Click Here - Sacramento Design Group
Transcription
Click Here - Sacramento Design Group
CONSTRUCTION REQUIREMENTS: SEISMIC COEFFICIENTS: OCCUPANCY CATAGORY: RESPONSE FACTOR, R: IMPORTANCE FACTOR , I: SITE CLASSIFICATION: ACCELERATION PARAMETER, Ss: ACCELERATION PARAMETER, S1: SITE COEFFICIENT, Fa: SITE COEFFICIENT, Fv: DESIGN ACCEL. PARAMETER, Sds: DESIGN ACCEL. PARAMETER, Sd1: SEISMIC DESIGN CATAGORY: II 6.5 1.00 D (STIFF SOIL) 1.913 G 0.600 G 1.000 1.500 1.275 G 0.600 G D THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS IS THAT THE WORK OF THE ALTERATION, REHABILITATION OR RECONSTRUCTION IS TO BE IN ACCORDANCE WITH THE 2007 CBC. DUE TO THE DIFFICULTY OF ANTICIPATING EVERY UNSATISFACTORY CONDITION THAT MIGHT BE FOUND IN EXISTING CONSTRUCTION, IF ANY EXISTING CONDITIONS SUCH AS DETERIORATION OR NON-COMPLYING CONSTRUCTION BE DISCOVERED WHICH IS NOT COVERED BY THE CONTRACT DOCUMENTS WHEREIN THE FINISHED WORK WILL NOT COMPLY WITH THE 2007 CBC, A CHANGE ORDER, OR A SEPARATE SET OF PLANS AND SPECIFICATIONS, DETAILING AND SPECIFYING THE REQUIRED WORK SHALL BE ISSUED. 24 PSF 15 PSF LOADING CRITERIA: DEAD LOAD: ROOF, Dr: FLOOR, Df: 20 PSF 10 PSF, NON CONCURRENT 20 PSF, STORAGE 40 PSF 85 MPH 0.85 1.00 B B 0.87 1.00 0.85 ENCLOSED LIVE LOAD: ROOF, Lr: ATTIC, Lf: ATTIC, Lf: FLOOR, Lf: WIND DESIGN DATA: BASIC SPEED, V: DIRECTIONALITY FACTOR, Kd: IMPORTANCE FACTOR , I: SURFACE ROUGHNESS CATAGORY EXPOSURE CATAGORY: PRESSURE COEFFICIENT, Kz: TOPOGRAPHICAL FACTOR, Kzt: GUST EFFECT FACTOR, G or Gf: ENCLOSURE CLASSIFICATION: GENERAL NOTES: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK AND SHALL NOTIFY PSZE, INC - STRUCTURAL ENGINEERS, (PZSE, INC) OF ANY DISCREPANCIES. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/ OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF PZSE, INC BEFORE PROCEEDING WITH WORK SO INVOLVED. RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH PZSE, INC BEFORE PROCEEDING WITH CONSTRUCTION. ALL MATERIAL AND WORK SHALL CONFORM TO THE REQUIREMENTS OF THE 2007 CBC. PROVIDE MANUFACTURER'S APPROVED PRODUCT EVALUATION REPORTS (ICC REPORTS) AND A LIST OF ALL PROPOSED SUBSTITUTIONS TO PZSE, INC FOR REVIEW AND WRITTEN APPROVAL BEFORE FABRICATION AND/ OR INSTALLATION. NEITHER THE OWNER NOR PZSE, INC WILL ENFORCE SAFETY MEASURES OR REGULATIONS. THE CONTRACTOR SHALL DESIGN, CONSTRUCT, AND MAINTAIN ALL SAFETY DEVICES INCLUDING SHORING AND BRACING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STUCTURE AND DO NOT INDICATE METHODS, PROCEDURES OR SEQUENCE OF CONSTUCTION. THE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF THE STRUCTURE DURING CONSTRUCTION. IF A LAWSUIT IS FILED BY ONE OF THE CONTRACTOR'S OR SUBCONTRACTOR'S EMPLOYEES, OR ANY ONE ELSE, THE CONTRACTOR WILL INDEMNIFY, DEFEND AND HOLD THE OWNER AND PZSE, INC HARMLESS OF ANY AND ALL SUCH CLAIMS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE THAT ALL STRUCTURAL ELEMENTS AND MEMBERS (I.E. ROOF, SLAB, COLUMNS ETC.) ARE ADEQUATELY BRACED DURING CONSTRUCTION. BRACING OF SUCH ELEMENTS AND MEMBERS SHALL REMAIN IN PLACE UNTIL THEY ARE PROPERLY SECURED. CONSTRUCTION MATERIAL SHALL BE EVENLY DISTRIBUTED IF PLACED ON FRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADING FOR THE SUPPORTING MEMBERS AND THEIR CONNECTIONS. SPECIFIC DETAILS OR NOTES ON OTHER SHEETS SHALL PREVAIL OVER STANDARD NOTES ON THIS SHEET. WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF THE UTILITY SERVICE IN THE AREA TO BE EXCAVATED PRIOR TO BEGINNING EXCAVATION. NO PIPES, DUCTS, SLEEVES, CHASE ETC., SHALL BE PLACED IN SLABS, BEAMS, COLUMNS, WALLS, ETC., UNLESS SPECIFICALLY SHOWN OR NOTED. NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC., UNLESS SPECIFICALLY SHOWN. OBTAIN PRIOR WRITTEN APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC. MAX SLUMP 1. WOOD STRUCTURAL PANEL SHEATHING (PANELS) SHALL CONFORM TO CHAPTER 2303 AND 2306 OF THE 2010 CBC, AND APA RATED REFERENCES PS1 AND PS2. WALL PANELS SHALL BE 3/8" MINIMUM. SHEATHING SHALL BE CONTINUOUS OVER TWO OR MORE SUPPORTS WITH STRENGTH AXIS ORIENTED PERPENDICULAR TO SUPPORTS. ROOF PANELS SHALL BE 15/32" MINIMUM. SPAN RATED 24/16. SHEATHING SHALL BE CONTINUOUS OVER TWO OR MORE SUPPORTS WITH STRENGTH AXIS ORIENTED PERPENDICULAR TO SUPPORTS. FLOOR PANELS SHALL BE 23/32" MINIMUM, T&G, SPAN RATED 40/20. SHEATHING SHALL BE CONTINUOUS OVER TWO OR MORE SUPPORTS WITH STRENGTH AXIS ORIENTED PERPENDICULAR TO SUPPORTS, WITH EXTERIOR EXPOSURE AT BALCONIES AND DECKS. BLOCKING: A. WALLS: ALL UNSUPPORTED PANEL JOINTS SHALL BE BLOCKED WITH 2x OR 3x BLOCKING. SEE "SHEAR WALL TABLE" FOR SIZE. B. FLOORS AND ROOFS: WHERE NOTED ON THE DRAWINGS, ALL UNSUPPORTED PANEL JOINTS SHALL BE BLOCKED WITH 2x4 FLAT BLOCKING. NAILING: PANEL NAILS (COMMON WIRE) SHALL BE DRIVEN SO THAT THE HEADS ARE FLUSH WITH THE SURFACE OF THE PANEL. FIELD NAILING (FN) SHALL BE 12 INCHES ON CENTER AND THE MINIMUM PANEL EDGE DISTANCES SHALL BE MAINTAINED. MACHINE NAILING: SUBJECT TO A SATISFACTORY JOB SITE DEMONSTRATION FOR THIS PROJECT AND REVIEW BY PZSE, INC. THE USE OF MACHINE NAILING IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE. PANEL NAILS SHALL BE DRIVEN SO THAT THE HEADS ARE FLUSH WITH THE SURFACE OF THE PANEL AND THE MINIMUM PANEL EDGE DISTANCES ARE MAINTAINED. GLUED FLOORS: FIELD GLUE TO ALL SUPPORTS AND T&G EDGES PER APA, AFG-01. FRAMING SHALL BE FREE OF SURFACE MOISTURE AND DEBRIS PRIOR TO GLUING. WOOD STRUCTURAL PANELS (PANELS): WHERE ADJACENT WALLS ARE PANELED, PANELS SHALL BE INSTALLED OVER AND UNDER OPENINGS: 16d 10d 8d SIZE (PENNY) 0.148 0.135 0.128 0.113 DIAMETERS (INCHES) 1-5/8 1-1/2 1-3/8 1-1/4 PENETRATION (INCHES) 20d 16d 10d 8d SIZE (PENNY) 0.192 0.162 0.148 0.131 DIAMETERS (INCHES) 2-1/8 1-3/4 1-5/8 1-1/2 PENETRATION (INCHES) COMMON NAILS PER NDS-2005 TABLE 11-N 20d BOX NAILS PER NDS-2005 TABLE 11-N WOOD STRUCTURAL PANEL SHEATHING: 2. 3. 4. 5. 6. 7. 8. 9. 1. WOOD MEMBERS: ALL WOOD MEMBERS SHALL BE DOUGLAS FIR-LARCH (DF) QUALITY GRADE STAMPED. GRADE STAMPS SHALL INDICATE COMPLIANCE WITH THE GRADING REQUIREMENTS OF WWPA, WCLIB AND OTHER APPROVED LUMBER INSPECTION AGENCIES. WOOD MEMBERS SHALL HAVE A 19% MAXIMUM MOISTURE CONTENT AT TIME OF PLACEMENT. WOOD GRADES (UNLESS OTHERWISE NOTED): B. FOR VERTICAL MEMBERS: 2x4 STUDS.....................................................................STUD GRADE 2x6 AND LARGER STUDS..........................................GRADE #2 POSTS AND TIMBERS................................................GRADE #1 SHEAR WALLTABLE 7 LTP4 CLIP SPACING 30" O.C. SHEAR TRANSFER NAILING (SN) ROOF/ TOP PLATE SHEAR TRANSFER 16d @ 6" O.C. 22" O.C. 5 SOLE AND SILL PLATES SIMPSON H1 @ 24" O.C. OR RBC CLIPS @ 24" O.C. 16d @ 4" O.C. 16" O.C. 6 2x MINIMUM SIMPSON H1 @ 24" O.C. OR RBC CLIPS @ 24" O.C. 16d @ 3" O.C. 13" O.C. 1 2x MINIMUM 2x MINIMUM SIMPSON H1 @ 24" O.C. OR RBC CLIPS @ 24" O.C. 16d @ 2-1/2" O.C. 10" O.C. STUDS 5/8" Ø AB AT 48" O.C. W/ 7" MIN EMBEDMENT 2x MINIMUM 2x MINIMUM SIMPSON H1 @ 24" O.C. OR RBC CLIPS @ 24" O.C. SIMPSON SDS1 4" x 6" SCREW @ 5" O.C. 8" O.C. 9 8d @ 6" O.C. EN, 12" O.C. FN 5/8" Ø AB AT 36" O.C. W/ 7" MIN EMBEDMENT 3x MINIMUM 2x MINIMUM SIMPSON H1 @ 24" O.C. OR RBC CLIPS @ 24" O.C. SIMPSON SDS1 4" x 6" SCREW @ 3-1/2" O.C. 6" O.C. 8 3/8" CDX OR OSB, BLOCKED 8d @ 4" O.C. EN, 12" O.C. FN 5/8" Ø AB AT 12" O.C. W/ 7" MIN EMBEDMENT 3x MINIMUM 3x MINIMUM SIMPSON H1 @ 24" O.C. OR RBC CLIPS @ 24" O.C. SIMPSON SDS1 4" x 6" SCREW @ 3" O.C. ANCHOR BOLTS 260 3/8" CDX OR OSB, BLOCKED 8d @ 3" O.C. EN, 12" O.C. FN 5/8" Ø AB AT 10" O.C. W/ 7" MIN EMBEDMENT 3x MINIMUM 3x MINIMUM SIMPSON H1 @ 24" O.C. OR RBC CLIPS @ 24" O.C. 7 EDGE NAILING (EN) 1 L 350 3/8" CDX OR OSB, BLOCKED 8d @ 2" O.C. EN, 12" O.C. FN 5/8" Ø AB AT 18" O.C. W/ 7" MIN EMBEDMENT 3x MINIMUM 3x MINIMUM 2 2 L 490 3/8" CDX OR OSB, BLOCKED 8d @ 4" O.C. EN, 12" O.C. FN 5/8" Ø AB AT 12" O.C. W/ 7" MIN EMBEDMENT 3x MINIMUM STRUCTURAL PANEL 3 L 600 3/8" CDX OR OSB BOTH SIDES, BLK'D 8d @ 3" O.C. EN, 12" O.C. FN 5/8" Ø AB AT 10" O.C. W/ 7" MIN EMBEDMENT SHEAR 1 CAPACITY 4 L 760 3/8" CDX OR OSB BOTH SIDES, BLK'D 8d @ 2" O.C. EN, 12" O.C. FN 3 5 L 980 3/8" CDX OR OSB BOTH SIDES, BLK'D TYPE 6 L 1280 SIMPSON CMST12 W/ 45" END LENGTH AND 16d @ 1-3/4" O.C. (9640 lbs). SIMPSON MST60 (4830 lbs). SIMPSON MST48 (3370 lbs). SIMPSON MST37 (2095 lbs). SIMPSON HDQ14 HOLDOWN IN A 4x8 (2x4 STUDWALL) OR 6x6 POST WITH 1" Ø ANCHOR BOLT "SB1x30". MINIMUM 12" STEMWALL WIDTH REQUIRED (14700 lbs). INDICATES SIMPSON HDQ11 HOLDOWN IN 4x6 (MIN) POST WITH 1" Ø ANCHOR BOLT "SB1x30". MINIMUM 10" STEMWALL WIDTH REQUIRED (11445 lbs). SIMPSON HDQ8 W/ SSTB34 HOLDOWN AB (7630 lbs). SIMPSON HDU8 W/ SSTB34 HOLDOWN AB (6970 lbs). SIMPSON HDU4 W/ SSTB24 HOLDOWN AB (4565 lbs). SIMPSON HDU2 W/ SSTB20 HOLD DOWN AB (3075 lbs). SIMPSON STHD 14 (RJ WHERE APPLICABLE) 3235 lbs. SYMBOLS: 1. ALL SHEAR PANELS SHALL HAVE A 4x POST AT EACH END WITH FULL HEIGHT EDGE NAILING. 2. WRAP MST OR CMST STRAP TIES AROUND BEAM AS REQUIRED. 7 L NOTES: 1. WHERE ALLOWABLE SHEAR CAPACITY IS GREATER THAN 350 PLF, STUDS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 3x NOMINAL MEMBERS OR THICKER. 2. WHERE PLYWOOD IS APPLIED TO BOTH FACES OF WALL, PROVIDE 3x STUDS OR BLOCKING AT PANEL EDGES AND STAGGER EDGE NAILING. 3. "L" INDICATES LENGTH OF SHEAR WALL PANEL. 4. TOP PLATES SPLICE ALONG ALL EXTERIIOR WALLS AND INTERIOR SHEAR WALLS SHALL BE 48" IN LENGTH MINIMUM AND NAILED WITH (24) 16d BOX NAILS. 5. INSTALL FRAMING CLIPS ALONG ENTIRE LENGTH OF ROOF DIAPHRAGM. 6. STUDS TO BE SPACED AT 16"O.C. MAXIMUM. 7. STRUCTURAL PANEL NAILS SHALL BE COMMON NAILS: 8d = 2-1/2 INCHES x 0.131 INCHES DIAMETER; 10d = 3 INCHES x 0.148 INCHES DIAMETER; FLOOR TO FLOOR SHEAR NAILING SHALL BE BOX NAILS: 16d = 3-1/2 INCHES x 0.135 INCHES DIAMTER 8. WHERE EXISTING FOOTING OCCURS, INSTALL EPOXY ADHESIVE ANCHORS AT THE SAME SPACING AS ANCHOR BOLTS. 9. THE MINIMUM SIZE PLATE WASHER FOR ANCHOR BOLTS SHALL BE 3 INCHES x 3 INCHES x 0.229 INCHES THICK. THE HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED WITH A MAXIMUM WIDTH 3 16" GREATER THAN THE BOLT DIAMETER AND A LENGTH NOT TO EXCEED 1 3 4" PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. All drawings are subject to copyright protection by law. Reproduction in any form is expressly forbidden without prior approval in writing from PZSE, INC. L KE NN H ZA C F E SS IO N AL PRO E T PZSE, INC. 8137 SUNSET AVE., ST. 120 FAIR OAKS, CA 95628 OFFICE: (916) 961-3960 FAX: (916) 961-3965 WWW.PZSE.COM STAMP ED No. S3878 Exp. 3-31-13 T STR AL A T E U C T U R OR N OF C A L I F PROJECT MANAGER: DESIGNER: DRAFTER: CHECKER: Revision REVISIONS: No. PROJECT NUMBER: EE R MAX AGGREGATE 4" A. FOR HORIZONTAL MEMBERS: JOISTS AND RAFTERS..................................................GRADE #2 4x BEAMS AND STRINGERS.........................................GRADE #2 6x BEAMS AND STRINGERS.........................................GRADE #1 LEDGERS...............................................................................GRADE #2 HAND RAILING MANUFACTURER SUBMITTAL NOTES: R MIN CEMENT 1" 4" WOOD STRUCTURAL PANEL SHEATHING WITH A THICKNESS NOT LESS THAN 5/16" FOR 16" STUD SPACING AND NOT LESS THAN 3/8" FOR 24" STUD SPACING. NAIL W/ 6d @ 6" O.C. EDGES AND 12" O.C. FIELD. THE RAILING MANUFACTURER SHALL SUPPLY CALCULATIONS AND DETAILS FOR THE CONNECTION OF THE RAILING TO PZSE, INC FOR REVIEW AND APPROVAL. THE DESIGN MUST CONFORM TO THE 2007 CBC. THE CALCULATIONS AND DETAILS SHALL BE STAMPED AND SIGNED BY A CALIFORNIA LICENSED CIVIL ENGINEER. APPROVAL MUST BE OBTAINED AND SUBMITTED TO THE BUILDING OFFICIAL AT LEAST TWO WEEKS PRIOR TO FRAME INSPECTION. PLYWOOD PARALLEL STRAND LUMBER PRESERVATIVE TREATED RADIUS REINFORCEMENT REQUIRED RETAINING WALL SEE ARCHITECTURAL DETAILS SIMILAR SHEAR NAIL SLAB ON GRADE SPECIFICATION STRUCTURAL PLYWOOD SHEATHING SQUARE STANDARD SHEAR WALL TOP & BOTTOM TONGUE & GROOVE TOENAIL TOP OF WALL TYPICAL UNIFORM BUILDING CODE UNLESS OTHERWISE NOTED VERTICAL WITH WITH OUT WATERPROOF OR WORK POINT WELDED THREADED STUD WELDED WIRE FABRIC X 2011-102 PKZ ___ MLB Date PKZ 04-05-2011 SN-1 SHEET NUMBER: STANDARD NOTES SHEET TITLE: DATE: HE MIN 28 DAY COMP STRENGTH 5.5 SACKS/ YD 1" BRACED WALL PANEL CONSTRUCTION NOTES: WP L GYPSUM BOARD (1/2" THICK x 4'-0" WIDE, WALLBOARD OR VENEER BASE) ON STUDS SPACED NOT OVER 24" O.C. AND NAILED W/ 5d COOLER NAILS @ 7" O.C. AT THE EDGES AND IN THE FIELD. CONSTRUCTION OF BRACED WALL PANELS SHALL BE BY ONE OF THE FOLLOWING METHODS: GB L PLYWD PSL P.T. R REINF REQ'D RW S.A.D. SIM S.N. S.O.G. SPECS SPS SQ STD S.W. T&B T&G T.N. T.O.W. TYP U.B.C. U.O.N. VERT W/ W/O W.P. WTS W.W.F. DETAIL NUMBER DENOTES GRIDLINE GRIDLINE KEY X REVISION NUMBER REVISION AREA G IN LOCATION 2500 psi 5.0 SACKS/ YD SLAB ON GRADE PRE-ENGINEERED TRUSS REQUIREMENTS: 1. 2. 3. PC L 7/8" THICK PORTLAND CEMENT PLASTER OVER EXPANDED METAL OR WOVEN WIRE LATHE ON STUDS SPACED AT 16" O.C. THE LATHE SHALL BE NAILED TO ALL STUDS, BLOCKING AND TOP AND BOTTOM PLATES WITH 11 GAGE, 1-1/2" LONG, 7/16" DIAMETER HEAD NAILS OR NO. 16 GAGE STAPLES WITH 7/8" LONG LEGS. ABBREVIATIONS FINISHED FLOOR FACE OF CONCRETE FACE OF MASONRY FACE OF STUD FOOTING GAUGE GALVANIZED GLU-LAMINATED BEAM HEADER HORIZONTAL INTERIOR JOINT KING POST LAMINATED VENEER LUMBER MAXIMUM MACHINE BOLT MECHANICAL MINIMUM MALLEABLE IRON WASHER MISCELLANEOUS MANUFACTURER NOT APPLICABLE NOT IN CONTRACT NUMBER NOT TO SCALE OVER ON CENTER OUTSIDE DIAMETER OPPOSITE PLATE X SYMBOL LEGEND DETAIL NUMBER SHEET NUMBER F.F. F.O.C. F.O.M. F.O.S. FTG GA GALV GLB HDR HORIZ INT JT K.P. LVL MAX M.B. MECH MIN M.I.W. MISC MNFR N/A N.I.C. NO N.T.S. O/ O.U. O.V. OPP PL NOTES: 1. BRACED WALL PANEL SOLE PLATES SHALL BE NAILED TO THE FLOOR FRAMING WITH (3) 16d PER 16". TOP PLATES SHALL BE CONNECTED TO THE FRAMING ABOVE WITH 8d TOENAILED @ 6" O.C. SILLS SHALL BE BOLTED TO THE FOUNDATION OR SLAB WITH 1/2" DIAMETER ANCHOR BOLTS EMBEDDED AT LEAST 7" INTO THE CONCRETE WITH 2" x 2" x 3/6" THICK WASHERS AND SPACED NOT MORE THAN 6'-0" O.C. THERE SHALL BE A MINIMUM OF 2 BOLTS PER PIECE WITH ONE BOLT LOCATED WITHIN 12" OF EACH END OF EACH PIECE. LENGTH X SD-X DETAIL KEY SHEET NUMBER SECTION / ELEVATION HIGH LOW S-X ANCHOR BOLT ARCHITECTURAL BOTTOM BLOCK(ING) BEAM BOTTOM OF BEAM BEARING CALIFORNIA BUILDING CODE CONSTRUCTION JOINT CENTER LINE CLEARANCE CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONTINUOUS DOUBLE DOUGLAS FIR/LARCH DIAMETER DITTO (REPEAT) EXISTING EACH ELEVATION EMBEDMENT EDGE NAIL EQUAL OR EQUIVALENT EXPANSION EXTERIOR FOUNDATION L TYPE A.B. ARCH BOT BLK'G B B.O.B BRG C.B.C. C.J. CL CLR C.M.U. COL CONC CONN CONT DBL DF DIA D.O. (E) EA ELEV EMBED EN EQ EXP EXT FNDN X HOLDOWN SYMBOL SHEAR WALL CALLOUT X DENOTES FOOTING AND POST/COLUMN SCHEDULES. REFER TO STRUCTURAL PLAN SHEETS CHANGE IN FLOOR HT S FOUNDATION 2500 psi 4" CEMENT SHALL CONFORM TO ASTM C-150, TYPE II. AGGREGATES SHALL CONFORM TO ASTM C-33 FOR NORMAL WEIGHT CONCRETE AND ASTM C-330 FOR LIGHT WEIGHT CONCRETE. ANCHOR BOLTS SHALL CONFORM TO ASTM ASTM F1554 GRADE 36. ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS AND OTHER INSERTS SHALL BE SECURED IN POSITION AND INSPECTED BY THE LOCAL BUILDING DEPARTMENT INSPECTOR PRIOR TO THE POURING OF ANY CONCRETE. FINISHED SURFACES OF FLOOR SLABS SHALL NOT DEVIATE MORE THAN 1/8" FROM THE LOWER EDGE OF A 10 FOOT STRAIGHT EDGE. CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA: NONSTRUCTURAL SLAB ON GRADE 3000 psi 1" BEAMS, SLABS AND ANY OTHER STRUCTURAL CONCRETE NOT NOTED 5.5 SACKS/ YD REINFORCED CONCRETE NOTES: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. CONCRETE MIX TESTING AND DESIGN SHALL MEET THE REQUIREMENTS OF CHAPTER 3 OF ACI 318-08 AND SECTION 1905 OF THE 2010 CBC RESPECTIVELY, AND THESE SPECIFICATIONS. ADMIXTURES SHALL BE REVIEWED BY PZSE, INC. CALCIUM CHLORIDE OR ADDED CHLORIDES ARE NOT PERMITTED. DRY PACK SHALL BE 1 PART CEMENT AND 2 PARTS SAND BY VOLUME. PROVIDE A 3/4 INCH CHAMFER ON EXPOSED CORNERS. CONSTRUCTION JOINTS SHALL BE ROUGHENED TO 1/4" AMPLITUDE MINIMUM OR KEYED JOINTS PER PLAN. WAIT 48 HOURS BETWEEN POURS. THE LOCATION OF ALL SLAB ON GRADE CONSTRUCTION, CONTROL, AND WEAKENED PLANE JOINTS NOT SPECIFICALLY INDICATED ON THE DRAWINGS SHALL BE REVIEWED AND APPROVED BY PZSE, INC PRIOR TO THE PLACING OF REINFORCEMENT. CONCRETE CURING SHALL BE PER THE PROVISIONS OF THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE OF THE AMERICAN CONCRETE INSTITUTE. ALL CONCRETE SHALL BE CONSOLIDATED WITH MECHANICAL VIBRATORS. 4. 5. 6. 7. PRE-ENGINEERED WOOD TRUSSES SHALL CONFORM TO CHAPTER 23 OF THE 2010 CBC, TPI 1 AND THE MANUFACTURER'S APPROVED ICC PRODUCT EVALUATION REPORTS. FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP PER 2010 CBC 1704.2. GRADE STAMPED DOUGLAS FIR-LARCH NO. 2 OR BETTER. DESIGN REQUIREMENTS: A. LOADS: TOP CHORD (TC) DEAD LOAD 14 PSF LIVE LOAD 18 PSF BOTTOM CHORD (BC) DEAD LOAD 8 PSF LIVE LOAD (NON-CONCURRENT W/ TC LL) 10 PSF (CONCURRENT W/ TC LL) 20 PSF B. DEFLECTION: ROOF TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/240. TOP AND BOTTOM CHORD AND WEB MEMBERS SHALL BE 2x4 DF#2 MIN. CAMBER SHALL BE 1.5 TIMES DEAD LOAD DEFLECTION. BLOCKING, BRACING AND BRIDGING SHALL BE INSTALLED AS REQUIRED BY THE MANUFACTURER'S APPROVED PRODUCT EVALUATION REPORTS, THE 2010 CBC, ICC APPROVALS, THE CALCULATIONS AND THE DRAWINGS. PRE-ENGINEERED TRUSS CALCULATIONS AND LAYOUT DRAWING MUST BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL. THE DESIGN MUST CONFORM TO THE 2010 CBC. APPROVAL MUST BE OBTAINED AND SUBMITTED TO THE BUILDING OFFICIAL AT LEAST TWO WEEKS PRIOR TO FRAME INSPECTION. DEFERRED TRUSS : PRE-ENGINEERED TRUSS CALCULATIONS, SHOP DRAWINGS, AND LAYOUT DRAWINGS, SIGNED BY A REGISTERED CALIFORNIA CIVIL ENGINEER, MUST BE SUBMITTED TO THE ENGINEER OF RECORD (EOR) FOR REVIEW, COORDINATION AND APPROVAL. FOLLOWING THE COMPLETION OF THE REVIEW, COORDINATION AND APPROVAL BY THE EOR, A SUBMITTAL SHALL BE FORWARDED TO THE LOCAL BUILDING DEPARTMENT FOR REVIEW AND APPROVAL WHICH SHALL INCLUDE A LETTER FROM THE EOR STATING THAT THE REVIEW AND COORDINATION HAS BEEN PERFORMED AND COMPLETED AND THAT THE PLANS AND CALCULATIONS FOR THE DEFERRED ROOF TRUSSES AND/ OR FLOOR JOISTS ARE FOUND TO BE ACCEPTABLE (E.G. WITH REGARDS TO GEOMETRY, LOAD CONDITIONS, INCLUDING TRUSS UPLIFT, ETC.) WITH NO EXCEPTION, PER CBC 106.3.4.2. THESE SUBMITTALS MUST BE PROVIDED TO THE LOCAL BUILDING DEPARTMENT AT LEAST TWO (2) WEEKS PRIOR TO FRAME INSPECTION. NAILING SCHEDULE PER TABLE 2304.9.1: THE CONNECTIONS LISTED ARE THE MINIMUM PERMISSIBLE. WHERE POSSIBLE, NAILS DRIVEN PERPENDICULAR TO THE GRAIN SHALL BE USED INSTEAD OF TOE NAILS. SEE THE DRAWINGS FOR ADDITIONAL NAILING REQUIREMENTS. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. JOIST TO SILL (PLATE) OR GIRDER, TOENAIL.....................................................................(3) 8d COMMON OR (3) 16d BOX BRIDGING TO JOIST, TOENAIL EACH END............................................................................(2) 8d COMMON OR (2) 16d BOX 1" x 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL..................................................(2) 8d COMMON WIDER THAN 1" x 6" SUBFLOOR TO EACH JOIST, FACE NAIL.......................................(3) 8d COMMON 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL........................................(2) 16d COMMON SOLE PLATE TO JOIST OR BLOCKING: FACE NAIL.............................................................................................16d BOX @ 16" O.C. AT BRACED WALL PANELS...............................................................(3) 16d BOX per 16" O.C. TOP PLATE TO STUD, END NAIL..................................................................................................(2) 16d COMMON OR (3) 16d BOX STUD TO SOLE PLATE: TOENAIL................................................................................................(4) 8d COMMON OR (4) 16d BOX END NAIL...............................................................................................(2) 16d COMMON OR (3) 16d BOX; USE (2) 20d COMMON @ 3x SOLE PLATE DOUBLE STUDS, FACE NAIL..........................................................................................................16d BOX @ 24" O.C. DOUBLE TOP PLATES: FACE NAIL.............................................................................................16d BOX @ 16" O.C. LAP SPLICE.............................................................................................(12) 16d BOX U.O.N., SEE SHEAR WALL TABLE BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL........................(3) 8d COMMON OR (3) 16d BOX RIM JOIST TO TOP PLATE, TOENAIL........................................................................................8d COMMON @ 6" 0.C. OR 16d BOX @ 6" 0.C. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL.......................................................(2) 16d COMMON OR (3) 16d BOX CONTINUOUS HEADER, TWO PIECES (ALONG EACH EDGE).............................................16d COMMON @ 16" O.C. CEILING JOISTS TO PLATE, TOENAIL.....................................................................................(3) 8d COMMON OR (5) 16d BOX CONTINUOUS HEADER TO STUD, TOENAIL..........................................................................(4) 8d COMMON CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL..................................................(3) 16d COMMON OR (4) 16d BOX MIN., SEE PLANS CEILING JOISTS PARALLEL TO RAFTERS, FACE NAIL.......................................................(3) 16d COMMON OR (4) 16d BOX MIN. SEE PLANS RAFTER TO PLATE, TOENAIL........................................................................................................(3) 8d COMMON OR (3) 16d BOX BUILT-UP CORNER STUDS..............................................................................................................16d COMMON @ 24" O.C. OR 16d BOX @ 16" O.C. 2" PLANKS, EACH END AND EACH BEARING............................................................................(2) 16d COMMON COLLAR TIE TO RAFTER, FACE NAIL.........................................................................................(3) 10d COMMON OR (4) 16d BOX JACK RAFTER TO HIP: TOE NAIL...............................................................................................(3) 10d COMMON OR (4) 16d BOX FACE NAIL.............................................................................................(2) 16d COMMON OR (3) 16d BOX ROOF RAFTER TO 2x RIDGE BOARD: FACE OR TOENAIL...................................................(2) 16d COMMON OR (3) 16d BOX JOIST TO BAND JOIST, FACE NAIL.........................................................................................(3) 16d COMMON OR (4) 16d BOX X DENOTES KEYNOTE SPECIFICATION. REFER TO KEYNOTE SCHEDULE ON STRUCTURAL PLAN SHEETS BLOCK MEMBER EN FOUNDATION REQUIREMENTS: SPREAD FOOTINGS: VERTICAL LOADS: MIN. DEPTH: 12" ALLOWABLE BEARING PRESSURE = 1500 PSF FOUNDATION GENERAL NOTES: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. FLOOR JOISTS SHALL BE 2x8 DF#2 @ 16" O.C. OR EQUAL. USE LUS28 HANGERS WHERE REQUIRED. TYPICAL FLOOR SHEATHING: 3 " CDX OR OSB, SPAN RATED 40/20, T&G, GLUED AND NAILED WITH 10d @ 6" ON CENTER AT EDGES AND 12" 4 ON CENTER IN THE FIELD. ALL WOOD SHALL BE 8" MIN ABOVE GRADE. MAINTAIN MINIMUM UNDER-FLOOR CLEARANCE OF 12" (GIRDERS) AND 18" (JOISTS) FOR UNTREATED WOOD MEMBERS ABOVE EARTH. ALL WOOD TO CONCRETE SHALL BE PRESSURE TREATED OR EQUAL, TYPICAL. PROVIDE DOUBLE FLOOR JOISTS UNDER WALLS RUNNING PARALLEL WITH FLOOR JOISTS THAT SPAN 8'-0" OR LONGER. THE CONTRACTOR IS RESPONSIBLE FOR REFERRING TO BRACED WALL PLANS TO VERIFY HOLDOWN LOCATIONS, STRUCTURAL PLYWOOD SHEATHING SPECIFICATIONS AND NAILING SCHEDULE. THE CONTRACTOR SHALL VERIFY ALL ROUGH OPENING SIZES AND RELATED FRAMING FOR POST LOCATIONS AT WINDOWS, DOORS AND OTHER OPENINGS. CONTRACTOR TO FIELD VERIFY THAT EXISTING FOUNDATION HAS AS A MINUMUM: 12" WIDE x 12" DEEP FOOTING WITH (1) #4 REBAR TOP AND BOTTOM (TOTAL 2). ALL SQUARE POST PAD FOOTINGS SHALL BE 12" MIN DEEP WITH #4 REBAR @ 12" O.C. BOTH WAYS, 3" CLEAR FROM BOTTOM OF FOOTING. PROVIDE 5 8" Ø x 10" ANCHOR BOLTS @ 6'-0" O.C. AT ALL BEARING WALLS AND EXTERIOR NON-SHEAR WALLS. SEE "SHEAR WALL TABLE" ON SHEET SN-1 FOR ANCHOR BOLT SPACING WHERE SHEAR WALLS OCCUR. NAILS IN PRESERVATIVE TREATED WOOD SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. ANCHOR BOLTS MAY BE OF MECHANICALLY DEPOSITED ZINC COATED STEEL WITH COATING WEIGHTS PER ASTM B 695, CLASS 55 MINIMUM. ALL HOLDOWN CONNECTORS SHALL BE RE-TIGHTENED JUST PRIOR TO ENCLOSURE. 14. REINFORCING STEEL NOTES: 1. 2. 3. 4. 5. 6. SIZE (INCHES) 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. REQUIRED THE SPECIAL INSPECTOR SHALL BE EMPLOYED BY THE OWNER PER SECTION 1704.1 OF THE 2010 CBC. THE REPORT(S) PREPARED BY THE SPECIAL INSPECTOR SHALL BE SIGNED BY A LICENSED CALIFORNIA CIVIL ENGINEER AND SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND PZSE, INC. THE SPECIAL INSPECTION SHALL BE CONTINUOUS DURING THE PERFORMANCE OF THE WORK UNLESS OTHERWISE SPECIFIED. THE SPECIAL INSPECTOR MUST BE CERTIFIED BY THE BUILDING OFFICIAL TO PERFORM THE TYPES OF INSPECTIONS SPECIFIED. FILL IN BOX IF SPECIAL INSPECTION/ INSPECTOR REQUIREMENTS (CHAPTER 17, 2010 CBC): 1. 2. 3. 4. SUMMARY OF STRUCTURAL CONTINUOUS AND PERIODIC SPECIAL INSPECTION: THE CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE INSPECTIONS REQUIRED IN SECTION 109, APPENDIX CHAPTER 1. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY THE BUILDING OFFICIAL. SPECIALLY INSPECTED WORK THAT IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE BUILDING OFFICIAL AND THE SPECIAL INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE. 1. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO INFORM THE SPECIAL INSPECTION AGENCY AT LEAST 24 HOURS PRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. SPECIAL INSPECTIONS: A. EPOXY FILLED ANCHOR BOLT HOLES: CONTINUOUS INSPECTION FOR ALL EPOXY INSTALLATION.......................................................................................................................... 2. CONTINUOUS MEMBER CLIENT: IA SACRAMENTO DESIGN GROUP 770 'L' STREET, SUITE 950, SACRAMENTO, CA 95814-3361 PA U R TE RE G I S RESIDENCE 6055 'B' STREET, ELMIRA, CA 95687 13. TYPICAL ROOF SHEATHING: 15 32" CDX OR OSB SPAN RATED 32 16, NAILED WITH 8d @ 6" O.C. EDGES, 12" O.C. FIELD. FOR TYPICAL HEADER AND CEILING JOIST SIZE AND SPANS, SEE DETAIL 3/SD-1. INSTALL 2x6 OUTLOOKERS AT 3'-0" O.C. AT ALL GABLE ENDS, U.O.N. ROOF GENERAL NOTES: 1. 2. 3. PROVIDE 2x SOLID RAFTER BLOCKING AT EXTERIOR WALLS, TYPICAL. TYPICAL RAFTERS: 2x4 DF#2 @ 24" O.C. U.O.N. WHERE ROOF IS CONVENTIONALLY FRAMED, THE FOLLOWING SHALL APPLY: 4. 5. 7. 8. BAR REINFORCING SHALL CONFORM TO ASTM A615, GRADE 40. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. LAP 12" WHERE SPLICED. REINFORCING DETAILING, FABRICATION AND PLACING SHALL CONFORM TO THE PROVISIONS OF THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE OF THE AMERICAN CONCRETE INSTITUTE. DOWELS SHALL BE THE SAME SIZE AND SPACING AS WALL REINFORCEMENT. THE CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT IN A LAYER SHALL NOT BE LESS THAN 1-1/2 TIMES THE NOMINAL DIAMETER OF THE REINFORCEMENT, OR 1-1/3 TIMES THE MAXIMUM SIZE AGGREGATE, NOR LESS THAN 1-1/2 INCHES. ALL REINFORCING STEEL, ANCHOR BOLTS, HOLD DOWN ANCHORS, DOWELS AND INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE OR GROUT. REINFORCING STEEL SHALL BE PROVIDED WITH THE FOLLOWING AMOUNTS OF CONCRETE COVER UNLESS OTHERWISE NOTED: CONCRETE CAST AGAINST EARTH.................................................3" FORMED CONCRETE EXPOSED TO EARTH OR WEATHER: NO. 6 THROUGH NO. 18 BAR..................................................2" NO. 5 OR SMALL BARS.............................................................1-1/2" SPLICES: CONCRETE: SPLICES IN NO. 8 OR SMALLER BARS SHALL BE 45 DIAMETERS. SPLICES IN ADJACENT BARS SHALL BE STAGGERED 5'-0". THICKNESS (INCHES) 2x2 THE MINIMUM SIZE PLATE WASHER FOR ANCHOR BOLTS SHALL BE 3"x3"x0.229" THICK. THE HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED WITH A MAXIMUM WIDTH 3 16" GREATER THAN THE BOLT DIAMETER AND A LENGTH NOT TO EXCEED 1 3 4" PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. EDGE OR END DISTANCES OF NAILS IN THE DIRECTION OF STRESS SHALL NOT BE LESS THAN ONE HALF THE REQUIRED PENETRATION OF 12 NAIL DIAMETERS. THE SPACING CENTER TO CENTER OF NAILS IN THE DIRECTION OF STRESS SHALL NOT BE LESS THAN THE REQUIRED PENETRATION. HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLITTING, SHALL BE BORED TO A DIAMETER SMALLER THAN THAT OF THE NAIL. ANCHOR BOLTS HOLES SHALL BE 1/32 TO 1/16 INCH LARGER THAN THE ANCHOR BOLT DIAMETER. HOLES MORE THAN 1/16 INCH LARGER SHALL BE EPOXY FILLED UNDER THE CONTINUOUS SUPERVISION OF A LICENSED SPECIAL INSPECTOR. BOLTS SHALL BE INSTALLED NOT LESS THAN 7 BOLT DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. ALL NUTS SHALL BE TIGHTENED WHEN INSTALLED AND RE-TIGHTENED AT THE COMPLETION OF WORK OR BEFORE CLOSING IN. THREAD PROJECTION SHALL BE 1/16 INCH MINIMUM BEYOND THE NUT. BOLTS IN SPECIFIED SLOTTED HOLES SHALL BE CENTERED IN THE SLOT UNLESS OTHERWISE NOTED. LAG SCREW CLEARANCE AND LEAD HOLES SHALL BE BORED AS FOLLOWS: THE CLEARANCE HOLE FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK, AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF UNTHREADED SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60% OF THE SHANK DIAMETER FOR SCREWS UP TO 1/2 INCH IN DIAMETER AND 75% OF THE SHANK DIAMETER FOR LARGER LAG SCREWS. USE CUT STEEL WASHERS FOR BOLTS, LAG SCREWS AND NUTS UNLESS OTHERWISE NOTED. ANCHOR BOLTS, BOLTS, LAG SCREWS AND NUTS SHALL BE PROVIDED WITH SQUARE STEEL PLATE WASHERS UNDER HEADS AND NUTS WHICH BEAR ON WOOD: BOLT DIAMETER (INCHES) 1/4 3x3 2-3/4 x 2-3/4 2x2 5/8 5/16 1/2 3/4 3/8 5/16 ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS. ALL BOLT HOLES DRILLED IN WOOD SHALL BE DRILLED 1/32" DIAMETER LARGER THAN THE BOLT DIAMETER. ALL FRAMING CONNECTORS ANCHORS, POST CAPS, COLUMN BASES, ETC. SHALL BE MANUFACTURED BY "SIMPSON COMPANY" AND INSTALLED PER THE MANUFACTURER'S APPROVED PRODUCT EVALUATION REPORTS (ICC APPROVED). THE SIZE AND NUMBER OF NAILS SHALL BE THE MAXIMUM SPECIFIED BY THE MANUFACTURER. HOLD DOWN ANCHORS SHALL BE MANUFACTURED BY "SIMPSON COMPANY" AND INSTALLED PER THE MANUFACTURER'S APPROVED PRODUCT EVALUATION REPORTS (ICC APPROVED). THE HOLD DOWN SHALL BE INSTALLED TIGHT TO THE HOLD DOWN POST WITHOUT FILLERS OR DAPPING. ALL SILLS, LEDGERS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS-FIR LARCH. NEWLY EXPOSED SURFACES RESULTING FROM FIELD CUTTING, BORING OR HANDLING SHALL BE TREATED IN ACCORDANCE WITH AWPA M-4. FULL DEPTH BLOCKING OR BRIDGING SHALL BE INSTALLED AT INTERVALS NOT EXCEEDING 8 FEET FOR ALL JOISTS AND RAFTERS 2x12 AND DEEPER. ROOF AND FLOOR JOIST OVER 4 INCHES DEEP SHALL HAVE THEIR ENDS HELD IN POSITION WITH EITHER: A) FULL DEPTH BLOCKING, B) NAILED BRIDGING, C) NAILING OR BOLTING TO OTHER FRAMING MEMBERS OR, D) APPROVED JOISTS HANGERS. ALL EXPOSED STEEL TIMBER HARDWARE, FASTENERS AND CONNECTORS SHALL BE GALVANIZED. CUTTING, NOTCHING, BORING OR COUNTER SINKING OF WOOD MEMBERS SHALL BE PERMITTED ONLY AS DETAILED OR APPROVED BY THE ENGINEER. HOLES THROUGH PLATES, STUDS AND DOUBLE PLATES IN WALLS SHALL NOT EXCEED 40% OF THE MEMBER WIDTH AND SHALL BE LOCATED IN THE CENTER OF THE MEMBER. JOISTS UNDER AND PARALLEL TO BEARING WALLS SHALL BE DOUBLED. PROVIDE SOLID BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS. PROVIDE CONTINUOUS BLOCKING OVER ALL BEARING WALLS, SHEAR WALLS, BEAMS AND HEADERS. CARRY UPPER LEVEL POSTS INTO LOWER LEVELS AND PROVIDE SOLID BLOCKING UNDER ALL POSTS IN FLOORS. 3-1/2 x 3-1/2 1 7/8 3/16 STRUCTURAL WOOD NOTES: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. NOTE: SPECIFIC DETAILS OR NOTES ON OTHER SHEETS SHALL PREVAIL OVER STANDARD DETAILS AND NOTES ON THIS SHEET PROJECT: (6) 16d DOUBLE TOP PLATE 2x SOLID BLOCKING FOR SPS AND AT 10'-0" O.C. MAX FROM ENDS OF STUDS 5/8" DIA ANCHOR BOLTS @ 6'-0" O.C. WITH 3/16" x 2" x 2" SQUARE WASHERS U.O.N. (SEE "SHEAR WALL TABLE" FOR SIZE AND SPACING) 4'-0'' LAP MIN W/ 24-16d HEADER TO MATCH STUD WIDTH 9'' 9'' 9'' 9'' 2x SILL UP TO 6'-0" WIDE OPENING (2) 2x SILL 6'-0" TO 10'-0" (3) 2x SILL 10'-1" TO 12'-0" FOR TYPICAL HEADER SCHEDULE SEE: "DETAIL 3" THIS SHEET A34 - STUD TO PLATE @ TOP & BOTTOM OF WALLS OVER 10'-0" TALL. A34 - HEADER TO TRIMMER IF OVER 10' WIDE OPENING. ADDITIONAL 2x STUD IF OVER 6'-0" WIDE OPENING (1) 2x STUD UP TO 6'-0" WIDE OPENING 2x TRIMMER STUD 2x CRIPPLE STUDS UNDER OPENING, TYP 6'-0'' MAX TYP 547 (3) 16d STUD TO BEAM EA SIDE 16d @ 12" O.C. STAGGERED, STUD TO BEAM SUPPORT. BEAM PERPENDICULAR TO WALL FULL HEIGHT STUD EA SIDE BEAM SUPPORT PER PLAN TOP PLATE INSTALL ST6224 WHERE BOTH TOP PLATES ARE INTERUPTED DUE TO BEAM INSTALLATION, U.O.N. SEE SHEAR WALL PLAN (6) 16d @ STUD TO BEAM 16d @ 12" O.C. STAGGERED, STUD TO BEAM SUPPORT. 6 11 5 9 4 7 3 5 3 4 2 4 2 3 2 3 2 2 2 2 LEDGER CONN. RAFTER TIE CONNECTION TABLE 24" 48" 24" 48" 24" 48" 24" 48" 24" 48" NO. RAFTER TIE SLOPE SPACING 16d 4:12 5:12 7:12 9:12 12:12 2x LEDGER W/ (3) 16d TO EACH STUD. USE (4) 16d FOR SPANS > 15'-0". LEDGER DEPTH TO MATCH CEILING JOIST. SEE RAFTER TIE TABLE FOR LEDGER CONNECTION WHERE CEILING JOISTS ARE CONTINUOUS TO RAFTERS. (3) 8d T.N., CEILING JOIST TO TOP PLATE S 1.5 S 1.5 S 1.5 CEILING JOIST. SEE PLAN FOR SIZE, SPACING AND LOCATION S 1.5 S 1.5 S 1.5 WHERE CEILING JOISTS LAP OVER PARTITION, ARE PARALLEL TO AND ARE CONNECTED TO RAFTERS, FACE NAIL PER RAFTER TIE CONNECTION TABLE. OTHERWISE MIN. (3) 16d 2x BLOCKING, DEPTH TO MATCH CEILING JOIST, NAILED TO TOP PLATE W/ (3) 8d T.N. DOUBLE TOP PLATE 2x STUDWALL TYPICAL UNLESS OTHERWISE NOTED 24 16 24 16 24 16 24'-0" 18'-0" 20'-0" 13'-0" 15'-0" 8'-0" 10'-0" 16'-3" 19'-10" 13'-3" 16'-3" 10'-6" 12'-10" 7'-2" 8'-9" MAX SPAN (@ 10 MAX SPAN (@ 20 PSF LIVE LOAD) PSF LIVE LOAD) 16 22'-0" SPACING (INCHES) 24 4 2x BACKING W/ 16d @ 12" O.C. TO CEILING MEMBER 2x CEILING MEMBER 2x4 FLAT FRAMING @ 48" O.C. W/ (2) 16d @ WALL & EA END 2x BACKING W/ 16d @ 8" O.C. 2x CEILING MEMBER GYPBOARD GYPBOARD NOTE: GAP BETWEEN BOTTOM OF TRUSS CHORD AND TOP OF NON-BEARING WALL TOP PLATE IS A RESULT OF CAMBER BUILT INTO TRUSS. DO NOT INTENTIONALLY REMOVE. STAGGER HORIZONTAL JOINTS MIN. 12" E.N. PER SHEARWALL SCHEDULE SHEARWALL PER PLAN MIN. 1/8" SPACE BETWEEN PANELS HOLDOWN POST PER PLAN E.N. FULL HEIGHT HOLDOWN WHERE OCCURS PER PLAN ANCHOR BOLTS PER SHEARWALL SCHEDULE 2 MIN, FOR STEP FTGS 1 MAX All drawings are subject to copyright protection by law. Reproduction in any form is expressly forbidden without prior approval in writing from PZSE, INC. L KE NN H ZA C F E SS IO N AL P RO E T PZSE, INC. 8137 SUNSET AVE., ST. 120 FAIR OAKS, CA 95628 OFFICE: (916) 961-3960 FAX: (916) 961-3965 WWW.PZSE.COM STAMP ED No. S3878 Exp. 3-31-13 T STR AL A T E U C T U R OR N OF C A L I F PROJECT MANAGER: DESIGNER: DRAFTER: CHECKER: Revision REVISIONS: No. EE R 548 X 2x OFFSET CEILING MEMBER NAIL IN MIDDLE OF SLOTS USE STC CLIP @ MNFR TRUSS GYPBOARD 2x BACKING W/ 16d @ 8" O.C. NON BEARING WALL DETAIL Scale: 1" = 1'-0" FRAMING MEMBER AT ADJOINING PANEL EDGE, PROVIDE 2x OR 3x PER SHEARWALL SCHEDULE STUD DEPTH BLOCKING AT ALL HORIZONTAL ADJOINING PANEL EDGES, PROVIDE 2x OR 3x PER SHEARWALL SCHEDULE FIELD NAILING PER SHEARWALL SCHEDULE STUD WALL PER PLAN E.N. PER SHEARWALL SCHEDULE SILL PLATE PER PLAN SHEARWALL FRAMING DETAIL Scale: NOT TO SCALE 45° MAX FOR BEAMS & SLABS U.O.N. BENT BARS LAP 55" MASONRY 26" 39" 47" R BLOCKING BETWEEN FRAMING MEMBERS (WHERE OCCURS) PROVIDE 1/8" GAP BETWEEN PANEL EDGES, TYPICAL (EXCEPT AT T&G SHEATHING) NOTES: 1. STAGGER PLYWOOD JOINTS MIN. 2'-0" O.C. & ALIGN PLYWOOD JOINTS OVER FRAMING MEMBERS 2. SEE SHEET S-N FOR SHEATHING SPECIFICATIONS. 3. ORIENT PLYWOOD WITH FACE GRAIN PERPENDICULAR TO FRAMING MEMBERS. 4. MIN. PANEL SIZE TO BE 2'-0" x 2'-0" UNLESS ALL EDGES ARE BLOCKED. 8 90° "L" HOOK R=3 DIA FOR #3 TO #7 R=4 DIA FOR #8 TO #11 WIRE TOGETHER @ EA END 1 MAX SPLICES 6 COLUMN BAR OFFSET CONC 24" 24" 36" 48" TYP LAP SPLICE BAR #4 #5 #6 #7 HE 2x10 2x8 2x6 2x4 SIZE (DF #2) CEILING JOIST SCHEDULE LUS24: 2x4 & 2x6 CEILING JOISTS LUS28: 2x8 & 2x10 CEILING JOISTS 2x STUDWALL NON-BEARING 4x6 OR 6x6 4x4 OR 4x6 FLAT BEARING 4'-0" 4x8 OR 6x8 4x6 OR 6x6 4x10 OR 6x8 4x12 OR 6x10 532 HEADER & CEILING JOIST TABLES Scale: 1" = 1'-0" USE HU4XX OR HU6XX HANGERS TO MATCH BEAM DEPTH WHERE REQUIRED. USE HSUR/L410 HANGERS AT SKEWED CONNECTIONS 8'-0" 6'-0" MAXIMUM OPENING SIZE HEADER SCHEDULE (U.O.N.) NOTE: 1. USE 16d COMMONS OR SINKERS 2. USE SDS 1 4" x 3" WOOD SCREWS AT LEDGER CONNECTION WHERE CEILING JOISTS ARE CONTINUOUS TO RAFTERS. 3 EDGE NAIL TO BLOCKING PER PLAN AT BLOCKED DIAPHRAGM (WHERE OCCURS) EDGE NAILING PER PLAN AT ALL SUPPORTED EDGES FIELD NAIL PER PLAN FRAMING MEMBERS PER PLAN X 180° "J" HOOK 6 DIA OR 4" MIN STANDARD HOOKS 6 DIA OR 4" MIN X BEND AROUND PIN (4 DIA MIN) UP TO #5 BARS STIRRUPS AND TIES REINFORCING STEEL DATA Scale: NOT TO SCALE G IN MAX HOLE SIZE W/O STRAP (40%-60% OF STUD WIDTH) 2-1/4" DIAPHRAGM NAILING Scale: NOT TO SCALE 6" MIN TYPICAL INTERIOR REBAR PER PLAN (WHERE OCCURS) 6" TYP TYPICAL CORNER DOUBLE LAYER REINFORCING 12 PROJECT NUMBER: 2011-102 PKZ ___ MLB Date PKZ 04-05-2011 SD-1 SHEET NUMBER: STRUCTURAL DETAILS SHEET TITLE: DATE: EN BEAM CONNECTION DETAIL Scale: 1" = 1'-0" BEAM PARALLEL TO WALL BEAM SUPPORT PER PLAN AT EXTERIOR WALLS ONLY, SEE "DETAIL 1" THIS SHEET FOR ADDITIONAL CONNECTION REQ'S 2 PROVIDE NEAT CLEAN HOLE PER SCHEDULE BELOW AT CL AND 5/8" MIN CLR FROM EDGE OF PLATE TOP PLATE SIZE 2-1/8" 4-1/4" 7 6" MIN TYPICAL INTERIOR REBAR PER PLAN (WHERE OCCURS) ALTERNATE TAILS TYPICAL CORNER SINGLE LAYER REINFORCING X CONTINUOUS FOOTING REINFORCING Scale: 1" = 1'-0" EXISTING CONCRETE FOOTING FLOORING (SLAB WHERE OCCURS) NOT SHOWN DRILL AND EPOXY BOND 24" 4 #4 DOWEL 1 7" @ 12" O.C. MAX WITH SIMPSON EPOXY TIE ADHESIVE S 070 "D" MIN WHERE BEARING JOIST OR RAFTER OCCURS OVER STUD BAY WITH DRILLED TOP PLATE, ADD STUD BELOW RPS STRAP ACROSS EA PLATE AS REQUIRED PER SCHEDULE U.O.N. ON PLANS 2x4 3-1/4" 2-1/4" HOLE SCHEDULE 2x6 1-3/8" 4-1/4" REINFORCEMENT PER PLAN FINISH GRADE PIPE AND TRENCH TO BE LOCATED ABOVE SLOPED LINE PIPE PARALLEL TO FOOTING 11 CONCRETE FOOTING. SEE FOUNDATION PLAN FOR SIZE. FOOTING REINFORCEMENT, LAP WITH DOWEL 448 R 2x BLOCKING WITH COUNTERSUNK BOLT HEAD WHERE STUD OCCURS 6'-0'' MAX TYP L/6 MIN DEPTH OF CEILING JOIST OR RAFTER. CLEAR SPAN WALL TYPE 2x4 2-1/4" MAX HOLE SIZE W/ RPS STRAP (5/8" MIN EDGE CLEARANCE) 2x6 X FRAMING NOT SHOWN 24" MIN LAP (TYP.) NO PIPES PARALLEL TO FOOTING THIS AREA 1'-6" REINFORCEMENT SAME SIZE AS IN CONTINUOUS FOOTING 1 2 SECTION VIEW SEE PLAN CONCRETE STEPS W/ 1" MIN. NOSING #4 DOWELS @ 32" O.C. #4 @ 16" O.C. SLOPED W/ STEPS 6" CONCRETE WALL 2" CLR TYP 3" DIAMETER DRAIN @ 4'-0" O.C., TYP NOTE: THE SIMPSON EPOXY TIE ADHESIVE LISTINGS/ APPROVALS ARE AS FOLLOWS: ICC EVALUATION SERVICE ESR-1772 FOOTING RETROFIT DETAIL Scale: 1" = 1'-0" U PA 2x SILL PLATE WITH FULL BEARING ON CONCRETE TOP OF CURB TOP OF CONCRETE END OF SILL PLATE OR AT END OF NOTCH GREATER THAN 1/3 PLATE WIDTH L/3 MAX D/3 MAX N: L: Ds : STUD WIDTH D: D/3 MAX TYPICAL EXTERIOR WALL FRAMING Scale: 1" = 1'-0" L/3 MAX 5/8" MIN. Ds x N MAX @ CL INTERIOR NON-STRUCTURAL INTERIOR / EXTERIOR SW OR BEARING HOLES IN TOP PLATE DETAIL Scale: 1" = 1'-0" X SSTB ANCHOR BOLT HEAD CORNER INSTALLATION (INSTALL WITH ARROW ON TOP OF THE BOLT ORIENTED AS SHOWN) 45° 16 0° 40 BAR DIA. CRUSHED ROCK BACKFILL FINISH GRADE 16 CLIENT: IA SACRAMENTO DESIGN GROUP 770 'L' STREET, SUITE 950, SACRAMENTO, CA 95814-3361 40% @ BEARING WALLS OR 60% @ BEARING WALLS WHERE STUDS ARE DOUBLED AND NO MORE THAN (2) SUCCESSIVE SETS OF DOUBLE STUDS ARE BORED. 60% @ NON-BEARING PARTITION WALLS. 6 SLEEVED PIPE THROUGH FOOTING FOOTING PER PLAN 6" MIN. 8" FOR 7/8" DIA. SSTB OUTER EDGE OF CONCRETE COUPLER NUT & THREADED ROD TO MATCH SSTB"XX" ANCHOR BOLT DIAMETER AT RAISED FLOOR LOCATIONS PIPE THROUGH FOOTING DETAIL Scale: NOT TO SCALE NOTE: ALL PIPES SHALL HAVE A PVC SLEEVE 2" REINFORCEMENT LARGER THAN PIPE OUTER DIAMETER PER PLAN PLUMBING EMBEDDED INTO CONCRETE SHALL HAVE FLEXIBLE COUPLINGS AT ENTRY/EXIT POINTS. NO PIPE TO RUN SLEEVED PIPES PARALLEL IN FOOTING, ALL PIPES TO HAVE THROUGH 1-1/2" CLR. TO REINFORCING. 6" CLEARANCE FOOTING SHALL BE MAINTAINED BETWEEN PIPES. 10 1-3/4" MIN EDGE DISTANCE #4 REBAR U.O.N. SEE PLANS CONCRETE FOOTING #4 @ 16" O.C. HORIZONTAL #5 @ 16" O.C. VERTICAL 3" CLR 724.1 12 DIA OR 6" MIN TE RE G I S RESIDENCE 6055 'B' STREET, ELMIRA, CA 95687 NOTE: 1. DO NOT NOTCH BOTTOM OF CEILING JOIST OR RAFTER. 2. PROVIDE NAIL GUARDS AS REQUIRED X NAILS PER PLAN FRAMING MEMBER HD (SHARED) L X APA RATED SHEATHING PER PLAN 7'' EMBED HD (SHARED) NON-CORNER INSTALLATION (BOLT MAY BE INSTALLED @ 45° TO 135° AS SHOWN) 1'-0" CONCRETE STAIR DETAIL SCALE: 1 2" = 1'-0" PROJECT: Ds TYPICAL HOLES AND NOTCHES IN SOLID SAWN MEMBERS Scale: 1" = 1'-0" 1/8" CLR 3/8" NAILS PER PLAN EN LX EN OPTION C X L 15 R 1 5 3/8" PROVIDE 1/8" SPACE BETWEEN PANELS AT TIME OF INSTALLATION OF SHEATHING ONE STUD BAY EN SN STUD TO POST DBL. SIDED S.W. OFFSET NOTE: FOR DOUBLE SIDED SHEAR WALLS INSTALL SHEATHING WITH MINIMUM OVERLAP OF ONE STUD BAY X L X EN XL SN STUD TO POST X L 135°/90°/45° SSTB ANCHOR BOLT HEAD 0° OUTER EDGE OF CONCRETE 45° APA RATED SHEATHING PER PLAN FRAMING MEMBER HD (SHARED) EN XL OPTION B SN STUD TO POST EN SHEARWALL NAILING DETAIL Scale: NOT TO SCALE SINGLE SIDED NOTE: PROVIDE 1/8" SPACE BETWEEN PANELS AT TIME OF INSTALLATION OF SHEATHING 9 SN STUD TO POST L X EN XL HD (SHARED) NOTE: PROVIDE 3" MINIMUM COVER ON SIDES AND BOTTOM OF SSTB"XX" ANCHOR BOLTS. X MIN. (18" MIN) D/3 MAX OPTION F ANCHOR BOLT DETAIL Scale: 1" = 1'-0" 40 BAR DIA. D/6 MAX NOTE: FOR SHEAR NAIL (SN) SCHEDULE, SEE "SHEAR WALL TABLE" ON SHEET SN-1. 14 R 5" CLR MIN. (18" MIN) ''D'' OPTION E X 6" MIN EN HD (SHARED) OPTION A EN XL OPTION D HOLDOWN OPTIONS DETAIL 3" CLR 3" 2" MIN 2" MIN EMBED 7" Ds MAX D Ds MIN Scale: 1" = 1'-0" HD (SHARED) 13 1'-0" CLR CL JOIST MAX SILL PLATE THICKNESS STUDWALL PER TABLE MIN END DISTANCE X 7-1/2" X ALTERNATE BRACED WALL LOCATION SOLE PLATE FLOOR SPS FLOOR JOIST SOLID BLOCKING UNDER POST (WHERE OCCURS) FIELD VERIFY EXISTING FOOTING SIZE FLOOR JOIST ALTERNATE FLOOR JOISTS PARALLEL W/ STEM WALL 3 5/8" DIA AB W/ 2" x 2" x 3/16" THICK PLATE WASHER AT 4'-0" MAX U.O.N. (SEE "SHEAR WALL TABLE") SILL PLATE FULL WIDTH OF CONCRETE STEM WALL FINISH GRADE GIRDER DETAIL 6" ONE STORY 7" TWO STORY 7 1/2" X WALL FRAMING NOT SHOWN GIRDER, SEE PLANS FOR SIZE. USE HUXXTF HANGER TO MATCH GIRDER DEPTH. #4 TOP AND BOTTOM UNLESS OTHERWISE NOTED ON FOUNDATION PLAN 4 BRACED WALL, SEE PLANS (3) 16d PER 16" SOLE PLATE 8d @ 6" O.C. EDGE NAILING BLOCKING FLOOR JOIST LTP4 CLIP @ 24" O.C. ALONG LENGTH OF BRACED WALL SILL PLATE AND ANCHOR BOLT, SEE "BRACED WALL TABLE" FOR SIZE AND SPACING FINISH GRADE #4 TOP AND BOTTOM UNLESS OTHERWISE NOTED ON FOUNDATION PLAN SHEAR TRANSFER DETAIL X X 7-1/2" 118A 5A.2 X X ALTERNATE BRACED WALL LOCATION TRUSS ALTERNATE CONNECTION ADD JOIST AS REQUIRED SOLID BLOCKING UNDER POST (WHERE OCCURS) 2x BLOCKING ROOF SPS H1 CLIP TRUSS TO TOP PLATE. ALTERNATE BRACED WALL LOCATION All drawings are subject to copyright protection by law. Reproduction in any form is expressly forbidden without prior approval in writing from PZSE, INC. L KE NN H ZA C F E SS IO N AL P RO E T PZSE, INC. 8137 SUNSET AVE., ST. 120 FAIR OAKS, CA 95628 OFFICE: (916) 961-3960 FAX: (916) 961-3965 WWW.PZSE.COM STAMP ED No. S3878 Exp. 3-31-13 T STR AL A T E U C T U R OR N OF C A L I F PROJECT MANAGER: DESIGNER: DRAFTER: CHECKER: Revision REVISIONS: No. EE R SCALE: 1" = 1'-0" ROOF SPS EDGE NAILING SPS EDGE NAILING SEE ARCH PLANS FOR FASCIA BOARD & OVERHANG DETAILS DOUBLE TOP PLATE OR BEAM (WHERE OCCURS) BRACED WALL, SEE PLANS BRACED WALL / ROOF DETAIL SCALE: 1" = 1'-0" R 8 HE ALTERNATE SHEAR WALL LOCATION HDU2 OR HDU4 WITH SIMPSON SDS1 4X3 WOOD SCREWS FLOOR JOIST SOLID BLOCKING UNDER POST NOTE: THE SIMPSON EPOXY TIE ADHESIVE LISTINGS/ APPROVALS ARE AS FOLLOWS: ICC EVALUATION SERVICE ESR-1772 SPS EDGE NAILING SEE ARCH PLANS FOR FASCIA BOARD & OVERHANG DETAILS GABLE END TRUSS 16d @ 12" O.C., TRUSS TO BLKG EDGE NAILING BRACED WALL, SEE PLANS G IN X 12" ONE STORY 15" TWO STORY 503 X 405M X 12 PROJECT NUMBER: 2011-102 PKZ ___ MLB Date PKZ 04-05-2011 SD-2 SHEET NUMBER: STRUCTURAL DETAILS SHEET TITLE: DATE: EN SCALE: 1" = 1'-0" SHEAR WALL, SEE PLANS 4x POST SPS E.N. RIM JOIST 5/8" DIA SIMPSON "SET" EPOXY-TIE ADHESIVE ANCHOR WITH 10" MINIMUM EMBEDMENT. FINISH GRADE EXISTING FOOTING HOLDOWN RETROFIT DETAIL Scale: 1" = 1'-0" CUT NOTCH @ 2x OUTLOOKER ROOF SPS 2x BLKG W/ 16d @ 12" O.C. 15A S 7 (2) 16d END NAILS TRUSS BRACING PER MFR 2x BLKG @ 48" O.C. W/ (2) 16d @ EA END DOUBLE TOP PLATE OR BEAM (WHERE OCCURS) ALTERNATE BRACED WALL LOCATION GABLE ROOF BRACED WALL SCALE: 1" = 1'-0" 16 6" BRACED WALL, SEE PLANS (3) 16d PER 16" 8d @ 6" O.C. EDGE NAILING RIM JOIST LTP4 CLIP @ 24" O.C. ALONG LENGTH OF BRACED WALL FINISH GRADE EXISTING SILL PLATE AND ANCHOR BOLT, SEE "BRACED WALL PANEL CONSTRUCTION NOTES" FOR SIZE AND SPACING. RETROFIT AS REQUIRED FIELD VERIFY #4 TOP AND BOTTOM 2x6 STUDS @ 16" O.C. 3/8" SPS POST (WHERE OCCURS) 2x6 PTDF SILL PLATE W/ 5/8" DIA x 10" ANCHOR BOLTS WITH 7" EMBEDMENT @ 4'-0" O.C. MAX, MIN 2 PER PIECE, MAX 12" FROM END U.O.N. CONCRETE SLAB (WHERE OCCURS) #4 @ 12" O.C. EA WAY RAFTER CEILING JOIST ROOF SPS EDGE NAILING RBC CLIP ALTERNATE SHEAR TRANSFER DETAIL 11 12" CLR MIN STUDWALL SIMPSON BP OR LBP BEARING PLATE AS REQUIRED MIN EDGE DIST 1 1/2" 126A EXTERIOR BRACED WALL FNDN DETAIL SCALE: 1" = 1'-0" POST (WHERE OCCURS IN CENTER OF COLUMN), INSTALL POST BASE BUILT UP COLUMN. SEE ARCH PLAN FOR SIZE. 8d @ 6" O.C. E.N. FINISH GRADE 530 SEE PLAN FOR SIZE CONCRETE FOOTING CENTERED UNDER COLUMN BUILT-UP COLUMN DETAIL Scale: 1" = 1'-0" 2x BLOCKING RBC CLIP @ 24" O.C., BLKG TO TOP PLATE. FOR RAFTERS WITH 8:12 OR GREATER SLOPE , USE H1 CLIP. ROOF SPS BEAM 5C.1 8" MIN . EDGE DISTANCE MIN END DIST 1 3/4" SIMPSON "RFB" RETROFIT BOLT DRILL AND EPOXY WITH EPOXY-TIE ADHESIVE. PROVIDE SIZE AND SPACING PER PLAN. EMBED DEPTH 3 3/4" PER TABLE STUD DIA 5" ELEVATION ANCHOR BOLT LENGTH 5/8" SECTION SIMPSON MODEL NUMBER 8" 2 6 ROOF SPS EDGE NAILING 2x BLOCKING ROOF EAVE DETAIL Scale: 1" = 1'-0" SEE ARCH PLANS FOR FASCIA BOARD & OVERHANG DETAILS 10 15 U R TE PA RFB #5X8 SPS E.N. ROOF FRAMING BELOW. ROOF BELOW COVERED WITH STRUCTURAL PLYWOOD SHEATHING 2x10 CONTINUOUS SLEEPER OVER SPS WITH (3) 16d TO EACH FRAMING MEMBER BELOW, TYPICAL FOOTING, SEE PLANS FOR SIZE CONCRETE PIER BLOCK 4x4 POST W/4 - 8d TOENAILED TO THE MUDSILL 2x4 CLEATS AT EACH SIDE OF POST W/3 - 10d TO GIRDER AND POST. ALTERNATIVE CONNECTION IS AC44 FLOOR JOISTS W/3 - 10d TOENAILED TO GIRDER NOTE: 1. INSTALL PER MANUFACTURER'S SPECIFICATION INCLUDING BUT NOT LIMITED TO: HOLE DIA., TEMPERATURE, DUST AND OIL FREE COMPRESSED AIR. (ICC EVALUATION SERVICE ESR-1772). 5 8" Ø THREADED ROD MAY BE USED IN LIEU OF THE RFB #5x8 ANCHOR BOLT. 2. 402 ANCHOR BOLT RETROFIT DETAIL NOT TO SCALE BLOCKING 4x GIRDER, SEE PLANS FOR SIZE 2x6 PTDF MUDSILL ON PRECAST PIER BLOCK 502A (4) 16d, TOE NAILED RAFTER TO SLEEPER. TYPICAL GIRDER DETAIL Scale: 1" = 1'-0" RAFTER SLEEPER DETAIL 549A 6" MINIMUM Scale: 1" = 1'-0" 14 CLIENT: IA SACRAMENTO DESIGN GROUP 770 'L' STREET, SUITE 950, SACRAMENTO, CA 95814-3361 18" MIN RE G I S RESIDENCE 6055 'B' STREET, ELMIRA, CA 95687 1 5 9 13 PROJECT: 6" 1'-0" 8" MIN 1'-0" MIN EMBEDMENT PER TABLE