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S t;-- > 00 0 0 0 C7, C V 0 W uj CL OR 0-0 c 0 c C x - 0*%C.E C.7$ 0 0 a 0 W 0 tF > 0 Z3 _j v :zl- 3c LU (D 72 a o E -a 0 0 0 0 CL 0 0 .0 0 o Q o 0 LF 2 > 0 0 0 C (A 0 E w En E OL E E 0 0 c a 0 =3 Lu w 0 a -0 E 0 0 :3 0 0-0 U E a -5 5 6 0 0-0 z c 0 0 00 a- 4) 0 0 2 C, O-_0 F_ - ID W (D E 2 z uj fn 0 _:t - V) w w LW M E E - cr c 0 a ry o- W w w Z (D 0 W 0 o- 4) CD 0E. 0 F_ CD =3 Uj a W 0 0 0 0 -0 0 F-) CL m G _: cli rli U,i -a u -7) W u 0 C-) m C-4 ti C-� vi L) w t'JL - (D LAJ co �� e ui C6 (3 ri uj 6 te m z 0 V) U_ 0 m z UJ 1. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB SITE, AND SHALL BE RESPONSIBLE FOR CONDITIONS OF ALL WORK AND MATERIALS INCLUDING THOSE FURNISHED BY SUB -CONTRACTORS. STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES. 2. ALL MATERIALS AND WORKMANSHIP SHALL BE PERFORMED IN ACCORDANCE WITH 2O01 CALIFORNIA BUILDING CODE AS ADOPTED BY COUNTY OF LOS ANGELES. 3. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON PLANS, SECTIONS AND DETAILS. 4. NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 5. WHERE NO DETAILS SHOWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. 6. OPENINGS, POCKETS, SLEEVES, ETC., SHALL NOT BE PLACED IN SLABS, BEAMS, WALLS, COLUMNS AND FOOTINGS UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. 7. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOADS SHALL NOT EXCEED DESIGN LIVE LOADS FOR EACH PARTICULAR LEVEL. PROVIDE ADEQUATE SHORING AND BRACING IF LOAD EXCEED DESIGN LIVE LOAD OR WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 8. THIS SET OF DRAWINGS REPRESENT THE FINISHED STRUCTURE, METHOD OF CONSTRUCTION NOT NECESSARY INDICATED, THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT NOT BE LIMITED TO BRACING, SHORING, SCAFFOLDING, ETC. NE FOUNDATI011 1. THE SOILS BEARING PRESSURE = 1,000 p.s.f. 2. FOUNDATION DESIGN SHALL BE 12-(ONE STORY) 18" (TWO STORY) MIN. BELOW LOWEST ADJACENT FINAL GRADE, AND 12" MINIMUM WIDTH, BEAR ON FIRM NATIVE OR PROPERLY COMPACTED SOILS. 3. CHARACTER OF SOIL: SEE SOIL REPORT BY 'THE SOILS COMPANY, INC. (951) 894-2121, PROJECT #776401.00 4. SOIL ENGINEER OR DEPUTY INSPECTOR SHALL VERIFY THAT CONSTRUCTION AT THE SITE IS IN ACCORDANCE WITH THE RECOMMENDATIONS AND CONCLUSIONS OF HIS REPORT. FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE TO LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED FROM EXCAVATIONS. 5. BEFORE ANY CONCRETE IS PLACED, EXCAVATIONS SHALL BE CHECKED AND APPROVED BY A QUALIFIED SOILS ENGINEER OR DEPUTY INSPECTOR TO ENSURE COMPLIANCE WITH THE REQUIREMENTS, 6. ALL FILL MATERIAL IS TO BE APPROVED BY THE SOILS ENGINEER OR DEPUTY INSPECTOR AND APPROVED BY A QUALIFIED SOILS ENGINEER OR DEPUTY INSPECTOR TO ENSURE COMPLIANCE W/ THE REQUIREMENTS. 7. SUBGADE SHALL BE 2" SAND OVER POLYETHYLENE FILM VAPOR BARRIER. 8. SIDE OF FOUNDATION MAY BE POURED AGAINST STABLE EARTH UNLESS SHOWN OR NOTED OTHERWISE. 9. CONTRACTOR SHALL PROVIDE TEMPORARY AND PERMANENT DEWATERING FOR EITHER SURFACE WATER, GROUND WATER OR SEEPAGE WATER. 10. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED DURING EXCAVATIONS AND BACKFILLING. 11. CONTRACTOR SHALL PROVIDE AND INSTALL ALL CRIBBING SHEATHING AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH BAN K. 12. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL SHALL BE PROPERLY COMPACTED. 13. CONTRACTOR SHALL BRACE OR PROTECT FROM LATERAL LOADS FOR THE PIT AND RETAINING WALLS UNTILL ATTACHING SLABS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. 14. NO VERTICAL EXCAVATIONS 5'-0" OR MORE IN DEPTH INTO WHICH A PERSON IS REQUIRED TO DESEND SHALL BE PERMITTED. STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING: A. ASTM A-572, GRADE 50 : ALL SHAPES B. ASTM A-307 : ALL BONS, UNO. C. ASTM A-500, GRADE B : ALL TUBES. D. ASTM A-36 ANGLES, CHANNELS, PLATES AND MISC. 2. FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE STANDARD PRACTICE OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION LATEST EDITION. 3. ALL STEEL FABRICATTION SHALL BE PERFORMED IN A SHOP APPROVED BY THE CITY BUILDING DEPARTMENT. 4. OPENINGS SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY DETAILED. 5. ALL WELDING SHALL BE PERFORMED BY WELDERS HAVING CURRENT WELDING CERTIFICATE. WELDING SHALL BE PERFORMED USING ELECTRIC ARC PROCESS IN ACCORDANCE WITH THE APPLICABLE PORTION OF THE CODE FOR "ARC AND GAS WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN WELDING SOCIETY AS AMENDED TO DATE. 6. ALL WELDING FOR BUILDINGS SHALL BE IN STRICT CONFORMANCE WITH AWS CODE AS AMENDED TO DATE. 7. A WELDING PROCEDURE SPECIFICATION (WPS) PER AWS CODE. SHALL BE DEVELOPED BY THE FABRICATOR/ERECTOR AND APPROVED BY THE ENGINEER OF RECORD. THE WPS SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY THE ELECTRODE MANUFACTURER. 8. FIELD WELDING IS DESIGNED FOR FULL STRESSES. CONTINUOUS INSPECTION IS REQUIRED FOR MOMENT CONNECTION. 9. ALL EXPOSED STRUCTURAL STEEL AND MISC. METAL SHALL BE HOT -DIP GALVANIZED AFTER FABRICATION. G E N E R A L CONCRETE 1. ALL CONCRETE SHALL BE NORMAL WEIGHT CONFORMING TO THE FOLLOWING: LOCATION 28-DAY MIN. MAXIMUM MIX DESIGN COMPRESSIVE AGGREGATE SLUMP STRENGTH SIZE (IN.) (INCHES) A. SLAB ON GRADE 2500 psi* 1 3 (4" MAX) B. FOOTING 2500 psi* 1 4 (5" MAX) * WHERE SUBSTRATE EXPOSURE LEVEL IS SEVERE USE 4500 psi WITH W/C RATIO OF 0.45 (MAX) 2. ALL CONCRETE MIX DESIGN SHALL BE REVIEWED BY THE ENGINEER PRIOR TO CONSTRUCTION. 3. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE V CEMENT. 4. AGGREGATE SHALL CONFORM TO ASTM C-33. 5. WATER SHALL BE CLEAN, FREE FROM DELETERIOUS AMOUNTS OF ACIDS, ALKALIS OR ORGANIC MATERIALS, OILS, SALTS AS PER U.B.C. SECTION 1903.4. 6. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C-94. WATER -CEMENT RATIO IS LESS THAN 0.50 7. UNLESS SHOWN OR NOTED OTHERWISE, CONCRETE COVERAGE FOR REINFORCING BAR TO FACE OF BAR SHALL BE AS FOLLOWS: A. CONCRETE IN CONTACT WITH EARTH, UNFORMED 3" B. CONCRETE IN CONTACT WITH EARTH, FORMED 2" C. WALLS 1.5" D. BEAMS, GIRDERS & COLUMNS (TO TIES OR STIRRUPS) 1.5" 8. CONDUIT PLACED IN A CONCRETE SLAB SHALL NOT EXCEED 1 /3 OF THE THICKNESS OF THE SLAB AND SHALL BE PLACED BETWEEN THE TOP AND BOTTOM REINFORCING STEEL. MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE 6". 9. CONSTRUCTION JOINTS: THE SURFACES OF ALL CONSTRUCTION JOINTS SHALL BE CLEAN, FREE FROM LOOSE DEBRIS. IMMEDIATELY BEFORE NEW CONCRETE IS PLACED, ALL CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING WATER REMOVED. 10. CONCRETE SHALL BE CURED IN ACCORDANCE WITH SECT 1905.11 OF U.B.G. 11. REMOVAL OF CONCRETE FORMS AND SHORES SHALL BE IN ACCORDANCE WITH SECTION 1906.2 OF U.B.C. 12. CONDUITS AND PIPES EMBEDDED IN CONCRETE SHALL COMPLY WITH THE PROVISION OF SECTION 1906.3 OF U.B.C. 13. DESIGN AND CONSTRUCTION OF CONCRETE FORMWORK SHALL CONFORM TO ACI 347 "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK". 14. ALL SAW CUTS IN SLAB ON GRADE SHALL BE MADE NOT LATER THAN 24 HOURS AFTER PLACING CONCRETE. - -1 i� iiiiaVA IF 1. ALL REINFORCING BARS SHALL BE ASTM A-615 GRADE 60 DEFORMED BILLET STEEL BARS, EXCEPT NOTED BELOW: A. WELDED SMOOTH WIRE FABRIC SHALL CONFORM TO ASTM A-185. 2. GRADE 60 BARS SHALL BE MARKED SO ITS IDENTIFICATION CAN BE MADE WHEN THE FINAL IN PLACE INSPECTION IS MADE. 3. THE TIE WIRE USED SHALL BE BLACK ANNEALED WIRE, 16 GA. OR HEAVIER. 4. BAR SUPPORTS SHALL CONFORM TO THE BAR SUPPORT SPECIFICATIONS CONTAINED IN THE "MANUAL OF STANDARD PRACTICE" BY ACI. 5. A CERTIFIED COPY OF MILL TEST ON EACH HEAT OF REINFORCING STEEL DELIVERED SHOWING PHYSICAL AND CHEMICAL ANALYSIS SHALL BE PROVIDED UPON REQUEST AT THE TIME OF SHIPMENT. 6. ALL REQUIREMENT OF CONCRETE REINFORCEMENT NOT COVERED ON THE DRAWINGS SHALL BE IN ACCORDANCE WITH ACI "MANUAL OF STANDARD PRACTICE". 7. REINFORCING STEEL AT THE TIME OF THE CONCRETE IS PLACED SHALL BE FREE FROM MUD, OIL, OR OTHER NON METALLIC COATINGS THAT ADVERSELY AFFECT BONDING CAPACITY. 8. ALL HOOKS SHALL CONFORM TO THE BEND DIMENSION PER ACI "STANDARD HOOK" UNLESS OTHERWISE SHOWN ON THE DRAWINGS. 9. REINFORCING BARS SHALL NOT BE BENT OR STRAIGHTENED IN A MANNER THAT WILL INJURE THE MATERIAL. 10. REINFORCING BARS SHALL CONFORM ACCURATELY TO THE DIMENSIONS SHOWN ON THE DRAWINGS WITH THE FABRICATING TOLERANCES PER ACI "MANUAL OF STANDARD PRACTICE." 11. BARS SHALL BE SECURELY TIED TO PREVENT DISPLACEMENT DURING THE CONCRETE OPERATION AND ALL DOWELS SHALL BE WIRED IN PLACE BEFORE DEPOSITING CONCRETE. 12. SPLICES OF REINFORCEMENT SHALL HAVE 42 BAR DIAMETER LAP OR 2'-0" LAP MINIMUM. 13. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL HAVE SAME SIZE AS THE VERTICAL REINFORCEMENT, EMBEDMENT OF DOWELS SHALL BE 36 BAR DIAMETER OR 2'-0" MINIMUM UNLESS OTHERWISE SHOWN. 14. MINIMUM LAP OF MESH SHALL BE NOT LESS THAN THE SPACING OF THE CROSS WIRE PLUS TWO INCHES OR 60 DIA. OR 8 IN. WHICHEVER IS GREATER. S T R U C T U R A L WOOD N 0 T E S 1. ALL LUMBER SHALL BE GRADE MARKED DOUGLAS FIR AND SHALL HAVE THE FOLLOWING GRADES, UNLESS NOTED OTHERWISE: JOISTS & RAFTERS GRADE NO. 2 OR BETTER BEAMS & STRINGERS GRADE NO. 1 AND BETTER DOUBLE TOP PLATES GRADE NO. 1 AND BETTER 2X4 STUDS CONSTRUCTION GRADE OR BETTER 3X4 & 2X6 STUDS GRADE NO. 2 OR BETTER POSTS AND TIMBERS GRADE NO. 1 AND BETTER LAGGING GRADE NO. 2 AND BETTER 2. PLYWOOD SHEATHING SHALL BE FULL SIZE SHEET WHERE POSSIBLE WITH 48" X 32" MINIMUM SHEET SIZE AND LAID CONTINUOUSLY OVER TWO OR MORE SPANS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. A. FLOOR SHEATHING SHALL BE GRADE MARKED "D.F.P.A. EXTERIOR SHEATHING C-D GRADE" 19/32" THICK WITH EXTERIOR GLUE. PANEL I.D. RATING 32/16 OR BETTER. EDGES SHALL HAVE APPROVED TONGUE -AND --GROOVE JOINTS. NAILED WITH 10d DEFORMED SHANK NAILS AT 6" O.C. AT EDGES AND BOUNDARIES, AT 10" O.C. IN FIELD. U.N.O. B. ROOF SHEATHING SHALL BE GRADE MARKED "D.F.P.A. EXTERIOR SHEATHING C-D GRADE" 15/32" THICK WITH EXTERIOR GLUE. PANEL SPAN RATING 24/0 OR BETTER. NAILED WITH 8d COMMON NAILS AT 6" O.C. AT EDGES AND BOUNDARIES, AT 12" O.C. IN FIELD UNLESS NOTED OTHERWISE. 3. ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE. SEE FRAMING PLANS OR DETAILS FOR NAIL SIZES AND SPACINGS. NAILS THAT NOT DETAILED OR NOTED SHALL BE IN ACCORDANCE WITH UBC TABLE NO. 23-I-Q - NAILING SCHEDULE. 4. ALL JOIST HANGERS AND FRAMING CONNECTORS SHALL BE "SIMPSON" OR APPROVED EQUAL. 5. NO STRUCTURAL MEMBER SHALL BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED. 6. BOLT HOLES SHALL BE SAME DIAMETER AS THAT OF THE BOLTS. PROVIDE WASHERS BETWEEN BOLT HEADS OR NUTS AND WOOD MEMBERS. 7. TIGHTEN NUTS ON ALL BOLTS BEFORE CLOSING IN COMPLETION OF. JOB. 8. ALL SILL PLATES RESTING ON CONCRETE OR MASONRY THAT ARE LESS THAN 4'-0" ABOVE GRADE SHALL BE PRESSURE TREATED DOUGLAS FIR. 9. ALL SILL BOLTS SHALL BE PLACED STARTING 9" FROM THE ENDS OF A BOARD OR FROM A NOTCH AND SPACED AT INTERVALS AS NOTED ON THE PLANS. 10. BLOCKING OR BRIDGING SHALL BE PROVIDED AS REQUIRED PER U.B.C. 11. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS THAT ARE PARALLEL TO JOISTS. USE 2-16d NAILS AT 16" O.C. TO NAIL THE DOUBLE JOISTS TOGETHER. 12. TOP PLATES FOR ALL STUD WALLS SHALL BE 2-2X. LAP FOR TOP PLATES SHALL BE 48" LONG MINIMUM NAILED WITH 16d AT 4" AT EACH LAP UNLESS NOTED OTHERWISE. SPLICES IN UPPER AND LOWER PLATES SHALL BE STAGGERED 10'-0" MINIMUM. 13. PRE -DRILL FOR NAILING AS REQUIRED WHEN NAIL SPACING RESULTS IN WOOD SPLITTING. PRE -DRILL HOLES SHALL BE SMALLER THAN THE DIAMETER OF THE NAILS. 14. ALL WOOD STUD WALLS SHALL HAVE 2X4 STUDS AT 16" O.C. WHEN HEIGHT BETWEEN LATERAL SUPPORTS LESS THAN 10'-0". WHEN HEIGHT BETWEEN LATERAL SUPPORTS MORE THAN 10'-0", USE 2X6 STUDS AT 16" O.C. UNLESS NOTICED OTHERWISE. 15. THE BOLT HOLES SHALL BE 1/16" (MAX.) OVERSIZED AT THE CONNECTOR OF THE HOLD-DOWN TO THE POST. "INSPECTOR TO VERIFY." 16. THE HOLD-DOWN CONNECTORS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. 17. APPROVED PLATE WASHERS, IN -LIEU OF CUT WASHERS, SHALL BE PROVIDED FOR ALL PLYWOOD SHEARWALL SILL PLATE ANCHOR BOLTS. 18. THE SILL PLATE ANCHOR BOLTS AND HOLD-DOWN CONNECTOR BOLTS AT ALL PLYWOOD SHEARWALL SHALL HAVE THE PLATE WASHERS AS LISTED IN ITEM 20. 19. CUTTING OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH WITH THE EXTERIOR AND BEARING WALL AND NOT TO EXCEED 40% OF THE STUD/PLATE WIDTH IN NONBEARING PARTITIONS. BORED HOLES DIAMETER IS LIMITED TO 40% OF THE STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN NONBEARING PARTITIONS OR WHEN THE BORED STUD IS DOUBLED. 20. PLATE WASHERS FOR ALL ANCHOR BOLTS TYPICAL: BOLT SIZE PLATE SIZE (ASTM A-36) 5/8" 0 3/ 16"x2 1 /2"x2 1 /2" 3/4.0 5/16"x2 3/4"x2 3/4" 7/8-0 5/16"x3"x3» 1 1 /4" 0 3/8"x3 1 /2"x3 1 /2" NOTE: APPROVE PLATE WASHERS TO BE USED FOR PLYWOOD SHEARWALL SILL PLATE ANCHOR BOLTS* AND FOR HOLDOWN CONNECTOR BOLTS AT SHEARWALLS. FOR WOOD TO WOOD OR WOOD TO STEEL CONNECTION. 1. 2. 3. 4. 1. 2. 0 4. MANUFACTURED WOOD MEMBERS PLYWOOD WEB JOISTS DENOTED TJI ARE TO BE MANUFACTURED BY TRUSS -JOIST MACMILLAN (NER-200) OR APPROVED EQUAL. OPEN WEB JOISTS ARE TO BE THE TYPE NOTED ON THE PLANS AND MANUFACTURED BY THE TRUSS- JOIST MACMILLAN(NER 148) WHERE PARALLAM 'PSL' MEMBERS ARE INDICATED ON THE PLANS AND SCHEDULES THEY SHALL BE MANUFACTURED BY THE TRUSS -JOIST MACMILLAN (NER-481) OR BE AN APPROVED EQUAL PRODUCT. WHERE MICROLAM 'LVL' MEMBERS ARE INDICATED ON THE PLANS AND SCHEDULES THEY SHALL BE MANUFACTURED BY THE TRUSS -JOIST MACMILLAN (NER-481) OR BE AN APPROVED EQUAL PRODUCT. 5. 6. 7. 8. 9. 10. 11. MATERIALS, MANUFACTURE, AND QUALITY CONTROL FOR STRUCTURAL GLUED LAMINATED TIMBER SHALL BE IN CONFORMANCE WITH AMERICAN NATIONAL STANDARD ANSI/AITC A190.1-1983, "STRUCTURAL GLUED LAMINATED TIMBER", AND AITC 117, "DESIGN AND MANUFACTURING". ALL GLU-LAM BEAMS SHALL BE FABRICATED USING EXTERIOR GLUE (WATERPROOF). ADHESIVES SHALL MEET THE REQUIREMENTS FOR DRY CONDITIONS OF SERVICE FOR INTERIOR USE AND WET CONDITIONS OF SERVICE FOR EXTERIOR BEAMS EXCEPT AS NOTED. ALL GLU-LAM BEAMS SHALL BE IN ACCORDANCE WITH UBC TABLE 25C-1 AND SHALL HAVE THE FOLLOWING COMBINATION: SIMPLE SPAN . . . . . . . 24F-V4 DF/DF CANTILEVER . . . . . . . . 24F-V8 DF/DF MANUFACTURER OF GLU-LAM BEAMS SHALL STAMP MEMBERS WITH AN I.D. MARK OF A QUALIFIED CENTRAL INSPECTION ORGANIZATION AND A CERTIFICATE OF CONFORMANCE SHALL BE SUBMITTED TO THE BUILDING INSPECTION DEPARTMENT AND ENGINEER PRIOR TO INSTALLATION. ALL GLU-LAM BEAMS EXPOSED TO WEATHER SHALL CONFORM TO THE REQUIREMENTS SET FORTH IN SECTION 2306.12 OF THE UBC. ALL LAMINATIONS SHALL BE 1 1 /2" THICK. LAMINATION COMBINATIONS SHALL MEET REQUIREMENTS OF PS 56 LATEST EDITION. MOISTURE CONTENT SHALL BE BETWEEN 6 AND 16 PERCENT. APPEARANCE SHALL BE INDUSTRIAL GRADE UNO. PROVIDE TEMPORARY BRACING, BRIDGING AND SUPPORT UNTIL ROOF AND/OR FLOOR DIAPHRAGMS ARE SECURELY NAILED IN PLACE. CAMBER AS SHOWN ON DRAWINGS. WHERE CAMBER NOT SHOWN CAMBER TO 1200' RADIUS. ADHESIVES SHALL MEET THE REQUIREMENTS FOR DRY CONDITIONS OF SERVICE FOR INTERIOR USE AND WET CONDITIONS OF SERVICE FOR EXTERIOR BEAMS EXCEPT AS NOTED. SHEAR SCHEDULE (STRUCT.1) SYM SIDE #FT MATERIAL NAILS EDGE FIELD GRD. FLOOR UPPER FLR. A35 AI.C.B.O.#1823 ONE 180 7J8" PAPER BACKED LATH UNBLK D W/16 GA. STAPLES STRUCT. 1 6 12 5/8" 0 48" 16d ® 8" 30" O.C. A ONE 276 1 3/8" PLYWD (24/0) 8d 1 6 1 12 5/8" 0 32" 1 16d 0 6" 18" O.C. L WALL CONSTRUCTION: 2X SILL, STUDS, & TOP PLATES. USE END POST PER HOLDOWN REQUIREMENTS TWO 552 3 f 8" PLYWD (24/0) 1 8d 1 6 12 5/8" 24 f 8"9��7"O.C. 9" O.C. WALL CONSTRUCTION: 3X SILL, 3X STUDS 0 BOUNDARIES, & 3X TOP PLATE, OFFSET ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST. 350 3/8" PLYWD (24/0) 8d 4 12 5/8" 24 16d 3' 12" O.C. AONE wWALL CONSTRUCTION: 2X SILL, STUDS, & TOP PLATES. USE END POST PER HOLDOWN REQUIREMENTS 3 X ONE 432 3/8" PLYWD (24/0) 1 1 4 12 1 5/8" �► 32 16d 3" 12 O.C. I I WAIL CONSTRUCTION: 3X SILL* FOUNDATION, 2X SILL 0 RAISED FLOOR OR SECOND STORY, 3X STUDS ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST (MIN) OR AS READ BY HOLDOWN 3 X TWO 864 3/8" PLYWD (24/0) 8d 1 4 12 1 5/8" 0 16" 3 j8"O®7"O.C. 6" O.C. I 1 WALL CONSTRUCTION: 3X SILL, 3X STUDS 0 BOUNDARIES, & 3X TOP PLATE, OFFSET ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST. ONE 1552 1 3/8" PLYWD (24/0) 1 8d 1 3 112 5/8" 4 32 16d ®3" 8" O.C. 12 WALL CONSTRUCTION: 3X SILL@ FOUNDATION, A SILL 0 RAISED FLOOR OR SECOND STORY, 3X STUDS 0 ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST (MIN) OR AS READ BY HOLDOWN TWO 1 1104 3/8" PLYWD (24/0) 1 8d 1 3 1 12 5/8" 0 16" 3/ *007"O.C. 4" O.C. WALL CONSTRUCTION: 3X SILT, 3X STUDS 0 BOUNDARIES, & 3X TOP PLATE, OFFSET ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST. 3X ONE 732 3/8" PLYWD (24/0} 8d 2 12 5 f 8" + 16' 16d 0 2" 7" O.C. 15 WALL CONSTRUCTION: 3X SILL@ FOUNDATION, 2X SILL 0 RAISED FLOOR OR SECOND STORY(O/3X LLK'G, 3X STUDS A ADJOINING PANELS, & 2-2X TOP PLATES, USE 3X END POST (MIN) OR AS REQ'D BY HUM TWO 1464 3j8" PLYWD (24/0} 8d 2 12 5/8" 0 16" f2"007.5"0..3.5' O.C. WALL CONSTRUCTION: 3X SILL, 3X STUDS 0 BOUNDARIES, & 3X TOP PLATE, OFFSET ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST. 3 X ONE 870 1%2" PLYWD (32/16) 1 10d 2 12 5/8" 16' 16d 0 2" I WALL CONSTRUCTION: 3X SItL0 FOUNDATION, 2X SILL 0 RAISED FLOOR OR SECOND STORY(O j3X B! CG, 3X STUDS 0 ADJOINING PANELS, & 2-2X TOP PLATES. USE 3X END POST (MIN) OR AS REQ'D BY HOLDOWN TWO 1740 1/2" PLYWD (32/16) 1 10d 2 12 5/8" 8" 1 f2*006"O.C. 3.5" O.C. WALL CONSTRUCTION: 3X SILL, 3X STUDS 0 BOUNDARIES, & 3X TOP PLATE, OFFSET ADJOINING PANELS ON OPPOSING SIDES. USE MIN. 4X END POST. NOTES: 1. WHERE PANEL NAILING IS SPACED 0 2" O.C. OR CALCULATED SHEAR LOAD EXCEEDS 350 PLF, USE: o 3X STUDS 0 ADJOINING PANELS W/ STAGGERED NAILS b 3X SILLS 0 FOUNDATION LEVEL c NAIL DOUBLE TOP PLATES TOGETHER W/ 16d SINKER NAILS 0 4" O.C. 2. WHERE PLYWOOD SHEAR PANELS OCCUR ON BOTH SIDES OF WALL: aI USE 3X STUDS 0 ALL BOUNDARIES (BOT. PLATES, TOP PLATES, & ADJOINING PANELS) b OFFSET ADJOINING PANELS ON OPPOSING SIDES. 3. WHERE SILL NAILING IS 2" OR LESS, OR LAG SCREW IS USED PROVIDE 3X BLK'G, RIM JOIST, OR BEAM BELOW AND INSURE THAT THE WOOD DOES NOT TEND TO SPLIT. PRE -DRILL FOR NAILS IF SPLITTING IS OBSERVED, USING A DRILL SIZE 3/4 OF THE DIAMETER OF THE SILL NAILING. 4. SHOT PINS BY "HILTI", CONFORMING TO I.C.B.O. # 2388 MAY BE USED IN LIEU OF A.B. FOR INTERIOR NON -SHEAR WALLS ONLY ON CONCRETE FOUNDATION. 5. USE 5/8' X 8" SIMPSON RFB RETRO-FIT BOLTS W/ 'SET' EPDXY ADHESIVE AS A FIX 0 EXISTING FOUNDATIONS PER SHEAR SCHEDULE SPACING. 6. ALL PLYWOOD EDGES TO BE BLOCKED -USE 3X BLOCKING AT 2' O.C. NAILING. 7. TABLE BASED ON U.B.C. 1997 EDITION. u z w J I- Z Q F-- vLd -' V) ry Q tZ U a x th,5, t4mi la •0 (� v W p °' o Lli cv Ly • - a- cT E < O C) O C7 Q �- o Ld tL) Q LLJ .� CL a- CI) N U) SHEET TITLE REVISIONS JOB NO. 2005--097 DATE 11-01-05 DRAWN: KZ SHEET NUMBER SN-1 Apm 4 u CD Lj 00 CD C) t/) 0� v t X c 7, c) C < o, F— F— z F— F— I C) Lij D 3 U) 0 z 0 C) I -+--1 L-Li E 0 c) 0 Ld ry E 0-) 0 -0 c) LL- C) LIJ ry N U < 0 uj 00 v- 4--, c cr— CL CL Cf) 04 T— 0 V) SHEET TITLE REVISIONS A 10/31/05 JOB NO-2005-097 DATE 09-15-0 D RAWN: KZ SHEET NUMBER S-1 m I ROOF FRAMING NOTES: 1. USE riil� FOR TOP PLATE SPLICE 2. ROOF DIAPHRAGM PER 3/8- CDX, PLYWOOD w/ 8d 0 6:6:12 3. USE MST37 ON EACH SIDE FOR SPLICES OF POSTS AT TOP PLATES (INCLUDING K.P. TO POST BELOW). LEGENDS: SHEAR WALLS A:SYMBOL 1-0, : Approx. Length W. 3X : Stud Size 0 : Line of Sheor Woll Sistered Floor Joist : CEILING JOIST (shown with limits) :ROOF RAFTER/TRUSS (shown with limits) CEILING JOISTS SCHEDULE SPAN SIZE < 15'-0" 2X6 < 21'-0$* 2X8 26*-0" 2X1 0 4 U z LIJ Z 0 Ld 7) V) 0 Z X 0 n 3R 0 4 0 Ld 0 0 -T c1l) 0 0) E c- 0 If -0 < 0 © LIJ C) c < CL C,() 00 Lij < t- ry a a v) N a co SHEET TITLE REVISIONS A 10/31/05 JOB NO. 2005-097 DATE 09-15-05 DRAWN: KZ SHEET NUMBER S-2 a HE SEE FRAMING P SNEAK / 2X lFaMM 2-3X SU KX PIER WALL 16 " m umm / 10d NALS OR XV � KA�O�EaD�NOlER V .lfl EATfM�i U i,i11.dIm aL nAR: W/ Sal /NWORAOE PER SWEAR WAM 13 .1— PLYWOOD SHT'G TO CONTINUE BEYOND 2X8 BOARD 2- ROOF SHT'G EDGE NAILING 3- 2X8 BOARD NOTCH AS REQUIRED WITH (3) 16d's PER ROOF RAFTER FOLLOWING LINE OF CALIFORNIA FRAMING 4-• PLYWOOD ROOF SHT'G 5- 2X CALIFORNIA FRAMING (2X4 AT 24- O.C. 6'-0" MAX. SPAN, 2X6 AT 24" O.C. 10'-0" MAX. SPAN) 6- ROOF RAFTER OR TRUSS 7-- VALLEY LINE PER CROSS SECTION ABOVE 8- CALIF. FRAMING OVER CONT. ROOF SHT°G BELOW 9- (1) BAY WIDTH X 30- ACCESS AND VENTILATION OPENING. PROVIDE 2X BLK'G AND EDGE NAILING OF ROOF SHT'G AROUND OPENING 10- MIN. 12" FROM POINT OF SUPPORT CALIF. FRAM SHEAR TRANSFER 16d NAILS PER SCHEDULE JOINT TYP. (16d 0 S—O" O.C. MIN.) WASHER DBL TOP 7 PLATE 1— 1X6 LET —IN BOLTED CONNECTION CE FROM SILL TO PER SCHEDULE PLATE AT ALL HEATHER WALLS. —0' O.C. MAXI — 8d /STUD MARK NO. OF NAILS EA, SIDE JT. VALUE MARK NO. OF NAILS EA, SIDE JT. VALUE A 4— 16d — E DIA 70 B B— 16d — F DIA. [X4 5370 C 10 — 16d 1430 G DIA. 7180 D 14 — i6d — H I— — TOP PLATE SPLICE IC] A35 PER S K SCARE tk#RE (3YO.C.MAX.) PER PLm 16d PM w or T. .X) 1- 2X RIDGE BOARD, 2" DEEPER THAN R/R, U.N.O. 2- TYPICAL R/R PER PLAN W/(4)-16d TOE NAILS TO RIDGE 3- ST22 AT 48" O/C. 4- S.N. 5- PLYWOOD SHEATHING CONVENTIONAL RIDGE 2- KING POST 3- 2X HIP BEAM 4- TS22 EACH SIDE OF HIP TO POST 1- GABLE END TRUSS/ SCISSOR GABLE END TRUSS IF VOLUME NOTE: BALLOON FRAME WALL TO 807TOM CHORD OF SCISSOR GABLE END 2- EDGE NAILING 3- ROOF SHT'G 4- SEE PLAN FOR SHEAR WALL TYPE 5- 2X CONT. BACKING W/ 0 ( 16d's012" O.C. TO TRUSS AND TO DBL TOP PLATE ALT. TO BACKING USE A-35 0 48" O.C. U.N.O. 6- ALTERNATE CONDITION 8- 2X4 BLK'G W/ "U" HANGER' SHEAR PANEL INSIDE PER PLAN 9- (3)-16d NAILS ® LAPPING 7- 2X4 BRACE ® 48" MAX. O/C. W/ (2)-16d TOE NOTE: AS AN ALTERNATE TO TAILS Q EA. SIDE TO TOP SHEAR MATERIAL ON PLATES TRUSS, USE A SHEAR TRUSS TO TRANSFER SHEAR TRANSFER iAT L LOAD OF 250 PL.F, U.N.O. FT'G DETAIL KICKER 1- RO01 2- BM./ PER 3- DBL 4- SIMPSON ST6236 U.N.O. 5/8' DRYWALL 2-2X TOP PLATE W/16d 0 16" 2X STUDS 0 16* - TYP. 2x6 P.T.D.F. MUDSILL W/ 1 /'2" 0 x10"L. A.B. PE PLAN EMBED MIN. 7" 16d@ 12" O.C. APPROVED STUCCO DRIP SCREED OPEN CRAWEL SPACE MIN. 18" CLR. UNDER FLR. JSTS. & 12" CLR. @ GIRDER 4 HORIZ. REBAR CONT. T TOP AND BOT. 1.O Ci.J. TYP. ROOFING SEE ARCH L PLYD STH'G SEE WOOD NOTES B.N. 6-16d EA C.J. TO R.R. �-2X FASCIA BOARD I Wj 3-16d TYP. 16d EA. END TO JSTS GEAR WALL AT SHEAR WALL d:URS. SEE PLAN 5 no Ill 1- E. STUD WALL 2- E. FLOOR FRAMING 3- N. FT'G & STEM 4- SIMP. "HD" PER PLAN 5- THREADED ROD MATCH HD. ANCHOR SIZE 6- CONNECTION COUPLER W/RATED CAPACITY NOT LESS THAN HOLDOWN CAPACITY 7- SEE SCHEDULE FOR HOLDOWN ANCHOR SIZE & TYPE SIMPSON POST ANCHOR DIA. de le �' To MIN ST CAPACITY HOLDOWN (MIN.) AND TYPE CORNER HDZA 04 5/8" DIA, SSTB16 1 3/4" 12" 5" 2775; HDSA 4X4 3/4* DIA. SST820 1 3/4' 16* 5" 4010f HDBA 04 7/8" DIA. SSTB28 1 3/4" 24* 5" 7460 1- BEAM PER PLAN + + 2- SIMP. CC/ECC PER PLAN 3- POST PER PLAN 2 4- SIMP. PB � z 5- 12" SQ CONC. ao PEDESTAL 4 6- CONC. PAD PER z PLAN iv �. F.G. 7- MFR. STANO-OFF co m a: . • a: R .. : � -�� SEE PLAN PIER & FOOTING 2 i - E. FT'G 2- N. FT'G PER PLAN 3- (2)-#4 DOWELS EPDXIED INTO E. FT'G ® TOP & BOT. (SIMP. ET. EPDXY. ICBO #4945 OR EQUIVALENT) TYP. NEW FT'G TO E. FT'G 1—sWHERE OCCURS z 7- F/J PARALLEL W/F7'G WHERE 2- 2X BLK'G/ SM. OCCURS 3- 2X SILL PLATE p' '' '. w 8- E.2XLEDGER W/(3)-16d'S WjP.T.2XSILL 0 6" O/C. TO E. BLK'G/ RIM. &5j8" 0 A.B.024"O.C. 12 g-E. FjJ W/ HANGER 4-8"GONG. STEM & FT'G " W/(1)#4 CONT.®TOP 10- B.N. 5- FLR. SHTH'G 11-E. FLR. SHT'G 6- F/J PERPENDICULAR W/FT'G 12-#4024"O.C. N. FLR. JOIST TO E. FT'G 4 L� _D tz C j Z (3) 0 < o , ui F-- H z Q /mayy 0 44 1 Li E LLJ p LIj' N a V) 0 < v Q a o tll <C cn UJ < 0- n (t) Ir-N w SHEET TITLE REVISIONS S D1