUE CONFORMING TO THE FEDERAL SPECIFICATIONS M|L-A-397-8. CORE LAMINATIONS W/W' BE HEM RR. USE COMBINATION 24F-V4 OR 24F-V5 FOR SIMPLY SUPPORTED BEAMS AND COMBINATION 24F-V8 OR 24F-V1O FOR CANTILEVERED BEAMS. 3. FINISH OF LUMBER SHALL BE INDUSTRIAL APPEARANCE GRADE IN CONFORMANCE WITH THE STANDARD APPEARANCE GRADES OF A.\IC. ^ ` 4. AN A^|.T.0 CERTIFICATE OF COMPLIANCE FOR EACH GLU-LAM BEAM MBWBB7 SHALL BE. SUBMITTED TO THE BUILDING INSPECTOR AND APPROVED BY THE ENGINEER AND THE LOCAL BUILDING DEPARTMENT PRIOR TO INSTALLATION. - 1. MANUFACTURER SHALL SUPPLY TO THE ARCH ITECT/ENQ|NEER OF RECORD ' CALCULATIONS AND SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO SUBMITTING TO THE BUILDING DEPARTMENT FOR APPROVAL AND PRIOR TO FABRICATION. ALL CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY REGISTERED PROFESSIONAL ENGINEER. IT SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER TO OBTAIN BUILDING DEPARTMENT APPROVAL OF CALCULATION AND SHOP DRAWINGS PRIOR TO FABRICATION. 2. TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST LOCAL BUILDING CODE FOR ALL LOADS IMPOSED, INCLUDING LATERAL LOADS AND MECHANICAL EQUIPMENT LOADS. 3. TRUS3E SHALL BE MANUFACTURED WITH STEEL WEBS, TRU PIN CONNECTIONS AND ~ ` STRUCTURAL WOOD CHORDS. �. TRUSSES AND TRUSS PARTS SHALL HAVE PRODUCTS ACCEPTANCE FROM THE ~ INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS. 5. _CROS5 BRIDGING AND/OR BRACING SHALL BE PROVIDED AND DETAILED AS REQUIRED TO ADEQUATELY BRACE ALL TRUSSES. BRIDGING SHOULD BE INSTALLED AS ERECTION PROCEEDS AND TEMPORARY` BRACING INSTALLED TO MAINTAIN ALLGNMENT AND PREVENT LATERAL MOVEMENT. 6- TEMPORARY REMOVING WEB MEMBERS AND DRILLING- Uf�CUTTING OF CHORDS IS NOT PERMITTED. ' 7, SHEATHING SHALL BE SECURELY FASTENED TO THE TOP CHORD. THE NAILING PATTERN SHOULD BE STAGGERED TO AVOID SPLITTING AND TO ASSURE NAILING INTO EACH CHORD MEMBER. 8. lDEADLOAD = YQ PSF LIVE LOAD = ZD PSF g' EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERTD THE FOLLOWING INFORMATION LOCATED WITHIN 2 FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE BOTTOM CHORD: _ AA IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS. E0 THE DESIGN LOAD. C) THE SPACING OF THE TRUSSES. FORMWORK, REMOVAL OF FORMS & SHORES 1' THE CONTRACTOR SHALL DESIGN ALL FORMS AND SUPPORTING SHORES IN CONFORMANCE WITH AC| 347-78. DESIGN SHALL INCLUDE RATE AND METHOD OF PLACING CONCRETE AND CONSTRUCTION LOAD3,|NCLU0MC VERTICAL, HORIZONTAL ' AND IMPACT LOADS. 'FORMS SHALL BE SUBSTANTIAL AND SUFFICIENTLY TIGHT TO r-PREVENT LEAKAGE OF MORTAR AND PROPERLY BRACED OR TIED TO MAINTAIN POSITION AND SHAPE' 2. FORMS SHALL BE REMOVED IN SUCH A MANNER AS NOT TO IMPAIR SAFETY AND 5ERYISAB|LRY OF THE STRUCTURE. ALL CONCRETE TO BE EXPOSED BY FORM REMOVAL SHALL HAVE. SUFFICIENT STRENGTH NOT TO BE DAMAGED THEREBY. THE AC| COMMITTEE 347 SUGGESTS THE F0LL0VV|NC MINIMUM TIME FORMS AND 'SUPPORTS SHOULD REMAIN IN PLACE UNDER ORDINARY CONDITIONS. WALL, COLUMNS AND SIDE OF BEAMS AND GIRDERS ...... 12 HOURS J0ISTS, BEANS AND C|REDERS SOFFITS AND SLABS -10 ft. SPAN BETWEEN STRUCTURAL SUPPORTS ...................... 7 DAYS 10 ft.' - 20 ft. SPAN ............... .................................. ....................... 14 DAYS � x OVER 20-ft` .-----'---._--------'--.------..---'.21 DAYS RE8H0RE UNTILL 20 DAYS AFTER PLACEMENT, AND FOR FULL DURATION WHERE CONSTRUCTION LOADS EXCEED SPECIFIED SERVICE LOADS. RESH0RE SHALL CONFORM � TO AC| 347-78. - ` '~ TESTS AND INSPECTIONS 1. CONTINUOUS INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR ALL � � FIELD WELDING, HIGH STRENGTH BOLTING, POST -TENSIONING, CONCRETE WITH A � STRENGTH OF 2500 PSI OR GREATER, AND MASONRY WHERE NOTED ON THE PLANS AND DETAILS. THE EXTENT OF SUCH INSPECTION SHALL CONFORM TO SECTION 1701 OF THE UNIFORM BUILDING CODE. AM AFFIDAVIT SHALL BE ISSUED TO THE ARCH ITECT/ENG|NEER AND THE BUILDING DEPARTMENT AT THE COMPLETION OF EACH TYPE OF WORK STATING WHETHER THE WORK WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS. CONCRETE INSPECTION MAY BE LIMITED TO SLUMP TESTS, COMPRESSION TESTS, AND INSPECTION OF PLACED REBABS. 2- REQUIRED SPECIAL INSPECTIONS: IN ADDITION TO THE REGULAR INSPECTONS, THE FOLLOWING ITEMS WILL ALSO REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SECTION 1701 OF THE UNIFORM BUILDING CODE. ITEMS: A. STRUCTURAL CONCRETE OVER 2500 PSI (FOR GRADE BEAMS) B. EXPANSION EPDXY ANCHORS STRUCTURAL STEEL AND WELDING 1. ALL WORK SHALL COMPLY WITH ^AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". 2. STRUCTURAL STEEL SHALL CONFORM TO ASTM A-36. 3' PIPE COLUMNS SHALL CONFORM TO ASTW A-53' GRADE "8" WITH SULPHUR CONTENT NOT TO EXCEED 0.05%. ENDS SHALL BE S/WCUT SQUARE FOR TRUE BEARING. 4. TUBE COLUMNS SHALL CONFORM TO A3TW A-501 OR A-500' GRADE ^B". 5. BEAM CONNECTIONS SHALL COMPLY WITH "FRAMED BEAM CONNECTIONS" A.|.S.C. PART 4, TABLE 1. USING /STM A307 BOLTS (M'0.) UNLESS OTHERWISE NOTED' 6' ALL WELDING SHALL BE BY ELECTRONIC ARC PROCESS AND SHALL COMPLY WITH A.W.S. SPECIFICATIONS FOR WELDING AND FABRICATION. 7. WELDING SHALL BE PERFORMED BY CERTIFIED OPERATORS IN A SHOP LICENSED BY THE LOCAL AUTHORITY, 8' LOW HYDROGEN ELECTRODES SHALL BE USED WHEREVER REINFORCING STEEL IS WELDED. 9. UNLESS SHOWN, `/` ' ' SHALL BE MINIMUM WELD FOR ALL STRUCTURAL CONNECTIONS. lD. ALL BUTT WELDS SHALL BE FULL PENETRATION UNLESS OTHERWISE DETAILED ON THE PLANS. 11. A CERTIFICATE OF FABRICATION FROM THE SHOP PERFORMING WELDING OR A REPORT FROM THE SPECIAL INSPECTOR MUST BE FURNISHED TO THE JOB INSPECTOR PRIOR TO FRAMING APPROVAL. 12. HIGH STRENGTH BOLTS WHERE INDICATED ON THE PLANS OR DETAILS SHALL CONFORM TO ASTW A-325 ORASTM A-490 (FRICTION AND THERE SHALL BE NO PA|NT, OIL, LACQUER OR GALVANIZING BETWEEN THE CONTACT SURFACES. 13. HIGH STRENGTH BOLTS SHALL HAVE LOAD INDICATOR WASHERS TO SERVE AS A DIRECT TENSION INDICATOR. INSTALLATION OF U|GM STRENGTH BOLTS SHALL REQUIRE SPECIAL INSPECTION BY A DEPUTY INSPECTOR. 14. ALL STRUCTURAL FIELD WELDING, INCLUDING WELDING OF REINFORCING STEEL SHALL HAVE SPECIAL INSPECTION. ' 15. ALL WELDED STUDS SHALL CONFORM TO ASTW A_108 WITH MINIMUM ULTIMATE STRENGTH OF 60'000 psi. STUD DIMENSIONS AND WELDING REQUIREMENTS SHALL BE IN ACCORDANCEWITH AW3 D1'1 PART ^7". Fb 10. ALL STRUCTURAL STEEL MUST BE FABRICATED IN AN |CB0 OR CITY OF PLAM SPRINGS APPROVED LICENSED R\8R|{AT0R SHOP PER UBC 2203. TYPICAL CONCRETE STAIR ON GRADE DETAIL 10 " »^ 1/8~ WIDE X 1^ DEEP SAW CUT OR ZIP STRIP. FILL SAW CUT W/ JOINT FILLER, ^- FIRST FOUR 'I SECOND POUR KEY CONSTRUCTION JOINT 0C.J. ON PLANS) - 2-#4 SEE ARCHITECTURAL CONTINUOUS FOR SIZE, LOCATION AT CURB OF CURB SEE ARCHITECTURAL FOR DEPRESSION WEAKEND PLANE y �-1 IA. SMOOTH c-#3 @ 24" O.C.,v \.r' ON PLANS) DOWEL@ 18~ O.C.' OIL & PANT ONE SIDE. CURBS AND DEPRESSIONS ��x� �J� K TYPICAL SLABSLAB��n�*�&��� DETAIL SLBCRD ( / 1 SHEAR WALL SCHEDULE (PER 2001 CBC) MARK WALL TYPE & NAIL SPACING (COMMON OR GALV. BOX) ALLOWABLE ANCHOR BOLTS UPPER FLOOR A35 SPACING SHEAR, PLF .(7- MIN. INTO CONCRETE) SOLE NAILING PLATES, EDGE OF WALL AND IN FIELD SEE NOTE #3 BELOW ASEE NOTE #5 BELOW AUSE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" FOUND. SILL PLATE. AUSE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" FOUND. SILL PLATE. AUSE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" FOUND. SILL PLATE. AUSE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" FOUND. SILL PLATE. AUSE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" FOUND. SILL PLATE. USE 3" WIDE FRAMING MEMBER AT ADJOINING PANEL EDGES AND SINGLE 3" FOUND. SILL PLATE. NUntti: 1. THE TABLE DESIGNATES THAT SHEAR WALLSHEATHINGIS TO BE APPLIED ON BOTH FACES OF THE WALL 2. ALL PLYWOOD EDGES MUST BE BLOCKED W 2X SOILD BLOCKING. FIELD NAILING SHALL BE 1� O.C.FOR STUDSSPACED���0 AT 16* O.C. AND 6" O.C. OTHERWISE.- 3. PAPER BACKED SELF -FURRING EXPANDED YNEW\L LATH WITH ;CBO APPROVAL. 4. WHERE ALLOWABLE SHEAR VALUES EXCEED 350 PLF FOUNDATION SILL PLATE AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3~~|NCHE NOMINAL MEMBER. NAILS SHALL BE STAGGERED. 5. WHERE PLYWOOD IS APPLIED TO BOTH FACES OF A WALL AND NAIL SPACING /S LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBER OR FRAMING SHALL BE 3-INCH NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE 6�������W�K�� ����K����� - ^ , y � Y� A.B. �� � O.C. FOR MONOLITHIC rOwrx CONCRETE SYSTEM AND X 15- A.B. FOR NON -MONOLITHIC POUR CONCRETE SYSTEM UNLESS AT SHEAR WALL PANEL WHERE ANCHOR BOLTS SHALL BE INSTALLED PER SHEAR WALL SCHEDULE. 7. ALL INTERIOR NON -BEARING FOOTING^S SHALL HAVE SHOT PINS 0 32*O,C. & 48°O.C. RESPECQVLY. 8. ALL ANCHOR BOLTS SHALL HAVE PLATE WASHERS A WWN{MW&H OF 2= X 2- X 3/16= THICK. 9, INSTALL & STAGGER SHEAR CONNECTORS ON EACH SIDE OF RIM/ BLOCKING. A 2 31 / � | �N�� '�=� (32, 4-07) EN @ JOINT 2x SCAB PLATE W/ STUDS PER TOP PLATES (STAGGER) 4 - 16d EA END PLAN PLATE-_____r�___ ---- ,,----- ,r--- ---- TOP OF " 1-- �-- JOINT STUD PER HOLD DOWN POST ' s 11 , , , . „ , I 1 tt it t i•l , tl It 1•, , 11 ., F' SHEAR WALL SCHED SLAB ; PER PLAN i•t �11 Ilj 61 t, ItJ t �rt in [�%2'] MIN EDGE f 1 itY J/11 i•I ,At /if I / 'I DISTANCE TYP i f 11 t ! It 1 1 41 i / ft 1 1 N �J GI ;• ; hi n IN L ; AB W/ PLATE WASHERS --r- 7" MIN INTO CONC ;; ; ,` ;; ; 2"x 2" x3/16" PER PLAN (WHERE CURB OCCURS / \, „ i t I,I it i t IV it l i 11 , III '\i l i •, t 1, a, 1 ., ❑ ADDL LENGTH EQUAL STUD PER 1 , JJ 11 ,f �, 2 1 J1i ii t, i i /Il TO CURB HT) HOLD DOWN , 11 i 1, PLAN 5" MIN ANCHOR if It Itif It It II it , I �- ,> ¢ 5 MIN PER PLAN'' -- -"�-- '`;''/ -- ,t1/` t; FN ,� 1 12" MAX - ;- - z I 1 ff NOTES- EN 0 PLATE (STAGGER) `- 1) FOR ITEMS NOT NOTED SEE PLAN & SHEAR WALL SCHED. -------------------------------- _ ______-____----_-__ _ 2" MAX 2) MINIMUM PANEL DIMENSION IS 1'-0". PANEL PER PLAN TYP 3) USE FULL SIZE PANELS WHERE POSSIBLE_ 4) FIELD NAILING (FN) @ 12" UON. AT CORNER AT INTERSECTION AT SPLICE 5) Dx1 SOLID BLKG @ HORIZ JOINTS. C 4'-0" MIN LAP BETWEEN UPPER & LOWER PLATES 'N' 'N' IN' N' (NUMBER OF NAILS / BOLTS EACH LAP) JOINTS IN PLATES TO BE CENTERED OVER STUDS OR MULLIONS I . --- a 1 4X POST 2 4X FULL HEIGHT KING STUD W/ PLYWOOD EDGE NAILING 3 4X BLOCKING "CMST14" FULL LENGTH STRAP PLACE OVER PLYWD. SHEATHING 5 SILL PLATE / PLAN 6 2- 2X TOP PLATES 7 2X TRIMMER STUD 8 HEADER/ PLAN 9 2- 2X SILL PLATE 10 HOLDOWN/ PLAN 11 SHEAR PANELS W/ EDGE NAILING PER PLAN shl EN V Q SN Q EN . A C 0 F1 Q EN EN ` Q EN [7>r- SNSN lG1 TYPICAL SHEAR WALL INTERSECTION p—.0, I I 1 —Ili 1 as ILI C4 � �limIliili�!liw­pm 4X POST 2 4X FULL HEIGHT KING STUD W/ PLYWOOD EDGE NAILING 3 4X BLOCKING 4 "CMST14" FULL LENGTH STRAP PLACE OVER PLYWD• SHEATHING 5 SILL PLATE / PLAN 6 2- 2X TOP PLATES 7 2X TRIMMER STUD 8 HEADER/ PLAN 9 HOLDOWN/ PLAN 10 SHEAR PANELS W/ EDGE NAILING PER PLAN SN £N 3 Cht CAI EN C ZA EN EN Q -- -- IGj TYPICAL SHEAR WALL INTERSECTION r 2X TOP PLATE SPLICE (NAILED/BOLTED) 6 TYPICAL FRAMING AT WINDOW & DOOR OPENINGS �1 L_ 7 J F- 7 F- L_ t 7 •-I 19 L_ J � 7 r r r L 1 (3) 8D NAILS EA. END OF BRACE. 60 DEGREE MAX, SPLICE OVER CENTER OF STUD. 4'-0" MIN. LAP W/(4) 16D NAILS. FIREBLOCKING AT MID. HT. OF ALL WALLS OVER 8'-0" HIGH, (2) 10D NAILS EACH END OF FIREBLOCKING• 6 7" MIN. EMBEDMENT IN CONCRETE. 2 X STUD & TRIMMER MIN. AT JAMS. SEE FRAMING PLAN FOR ADDITIONAL SUPPORT.. 5" MIN. 9" MAX. FROM SILL END. 2 - X SILL W/ 'A35' EACH END. 1 a (3) 16D END NAILS. 11 16D NAILS AT 24" MAX. O/C W(2) 16D NAILS EA. STUD 11'-6" OR LESS & (3) 16D EA. STUD OVER 11-6". 12 TYP. SOLID LINTEL, SEE PLANS FOR SIZE. 13 5/8" DIA. X 10" A.B. @ 48" MAX. O/C. 1 4 3 X P.T•D.F. SILL. 15 STUD TO SILL TOE NAIL (2) 10D NAILS EACH SIDE. 16 2 X STUDS AT 16" O/C. 17 (2) 8D NAILS PER STUD. 18 1 X 6 DIAGONAL LET -IN BRACE AT EA. CORNER & 25' --0" MAX. O/C. 19 'A35' TYP. ASHEAR WALL PER PLANS D=12" FOR SINGLE STORY EN _ STUDS/ PLAN PLATE, AB & PLATE WASHER r— SLAB/ PLAN _ ------ - IT —I,I 1 1-1 } I— ;� II •�I 2- #4 REBARS SEE FOUNDATION 4X4 POST PLAN FOR FOOTING POST BASE WIDTH(W) & DEPTH(D) SIMP. "CB" FINISH SURFACE a4. 0:: 4. = 4 s EN 7 STUDS PER PLAN PLATE, AB & PLATE WASHER PER SCHED SLAB & SASE COURSE F PER PLAN --------- if '� �iT7 W= SEE PLANS (1)- #5 D=12" REBAR TOP j& BOTTOM 11 "SIMP. HOLDOWN/ PLAN SIMP. "SSTB" P.T. SILL PLATE CONC. FOOTING REINFORCEMENT PER PLAN SELECTION TABLE (SIMPSON CAT.) HD SSTB le HD2A SSTB20 16" HD5A SSTB24 20" HD6A SSTB28 224" HD8A SSTB28 28" HD10A SSTB28 28" EN D C c.n. -vvtvJ. NOTE: EMBEDMENT INTO EXIST F00 mvc, REQUIRE SIMP. EPDXY "SET" SYSTEM. SPECIAL INSPECTION REQUIRED. `- FN @ 12" NOTES: BN EN STGR 1. FOR ITEMS NOT NOTED SEE PLANS. 2. MINIMUM PANEL DIMENSION IS 2'-0" TYPICAL. UNBLOCKED ROOF AND FLOOR DIAPHRAGMS NOTE: FOR MISSING INFO.. SEE DETAIL 11 WALL. & FTG �--- STUDS PER PLAN PLATE, AB & PLATE WASHER PER SCHED SLAB & BASE COURSE PER PLAN i— '�� W= SEE PLANS (1)- #5 D=12" REBAR TOP & BOTTOM • •• • 2X TRIMMER WHERE — --� OCCURS/NOTCH FOR BOLTS. "SSTB" PER PLAN CONC. FOOTING REINFORCEMENT PER PLAN ! ~ c TION T & B rvvlvv. 9 NOTE: FOR MISSING INFO.. SEE DETAIL 11 STUD S BEYOND t i , SLAB & BASE COURSE -) PER PLAN — GRADE BEAM/ PLAN (1)- #5 REBAR TOP W- SEE PLANS & BOTTOM D=12" Fxp• owl - OF rr"I" 4X4 FLAT FINGER @ 24" O/C. NOTCH INTO RAFTER & NAIL S. LAN 2x BLKG t� 48" 2x BLKG @ 48" �/ (2}-- � 6d Cam} EACH ROOF JSTS./ / P BN END BN 2x SHAPED BLKG BN EN TO BLKG (2)-16d/ BLKG. 2x SHAPED BLKG EN TO BLKG BN 6— 16D'S JOIST r BN • — - IN JOIST PER PLAN IN '- W/ 'U' HGR TYP SIMP. ST6224 i r CLG. JSTS./ PLAN "A35" O� 12" 0%C j� x �x JOIST EN J 2x RIM JST W/ JOIST J EN zr 2x RAFTERS W/ EN / �� A35 CAD 16 O/C „ " ,� r � "A35" PER BLACK r t A35 PER BLOCK / `t TOP PLATES TOP PLATES EN -- SPLICE PER SCHED SPLICE PER S SCHED TOP PLATES SPLICE PER SCHED OR BEAM PER PLAN - Lvi > STUDS OR � STUDS OR PERSHAPPLANED IDGE BM BEAM/ PLAN V BEAM/ PLAN (D CALIF. FRAMING 2X RAFTERS IN/ (2X RAFTERS/ PLANS) A35 0 24�,O/C 2X6 MIN. FLAT W/ BN 2X BLK'G @ 48" (2)-16d NAILS/ RAFTER SPLICE �- EN TO BLKG OF STRAP O 4"W /8d NAILS B.N. B.N. WOOD BEAM EQUAL EQUAL 'CC' 'CC' 'ECC' 2x BLKG 0 48" BEAM EN 2X CRIPPLE 4" MAX EN , STRAP PER PLAN WALL @ 16" O/C ROOF JSTS./ PLAN 2x4 STUDS @ 16" SHAPED SOLID BLKG. d ©+ W/ (2)-20D'S MATCH WALL BELOW 20 BRACE ® 24" O/C PER RAFTER BN EN 6- 16D'S — — - = 2X SHAPED BLK'G. • 'lam co/ EN --- POST TOP PLATES 2X NAILER E r CLG. JSTS./ PLAN ..J WOOD SPLICE PER SCHED x SN TOP PLATES rt r t "A35" PER BLOCK 2X C.J.'S WHERE DBL STUD TYP r PARALLEL TO WALL LL w UON ON PLAN j'`,� TOP PLATES 0 INTERMEDIATE SPLICE END (/ SPLICE PER SCHED W STUDS OR BEAM/ PLAN z 8 �o W C� Cf3 2X BLK'G. SIMP. "ECC" ROOF SHTNG./ PLAN BEAM PER PLAN BEAM PER PLAN STRAP/ PLAN Wj SIMP. "ECCL" 4X4 FLAT FINGER 6X6 BRACE @ 24" O/C. NOTCH B.N. SIMP. "CC66" INTO RAFTER & NAIL 6X6 BRACE 2x BLKG Q 48" W/ (2)--16d { EACH :::END (2)-16d/ BLKG. EN TO BLKG :eU rj Sri - - - - - - _ .. .... I QeyofESSIQ � u�.47490 oir fix, SCALE DRAWN DATE ENGINEER DATE REV. DATE APPR, 2 4 5 6 7 8 9 10 i 11 - 0^ i -0096 PROJEC NO. SOA SHEET