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HomeMy WebLinkAboutPlans-AmendedSTRUCTURAL PLANS FOR KROLL WITT RESIDENCE -BALANCE LISA KROLL WITT 8 EQUESTRIAN WAY CARBONDALE, CO UNICORPORATED COUNTY OF GARFIELD, CO BLU HOMES, INC. 500 3RD STREET, SUITE 230 SAN FRANCISCO, CA 94107 BY INNOVATIVE STRUCTURAL ENGINEERING --rifest Revised SigltGlu/'Af pei rnu-3f Accarnpimi li*° 54 04 opened (kid sed of plans k rusp,Pchnis . APPROVED SUBWECF TO NOTED tXCEPTIONS a INSPECTIONS GARFIELD COUNTY BUILDING DEPARTMENT Bate By FIELD COPY 10 INSPECTION VOTHOITT THESE PLANS ON S:i'$ I '4 SHEET INDEX GENERAL NOTES SCS STRUCTURAL COVER SHEET SN1 STRUCTURAL GENERAL NOTES SN2 STRUCTURAL GENERAL NOTES PLANS Si FOUNDATION PLAN S2 RAISED FLOOR FRAMING PLAN S3 1ST LEVEL FRAMING PLAN STRUCTURAL DETAILS 501 STRUCTURAL GENERAL DETAILS SD2 STRUCTURAL GENERAL DETAILS SD3 STRUCTURAL GENERAL DETAILS PROJECT DESIGN CRITERIA GOVERNING BUILDING CODE 2009 INTERNATIONAL BUILDING CODE GEOTECHNICAL REPORT NAME: HP GEOTECH DATE: DECEMBER 23, 2011 PROJECT NO.: 111 383A ASSUMED GEOTECHNICAL PARAMETERS ALLOWABLE SOIL BEARING = 3,000 PSF PASSIVE PRESSURE = 300 PCF ACTIVE PRESSURE = 45 PCF EXPANSION INDEX (El) = NOT PROVIDED PLASTICITY INDEX (PI) = NOT PROVIDED CORROSIVITY = NOT PROVIDED SULFATE EXPOSURE = NOT PROVIDED LIQUEFACTION POTENTIAL = NOT PROVIDED SEISMIC DESIGN PARAMETERS SITE CLASS = D SHORT PERIOD SPECTRAL ACCELERATION Ss = 0.381 PERIOD SPECTRAL ACCELERATION S1 = 0.077g SEISMIC DESIGN CATEGORY, SDC = C IMPORTANCE FACTOR le = 1.0 OCCUPANCY CATEGORY = II LAT/LON: [39.4045, -107.1543) WIND DESIGN PARAMETERS WIND DESIGN SPEED (3s GUST) = 90 MPH WIND IMPORTANCE FACTOR. Iw = 1.0 WIND EXPOSURE = EXPOSURE C GRAVITY LOAD PARAMETERS LIVE DEAD TOTAL ROOF = 20 PSF + 20 PSF = 40 PSF FLOOR (MOD) = 40 PSF + 15 PSF = 55 PSF FLOOR (SITE) = 40 PSF + 40 PSF = 80 PSF EXTERIOR DECK = 40 PSF + 10 PSF = 50 PSF SNOW, Pg = 40 PSF (6,300' ELEVATION) INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: Revision: Date: 0 W 0 z Q J Q 0coO mco co CV >- � � U z ... Cw G z p I ZzSa 01LLFcD Tel 2 Q w W C DZ 0 o wCO m 00 Q 0 IP — J J J 0 cc ISA - co N m i r»R6).... ;e�Dp.Q� GNI vo a • (t '9 IIIF •'••......••'C��'� 1h, ,``: `N. SITE PORTION STRUCTURAL COVER SHEET DATE: 11/02/12 JOB NO.: 12-1665 SCALE: N.T.S. SHEET # SCS to en (13 is c c _n L co coco L N LI W t c m E v c a3 E a N ) INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.l nnovativeStructuralEng.com No: GLUED LAMINATED LUMBER EARTHWORK AND FOUNDATIONS GENERAL NOTES SCALE: WOOD HARDWARE NAILING SCHEDULE SHEET # SN1 1. GEOTECHNICAL REPORT: PERFORM SOILS WORK COMPLYING WITH FOUNDATION DESIGN 1. FABRICATION AND WORKMANSHIP: ALL FABRICATION AND WORKMANSHIP SHALL 1. FIELD VERIFICATION: FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO CONSTRUCTION PROMPTLY NOTIFY ARCHITECT (STRUCTURAL ENGINEER) IN CASE OF DISCREPANCIES. 2 DESIGN INTENT: CONTRACT DOCUMENTS INDICATE DESIGN INTENT FORE STRUCTURE IN ITS BASED ON RECOMMENDATIONS IN SOILS REPORT. SEE STRUCTURAL COVER SHEET (SCS) FOR SOILS REPORT NUMBER AND DATE. 2. ALLOWABLE FOUNDATION DESIGN VALUES PER GEOTECHINCAL REPORT: VALUES BELOW CONFORM TO THE CURRENT EDITION OF THE STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED DOUGLAS FIR (COAST REGION) LUMBER BY THE WEST COAST LUMBERMEN'S ASSOCIATION AND CURRENT EDITION OF TIMBER CONSTRUCTION. 2 MATERIAL: ALL GLUED LAMINATED MEMBERS SHALL BE DOUGLAS FIR, COMBINATION 24F Simpson USP Lumber Connectors APPLICATION NAIL SIZE Product Number Capacity (Lbs.) Product Number Capacity Fastener Schedule U z nn� () w 2 O = -leo COMPLETED STATE. THEY DO NOT INDICATE METHOD OF CONSTRUCTION. PROMPTLY NOTIFY ARCHITECT (STRUCTURAL ENGINEER), PRIOR TO PROCEEDING WITH WORK, IF DESIGN INTENT REQUIP:-. FURTHER CLARIFICATION. DEVIATIONS, MODIFICATIONS AND SUBSTITUTIONS TO APPROVED STRUCTURAL DRAWINGS: MUST BE 0 F�Q WD DZ CY O LU CC1 00 1 Q So U v W CC (Lbs.) - J J CC Y Q CO MAY BE INCREASED 33 PERCENT FOR TRANSIENT LOADING. A. BEARING CAPACITY: SEE PROJECT DESIGN CRITERIA HOEDOWNS , G,.ryAN WITH WATERPROOF RESORCINAL OR PHENOL RESORCINAL GLUE CONFORMING TO THE FEDERAL SPECIFICATIONS MIL -A -397-B. USE 24F -V4 & V8 FOR ALL SIMPLY SUPPORTED AND CANTILEVERED BEAMS RESPECTIVELY, 3. FINISH: FINISH OF THE MEMBERS SHALL BE INDUSTRIAL APPEARANCE GRADE IN STHD14 3.850 Not Available N/A (24) 16d Sinkers Holdown 3-1/4' x .148' B. PASSIVE LATERAL BEARING PRESSURE: SEE PROJECT DESIGN CRITERIA HTT5 4,670 Not Available N/A 26 1 Od Sinkers ( ) Holdown 3' x .148' ACCEPTED IN WRITING BY ARCHITECT (S I HUCTURAL ENGINEER) AND APPROVED BY GOVERNING CODE AUTHORITY. NO DEVIATION. MODIFICATION OR SUBSTITUTION WILL BE ACCEPTED VIA SHOP DRAWING REVIEW. •I PROCEDURES OF CONSTRUCTION: CONTRACTOR IS RESPONSIBLE FOR PROCEDURES OF C. COEFFICIENT OF FRICTION SEE PROJECT DESIGN CRITERIA HDQ8 9,230 Not Available N/A (20) 1/4' dia. x 3' Long SDS Screws Holdown N/A 3. GRADING, EXCAVATIONS, BACKFILL AND COMPACTION OF BACKFILL: COMPLY WITH HDU11 11.175 Not Available N/A (30) 1/4' dia. x 2-1/2' Long SDS Screws Holdown N/A GEOTECHNICAL REPORT AND REQUIREMENTS OF GOVERNING CODE AUTHORITY AND PERFORMED ONLY UNDER CONTINUOUS SPECIAL INSPECTION OF GEOTECHNICAL ENGINEER. 4. PREPARATION OF SOIL UNDER BUILDING PAD: SEE GEOTECHNICAL REPORT FOR CONFORMANCE WITH THE STANDARD APPEARANCE GRADES OF THE A.I.T.C. 4. INSPECTION: A CERTIFICATE OF INSPECTION FOR EACH GLU-LAM BEAM FROM AN HDU14 14.375 Not Available N/A (36) 1/4' dia. x 2-1/2" Long SDS Screws Holdown N/A CONSTRUCTION COMPLYING WITH NATIONAL. STATE AND LOCAL SAFETY ORDINANCES. SITE VISITS (INCLUDING STRUCTURAL OBSERVATION) BY ARCHITECT (STRUCTURAL ENGINEER) DO NOT CONSTITUTE SUPERVISIONS OF METHODS OF CONSTRUCTION. A. PROTECTION OF UTILITIES: LOCATE EXISTING UTILITIES, INCLUDING THOSE NOT SHOWN ON APPROVED TESTING AGENCY SHALL BE SUBMITTED TO AND APPROVED BY THE LOCAL BUILDING DEPARTMENT AND BY THE ENGINEER PRIOR TO ERECTION. ALL GLU-LAM BEAMS SHALL BE PROPERLY IDENTIFIED TO THE SATISFACTION OF THE BUILDING DEPARTMENT. GLU-LAM BEAMS SHALL BE MARKED ANSI/AITC STANDARD A1901.1. THE CERTIFICATE SHOULD BE PROVIDED TO THE FIELD INSPECTOR AND SHALL STATE THE BEAM PROPERTIES AND CAMBER. 5 CAMBER: ALL GLU-LAM BEAMS SHALL HAVE A STANDARD CAMBER BASED ON RADIUS OF ANCHOR BOLTS SSTB24 5,175 STB24 5,175 Holdown Anchor N/A OVER -EXCAVATION OF EXISTING SOIL AND INSTALLATION OF PROPERLY COMPACTED BACKFILL. 5. FOUNDATION EXCAVATIONS: FOUNDATIONS ARE TO BEAR ON FIRM EXISTING SOIL OR CONTRACT EPLC DOCUMENTS,NAND PROTECT IN FROM CONJUNCTIONDAWITH. CONTRACTOR BEARS EXPENSE OF REPAIR OR REPLACEMENT OF UT1LfIlES IN WITH EXECUTION OF WORK. B. EXCAVATIONS: PROTECT STRUCTURE, ADJACENT STRUCTURES, ADJACENT PROPERTIES, STREETS, SSTB34 10,100 STB34 10,100 Holdown Anchor N/A HARDWARE AND UTILITIES DURING EXCAVATION UTIUZING LAGGING. SHORING, UNDERPINNING AT SIDES AND RELATED PROCEDURES AS MAY BE REQUIRED PROVIDE NECESSARY SUPPORTS FOR SOIL EXCAVATIONS. CONTRACTOR AND AFFECTED TRADES SHALL REFER TO GEOTECHNICAL REPORT FOR MORE INFORMATION. C. PROTECTION OF STRUCTURE PROVIDE NECESSARY MEASURES TO PROTECT STRUCTURE DURING: APPROVED COMPACTED FILL AS INDICATED IN GEOTECHNICAL REPORT. EXCAVATIONS ARE TO BE INSPECTED BY GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL AND FORMWORK. ENSURE EXCAVATIONS ARE CLEANS, DRY AND FREE OF DEBRIS OR LOOSE SOIL. SLOPE SIDES OF EXCAVATION NOT LESS THAN MINIMUM SLOPE INDICATED IN GEOTECHNICAL REPORT. CAST CONCRETE DIRECTLY AGAINST EXCAVATED SURFACES. 6. BACKFILLING OF RETAINING WALLS: PLACE AFTER COMPLETION AND INSPECTION OF H1 485 RT15 500 (4) 8d Nails At Rafters/Trusses 1-1/2" x .131" LS50 450 MP5 455 (8) 10d Nails At Blocking or Rim 1-1 /2' x .148" 3500 FT.. U.N.O. NAILS A35 450 MPA1 570 (12) Sd Nails At Blocking or Rim 1-1/2" x .131" LTP4 515 MP4F 565 (12) 8d Nails At Blocking or Rim 1-1/2" x .131• EXECUTION OF WORK. D. CONTRACTOR PROPOSED REVISIONS: WHERE A REVISION OF STRUCTURAL DESIGN OR LS50 450 MP5 455 (8) 10d Nails Thru Plywood 2-1/2' x .148' A35 450 MPA1 570 (12) 8d Nails Thru Plywood 2-112" x .131" 1. DIAPHRAGM NAILING: ALL FLOOR SHEATHING, ROOF SHEATHING AND SHEAR PANELS CONNECTION IS PROPOSED BY CONTRACTOR TO ACCOMMODATE CONSTRUCTION TOLERANCES CONSTRUCTION SEQUENCE AND/OR DIMENSION MODIFICATIONS, CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSED IN STATE OF CALIFORNIA TO PERFORM DESIGN. SUBMIT STAMPED AND SIGNED DESIGN DRAWINGS AND CALCULATIONS TO THE ARCHITECT (STRUCTURAL ENGINEER) FOR REVIEW AND THE GOVERNING CODE AUTHORITY FOR APPROVAL. E. ERECTION PLANS: DETERMINE PHASES OF WORK REQUIRING ERECTION PLANS ACCORDING IL: LTP4 515 MP4F 565 (12) 8d Nails Thru Plywood 2-1/2' x .131' WATERPROOFING. ADEQUATELY SHORE RETAINING WALLS DURING BACKFILL OPERATION UNLESS ADEQUATELY SHORED, DO NOT PLACE BACKFILL BEHIND BUILDING STRUCTURE RETAINING WALLS (EXCLUDING SITE RETAINING WALLS) UNTIL CONCRETE AT ELEVATED LEVELS ADJACENT TO WALLS ARE COMPLETELY POURED (IN AREA) AND HAVE CURED FOR AT LEAST 7 DAYS. 7. WATER EXPOSURE AT BUILDING PERIMETER FOOTINGS: AT AREAS WHERE SIDEWALKS OR CONSTRUCTED USING WOOD -BASED STRUCTURAL -USE PANELS SHALL BE FASTENED WITH COMMON NAILS. HARDWARE SHALL BE NAILED PER MANUFACTURER'S REQUIREMENTS. OTHERWISE SHORT NAILS MAY BE USED. NAILING SHALL BE PER THE BUILDING CODE UNLESS NOTED OTHERWISE ON THE PLANS OR DETAILS. 2 NAIL GUNS: MUST BE EQUIPPED WITH A FLUSH NAILER ATTACHMENT FOR NAILING OF STRAPS S16 1705 RS150 1700 (26) 8d Nails Directly to Timber 1-1/2' x .131'FLOOR CS16 1705 RS150 1700 (26) 8d Nails Thru Plywood 2-1/2 x .131' CMST14 6490 CMST14 6490 (76) 10d Nails Thru Plywood 1-1/2' x .148' APPLICABLE SAFETY REGULATIONS. MAINTAIN CERTIFIED COPIES OF ERECTION PLANS AT SITE DURING CONSTRUCTION. F. SHORING, BRACING, AND OTHER TEMPORARY SUPPORTS: DESIGN AND ERECT SHORING, BRACING, PLYWOOD SHEAR WALLS. FLOOR SHEATHING AND ROOF SHEATHING. 3. NAIL MANUFACTURING: ALL NAILS MUST BE DOMESTICALLY MANUFACTURED & MEET THE CMST1 4 6490 CMST14 6490 (76) 10d Nails Directly to Timber 2-1/2" x .148' PAVING DO NOT IMMEDIATELY ADJOIN STRUCTURE. PROVIDE POSITIVE DRAINAGE AWAY FROM STRUCTURE AT BUILDING PERIMETER. LANDSCAPE IRRIGATION IS NOT PERMITTED WITHIN FIVE FEET OF BUILDING PERIMETER FOOTINGS EXCEPT WHEN ENCLOSED IN PROTECTED PLANTERS WITH DIRECT DRAINAGE AWAY FROM STRUCTURE OR WHICH COMPLIES WITH APPLICABLE CODE. DISCHARGE FROM DOWN SPOUTS, ROOF DRAINS AND SCUPPERS IS NOT PERMITTED ONTO UNPROTECTED SOILS WITHIN FIVE FEET OF BUILDING PERIMETER. REFER TO GEOTECHNICAL REPORT FOR COMPLETE REQUIREMENTS. WOOD FRAMING CMST12 9235 CMST12 9320 (100) 10d Nails Thru Plywood 1-1/24x .148' AND OTHER TEMPORARY SUPPORTS WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH AND AS REQUIRED FOR SAFE ERECTION. ENSURE FLOOR, ROOF. AND WALL MEMBERS ARE SECURELY SHORED AND BRACED DURING CONSTRUCTION. PROVIDE SHORING AT ELEVATED BEAMS AND SLABS SUPPORTING CONCRETE OR MASONRY WALLS DURING AND AFTER WALL POUR UNTIL WALL ATTAINS DESIGN STRENGTH. G. TEMPORARY LOADING: ENSURE CONSTRUCTION LOADS DO NOT EXCEED INDICATED DESIGN LIVE CMST12 9235 CMST12 9320 (100) 10tl Nails Directly to Timber 2-1 /2' x .148" REQUIREMENTS OF THE CURRENT BUILDING CODE. 4. GALVANIZED NAILS: ALL NAILS INTO PRESSURE TREATED LUMBER SHALL BE HOT DIPPED Shear Walls: GALVANIZED OR OTHER APPROVED COATING TO RESIST CORROSION UNLESS PRESSURE TREATED PLATE IS TREATED WITH BORATE. 8d Common S.W.'S 2,3,4, & 6 2-1/2' x .131' 10d Common S.W. 2B 2-1/4' x .148` LOAD VALUES. NOTIFY AFFECTED SUB-CONTRATOR TRADES OF THESE DESIGN LOAD LIMITS H. FABRICATION, SHIPMENT, AND ERECTION OF STRUCTURAL STEEL: ENSURE STRESSES OCCURRING 1 SAWN LUMBER: ALL STRUCTURAL SAWN LUMBER SHALL BE DOUGLAS FIR LARCH WITH 19% DURING FABRICATION, SHIPMENT, AND ERECTION OF STRUCTURAL STEEL ARE TEMPORARY AND I. LESS THAN DESIGN AND ALLOWABLE STRESS CAPACITIES OF INDIVIDUAL MEMBERS DO NOT IMP,‘...-. FULL DESIGN AND LOAD CARRYING CAPACITY OF MEMBERS OUE TO FABRICATION, SHIPMENT, OR ERECTION. CONTRACTOR IS RESPONSIBLE FOR CONTROLLING ERECTION SEQUENCE, ERECTION PROCEDURE, TEMPERATURE DIFFERENTIALS AND WELD SHRINKAGE TO MINIMIZE RESIDUE S STRESSES. PBRACINGOVIDE ANDIGUYCABLAL ERALSFORTHEERECTTRYATNOA OF ADDITIONAL TEMPORARY BRACING AND GUY CABLES AS MAY BE NECESSARY AT NO ADDITIONAL COST REMOVE TONALCOSTRAL STEEL SUCHE O THESE MATERIALS UNLESS APPROVED IN WRITING BY OWNER. DO NOT TIGHTEN BOLTS IN TYPICAL BEAM TO COLUMN CONNECTIONS FOR ERECTION PURPOSES. SECURING REINFORCING STEEL, DOWELS. ANCHOR BOLTS AND EMBEDS: FIRMLY SUPPORT AND MAXIMUM MOISTURE CONTENT OF THE FOLLOWING GRADES, CONFORMING TO STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. UNLESS NOTED OTHERWISE. THE LUMBER GRADES AS SPECIFIED BELOW MEET MINIMUM REQUIREMENTS- ABBREVIATIONS CONVENTIONAL WOOD FRAMING REQUIREMENTS - IBC TABLE 2304.9.1 LUMBER GRADES AB a ANCHOR BOLT ABV • ABOVE ADD'L • ADDITIONAL ALT • ALTERNATE AWA • ALIGN WITH ABOVE BEW • BOTTOM EACH WAY BLK • BLOCK BLKG • BLOCKING BLW • BELOW BM • BEAM BN • BOUNDARY NAILING BRG • BEARING BTM • BOTTOM BTWN • BETWEEN ..TIT -- GIRDER TRUSS HDR = HEADER HGR = HANGER IBC = INTERNATIONAL BUILDING CODE IN =INCH INFO = INFORMATION INT = INTERIOR JST = JOIST LSL = LAMINATED STRAND LUMBER LVL - LAMINATED VENEER LUMBER MAX - MAXIMUM MFR = MANUFACTURER MIN = MINIMUM MULT = MULTIPLE CONDITION GRADE CONNECTION NAILING PLATES & BLOCKING STANDARD OR BETTER ACCURATELY PLACE COMPLYING WITH ACI STANDARDS PRIOR TO CASTING CONCRETE OR GROUT n MASONRY WALLS. USE TIES AND SUPPORT BARS IN ADDITION TO REINFORCING STEEL SHOWN WHERE NECESSARY. NO WELDING OR REINFORCING STEEL, INCLUDING TACK WELDING, IS PERMITTED UNLESS OTHERWISE ACCEPTED IN WRITING BY ARCHITECT (STRUCTURAL ENGINEER). PROVIDE PLASTIC OR PLASTIC COATED CHAIRS AND SPACERS WHEN RESTING ON EXPOSED SURFACES. S. COORDINATION RESPONSIBILITY: CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK STUDS TO 1 0'-0" IN HEIGHT STANDARD OR BETTER JOIST TO SILL OR GIRDER, TOENAIL (3) 8d COMMON , (3) 3' x 0.131' NAILS, OR (3) 3' 14 GAGE STAPLES STUDS OVER 10'-0" IN HEIGHT #2 BRIDGING TO JOIST, TOENAIL EACH END (2) 8d COMMON , (2) 3' x 0.131' NAILS, OR (2) 3' 14 GAGE STAPLES 2x RAFTER JOISTS #2 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 4x6 THROUGH 4x12 BEAMS. HEADER & POSTS #2 2' SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL (2) 16d COMMON 4x14 BEAMS, HEADERS & POSTS #1 INCLUDING THAT OF SUB -CONTRACTOR TRADES. 6. SUBMITTALS: SUBMIT TO ARCHITECT (STRUCTURAL ENGINEER) AS INDICATED ON STRUCTURAL SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL SOLE PLATE TO JOIST OR BLOCKING, AND BRACED WALL PANELS 16d (312 x 0.1351 AT 16' o%, 3' x 0.131' NAILS AT 8' o/c, OR 3' 14 GAGE STAPLES AT 12' 011e (3)16d (310 x 0.135') AT 161. (4) 3' x 0.131' NAILS AT 16', OR (4) 3' 14 GAGE STAPLES AT 16' 4x4 POSTS. HEADERS #2 6x AND LARGER POSTS, BEAMS, STRINGERS #1 DRAWINGS AND SPECIFICATIONS. GENERAL CONTRACTOR SHALL REVIEW SUBMITTAL FOR COMPLETENESS AND COMPLIANCE WITH CONTRACT DOCUMENTSPRIORTOSUBMISSION. SUBM SS ON. A REQUEST FOR INFORMATION (RFI) SUBMITTALS: ACCOMPANY RFI'S WITH PARTIAL STRUCTURAL TOP PLATE TO STUD, END NAIL, (2) 16d COMMON , (3) 3' x 0.131' NAILS, OR (3) 3' 14 GAGE STAPLES 2. GRADE STAMPS: WHERE POSSIBLE ALL LUMBER GRADE STAMPS SHALL REMAIN ON STUD TO SOLE PLATE, TOENAIL STUD TO SOLE PLATE, END NAIL (4) 8d COMMON , (3) 3' x 0,131' NAILS, OR (3) 3' 14 GAGE STAPLES (2)16d COMMON (3j 3' x 0.131' NAILS, OR (3) 3' 14 GAGE STAPLES BTR • BL I IL CBC • CALIFORNIA BUILDING CODE CLG • CEILING CONC • CONCRETE DBL • DOUBLE • DF DOUGLAS FIR DIA • DIAMETER DJ DECK JOIST DP • DEEP DR • DROP EA • EACH El EXPANSION INDEX EMBED • EMBEDMENT -SIM -EDGE NAILINGS = WAY EW EACH EWB = ENGINEERED WOOD BEAM EXT = EXTERIOR FA =FROM ABOVE FON = FOUNDATION FH = FULL HEIGHT FJ =FLOOR JOIST FL = FLUSH FLR = FLOOR FNGR = FINGER FRMG = FRAMING FT =FEET GA = GAGE GLB = GLU-LAM N/A = NOT APPLICABLE NIP = NOT PROVIDED 0/C = ON CENTER PI = PLASTICITY INDEX PLT = PLATE Y = PLYWOOD PL WOGALVANIZED PNL = PANEL PSL = PARALLEL STRAND LUMBER PT = POST TENSION REV = REVISION RF = ROOF RR =ROOF RAFTER SHTG -SHEATHING = SIMILAR SPN = SOLE PLATE NAIUNG SQ = SQUAREd SQSH = SQUASH STD =STANDARD SW = SHEAR WALL TP = TOP PLATE TSL = TRIANGULAR STRAND LUMBER TYP = TYPICAL UBC - UNIFORM BUILDING CODE LINO = UNLESS NOTED OTHERWISE WWM = WELDED WIRE MESH W! - WITH W/O WITHOUT LUMBER AFTER INSTALLATION. CONVENTIONAL LUMBER SHALL MEET DOC PS 20 REQ. 3. PRESSURE TREATED LUMBER: ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL FOUNDATION OR FRAMING PLANS SHOWING LOCATION IN QUESTION AND AFFECTED STRUCTURE-. MEMBERS COPY PARTIAL PLAN FROM STRUCTURAL DRAWINGS AND INDICATE GRID LINE LOCATIONS AND FLOOR LEVEL ALSO PROVIDE PROPERLY DRAWN ENGINEERING SKETCHES ILLUSTRATING ISSUES AND CONTRACTORS PROPOSED SOLUTIONS. PHOTOGRAPHS ARE NO' ACCEPTABLE SUBSTITUTES TO ENGINEERING SKETCHES. S E 7 CONTRACT DOCUMENTS USE: REVIEW CONTRACT DOCUMENTS IN THEIR ENTIRETY BEFORE DOUBLE STUDS, FACE NAIL 16d (312 x 0.1351 AT 24' OIC, 3' x 0.131' NAILS AT B' ok, OR 3' 14 GAGE STAPLES AT 8' c/c DOUBLED TOP PLATES, TYPICAL FACE NAIL DOUBLED TOP PLATES, LAP SPLICE 16d (31/7 x0.135'i AT 16'o/c, 3' x 0.131' NAILS AT 12' at. OR 3' 14 GAGE STAPLES AT 12' 0/c (8) 16d COMMON , (12) 3" x 0.131' NAILS, OR (12) 3' 14 GAGE STAPLES BE PRESSURE TREATED FIR. ALL NAILS TO PLATES TREATED w/ BORATE MAY BE STANDARD NAILS,FOR ALLOTHER PRESSUREHOT DIP O TREATED PLATES,USE NAILS. 4. PLYW000/OSB: EACH WOOD -BASED STRUCTURAL -USE PANEL USED FOR DIAPHRAGty' BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATES, TOENAIL (3) 8d COMMON (3) 3` x 0.131" NAILS, OR (3) 3' 14 GAGE STAPLES RIM JOIST TO TOP PLATE, TOENAIL. 8d (212' x 01311 AT 6' O/c, 3' x 0.131' NAILS AT 6' OIC, OR 3' 14 GAGE STAPLES AT 6' cit PERFORMING STRUCTURAL RELATED WORK AND BEFORE DEVELOPING SHOP DRAWINGS. BRING DISCREPANCIES TO THE IMMEDIATE ATTENTION OF ARCHITECT (STRUCTUP,AL ENGINEER) BEFORE STARTING WORK. A. SCALING OF DRAWINGS: NOT PERMITTED. B. ADDITIONAL STRUCTURAL REQUIREMENTS SEE SPECIFICATIONS. C. BUILDING GEOMETRY: SEE ARCHITECTURAL DRAWINGS FOR BUILDING GEOMETRY INCLUDING, BI.: • NOT LIMITED TO, TOP OF FLOOR AND ROOF ELEVATIONS; DEPRESSIONS; SLOPES; CURBS: DRAINS TRENCHES: SLAB AND DECK EDGE LOCATIONS; WALL OVERALL DIMENSIONS, AND SIZE AND LOCATIONS OF OPENINGS IN FLOORS. ROOF AND WALLS. D. NON-STRUCTURAL ITEMS REQUIRING SPECIAL PROVISIONS: SEE ARCHITECTURAL, MECHANICAL. PLUMBING, AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL ITEMS REQUIRING SPECIAL PROVISIONS DURING CONSTRUCTION. THEY INCLUDE, BUT ARE NOT LIMITED TO, NON-STRUCTURAL WALLS; SIZE AND LOCATIONS OF OPENINGS AND SLEEVES PENETRATING STRUCTURE; SIZE AND LOCATION OF CONCRETE CURBS AND PADS; AND SIZE AND LOCATION OF PIPING, DUCTWORK. AND EQUIPMENT ANCHORAGES MOUNTED OR SUSPENDED FROM STRUCTURE. VERIFY EXACT SIZE AND LOCATION OF EQUIPMENT WITH EQUIPMENT MANUFACTURER. g MATERIALS: FURNISH AND INSTALL IN COMPLIANCE WITH LEGALLY CONa I I I UTED PUBLIC AUTHORffTES TOP PLATES, LAP AND INTERSECTIONS, FACE NAIL. 2 16d COMMON , 3) 3" x 0.131' NAILS, OR 3) 3' 14 GAGE STAPLES O ( ( CONTINUOUS HEADER, TWO PIECES. 16d COMMON AT 16' o/c ALONG EACH EDGE CONSTRUCTION SHALL BE IDENTIFIED BY A REGISTERED STAMP OR BRAND OF AN ICC -APPROVED COMPLIANCE ASSURANCE AGENCY.WOOD-BASED STRUCTURAL -USE PANELS SHALL MEET THE REQUIREMENTS OF DOC PS 1 OR PS 2. ALL PANELS SHALL BE GLUED WITH EXTERIOR TYPE GLUE MEETING APA SPECIFICATIONS. PANELS PERMANENTLY EXPOSED TO THE OUTDOORS SHALL BE EXTERIOR TYPE. 5. METAL CONNECTORS: ALL METAL CONNECTORS SHALL BE THOSE MANUFACTURED BY CEILING JOISTS TO PLATE, TOENAIL. (3) 8d COMMON , (5) 3" x 0.131" NAILS, OR (5) 3' 14 GAGE STAPLES CONTINUOUS HEADER TO STUD, TOENAIL. (4) 8d COMMON CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL - TABLE 2308.10.4.1 COMMON 4 "x14 PL (2) 16d OMIN., () 3 0.131' NAILS, OR (4) 3 GAGE STAPLES CEILING JOISTS TO PARALLEL. RAFTERS, FACE NAIL - TABLE 2308.10.4.1 MIN. 0.131'4 STAPLESEN (2) led COMMON(4) 3" x NAILS, OR (4) 3 1 GAGE RAFTER TO PLATE, TOENAIL. (3) 8d COMMON, (3) 3' x 0.131° NAILS. OR (3) 3" 14 GAGE STAPLES SIMPSON STRONG TIE OR USP LUMBER CONNECTORS. THE NAILS FOR THESE CONNECTORS SHALL BE AS SPECIFIED BY THE MANUFACTURERS FOR CAPACITY OF THE HARDWARE. ALL CALLOUTS REFER TO SIMPSON PRODUCT CODES AND NAMES. REFER TO CROSS REFERENCE TABLES PROVIDED BY USP IN THEIR PRODUCT CATALOGS. FIRE STOPS: PROVIDE FIRE STOPS AT ALL INTERSECTIONS OF STUD WALLS AT FLOOR. 1' BRACE TO EACH STUD AND PLATE. FACE NAIL. (2) 8COMMON, (2} 3" x 0.131" NAILS, OR (3j 3" 14 GAGE STAPLES 1' x 8' SHEATING OR LESS TO EACH BEARING, FACE NAIL. (3) 8d COMMON WIDER THAN 1" x 8" SHEATHING TO EACH BEARING, FACE NAIL. (3) 8d COMMON BUILT-UP CORNER STUDS. 16d COMMON AT 24' o/c, 3' x 0.131' NAILS AT 16' o/c, OR 3' 14 GAGE STAPLES AT 16' 0/c BUILT-UP GIRDER AND BEAMS 20dCOMMON AT370/c,3'x0.131' NAILS AT 24'o/c,OR3'14GAGE STAPLES AT24'O/cAT6. AT TOP AND BOTTOM, STAGGERED (2)20dCOMMON, (3)3'x0.131'NAILS, CR(3)3'14GAGE STAPLES AT ENDS AND AT EACH SPLICE CEILING AND ROOF. FIRE STOPS SHALL BE 2x NOMINAL THICKNESS OF WOOD AND SHALL BE THE FULL WIDTH OF THE ENCLOSED SPACE. PLACE FIRESTOPS AT A MAXIMUM SPACING OF 10'-0' IN THE VERTICAL DIRECTION. PROVIDE 2x FIRE STOPS IN ALL FURRED SPACES, VERTICAL AND HORIZONTAL, AND AT A MAXIMUM SPACING OF 10'-0' IN EACH DIRECTION AND AT THE SAME LINES AS FIRE STOPS IN ADJACENT STUD WALLS. 7. BOLT HOLES: IN WOOD SHALL BE 1/32" TO 1/1 6' LARGER THAN THE NOMINAL BOLT 2' PLANKS. (2) 16d COMMON AT EACH BEARING COLLAR TIE TO RAFTER, FACE NAIL (3) 10d COMMON, (4) 3" x 0.131" NAILS, OR (4) 3` 14 GAGE STAPLES HAVING JURISDICTION INCLUDING COUNTY AND LOCAL ORDINANCES AND SAFETY ORDERS OF STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA 9. PENETRATIONS, EMBEDMENTS, AND OPENINGS IN STRUCTURAL MEMBERS: NO PENETRATION. JACK RAFTER TO HIP, TOENAIL JACK RAFTER TO HIP, FACE NAIL (3) 10d COMMON, (4) 3' x 0.131' NAILS, OR (4) 3' 14 GAGE STAPLES (2) 16d COMMON, (3) 3' x 0.131' NAILS, OR (3) 3" 14 GAGE STAPLES DIAMETER . ALL BOLTS SHALL HAVE A STANDARD CUT WASHER UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 8. BOLTS: ALL BOLTS USED FOR WOOD CONNECTIONS SHALL BE ASTM A307, U.N.O. ALL ROOF RAFTER TO 2x RIDGE BEAM. TOENAIL ROOF RAFTER TO 2x RIDGE BEAM, FACE NAIL (2) 16d COMMON, (3) 3' x 0.131' NAILS, OR (3) 3' 14 GAGE STAPLES (2) 16d COMMON, (3) 3' x 0.131' NAILS, OR (3) 3' 14 GAGE STAPLES • EMBEDMENT, OPENING, SLEEVE, PIPE, OR CONDUIT SHALL OCCUR IN STRUCTURAL MEMBERS INCLUDING FOOTINGS, SLABS. WALLS, COLUMNS, AND BEAMS UNLESS SPECIFICALLY SHOWN OR INDICATED ON STRUCTURAL DRAWINGS. 10. TYPICAL DETAILS: DETAILS ON SD SERIES SHEETS ARE APPLICABLE THROUGHOUT PROJECT WHEREVE: • JOIST TO BAND JOIST, FACE NAIL {3) 16d COMMON, (4) 3' x 0.131" NAILS, OR (4) 3" 14 GAGE STAPLES LEDGER STRIP, FACE NAIL (3) 16d COMMON, (4) 3' x 0.131" NAILS, OR (4) 3' 14 GAGE STAPLES NUTS AND BOLTS SHALL BE RE -TIGHTENED PRIOR TO THE APPLICATION OF SHEATHING PLASTER, ETC. 9. NOTCHING & CUTTING: STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. FOR ITEMS 31-34 AND ALL FOOTNOTES, REFER TO IBC FASTENING SCHEDULE TABLE 2304.9.1 THE DESCRIBED CONDITION OCCURS AND MAY OR MAY NOT BE SPECIFICALLY REFERENCED ON STRUCTURAL DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING THESE DETAILS AND UNDERSTANDING EXTENT OF THEIR APPUCATION PRIOR TO PERFORMING WORK. UNLESS SPECIFICALLY DETAILED. NOTCHING OF HORIZONTAL STRUCTURAL MEMBERS SHALL CONFORM TO THE BUILDING CODE. NOTCHING AND BORING OF STUDS AND TOP PLATES SHALL CONFORM TO THE BUILDING CODE. 10. JOIST BLOCKING: PROVIDE 2x BLOCKING BETWEEN CQNVENTIONAL JOISTS AND RAFTERS AT ALL BEARING SUPPORTS. PROVIDE SOLID BLOCKING AT I -JOIST SHEAR WALLS PROVIDE BLOCKING WHEN I -JOISTS ARE NON -CONTINUOUS OVER BEARING SUPPORT. FOR CONTINUOUS I -JOIST. PROVIDE (1) 16d PER JOIST TO TOP PLATE, AND OMIT BLOCKING AT BEARING SUPPORTS.CROSS BRIDGING OR SOLID BLOCKING SHALL BE PROVIDED AT 8'-0' OC MAXIMUM FOR ALL CONVENTIONAL JOISTS MORE THAN 12° DEEP UNLESS BOTH EDGES ARE HELD IN LINE FOR THEIR ENTIRE LENGTH. 11. JOIST HANGERS: FOR I -JOISTS, PROVIDE SIMPSON'IUS' HANGER. FOR CONVENTIONAL JOIST, USE SIMPSON "LUS" HANGER. OR EQUIVALENT. 12. BEAM BEARING: ALL BEAMS TO BE SUPPORTED WITH FULL BEARING UNLESS NOTED OTHERWISE. 13. CONVENTIONAL FRAMING: ALL CONVENTIONAL FRAMED PORTIONS OF THE STRUCTURE ARE TO BE CONSTRUCTED PER SECTION 2308 OF THE CBC. 14. WALLS ON WOOD FLOOR: PROVIDE SINGLE FLOOR JOIST BELOW NON-BEARING, PARALLEL WALLS 10'-0" OR LONGER. 15. FINGER JOINTED STUDS: IT IS STRUCTURALLY ACCEPTABLE TO USE STRUCTURAL GLUED (FINGER -JOINTED) LUMBER. ALL FINGER -JOINTED LUMBER MUST BE "CER EXT JNTS' AND CONFORM WITH THE WWPAS GLUED PRODUCTS PROCEDURES AND QUALITY CONTROL. FINGER -JOINTED LUMBER IS TO BE STAMPED WITH 'CER EXT JNTS" AND MAY BE USED INTERCHANGEABLE WITH ANY SOLID -SAWN LUMBER PRODUCT OF THE SAME SPECIES AND GRADES. PLEASE REFER TO LUMBER SPECIFICATION IN THE STRUCTURAL GENERAL NOTES AND CALCULATIONS. 16. PLATE WASHERS AT NON -SILL PLATE APPUCATION: MINIMUM SIZE FOR SQUARE PLATE WASHERS: (REFER TO PLANS FOR SILL PLATE WASHER REQUIREMENTS.) PLATE WASHERS NON SILL PLATE APPLICATION BOLT SIZE PLATE WASHER SIZE - x2 x2 x2' x 2 i• x24'x24. x 3' r: 3 1 =-x3-'x37 INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.l nnovativeStructuralEng.com No: Revision: Date: 12-1665 SCALE: SHEET # SN1 CO W 0 z J I Or) N >- r- O00 QU U z nn� () w 2 O = -leo U Zz0D 0 F�Q WD DZ CY O LU CC1 00 1 Q So U v W CC - J J CC Y Q CO J J 0 , G,.ryAN 0 O .'ylF41LI► sSiONAL - SITE PORTION GENERAL NOTES DATE: 11/02/12 JOB NO.: 12-1665 SCALE: SHEET # SN1 m`CONTINUOUS SPECIAL INSPECTION: UNLESS OTHERWISE INDICATED, CONTINUOUS SPECIAL INSPECTION WILL BE PERFORMED BY SPECIAL INSPECTOR COMPLYING WITH APPLICABLE CODE REINFORCING STEEL CONCRETE EXPOSURE REQUIREMENTS CONCRETE 1 . REINFORCING STEEL: 1 CONCRETE COMPRESSIVE STRENGTH: ALL CONCRETE SHALL ATTAIN A MINIMUM SECTION 1701 ANT T= ==ROVED BY GOVERNING CODE AUTHORITY FOR EACH INSPECTION CATEGORY BELOW. PERIODIC INSPECTION IS NOT PERMITTED UNLESS INDICATED IN THE PROGRAM OR 0-.• _ - tY THE STRUCTURAL ENGINEER OF RECORD. REFER TO THE YES/NO BOX BELOW IN THE PROGRAM FOR APPLICABILITY OF EACH ITEM TO THIS PROJECT. A. ALL BARS, U.N.O.: ASTM A615, GRADE 60 COMPRESSIVE STRENGTH AS SHOWN IN THE TABLE 2 BELOW AT 28 DAYS, U.N.O. ON PLANS SEE ALSO SULFATE CONTENT NOTES. 2. AGGREGATES GGREGA ES INCONCRETE: SHALL BE NATURAL SAND AND ROCK (150 LB/CU. FT) B. BARS TO BE WELDED: ASTM A706. GRADE 60 ACI 318 TABLE 4 2 1 -EXPOSURE CATEGORIES AND CLASSES SPECIAL INSPECTION PROGRAM PER SECTION 1704 C. ADDITIONAL REQUIREMENTS FOR BARS, EXCLUDING TIES, IN DUCTILE MOMENT CATEGORY SEVERITY CLASS CONDITIONREQUIRED U z RESISTING FRAMES AND BOUNDARY ELEMENTS IN SHEAR WALLS: NO ADDITIONAL L VERIFICATIONS AND INSPECTIONS OF SEISMIC RESISTANCE -SECTION 1707 REQUIRED VERIFICATION AND INSPECTION OF MISCELLANEOUS ITEMS REQUIREMENTS IF ASTM A706.GRADE 60 BARS USED. ASTM615. GRADE 60 BARS ARE QCONFORMING PERMITTED PROVIDED ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED SPECIFIED YIELD STRENGTH BY MORE THAN 18.000 PSI (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3.000 PSI) AND RATIO OF ACTUAL ULTIMATE TENSILE STRESS TO ACTUAL TENSILE YIELD STRENGT-I IS NOT LESS THAN 1.25. 2. WIRE AND SPIRAL REINFORCING: NFASTM O NG T OC3 . AGGREGATE SHALL HAVE PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.04% PER ASTM C-157. DO NOT CHANGE SOURCE OF AGGREGATE DURING COURSE OF WORK WITHOUT WRITTEN CONSENT OF ENGINEER. 3. CEMENT: SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C150. CEMENT SHALL BE VERIFICATION AND INSPECTION NN. r1 KidiS PERIODIC Yes No VERIFICATION AND INSPECTION CONTINUOUS PERIODIC Yes No NOT APPLICABLE FO CONCRETE NOT EXPOSED TO FREEZING AND THAWING CYCLES 1. SEISMIC FORCE RESISTING SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E, F - --- ❑ ■ 1. INSPECTOR SHALL INSPECT WOOD HIGH LOAD DIAPHRAGMS PER TABLE 2306.3.2. CHECK PANEL GRADE, THICKNESS, MEMBERS SIZES AT ADJOINING PANEL EDGES & NAILS OR ❑ ■ ❑ ■ or F MODERATE F1 CONCRETE EXPOSED TO FREEZING AND THAWING CYCLES AND OCCASIONAL EXPOSURE TO MOISTURE Z TYPE II OR AS REQUIRED TO SATISFY SITE SOIL CONDITIONS. REFER TO TABLE 4 FOR CONCRETE CEMENT REQUIREMENTS ON SOIL CONTAINING SULFATE. REFER TO TABLE 2 FOR MAXIMUM WATER TO CEMENT RATIO. zv 0 2. DESIGNATED SEISMIC SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY D, E, F: STAPLES. Q FREEZING AND THAWING SEVERE F2 CONCRETE EXPOSED TO FREEZING AND THAWING CYCLES AND IN CONTINUOUS CONTACT W/ MOISTURE A. SMOOTH WELDED WIRE FABRIC (W.W.F.): ASTM A185, FY -65 KSI. FLAT SHEETS ONLY. 0 SPRAYED RESISTANT MATERIALS PER 1704.10 ,__ _, . A. STRUCTURAL STEEL: ■ ❑ ❑ • 2. FIRE ❑ • ❑ • DO NOT USE ROLLED MESH. LAP SPACES (1 FOOT MINIMUM). OFFSET LAPS IN ADJACENT SHEETS TO AVOID CONTINUOUS LAPS.F.3 B. DEFORMED WIRE STIRRUPS (D4 AND LARGER ONLY): ASTM A497. FY =65 KSI. co V! VERY SEVERE CONCRETE EXPOSED TO FREEZING AND THAWING AND IN CONTINUOUS CONTACT W/ MOISTURE AND EXPOSED TO DEICING CHEMICALS CONCRETE STRENGTH W REQUIRED IN ACCORDANCE WITH QUALITY ASSURANCE PLAN rr W DZ o o W W - JI I OF RISC 341. M REQUIRED VERIFICATION AND INSPECTION OF SOILS - TABLE 1704.7 CONDITION STRENGTH, fc WATER / CEMENT RATIO MAX. SLUMP C. SPIRAL REINFORCING: ASTM A82, GRADE 60 EXCEPT AT: i.a. STEEL STRUCTURES IN CATEGORY C WITH R < 3 EXCLUDING CANTILEVERED COLUMN SYSTEMS 0 VERIFICATION AND INSPECTION CONTNuuOUS PERIODIC Yes No WATER SOLUBLE SULFATE (SO4) IN SOIL, PERCENT BY WEIGHT DISSOLVED SULFATE (SO4) IN WATER, PPM 3. SHOP DRAWINGS: ACI 315, PART B. SHOW REINFORCING STEEL PLACEMENT INCLUDING SLAB ON GRADE 2,500 PSI 0.50 Cr ii.b. ORDINARY MOMENT FRAMES, ULTRASONIC AND MAGNETIC PARTICLE TESTING OF OP WELDS ARE ONLY 1. VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. o ■ •■ ❑ .attaf4.I 4 SIZES, QUANTITIES, SPACING, CLEARANCES. SPLICE LOCATIONS, LAP LENGTHS, AND CONCRE I E COVERAGES AND SUBMIT TO ARCHITECT (STRUCTURAL ENGINEER). PROMPTLY NOTIFY ARCHITECT (STRUCTURAL ENGINEER) PRIOR TO DEVELOPING SHOP DRAWINGS IF INSUFFICIENT CLEAR DISTANCES BETWEEN REINFORCING STEEL AND OTHER CONGESTION IS ENCOUNTERED. NOTIFY SPECIAL INSPECTOR OF ADJUSTMENTS MADE FORM APPROVED CONTRACT DOCUMENTS WHICH ARE INDICATED ON ACCEPTED SHOP DRAWINGS THAT FACILITATE FIELD PLACEMENT OF REINFORCING STEEL AND CONCRETE. 4. SPLICE LOCATIONS: SPLICE #5 BARS AND LARGER ONLY AT LOCATIONS INDICATED. IF FOOTING & GRADE BM 2,500 PSI 0.50 6" S NOT APPLICABLE SO SO4 < 0.10 SO4 < 150 RETAINING WALL 2.500 PSI 0.50 4" - 1" REQUIRED AT DEMAND CRITICAL WELDS. 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH CI■ • ❑ SULFATE MODERATE Si 0.10 < SO. < 0.20 150 < SO. < 1500 SEAWATER B. STRUCTURAL WOOD: AND HAVE REACHED PROPER MATERIAL GLUING OPERATIONS OF SEISMIC RESISTING SYSTEM ■ 0 CI le 3. PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS ❑ ■ • CIi. SEVERE S2 0.20 < SO4 < 2.0 1500 < SO4 < 10,000 ii. NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC RESISTING SYSTEM INCLUDING: WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS. 0 •■ ■ ❑ 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF CONTROLLED FILL. ■ 0 • 0 VERY SEVERE ,S'3 SO4 > 2.00 SO" % 10,000 4. REBAR CLEAR COVER IN CONCRETE: THE FOLLOWING MINIMUM CLEAR DISTANCES ADDITIONAL SPLICE LOCATIONS ARE PROPOSED, PROMPTLY NOTIFY ARCHITECT (STRUCTURAL ENGINEER) PRIOR TO DEVELOPING SHOP DRAWINGS. A. SPLICES IN WALLS' LOCATE SPLICES IN HORIZONTAL BARS AT WELL -STAGGERED P NOT APPLICABLE PO IN CONTACT W/ WATER WHERE LOW PERMEABILITY IS NOT REQUIRED BETWEEN REINFORCING STEEL AND FACE OF CONCRETE SHALL BE MAINTAINED UNLESS NOTED OTHERWISE: EXCEPTION: NOT REQUIRED AT SHEAR WALLS, DIAPHRAGMS INCLUDING NAILING, BOLTING, ANCHORING TO OTHER MEMBERS OF THE SEISMIC SYSTEM WHERE THE FASTENER 5. PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY, ❑ ■ ■ ❑ LOCATIONS. DO NOT SPLICE VERTICAL BARS EXCEPT AT HORIZONTAL SUPPORTS SUCH AS FLOOR AND ROOF DIAPHRAGMS. 5. MINIMUM CLEARANCES BETWEEN PARALLEL REINFORCING STEEL INCLUDING DISTANCE REQUIRED LOW PERMEABILITY REQUIRED P1 IN CONTACT W/ WATER WHERE LOW PERMEABILITY IS REQUIRED REBAR CLEAR COVER FOR CAST -IN-PLACE CONCRETE NOT APPLICABLE -,CONCRETE Cu DRY OR PROTECTED FROM MOISTURE SPACING OF THE SHEATHING IS MORE THAN 4" O.C. SOILS INSPECTION EXCEPTIONS: (1704.7,1 CONDITION COVER BETWEEN SETS OF SPLICED BARS: 1' OR 1 db, WHICHEVER IS GREATER. 1 ' OR 1 3 db C CORROSION MODERATE C1 CONCRETE EXPOSED TO MOISTURE BUT NOT TO EXTERNAL SOURCES OF CHLORIDE C. COLD -FORMED STEEL FRAMING: INSPECTION OF WELDING 1. SPECIAL INSPECTION IS NOT REQUIRED DURING PLACEMENT OF CONTROLLED FILL HAVING A TOTAL DEPTH OF 12" OR LESS. WHICHEVER IS GREATER. AT COLUMNS, PIERS, AND PILASTERS ONLY. FOR BUNDLED BARS, MINIMUM CLEAR DISTANCES BETWEEN UNITS OF BUNDLED BARS SHALL BE SAME AS SINGLE BARS EXCEPT BAR DIAMETER IS DERIVED FROM EQUIVALENT TOTAL AREA OF BUNDLE. 7. DOWELS AT CONSTRUCTION JOINTS: PROVIDE DOWELS MATCHING SIZE AND QUANTITY OF SLAB ON GRADE CENTER OF SLAB OR 2 MIN OF SEISMIC RESISTING SYSTEM, SCREW ATTACHMENT, BOLTING, ANCHORING, AND FASTENING OF ITEMS IN SEISMIC ❑ ■ 0 • REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCT ON - TABLE 1704.4 PROTECTION OF REINFORCEMENT SEVERE C2 CONCRETE EXPOSED TO MOISTURE AND AN EXTERNAL SOURCE OF CHLORIDES FROM DEICING CHEMICALS. SALT, BRACKISH WATER, SEAWATER, OR SPRAY FROM THESE SOURCES CONCRETE AGAINST & PERMANENTLY EXPOSED TO EARTH: 3 RESISTING SYSTEM, INCLUDING STRUTS, BRACES, AND HOLD-DOWNS. VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC Yes No CONCRETE EXPOSED TO EARTH OR WEATHER: EXCEPT: IF SHEATHING IS GYPSUM OR FIBERBOARD. OR IF SHEATHING IS WOOD STRUCTURAL PANEL OR STEEL SHEETS ON ONE SIDE WITH FASTENERS MORE THAN 4" O.C. 1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT. 0 ■ Cl■ REINFORCING STEEL INTERRUPTED AT CONSTRUCTION JOINTS, UNLESS DETAILED OTHERWISE. 8. PLACEMENT OF BARS IN WALLS PLACE VERTICAL BARS CLOSEST TO WALL SURFACES AT WALL PANELS, SLABS, JOINTS: 1" E. STORAGE RACKS AND ACCESS FLOORS: REQUIRED DURING 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE 0 0 0 ■ OTHER MEMBERS: 1" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: ANCHORAGE OF ACCESS FLOORS AND STORAGE RACKS 8 0 ■ CI■ WITH TABLE 1704.3, ITEM 5B. CURTAINS CONTAINING VERTICAL AND HORIZONTAL BARS OF THE SAME SIZE IN CURTAINS WHICH VERTICAL AND HORIZONTAL BARS ARE OF DIFFERENT SIZES OR SPACING, PLACE LAYER WITH MOST STEEL AREA CLOSEST TO NEAR WALL SURFACE. 9. BARS TERMINATING AT WALLS, COLUMNS. BEAMS, AND FOUNDATIONS: EXTEND BARS TO FEET OR HIGHER IN SEISMIC DESIGN CATEGORY D, E, F. 3. INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO • ❑ ❑ ■ ACI 318 TABLE 4.3.1 - REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS SLABS, WALLS, JOINTS: a„ F. ARCHITECTURAL COMPONENTS: REQUIRED DURING ❑ ■ ❑ ■ AND DURING PLACEMENT OF CONCRETE WHERE ALLOWABLE BEAM, COLUMNS PRIMARY REINFORCEMENT: 1 3. EXPOSURE CLASS MAX W/C MIN ft ADDITIONAL MINIMUM REQUIREMENTS ERECTION & FASTENING OF EXTERIOR CLADDING, INTERIOR LOADS WERE INCREASED OR WHERE STRENGTH DESIGN IS USED & EXTERIOR NON-BEARING WALLS, VENEER IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY D, E, F. 4. INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE ❑ ■ • ❑ BEAM. COLUMNS TIES, STIRRUPS, SPIRALS WITHIN 2" (3' AT CONCRE I E POURED AGAINST EARTH) OF FAR FACE OF WALL. COLUMN, BEAM OR FOUNDATION AND PROVIDE STANDARD ACI 90 -DEGREE HOOK UNLESS DETAILED OTHERWISE. 10. BARS INTERRUPTED BY STRUCTURAL STEEL: EXTEND BARS TO WITHIN 2" OF STEEL FACE EXCEPTIONS: SPECIAL INSPECTION IS NOT REQUIRED FOR: 5. VERIFYING USE OF REQUIRED DESIGN MIX. CI 0 ■ AIR CONTENT LIMITS ON CEMENTITIOUS MATERIALS 5. VIBRATION: VIBRATION OF CONCRETE SHALL BE IN ACCORDANCE WITH GENERAL 1. EXTERIOR CLADDING, NON-BEARING WALLS & VENEER 30FT OR LESS ABOVE GROUND 2. CLADDING & VENEER WEIGHING 5 PSF OR LESS. 3. INTERIOR NON-BEARING WALLS WEIGHING 15 PSF OR LESS. 6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. ■ ❑ 0 ■ PROVISIONS OUTLINED IN PORTLAND CEMENT ASSOCIATION SPECIFICATION ST26. 6. CURING: CONCRETE SHALL BE MAINTAINED AT IN A MOIST CONDITION FOR A MINIMUM OF FO N/A 2500 N/A N/A AND PROVIDE STANDARD ACI 90 -DEGREE HOOK UNLESS DETAILED OTHERWISE. 11 . WELDING: AWS D1.4, EXCEPT AS MODIFIED BY APPLICABLE CODE STANDARD 19-1. SEE F1 0.45 4500 PER TABLE 4.4.1 - ACI 318-08 N/A FIVE DAYS Al- I ER ITS PLACEMENT. FOR CONCRETE OTHER THAN SLAB ON GRADE, APPROVED CURING COMPOUNDS MAY BE USED IN LIEU OF MOIST CURING. ONLY IF APPROVED BY THE ENGINEER OR ARCHITECT. 7. INSPECTIONS, TESTING & QUALITY ASSURANCE: REFER TO SHEET SN1 FOR DEPUTY SPECIAL G. ELECTRICAL AND MECHANICAL COMPONENTS: 7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR • El ID■ RGA #3-77 OF CITY OF LOS ANGELES "R" BOOK FOR ADDITIONAL REQUIREMENTS IF GOVERNING CODE AUTHORITY IS CITY OF LOS ANGELES DEPARTMENT OF BUILDING AND SAFETY. A. ACCEPTABLE REINFORCING STEEL FOR WELDING ASTM A706: IF WELDING OF F2 0.45 4500 PER TABLE 4.4.1 - ACI 318-08 N/A PROPER APPLICATION TECHNIQUES. F3 0.45 4500 PER TABLE 4.4.1 - ACI 318-08 PER TABLE 4.4.2 - ACI 318-08 I. ANCHORAGE OF ELECTRICAL EQUIPMENT FOR EMERGENCY OR Q STANDBY POWER SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E, F. ❑ • ❑ • 8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE ANDECHNI L ES. Q ❑ ■ ❑ • INSPECTION, TESTING & STRUCTURAL OBSERVATION REQUIREMENTS. A MINIMUM OF ONE COMPRESSION TEST AT 7 DAYS AND 2 TESTS AT 28 DAYS FOR ALL CONCRETE SAMPLES. TAKE TEST AT A FREQUENCY OF ONCE EVERY 150 CU. YDS OR 5,000 SQ. FT MINIMUM. 8. ANCHOR BOLTS, DOWELS, INSERTS: SHALL BE TIED INP LACE PRIOR TO POURING REINFORCING STEEL OTHER THAN A7061S DESIRED, SUBMIT PROPOSED PROCEDURE S INDICATING CONFORMANCE TO APPLICABLE CODE AND REQUIREMENTS OF GOVERNING CODE AUTHORITY, TO ARCHITECT (STRUCTURAL ENGINEER) FOR ACCEPTANCE AND TO GOVERNING CODE AUTHORITY FOR APPROVAL PRIOR TO EXECUTION. B. WELDER CERTIFICATION: GOVERNING CODE AUTHORITY. CEMENTITIOUS MATERIALS - TYPES CALCIUM CHLORIDE ii. INSTALLATION OF ANCHORAGE OF OTHER ELECTRICAL TO 9. INSPECTION OF PRESTRESSED CONCRETE: EQUIPMENT IN STRUCTURES ASSIGNED SEISMIC DESIGN CATEGORY C, D, E, F. ❑ ■ ❑ ■ A. APPLICATION OF PRESTRESSING FORCES. • ❑ 0 ■ ASTM C150 ASTM C595 ASTM C1157 ADMIXTURE CONCRETE. 9. CONSTRUCTION AND POUR JOINTS: LOCATIONS SHALL BE APPROVED BY ENGINEER PRIOR 12. BENDING: BEND COLD UNLESS OTHERWISE ACCEPTED BY ARCHITECT (STRUCTURAL iii.INSTALLATION OF PIPING SYSTEMS INTENDED TO CARRY FLAMMABLE, COMBUSTIBLE OR HIGHLY TOXIC CONTENTS AND CI ❑ IN B. GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC -FORCE -RESISTING SYSTEM. ■ 0 CI • SO N/A 2500 NO TYPE RESTRICTION NO TYPE RESTRICTION NO TYPE RESTRICTION NO RESTRICTION ENGINEER). DO NOT FIELD -BEND REINFORCING STEEL BARS EMBEDDED IN CONCRETE ENGINEER). OTHERWISE ACCEPTED IN WRITING BY ARCHITECT (STRUCTURAL ENGINEER). 13. LAP SPLICES: PROVIDE CLASS B SPLICES UNLESS INDICATED OTHERWISE. TO POURING CONCRETE. 10. FLY ASH: SHALL NOT BE USED IN CONCRETE. THEIR ASSOCIATED MECHANICAL UNITS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E, F. 9. ERECTION OF PRECAST CONCRETE MEMBERS. 0 III CI■ Si 0.50 4000 IP (MS) IS(<70) (MS) MS NO RESTRICTION iv.INSTALLATION OF HVAC DUCTWORK THAT WILL CONTAIN HAZARDOUS MATERIALS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E, F. o ■ ❑ - _ IN -(HS) 10.VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POSTTENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. ❑ ■ ❑ • 11 . FORMWORK: FORMWORK TOLERANCE SHALL IN ACCORDANCE WITH THE C.B.C. AND A.C.I. S2 0.45:, 4500 V IP (HS) IS(<70) HS NOT PERMITTED STANDARDS. 12. HOT AND COLD WEATHER CONCRETING: v. INSTALLATION OF VIBRATION ISOLATION SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E, F WHERE THE CONSTRUCTION DOCUMENTS REQUIRE A NOMINAL CLEARANCE OF 0.25 INCHES OR LESS BETWEEN THE ❑ ■ ❑ ■ 11.INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. ❑ ■ ❑ ■ S3 0.45 4500 V PLUS POZZOLAN OR SLAG. IP (HS) PLUS POZZOLAN OR SLAG ., OR IS (<70) (HS) PLUS POZZOLAN OR SLAG . HS PLUS POZZOLAN OR SLAG ' NOT PERMITTED A. HOT WEATHER CONCRETING: WHEN AIR TEMPERATURE RISES ABOVE 80" F AND HUMIDITY FALLS BELOW 25, THE CONTRACTOR SHALL FOLLOW HOT WEATHER CONCRETING IN ACCORDANCE WITH ACI 305 5-77. CONTRACTOR SHALL BE PREPARED TO USE FOG SPRAY OR OTHER PRECAUTIONS ACCEPTABLE TO ARCHITECT WHEN RATE OF EVAPORATION EQUALS OR EXCEEDS 0.2 POUNDS PERSQUARE FOOT PER HOUR. B. COLD WEATHER CONCRETING: ADEQUATE EQUIPMENT SHALL BE PROVIDED FOR EQUIPMENT SUPPORT FRAME AND RESTRAINT. CONCRETE INSPECTION EXCEPTIONS: (1704.4) SPECIAL INSPECTION IS NOT REQUIRED FOR: 1 ISOLATED SPREAD FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE PLANE THAT ARE FULLY I.SEISMIC ISOLATION SYSTEM: FABRICATION AND INSTALLATIONSUPPORTED ON EARTH OR ROCK. OF ISOLATOR UNITS AND ENERGY DISSIPATION DEVICES THAT ARE PART OF THE SEISMIC ISOLATION SYSTEM. o ■ ❑ ■ 2. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK WHERE: 2.1 THE FOOTINGS SUPPORT WALLS OF LIGHT FRAME CONSTRUCTION; HEATING CONCRETE MATERIALS AND PROTECTING CONCRETE DURING FREEZING OR NEAR FEEZING WEATHER. ALL CONCRE I E MATERIALS AND ALL REINFORCEMENT, FORMS FILLERS AND GROUND WITH WHICH THE CONCRETE IS TO CONTACT SHALL BE FREE FROM FROST. FROZEN MATERIAL OR MATERIALS CONTAINING ICE SHALL NOT BE USED. COLD WEATHER CONCRETING SHALL BE DONE IN ACCORDANCE WITH ACI 306 R-78. (LATEST EDITION) 1 3. PIPES IN CONCRETE: PIPES MAY PASS THROUGH STRUCTURAL CONCRt I t IN SLEEVES, BUT REQUIRED VERIFICATIONS AND INSPECTIONS OF WIND RESISTANCE - SECTION 1706 2.2 THE FOOTINGS ARE DESIGNED IN ACCORDANCE WITH 1809.7; OR 2.3 THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON f'c= 2,500 PSI OR LESS, REGARDLESS OF THE PO N/A 2500 NONE VERIFICATION AND INSPECTION CONTINUOUS PERIODIC Yes No COMPRESSIVE STRENGTH SPECIFIED IN THE IN THE CONSTRUCTION DOCUMENTS OR USED IN THE FOOTING CONSTRUCTION. P1 0.50 4000 NONE 1. REQUIRED IN WIND EXPOSURE CATEGORY B, WHERE 3-SECOND0 GUST BASIC WIND SPEED IS 120 MPH OR GREATER. • ❑ ■ 3. NON STRUCTURAL CONCRETE SLABS SUPPORTED DIRECTLY ON THE GROUND, INCLUDING PRESTRESSED SLABS ON GRADE, WHERE THE EFFECTIVE PRE -STRESS IS LESS THAN 150 PSI. 4. CONCRETE FOUNDATION WALLS CONSTRUCTED WITH TABLE 1807.1.6.2 5. CONCRETE PATIOS, DRIVEWAYS AND SIDEWALKS ON GRADE. MAXIMUM WATER SOLUBLE CHLORIDE ION CONTENT IN CONCCRRETE, PERCENT BY WEIGHT OF CEMENT : RELATED PROVISIONS SHALL NOT BE EMBEDDED THEREIN. PIPES OR DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS SHALL NOT BE PLACED IN THE STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED. 14. EXPOSED CORNERS: PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS. 2. REQUIRED IN WIND EXPOSURE CATEGORY C OR D, WHERE THE 3 -SECOND GUST BASIC WIND SPEED IS 110 MPH OR GREATER. ❑ ■ ❑ ■ IF EITHER OF THE CONDITIONS ARE MET ABOVE THEN SPECIAL INSPECTION OF THE FOLLOWING ITEMS IS REQUIRED: 1. ROOF CLADDING . 2. WALL CLADDING. 3. REQUIRED FOR WOOD & COLD FORM STEEL AS OUTLINED IN SEISMIC SECTION 1707 ABOVE. REINFORCED CONCRETE PRESTRESSED CONCRETE 15. ARCHITECTURAL DETAILS: REFER TO ARCHITECTURAL DRAWINGS FOR REVEALS, AREAS OF CO N/A 2500 1.00 0.06 TEXTURED CONCRETE OR SPECIAL FINISHES, ITEMS REQUIRED TO BE CAST INTO THE CONCRETE, CURBS AND SLAB DEPRESSIONS. 16. DRYPACK OR GROUT: SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AND Cl N/A 2500 0.30 0.06 NONE C2 0.40 5000 0.15 0.06 ACI 318, 7.7.6 & 18.16 , ENGINEER OF RECORD STRUCTURAL OBSERVATION REQUIREMENTS BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. PROPRIETARY ANCHORAGES AND FASTENERS 1. ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MATERIALS OF THOSE LISTED IN TABLE 4.3.1 SHALL BE PERMITTED WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN 4.5.1. 2. FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMI-NATE (C3A) CONTENTS UP TO 10 PERCENT ARE PERMITTED IS THE W/ CM DOES NOT EXCEED 0.40. 3. OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE III OR TYPE I ARE PERMITTED IN EXPOSURE CLASSES Si OR S2 IF THE C3A CONTENTS ARE LESS THAN 8 OR 5 PERCENT. RESPECTIVELY. 4. THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG TO BE USED SHALL NOT BE LESS THAN THE AMOUNT THAT HAS BEEN DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALTERNATIVELY, THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG TO BE USED SHALL NOT BE LESS THAN THE AMOUNT TESTED IN STRUCTURAL OBSERVATIONS FOR SEISMIC & WIND RESISTANCE 1. STRUCTURAL OBSERVATIONS SHALL BE PROVIDED BY THE ENGINEER OF RECORD FOR AT LEAST ONE OF EACH PLAN TYPE AND ONE OF EACH ALTERNATE ELEVATIONS. 1 . ANCHORAGES: A. DRILL AND EPDXY ANCHORS: SIMPSON SET -XP EPDXY ADHESIVE SYSTEM USING THREADED STEEL RODS CONFORMING TO ASTM -Fl 554, GRADE 36, OR REINFORCING STEEL CONFORMING TO ASTM A615 OR A706, GRADE 60, COMPLYING WITH ICC ES ESR 2508. INSTALLERS TO BE CERTIFIED BY MANUFACTURER. B. MECHANICAL ANCHORS: HILTI KWIK BOLT -Ill CARBON STEEL EXPANSION ANCHORS COMPLYING WITH ICC ES REPORT NO. 1385. C. WELDED SHEAR STUDS: NELSON 3SL FLUX FILLED, HEADED STUD ANCHORS, 60,000 PSI MINIMUM ULTIMATE TENSILE STRENGTH, AUTOMATICALLY END WELDED IN FIELD CONFIRMING TO ASTM A108 AND COMPLYING WITH ICC ES REPORT NO. 2614. D. WELDED DEFORMED ANCHORS: NELSON D2L, COLD ROLLED, DEFORMED STEEL ACCORDANCE WITH ASTM C1012 AND MEETING THE CRITERIA IN 4.5.1. 5. WATER-SOLUBLE CHLORIDE ION CONTENT THAT IS CONTRIBUTED FROM THE INGREDIENTS INCLUDING WATER, AGGREGATES, CEMENTITIOUS MATERIALS, AND ADMIXTURES SHALL BE DETERMINED ON THE CONCRETE MIXTURE BY ASTM C1218 AT AGE BETWEEN 28 AND 42 DAYS. 6. REQUIREMENTS OF 7.7.6 SHALL BE SATISFIED. SEE 18.16 FOR UNBONDED TENDONS. REINFORCING BARS CONFORMING TO ASTM A496 AND COMPLYING WITH ICC ES REPORT NO. 5217. 2. FASTENERS: A. POWDER ACTUATED FASTENERS: HILTI XCP, COMPLYING WITH CURRENT ICC ES REPORT NO. 2379. PROVIDE APPROPRIATE WASHER BETWEEN FASTENER HEAD AND LIGHT GAUGE METAL OR WOOD SURFACE. B. SELF -DRILLING METAL SCREWS (INDICATED "SCREWS" ON DRAWINGS): MINIMUM 0.292 -INCH HEAD DIAMETER SELF-DRILLING/SELF-TAPPING STEEL SCREWS COMPLYING WITH ICC ES REPORT. MINIMUM YIELD STRESS, FY=33 KSI. 3. INSTALLATION: SEE MANUFACTURER'S WRITTEN INSTRUCTIONS AND REFERENCED ICC ES REPORT. A. MATERIALS NOT TO BE PENETRATED BY FASTENERS OR ANCHORAGES: POST -TENSIONED CONCRETE AND PRECAST, PRESTRESSED CONCRETE UNLESS SPECIFICALLY DETAILED HEREIN OR AS ACCEPTED IN WRITING BY ARCHITECT (STRUCTURAL ENGINEER). WHEN INSTALLATION IS PERMITTED, LOCATE PRESTRESSING AND POST -TENSIONED TENDONS ACCURATELY PRIOR TO INSTALLATION. B. DRILLING HOLES IN EXISTING CONCRETE OR MASONRY FOR ANCHORAGES: USE NON -PNEUMATIC, RATARY HAMMER TOOLS WITH ANSI COMPLIANT NON-REBAR CUTTING DRILL BITS TO DRILL HOLES OF PROPER TOLERANCES. LOCATE EXISTING REBAR INCLUDING PRESTRESSING AND POST -TENSIONING TENDONS USING NON -HAZARDOUS, NONDESTRUCTIVE 1 METHODS WITH ACCURATE LOCATION TOLERANCES (PLUS OR MINUS INCH PRIOR TO DRILLING 4 HOLES TO AVOID CUTTING OR DAMAGING. HOLES SHALL BE THOROUGHLY CLEANED PER MANUFACTURERS WRITTEN RECOMMENDATIONS PRIOR TO INSTALLATION OF ANCHORAGES. C. DELETERIOUS MATERIALS: KEEP ANCHORAGES, INCLUDING HOLES FOR DRILL AND EPDXY ANCHORS AND MECHANICAL ANCHORS, FREE OF DUST, GREASE, AND OTHER MATERIALS THAT IMPAIR BOND. 4. TESTING FOR DRILL AND EPDXY ANCHORS: A. SPECIAL INSPECTION: SPECIAL INSPECTOR WILL PERFORM CONTINUOUS SPECIAL INSPECTION DURING INSTALLATION. INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: Revision: Date: 12-1665 SCALE: SHEET # SN2 W 0 z U z < ir,In W Co I N ›- (0 or H Z zv 0 Q m 0 ,__ _, . , ..., co V! o W rr W DZ o o W W - JI I M 0 J J LISA 0 Cr .attaf4.I 4 C-) :A.\ OT#i, Orai -mss EL1`,\hONAL -a WelliV SITE PORTION GENERAL NOTES DATE: 11/02/12 JOB NO.: 12-1665 SCALE: SHEET # SN2 B.6 F \0` 5 L 7.II Q Ll— L' 12-1665 _LI r AT xx" "0.G. S 1 REQUIRED ANCHOR/SPACING DETAIL it SHEET # ♦•_ t XX. E. E. SLAB CN INDICATES 80 THICK CONCRETE FOUNDATION WALL & FOOTING LOCATION PER PLAN INDICATES 14° THICK CONCRETE FOUNDATION WALL & FOOTING LOCATION PER PLAN GRADE PER DET. 6/5DI SDI "`����4 15 SPREAD FOOTING SCHEDULE SDI L ----1 CONCRETE FOOTING SIZE STEEL REINFORCING BAR J LJ LI- II IL EMBEDMENT 24' X 24' 36" (5) #5 EACH WAY AT BTM 0 42' X 42' r (9) #5 EACH WAY AT BTM 0 H m ------ r WI I 0 W L F. _J 36'x36°—r C ACCESS I J -- H r U I6'-0" SR CONCRETE FLATWORK BY OTHERS 5D2 42 5D1 41 SDI 4.1 SDJ SDI r II 5D1 c1: CONCRETE FLATWORK BY OTHERS J 42 5D1 — —r. — 4.1 SDI 1'-2' or • VS r –4 48"x36' ACCESS L L 48'x36° ACCESS FACTORY BUILT MODULAR STRUCTURE ABOVE BY OTHERS 2' CONCRETE SLAB FOR DRAINAGE BY OTHERS 43 501 24"x36" ACCESS F • 43 SDI FACTORY BUILT MODULAR STRUCTURE ABOVE BY OTHERS 2' CONCRETE SLAB FOR DRAINAGE BY OTHERS P' i Et S r J 1 de --116", TIP. J 4 rr • FOUNDATION PLAN SCALE : 1/4" = 1'-0", DO NOT SCALE PLANS FOR CONSTRUCTION DIMENSIONS. ALL CONSTRUCTION DIMENSIONS MUST BE VERIFIED WITH THE ARCH. PLANS 4.1 SDI CONCRETE FLATWORK BY OTHERS 42 501 CAD k ISE INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: FOUNDATION NOTES 1. FOR GENERAL NOTES & DETAILS REFER TO THE SN & SD SHEETS. 2. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR TOP OF STRUCTURAL CONCRETE SLAB ELEVATIONS, DEPRESSIONS, SLOPES, CURBS, DRAINS, PADS, DECK EDGE LOCATIONS, HOLDOWN LOCATIONS ALL OVERALL DIMENSIONS, AND LOCATIONS OF OPENINGS IN WALLS AND SLABS NOT INDICATED ON STRUCTURAL DRAWINGS. 3. CENTER CONTINUOUS FOOTINGS UNDER WALLS U.N.O. CENTER SPREAD FOOTINGS UNDER COLUMNS U.N.O. 4. CONSTRUCT CONTINUOUS FOOTINGS AT CORNERS AND INTERSECTIONS PER DETAIL 16/SD1. 5. DIMENSIONS TO WALLS ARE TO FACE OF WALL OR STEEL UNLESS NOTED OTHERWISE. 6. IN NO CASE SHALL PIPES, CONDUITS, OR SLEEVES BE EMBEDDED IN SPREAD FOOTINGS UNLESS SPECIRCALLY DETAILED ON THE STRUCTURAL DRAWINGS. 12-1665 FOUNDATION LEGEND AT xx" "0.G. S = 1'-0" REQUIRED ANCHOR/SPACING DETAIL it SHEET # ♦•_ INDENTIFIES DETAIL CUT LOCATION. REFER TO DETAIL # AND STRUCTURAL SHEET NUMBER FOR MORE INFORMATION. TEXT ABOVE BUBBLE INDICATES REVISED HARDWARE OTHER THAN NOTED IN DETAIL INDICATES LOCATION OF HOLDOWN ATTACHMENT FROM MODULAR UNIT ABOVE INDICATES SPREAD FOOTING SIZE PER PLAN & SCHEDULE BELOW XX. © INDICATES 80 THICK CONCRETE FOUNDATION WALL & FOOTING LOCATION PER PLAN INDICATES 14° THICK CONCRETE FOUNDATION WALL & FOOTING LOCATION PER PLAN "`����4 SPREAD FOOTING SCHEDULE FOOTING MARK U Z CONCRETE FOOTING SIZE STEEL REINFORCING BAR V W WIDTH x LENGTH EMBEDMENT 24' X 24' 36" (5) #5 EACH WAY AT BTM 0 42' X 42' 36" (9) #5 EACH WAY AT BTM 0 CAD k ISE INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: Revision: Date: 12-1665 SCALE: 1/4" = 1'-0" SHEET # Si W U Z BALANCI V W H m ------ r 0 W F. _J Cn 2 p w cc DZ 0 O W � - J co cc Y Q U) J o<O o CC i& P1.' , s �0%ko2 •CIA�;�.,1 403* •T' "' FOI� i•� • ir 9. •J 4c,. ct 1111,SiONAUt.. f SITE PORTION FOUNDATION PLAN DATE: 11/02/12 JOB NO.: 12-1665 SCALE: 1/4" = 1'-0" SHEET # Si A.6 St/ ' TA 230 AT 16" O.C. 0 0 0 SDI ---DBL 11/2' LVL RIM ABOVE 55 II SDI o 2 SDI DBL I1/2" LVL RIM ABOVE — - ACCESS DBL I1/2" LVL RIM ABOVE ACCESS r I I I - ¢g - I FACTORY BUILT MODULAR STRUCTURE ABOVE BY OTHERS I- FACTORY BUILT MODULAR STRUCTURE ABOVE BY OTHERS F•0+0n o. -. i 1 1 5DI (ze RAISED FLOOR FRAMING PLAN SCALE : 1/4" = 1'-0 DO NOT SCALE PLANS FOR CONSTRUCTION DIMENSIONS. ALL CONSTRUCTION DIMENSIONS MUST BE VERIFIED WITH THE ARCH. PLANS SDI WI FRAMING NOTES 1. FOR GENERAL NOTES & DETAILS REFER TO THE SN & SD SHEETS. FRAMING LEGEND REQUIRED AT xx" D.C. ANCHOR/SPACING DETAIL # SHEET # INDENTIFIES DETAIL CUT LOCATION. REFER TO DETAIL # AND STRUCTURAL SHEET NUMBER FOR MORE INFORMATION. TEXT ABOVE BUBBLE INDICATES REVISED HARDWARE OTHER THAN NOTED IN DETAIL LENGTH WALL ID TYPE PER 1/SD2 INDENTIFIES WOOD SHEAR PLACEMENT PER GARAGE PLAN. TYPE AND ADDITIONAL INFORMATION PER DETAIL 1/SD2 BEAM CALL # ® BM SIZE (19 BEAM SIZE INDICATES HEADER WITH (1) 2x TRIMMER EACH SIDE U.N.O. ON PLAN AND KING STUDS PER DETAIL 5/SD2 U.N.O. ON PLAN. OR WOOD/STEEL FLUSH/DROP BM w/ MIN. 2-2x BEARING STUDS OR PER PLAN. NUMBER IN PARENTHESES INDICATES CALCULATION NUMBER INDICATES LOCATION, SPAN, & DIRECTION OF ROOF TRUSSES PER PLAN, TYP. 4 - INDICATES LOCATION OF HOLDOWN ATTACHMENT FROM MODULAR UNIT ABOVE INDICATES 2x STUD WALL LOCATION PER PLAN INDICATES ROOF INFILL FRAMING PER DETAIL 6/SD3 €.6 (B\ SE INNOVATIVE STRUCTURAL EN6INEERINC 29970 TECHNOLOGY DR SUITE 212 MURRI ETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: Revision: Date: SCALE: 1/4" = 1'-0" SHEET # S2 W 0 z co cv >- r � Q 0 z < W I W 0aIQ Zz°D W ... u) w 2 O oEuJcDW Q �o 0 O W CO 00 Q U WDZ cc I- -- J J O CCC Y Co ' J o 1 i pie ,' l (MN • : • $ i -4 a 07 41 �I' _" SITE PORTION RAISED FLOOR FRAMING PLAN DATE: 11/02/12 JOB NO.: 1 2-1 665 SCALE: 1/4" = 1'-0" SHEET # S2 B6 rZi 0' 6x12 (3) 2.0516 PER TOP PLATE BREAK 6x12 (3) II]• 8016000 I -JOISTS AT 24' O.G. GARAGE I I _63j.° x FLUU$4 GLB (U_/ EN. o' ry @ el 6x8 (4) BCI6000 I -JOISTS AT 24" OC. TYP. HATCHED AREA , 8D3 INDICATES sy iTJI 110 CEILING JOISTS AT 16 O.C.Wilr/Fr ENTRY 4 2. 5D3 12 SD3 TYP. it FACTORY BUILT MODULAR STRUCTURE BY OTHERS L_ FACTORY BUILT MODULAR STRUCTURE BY OTHERS C of 11 II• II It u IIS n! 1 ST LEVEL FRAMING PLAN SCALE : 1/4° = 1'-0°, DO NOT SCALE PLANS FOR CONSTRUCTION DIMENSIONS. ALL CONSTRUCTION DIMENSIONS MUST BE VERIFIED WITH THE ARCH. PLANS FRAMING NOTES 1. FOR GENERAL NOTES & DETAILS REFER TO THE SN & SD SHEETS. FRAMING LEGEND AT xx" a.G. REQUIRED ANCHOR/SPACING INDENTIFIES DETAIL CUT LOCATION. REFER TO DETAIL # AND STRUCTURAL SHEET NUMBER FOR MORE INFORMATION. TEXT ABOVE BUBBLE INDICATES REVISED HARDWARE OTHER THAN NOTED IN DETAIL DETAIL # SHEET # LENGTH WALL ID TYPE PER 1 /SD2 INDENTIFIES WOOD SHEAR PLACEMENT PER GARAGE PLAN. TYPE AND ADDITIONAL INFORMATION PER DETAIL 1/SD2 C BEAM t CALC # 13M SIZE l•) BEAM SIZE 4— INDICATES HEADER WITH (1) 2x TRIMMER EACH SIDE U.N.O. ON PLAN AND KING STUDS PER DETAIL 5/SD2 U.N.O. ON PLAN. OR WOOD/STEEL FLUSH/DROP BM w/ MIN. 2-2x BEARING STUDS OR PER PLAN. NUMBER IN PARENTHESES INDICATES CALCULATION NUMBER INDICATES LOCATION, SPAN, & DIRECTION OF ROOF TRUSSES PER PLAN, TYP. INDICATES LOCATION OF HOLDOWN ATTACHMENT FROM MODULAR UNIT ABOVE INDICATES 2x STUD WALL LOCATION PER PLAN INDICATES ROOF INFILL FRAMING PER DETAIL 6/SD3 r� P� ISE INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www. I n n ovat I ve Struc to ral E n g. com No: Revision: Date: 12-1665 SCALE: 1/4" = 1'-0" SHEET # S3 w • U Z r� W W 2 O LAI I CO cv >._`< r U zz33 ., 00 i__. 0 c c w1 4 cn Y! o cc W Dz 0o W � J co Q ISA KROI 0 J J 0CE- Y ,' l!$ /0, ___....,..., ckp00 CI c., .SAND OTS < 4 • .I. -weir . .kio .• ,•• .r . •G-' 111 � VON -. I: SITE PORTION 1ST LEVEL FRAMING PLAN DATE: 11/02/12 JOB NO.: 12-1665 SCALE: 1/4" = 1'-0" SHEET # S3 INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: Revision: Date: 12-1665 SCALE: N.T.S. SHEET # sD1 w 0 z Q COco N �� ' 0 Z Q W •. w 2 o D J m :::: L I w od1zzo w O QU _� E --J VJ Occ W w CC DZ Cho wm 00 Q co - J J u_ Y Q Cl) ...SLAB + FOOTING SPECIFICATIONS FOR RIM, WALL + FLOOR BY J -ear 'VO• �1 EXTERIOR INTERIOR BEARING, 4 INTERIOR SHEAR WALLS POST BASE PER 4 POST PER PLAN, TYP' NON -EXPANSIVE SOILS OTHERS TYPICAL STHDIO HOEDOWN CONNECTION TO STEEL PLAN. INSTALL PER ANCHOR BOLT DIAMETER: 5/8°PLATE MANIF. SPECTs ° ° 'VERY _OW (El s 20) PER MODULAR ADD BARS AT CORNER EXTEND TOP 4 BOTTOM LABEL SILL PLATE PLANS SPECS FOR RAISED FLOOR FDN MATCHING SIZE 4 QUANTITY BARS TO FAR SIDE CF ALTERNATE: MUDSILLL ANCHOR WA "-° ° I -STORY PER PLAN, TYP. fir -- CF TOP + BOTTOM BARS INTERSECTING FOOTING 12" MIN 50. PEDESTAL + " LABEL STORY ° O 16° o BOLTED ANGLE ON OUTSIDE FACE +PROVIDE 90 DEGREE wr 2x SILL PLATE 0' PAD TO BE (U PCUR ANR HOOK, TYPICAL AT MONOPOUR "U" �'" BOLT LENGTH LOOP (I)-'4 THROUGH r.• MCODULAR MODULAR PLANS. FOOTINGS OA 12" wf 3x SILL PLATE 11° COLUMN BASE. USE 3 \ O 36" WALL EXTENDPLLATO ° ' 'Lc(' BTM 3" TYP. W. TIES AT S" OL. -*- -' PER PLAN TE ` ■ n/ 2x SILL PLATE 10° I,I A OG 8" O 21-1" BOLT LENGTH AT DUALPOUR a ��,' MIN I w! 3x SILL PLATE 12" FINISH GRADE \/� ����j -TOP CHORD G 4-'4 TOP 1 BTM //4,(4,,,L.//2/ y//4r , \ © (2)'4 BAR TOP t BOTTOM // , BARS ANCHOR MUD SILL ANCHOR SPACING: 6'-0" OC. OR PER I/5D2 \ \ \\ \ BOLT OR ��\ \ ///\//A `\`N\ ADDITIONAL A8- PER ")'�2.N \ OE 4° SLAB w/ '3 BARS AT 18" OGEE STHDIG ANCHOR TABLE BELOW (A5 SPECS FOR RAISED FLOOR FDN /. REQUIRED) REFER TO MOD NOTES: i _ PLANS FOR SPACING I. ALL ANCHOR BOLTS SHALL ACHEIVE 1° EMBEDMENT INTO CONCRETE. EMBEDMENT ER PLAN (12" •LABEL 4" OVER 10 MIL VAPOR I -STORY SHALL BE FROM TOP OF SLAB AT MONOPOUR AND DUAL POUR CONDITIONS- AT r O GRAVEL BARRIER OVER 2" CLEAN SAND STHDIO HOEDOWN ANCHOR SCHEDULE CONC. STEM GURBNIALL CONDITION, EMBEDMENT SHALL BE FROM TOP OF GURBNIALI. OD 14 AT IS" O.G. _+ OVER GRADE PLAN MARK ANCHOR Le (MIN.) CAPACITY (KIPS) WALLS 2. ANCHOR BOLTS SHALL SECURE SILL PLATE IN PLACE WITH A PROPERLY SIZED NUT + 3° 5'4 BARS AT I2" O.C. EACH WAY, ma 4.1 STHD10 10' 2.115 O 'd AT 14° OL. C x 3' x 0229° THICK PLATE WASHER 3. MINIMUM (2) ANCHOR BOLTS PER PIECE OF SILL PLATE. THE ANCHOR BOLTS SHALL BE CC u n, EXPANSION CATEGORY GLA561FIGATICN 1$ 43 STHDIO 4 5/8'0 w/ ROD 10' 1 (L O 8' THICK - -BOLT) -BOLT) LOCATED WITHIN l MN OR 12 MAX FROM THE END CF ANY SILL PLATE BREAK '� • • • • PER IBC 18023 44 STH0I0 w/ 10" (STHDIO) A EDGE CF CONCRETE DISTANCE I I" EDGE OF SILL 4 - 5/84 ROD 1° (L -BOLT) 4. BOLT SHALL MAINTAIN MINIM/11-34' PLATE DISTANCE -ABOVE If PER PLAN (24' MIND '• THE CONVENTIONAL FOUNDATION IPOR'IATION IS FOR LOTS WITH EXPANSION INDEX CORNER - PLAN NEW INTERSECTION - PLAN VIEW 11 LESS THAN 20 AND A TOTAL EXPECTED SOIL SETTLEMENT OF NOT MORE THAN 10" IN 40 FT. MACHINE BOLT PER MODULAR PLANS,.yid. REBAR AT FOOTING INTERSECTION 1 ANCHOR BOLT SPECIFICATIONS 13 ISOLATED POST FOOTING ,,,%.. 1 ;:. SLAB 4 CONT. FOOTING SPECIFICATIONS RIM, WALL t FLOOR STEM WALL FOUNDATION SPEC. %` j I SCALE: N -T -S- BY I SCALE: N.T.S. ' , , ,,-: SCALE: N.T.S. %; :. SCALE: N.T.S. % -, ,,;% OTHERS TYPICAL ( , CONNECTION PER SCALE: N.T.S. i.MODULAR PLANS REFER TO DETAIL 6/501 FOR SILL PLATE NOTCHED nail ALTERNATE TIE 1x STUDS AT 16' OC. INFORMATION NOT PROVIDED TO 3 i' WIDTH AT BOLT ®"-' LOCATIONS 2x SILL LT' WT CONCRETE 2x STUD LOCATION PER PLAN w/ w/ WALL A5 Ibd AT 8° OL. OR 11502 2x BLK'G FOR LT. PER FLANS TYP. (MAX. 110 PGF) 1x STUDS Ai I6" OL. PER PLAN w! 2x SILL w/ ' AB. AT 48" O.G. LT• CONCRETE PER ARCH. PLANS OCCURS FER w/! AB PER DETA L I3 , r FLOOR 5Hi'G PER PER 13/501 TYP. (MAX II0 PCF) \ �, THREADED ROD OR 2x6 SILL E OTHERS FT -CONCRETE OTL 213/502 �� \\/ L -BOLT PER TABLE RIM, WALL + FLOOR B BY /\ % PREATTACHED TO (NIT 6w )i" FIBERBOARD ���\WBELOW TYPICAL Iry" LVL RIM w/ EN. t (1)16d AT TtB FL.ATWORK BY OTHERS, TYP FLOOR SHTYs DTL 2+3/502 PER EXPANSION JONT OTHERS MTRL BY OTHERS - DBL 2xb P.T. 51LL I -JOIST FLANGE M N 2 -TOP CHORD r TYPE '4' SHEAR I� w/ Wi, I: 5/5" AB- AT • ' .. a d Fn \ \ 1 \ r BARS t15TRIP EN UPPER•i LO VER SILL I I'I,',AirI 48" OL. w! 1" LMEED. INTO ,; a a v zw G / I / F nAND ' CONC. STEM WALL •• :D -J PLATES. EXTENT; G� - �.. -'�' '_ " «al.s °D CONCRETE WALL OF FOUNDATION 11101/IIIIYII� + / • - C r U � I :OLD BEND ROD TO --- -- - ���, * - FINISH GRADE \ © OPPOSITE INSIDE PER PLAN /����=�1 1 . FACE OF CONCRETE 1 STIRRUPS t TIES( LTP4b AT tf r a # # � L" 32" OL •/\/ \ c �_— !' � h . ;? ~ WALL "�, y ti,. ✓» G .�s .: . Ys 1• SQ PLATE . 2 .. / '4 HOW_ 8 O ... I 117 x w) °D (2ad V! MIN) } \' �i FIBERBOARD \' OL. (2) MR — I I — -1 - ° ``: DOUBLE NUT AT BTM :=I I—I I -II I I 1I STEEL ROD ANCHOR CF THREADED ROD 9T 1x6 PT. SILL 5/0" E>CPANSION JOINT • JOISTS O } T ' -I -III—I 14 -III \/\\/ \�'\ fie TYPI-JO. J0TS BL KG AT 48" OL. AT 1ST AB. 1" w/ AT 48" O.C. w/ EMBED. INTO MTR BY OTHERS TYP I-JOISTI AT 48" OL. AT 1ST • 0 I I I-1 11=1• I i___. -III _�_ _ -h �� THREADED ROD HOLDOUN ANCHOR SCHEDULE //\\//\\/\ /�/ ° • - BAY AT PARALLEL BAY 10 AT 1 -STORY O I L u; CONC. STEM WALL PLAN MARC ANCHOR Le (MIN) CAPACITY (KIPS) s 'v JOISTS ` F F 8" AT I -STORY . O FL ORC BY E 9 2x PT LEDGER w/ EN (11 COMPACTED FILL 41 2 - I•� RDD 36' USB OTHERS OTHERS A9 \\\o ROWS THREADED ROD ' I ,' O 6 �� PER SOILS ENG- OCCURS TYP i ANCHORS AT 48 OL- w/ NOTE: CAPACITY CF ANCHOR RODS GOVERNED ARE BY CONCRETE _ ARS AT SIMPSON SET -XP EPDXY I' BREAK OUT. A REDUCTION FACTOR CF 2.5 WAS APPLIED DUE TO BRITTLE 180° VERTXTEND OR MIN 4' / O ( DO FAILURE MODE. STEEL STRENGTH DOES NOT GOVERN DESIGN FINISH GRADE? BEND [ EO n OG EM 2° C O EMBED.IVALENT. INTO BTM STEM w/ ..- SET 'xP' EPDXY ALT: (2) ROWS ANCHORS g• TITEN HD AT 32' o -C. EXTERIOR STEMWALL FOOTING ' - "%'% HOLDOWN AT CONCRETE UJALL / % /AA/AA/ /\,,,,// 90' BEND FINISH GRADE FINISH GRADE FINISH GRADE STAGGERED w/ SIMPSON - 4 ALT. BENDS ?/\\v\\%�\' I I SET EPDXY OR HOOKS I BENDS \ �% ./\/\/ �''''‘-//(c,‘ .3 \\\\�\\�\\,�\\ -XP ECAIIVALENT. MN 3' EMBED SCALE: N.T.S. L%' ' SCALE: N.T.S. 0 // \�\\ \\.. • • .////� • - • ° REFER TO DETAIL 6/501 FOR HOLDOUN ANCHOR 0 ALT. BENDS - ALT. BENDS BOLT TENSION REBAR EMBEDMENT BEND DIAMETERS a It FOR 1ATION NOT PROVIDED SCHEDULE J REBAR CONC. "Ld" MASRY. "Ld' D : 6d FOR 3 -'8 ° .1 O a 0 HD A.B. Ls (IN) M 3 30" I5" '9 O 0 CONCRETE HTT4 55TB20 16.5/8 0 ° 8d FOR - II • O a • HOLDO.IN POST AS 1. N. 41" 25' a q a o • CURB BEYOND HTT5 55T520 16.5/8 OCCURS PER PLAN O D Sd FOR '@ - 9S a M 3" )f• FIBERBOARD .Ij < / EXPANSION JOINT HDUS 551824 20.5!8 5 5I 39'PER ° -� c— '6 Ll° 14° TABLE H -B, 2009 IBC OTHERSAY BY rim. BY OTHERS NDCTB 551628 24-1/8 / O / O w��BERBOARD 581x30 FIOLDOWN AS EXPANSTION JOINT HDUII 14 '1 89" 100' REFER TO DET. 1/501 REFER TO DET. I/SDI HDUI4 581x30 24 PER _ TO DET. '8 FOR ADD'L INFO. FOR ADD'L INFO. O / / 0� FORRADD'L INFO.1 101" kil' REFER TO MFR CATALOG FOR e - NU"IBER + SIZE CF FASTENERS - ` ANCHOR BOLT INTERIOR STEM WALL FOOTING EXTERIOR STEM WALL FOOTING �, C. MROMPOSTTOHOLDgWFOR MAXIhIU f CAPACITY ONLY ., TABLE EXTERIOR STEM WALL FOOTING /l •��c��, 1 �T 1 1 + LAP SPLICES N MASONRY SPLICE LENGTH Id" SHALL BE STAGGERED INCREASED INCREASED BY 50% FOR SCALE: N.T.S. SCALE: NT.S. ! lil . ? �� °'-st .2s,� j SCALE: NTS. ...,.:aio. 4 HORIZ AT 8" 24 BAR DIAMETERS EPDXY CRATED BARS OL.l2)MIN. SITE FACTORY B 1 : ti:i • • • • z:v • is "I IS d OR I" MIN LT. WT CONCRETE O I 1=1 I I=1 I1=111-, ) , PER ARCH. PLANS 1x STUDS AT I6" OL. 10` AT 2 _ __ -_ II=111--n I I, I I- I I I I i • -- — -STORY " _ _III—I -1I 2x STUDS AT 16" OL. PER PLAN w/ 2x SILL Ibd AT 8" OL. OR WW2 w/ TYP. (MAX. 110 PCF) PER PLAN w/ 2x SILL w/ 16d AT 8" OL. RIM WALL OTHERS TYPICAL + FLOOR BY 8" AT I -STORY O COMPACTED ALL 1I –I 1 I--I-I _ 1111 -'-'� I • • • a ° I—=111-= - 1 1 I (I- r . : I i w ni�:1°'"lli FLOOR 5NT'G PER \ \ PER SOILS ENG I STEEL FLOOR JOIST l i ' (Ilii i 1 i.. tll LI III I IiI,hLI�f i , ... „m LT. WT CONCRETE .I 17 -III= MEMBERS NTERIOR MOCULE 2x BLK'G FOR LT. DTL 213/502 PER ARCH. PLANS - - - •_ ' BY OTHERS TYPICAL STEEL H55 BEAMS + 2x N. / O 1,.. WT. CONCRETE TYP. (MAX 110 PCF) Q \ SET PLATE BY OTHERS "Ld" I-JOISTS PER PLAN, TYP. REFER TO DETAIL 2/501 :, FTE FOOTING 1YP. I -JOIST BLK'G AT 48° FOR MOD. CONNECTION BT OT BY OTHERS N. LVL RIM w/ EN FLOOR SNT'G PER SPLICES t SPACING + (2) Ibd AT T+B \ OL- PARALLEL AT IST BAY AT JOISTS DTL 213/$02 TO STEM WALL • _ • • f r I FLANGE -JOIST "" " EXTERIOR CONDITION REINFORCING BAR DETAIL 10°1`1 GARAGE GRADE BEAM 2-3 TIES �Ir ,.,°.I 1 FLOOR I -JOISTS 1 E"rail 2-2x8 12° FIELD SET PLATES ' -- W/ (3) '0 x 12° ANCHOR LTP4'S AT 32' OL. k PER PLAN TYP. ° HOLDOUN ANCHOR BOLT ;, . c;%/ SCALE: N.T.S.N.TS. o BOLTS AT LOWER PLATE t SCALE: N -TS. ` I A SCHEDULE i r 11'0 •• •CONCRETE (6) Ibd UPPER PLATE TO '"r - HD AB. L e lIW LOWER PLATE GARAGE SLAB / m r PEDESTAL W/ (41'4 i I1" LVL Rill x HTT4 56T820 16-5/8 VERT 4 3 TIES AT PER 6/5DI ,' L" O.C. IN SQUARE 1> )- w/ EN ? 551820 I6-5/8 OCPOST AS a OCCURS PR PLAN LAYOUTHTTS 48' MAX ' HDUS 551E324 20-5/8 / / TYPICAL OPENING AS ` woos 56T828 14-1/8 OCOJRS PER ARCH o 5/e ' A35'a AT 32" • 4 2x6 P.T. SILL w/ AB- AT 48" O w/ OL. -, M HDUII 581x30 24 .' k'"t ' -G. / / HOLDOUN AS FINISH - • •E ii''.. tr.". 1" EMBED. INTO 6' 8° HDUI4 581x30 24 j#00 0 00 \ ` \ /\� 'Aft a'OCCURS PER FLAN \A,\ 1 , ,• " �-•-• 4-- GONG. STEM WALL C n .._. O • '� o O INaDowN POST A5 REFER TO MFR CATALOGS FOR 6/501 f 2x6 P.T. SILL 5/a Op B OCCURS PER PLANS STNDI4 RINSER t SIZE OF FASTENERS � = c -, ' -: , r w/ I� PER MFR PROM POST TO HOEDOWN FOR \'' \\��� a \ 9 AB. AT 48' OL. w/ ANCHOR BOLT G \\%\/ / / / //\/,./ % D O 1° EMBED. INTO / RECOMMENDATIONS MAXIMLM CAPACITY ONLY PER TABLE a a ,k ° X�" FIBERBOARIS � /\\ /\�� OE - r A/ i 4 GONG. STEM WALL r\ • EXPANSION JONT i .-- a° MTRL BY OTHERS C © \ ° 4 t. FN15H GRADE FINISH GRADE d o 7 �• COMPACTED FILL r/ v/ i/ \ ' . • .. rel IM V 1 +DRAINAGE PER HiN18H GRADE �\ j \ \\\/ I =1 . - `� o ° 24' <• ° 24' a <, SOILS ENGINEER \ \ �`, / />• \ \ \ \\j . ° • • /' '4 ' j' V \ ° TYP ��j�//�\'/\ ALT. PLACE BAR PER J —I III=1 I I •Ll • •MFR BENDS RUN 2FT PAST \ CONCRETE FOUNDATION m • . SQUARE PAD PER PLAN ° a a a o ° ' ° — 1� ALT. BENDS ° a a O1 O 0AOTHERS EACH END CF HD BY I-1 -III-y I I 1E4: I I= r <• C -a :• REBAR PER PLAN le • 40 • f " - CONCRETE FOOTING '4 BAR BOTH SIDES I BELOW OPENING TYP. m ° I, -I. I REFER TO MANLFACNRER'S BY OTHERS REFER TO DET- I/501 'I 2.-9" CATALOG FOR NUSER AND SIZE CF FASTENERS TO POST • • • / J .I FOR ADD'L INFO. TO 1, 1, 4 REFER DET. FROM HOLDOUN INTERIOR CONDITION 11/501 FOR ADD'L INFO, OPENING IN STEM WALL FOOTING SCALE: N.TS. i 1 B / INTERIOR STEM WALL FOOTING 1 SCALE N.TS. i s ;/;/. EXTERIOR STEM WALL FOOTING SCALE: NTS. 12 %%! 6 / / , r FOUNDATION HOEDOWN STRAP SCALE: N -T -S. `" g , /�i.. SSTB 4 SB HOEDOWN ROD AT INTERIOR AND EXTERIOR FOOTINGS SCALE: N.T.S. ter' /"• �J '% . PAD FOOTING AT INTERIOR MODLINE SCALE: NIS. 3 /i,.,,,, .,, ,,, .: // INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: Revision: Date: 12-1665 SCALE: N.T.S. SHEET # sD1 w 0 z Q COco N �� ' 0 Z Q W •. w 2 o D J m :::: L I w od1zzo w O QU _� E --J VJ Occ W w CC DZ Cho wm 00 Q co - J J u_ Y Q Cl) J p J -ear 'VO• �1 -��C��" sp pD 0 ,"T'� t; D DT• i 4• db•. -Q•• . ' •• •.....••• 111` 61/ ‘11:40M01;•••N� A_ ,�\. • �I'f, li • <&j• i \�_- 4 _' SITE PORTION STRUCTURAL FOUNDATION DETAILS DATE: 1 1 /02/12 JOB NO.: 12-1665 SCALE: N.T.S. SHEET # sD1 DQE INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: Revision: Date: 12-1665 SCALE: N.T.S. REPAIR TO BE USED AT OVER NAILING OF TOP PLATES DRAG STRAP SPECIFICATIONS VERTICAL WOOD FRAMED SHEAR WALL SCHEDULE - 2009 IBC / AF&PA SDPWS-2008 - SEISMIC DESIGN CATEGORY D, E & F PARALLEL TO FOOTING SHEAR WALL TYPES 6 AND 4 OR AT MISSING 3x MEMBERS AT SHEAR WALL TYPES 3, 2, AND I w 0 z. Q STRAP DRAG MEMBER SCAB LENGTH AND NAILING OF SCAB "LI" LENGTH OF STRAP "L2" LENGTH OF STRAP TO DRAG MEMBER DRAG CAPACITY ... V w O J r WOOD STRUCTURAL PANEL PANEL NAILING SHEAR WALL SILL PLATE FRAMING THICKNESS ASD CAPACITY (PLF) aU ^m TRENCH EXCAVATION BACK FILL PER SOILS CC ill H ENGINEER g3Q DZ 0 o Wm DO NOT STITCH NAIL NEW AND EXISTING STUDS - > J J O CC Y �Q "' ) 3/4" WIDTH iO DRAG MEMBER TO TOP if? (LES) j� 0 TO WOOD FRAMING AT (DOUGLAS FIR) EXISTING EDGE EXISTING EDGE MIN. REM. I I 16" WITH 32° w/ l2) ROUT OFEDGE INn THICK(IN) AELD NOMINAL !I1 G516 ° 14 RIM NM (15) 8d's ad's AT 4ia" OL. 2490 GRADE RATING RATING SIZE CENTER CENTER PLATE ANCHOR SPACING FASTENER SPACING ADJOINING PANEL NAILING NAILING O IA (2) G516 Pi." w/ 2x SCAB 4' LONG w/ (2) ROWS Ibd's AT b' WITH (15)241's 32' w/ (2) ROWS OF ad's AT as" D.G. 4980 SPACING SPACING THICKNESS TO CONC. EDGES SEISMIC WIND NEW EDGE NAILING NEW EDGE NAILING PER PLAN PER PLAN(38) DEPTH 2 I OF 6° OL. 34 WITH " 11 wl (1) ROWS OF 6 3/8 SHEATHING 2410 8d 6" 12' 2x 48" 16d (31" x 0.131") o 4" 2x 260 365 CM5Ti4 3't" MN. WA 10d'a ° 10d's AT 3h OC.,, 64W 4 3/8 SHEATHING 24/0 Sd 4" 12" 2x 32" �0 x 3 SDS SCREW 12' 2x 350 532 b ALLOWABLE NOTCHES AND HOLES IN TOP PLATES 44" WITH 96" w/ (2) ROWS OF I 10-0' CMSTI2 31" MIN. N/A (49)10d's 10d's AT 3% O.C. " 92154'0 3 3/8 SHEATHING 24/0 8d 3" 12 " 2x 24" x 34" SOS SCREW 8" 3x 490 685 PLATE SIZE DEPTH WIDTH REMAININGpIAhETER __ --- -- '16111 ITIS 2x4 2" ib" 2'3° iQ" 2 3/8 SHEATHING 24/0 Sd 2" 12" 2x 16' 4°0x34" SDS SCREW 6" 3x 640 895 I1/2' III 1x6 31/2" Ib" 2" 31/2"21/16° r r \l "` 2A 3/8 STRUCTURAL I 24/0 8d 2" 12' 2x 16" I"0 x 3'4" SDS SCREW 6` 3x 730 1022 NO TRENCHES BELOW THIS LINE * - el a _\ C ^ - 28 15/32 STRUCTURAL I 32/16 111 EXISTING 1x STUD AT ADJOINING PANEL EDGE FOR ALL NOTCHING GREATER THAN ABOVE, OR DRILLING PROVIDE NO STRAPPING NOTCHING REQUIRED IF OR DRILLING OF TOP10x32 _ a o a . 10d 2" 12' 2x 12" A"0 x 34" SDS SCREW 4' 3x 870 1217 AT BM NAIL EVERY O 0 I PERPENDICULAR TO FOOTING 2 I, OTHER SET \ OF HOLES NAIL ROUND HOLES ONLY P SDS SCREW 8" W l l 1 _ 32" LONG 0516 w/ (16) Sd NAILS PLATE IS A5 5H011N. SHEAR WALL NOTES: 0516 NAILING PATTERN CMST12 < 14 NAILING PATTERN I. PANEL NAILS - MAY BE EITHER CO"MON OR GALVANIZED BOX. GALVANIZED NAILS ARE REQUIRED WHEN PENETRATING PRESSURE TREATED NEW Jx STUD NEW 2x STUD EACH SIDE OF NOTCH HOLE, OR OTHER 2. PANEL LUMBER NAT CONTAINS TREATMENTS THAN BORATE. RATING - WOOD PANELS MAY CONSIST OR EITHER 056 OR 5 -PLY PLYWOOD WIN A MINIMUM EXPOSURE I RATING. I SW TYPE L550's DRILLED UN.O. GN PLAN PIPE SLEEVE: 2" ACCEPTABLE 1 24" OC ONLY REQUIRED AT EXTERIOR 0+816 LOCATIONS 0516 STRAP 3. STUD SPACING - 1x WOOD STUDS AT SHEAR WALL SHALL BE SPACED A MAXIMIP9 I6. ON CENTER LARGER THAN PIPE TI4MJ FOOTING. MAX LS50's NAILED TO NEW 6 24" 0.G. WALLS AND INTERIOR BEARING PLATE TO BEAM 4. PANEL. BREAKS - ALL PANELS EDGES SHALL BE 2x BLOCKED F OCCURS. STUDS VERTICALLY 5 18" OL. AND $HEAR WALLS. I - CENTER STRAPS ON I NOTCHED/DRILLED UNO.ON PLAN 'LI" 5. STAGGERED NAILS ALL NAILING AT 3" 0L. OR CLOSER SHALL BE STAGGEiD. DIA=IJ. MM SPAL'G•3D 6. SILL PLATE ANCHOR BOLT WASHERS - SHALL BE 0229' 3° 3° STEEL PLATE WASHERS WITH A DIAGONALLY SLOTTED HOLE PER TABLE 4 16° OL. NO PIPE PASSING i DIAMETER x x NO LARGER THAN 3/I6" GREATER THAN THE BOLT OR 1 3/4" MAXIMI'. THE WASHER SHALL BE PLACED BETWEEN THE NUT AND SILL PLATE AND SHALL NOT BE OFFSET BY MORE THAN I/2' OF THE EDGE CF THE SILL PLATE ON HOLE OR TOP THRU THIS PORTION 3 10° O.G. PROVIDE HARDY SADDLE 1-1524 PLATE BREAK ■■■■■■■_ THE SIDE WITH SHEATHING ATTACHMENT. 2 8" OL. AT COMPLETELY NOTCHED TOP fl COMPACTED FILL p0U6LE SIDED SHEAR WALLS - MEMBERS SHALL BE 3x AT ALL ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED ON EACH SIDE CF THE PANEL BREAK 04 EACH SIDE OF I 6" OL PLATES1. DOUBLEqTOP min "L2" THE ADJOINING MEMBER SILL PLATE FASTENER SPACING SHALL BE REDUCED IN HALF. Ibd AT 12" O.G. AT FLUSH BEAM, SIZE PER TRENCH DETAIL CIEDGE SCALE: N.T.S. SHEAR WALL ADJOINING NAILING REPAIR PANEL 1� MULTIPLE STUDS SCHEDULE uxo.ONPLAN , SHEAR WALL SCI-IEDULE ��,_W, `� POST ORMULTIPLE STUDS PER PLAN ' SEE NAIL PATTERN DETAIL ABOVE SCALE: 1 N.T.S. *� SCALE: N.T.S. INTERIOR INON-BEARING WALLS EXTERIOR I BEARINGS - . 4x6 POST 4x4 POST 2x4 STUDS: x6 STUDS: 2x4 STUDS: 2x6 STUDS: 2x lb" OL. DRAG - FLUSH BEAM TO WALL - ' R MINIMUM HO FLAN 12° I? �ROLN MMR'IlM PLANFLUSH 3,- - - BEAM, SIZE PER SCHEDULE UN.O.ON PLAN 16"y RAFTERS, TRUSSES I } 32' LONG CSI6 STRAP FLICA. JOISTS, \ o A35 AT �A35 AT ON PLAN ®�� A35 AT 12` A3S UPJA. ON PLAN h/ 5/8" MN 518" MN 5/8" MIN 5/8" IN R PLA w PER PLAN w/ 2x SILL B. AB. w/ AB. AT 48° O.G.la' PER 13/501 " Li. Wr CONCRETE PER ARCH. PLANS TVP. (MAX. 110 PCF) I wJ (15J 8d's EA SIDE TY TYPICAL \ \ / I : AT CORNER OF UPPER I S _�■ ! O C . ilia TOP PLATE OR RIM UNBLOCKED PANEL EDGE, UTLO. ON 5HEAR 4x4 POSTEN. MINIMUM SHEAR PANEL 4x4 P05T MMMU1 518" y518' MM MIN A-5/8" MIN f.'5!8° MIN �- PLAN, TYPICAL _ \J GARAGE SLAB PER 6/50I OR FLA11L RTC BY OTHERS I../..- "'. FLOOR SHT'G PER DTL 213/502 PANEL PER PLAN PER PLAN 13/8' DIA HOLE MAX 2 VS" DIA HOLE MAX IV DIA HOLE MAX 243 • DIA. MAX 0516 STRAP 'LZ" 'L2° MI BEAM TO BENZ FK -FIELD WO. ON PLAN '- NAILING, TYPICAL BEARING WALL PER PLAN AS OCCURS INSTALL CSI6 ON UPPER TOP ■ ,( 41 ,x •' CANER CONDITION - LTP4 I CORNER CONDITION - A35 E F I o' --- SPEAR EL- - DRAG FLUSH BEAM TO FLUSH BEAM PLATE OR RIM " r -Tit .,o<t i. �y„,!` _- ---- - -` I ONLY AS OCCURS 6 EX - EDGE . SEE NAIL PATTERN SIDE VIEW - CORNER PLAN VIEW - CORNER TYPICAL /SHEAR APNAILING, J••Via• J= 1 © 6/501 AT a 0546 STRAP ' PER PLAN PANEL 4x4 POST PER PLAN k I, U8" MAX \ li"UN.O. \ 13/8 MAX \ 2 118 MAX PLATE TO BEAM "Li" "12" DETAIL ABOVE - I ON PLAN �" 16" Btt-BOINDARTj1 GARAGE ;%'V/ �/ •'��i F NOTED ON PLAN PROVIDE �� `• '�' ° L F y'J MMMUM HOLDOIJN 118" .T MAX ■■■■■■■, NAILING, TYPICAL SLAB \•i� / . 14" /\�\. / 8d's EA 9 SIDE IE/0R) \> FIBERBOARD EXPANSION JOINT HOLDOLLN PER _ RIM BPoC v, I JOISTS PER PLAN, 101.1111 PLANP �' T (2) Ibd AT b" DEEP--------- -1 - /; MTRL BY OTHERS STEM _� iYP. I -JOIST BLJCYs Al 48' OL. AT IST BAT STRAP PER` BENT, ADD (I)16d \.. PLAN \\'' EN 4x6 POST EN. IF ALLOWABLE SIMPSON CUTS CN STUDS ARE EXCEEDED, PROVIDE HSS STUD SHOES AT EACH NOTCH OR HOLE. FOR EACH ADM. 2" 1E5 4FT i i DE DROP BEAM PER % Ibd AT 3" .C. SAGGLAP d ERED CONCRETE WALL FOUNDATION 2x PT LEDGER EK OF DEPrN SCHEDULE OR PLAN r EA. 510E CF TOP fE BREAK 1' 2x STUD w! A35 AT 12' MINIMUM w! 5W. 16d AT "' 2'•0" MIN. PER DTL 2/SDI w/ (2) ROWS RI' AB. AT 48" OL. PER 13/SDI OL. UN.O. EDGE NAILING DO NOT NOTCH OR THAN 3 CONSECUTIVE DRILL MORE STUDS. DO NOT NOTCH OR DRILL BALLOON FRAMED STUDS OR STUDS OVER 10'-0" 12"OL. POST OR MULTIPLE I I WIDTH STUDS PER PLAN USE 2x4 FLAT BLK'G AT EDGE DRAG - DROP BEAM TO WALL SIDE VIEW JOINTS WHERE BLOCKED CONTINUOUS EDGE CONDITION - LTP4 CONTINUOUS EDGE CONDITION - POST DIAPHRAGM IS CALLED OUT. FOUNDATION CONNECTION SCALE: N.T.S.SCALE: 16 COMMON HOEDOWNS N.TS. AT SHEAR WALLS r' %.„ ' NOTCHING AND STUDS AND ., // DRILLING OF TOP PLATES �' , DRAG STRAP TO BEAM TYPICAL TOP PLATE AND RIM SPLICE ���� .� SHEATHING LAYOUTAND NAILING SEE DETAIL 'A' OR JOIST CONNECTION SCALE: N.T.S. :::<, -A' SCALE: N.T.S. : te,,.,. , ��!%! EN., TVP. EN, TVP. JOIST SIZE MAX NOTCH WIDTH: D/3 MAX NOTCH DEPTH: 0/6 MAX HOLE SIZE: D/3 KING STUD / POST REQUIREMENTS ALL TYPICAL FRAMING SHALL RAFTER WALL WIDTH OF . KING ALT: '"NAILS (PLATE TO KING CONFORM TO THE CONVENTIONAL / (2) Ibd LOVER FRMG PLT TO OR JOIST '�'�i 2* P4" Ya" I'4" WIDTH UAWIDOOR STUDS POST STUD/POST) REQUIREMENTS OF THE EA STUD. Ibd AT 11° OL. PLT TO - �� 2x8 We I'xe° 23/s" 0'•1' (IJ 2x4 (3) Ibd (20d AT 3x SILL) CsOvERNING BUILDING CODE PLT " T-14' l2) 2x4 4x4 !6)-16d (20d AT 3x SILL) in 2x10 3" py' 3" 2x12 334' x IV 334" 14' -IS' 13)1x4 4x6 (91 Ibd (20d AT 3x SILL! HEADER PER PLANS, REFER ' 1�, �q�$ DOUBLE JOIST 2x14 4�" 2Ve' 4%" 0'•9' (U 2x6 -- (4)-Ibd (20d AT 3x SILL) (2)16d FOR 4" DEEP HEADER ADD (I) Ibd FOR EA ADD'L 2", ✓ TO DETAfL 10 FDR NON I FRAM NG AT OPENING, VNO. I/3 SPAN I/3 SPAN I/3 SPANS 9'-11' (2)2* 4x6 (8)-I6d (20d AT 3x SILL) ALT LTP4 AT KING SND R 2X BEARING HEADER SIZES 2x4 BLK'G w1 BLK'G CONTINUOUS HEADER PER PLAN G516 STRAP BOTH SIDES OF EACH NOTCHES HOLES ALLOUEp AND NO NOTCHES NOTCHES AND HOLES ALLOWED Ibd AT Tl' o.c. � WIDTH 15 THE DISTANCE BTW KING STUDS AT EACH SIDE DETAIL - "A" DETAIL - "B" TO JdST OR � WINDOW/DOOR / WINDOW TRIMMER BELOW RAFTER E1 L TVP. POST (4 TOTAL) OMIT STRAPS AT MANUFACTURED PANEL CONDITION d/ SHEAR FROM HEADER TO TOP , I U1L�R D/4 I I \ I I MIN 2" u16 " (I) 2x KING STUD REQ'D WHEN FULL HEIGHT 2-2x TOP PLT, SCREWRDY/SUD PANEL IS ADJACENT TO IIbW/DOOR SPLICE PER STUD TO HARDY. 4(501 nt NAILS SHOULD BE SPREAD EVENLY TO ALL STUDS OR ALL INTO POST, E POST CONDITION 4101°Pele CRIPPLE HEADER MM 2x OR AS NOTED ON PLANS. STITCH TO KING W/ Ibd AT 12' OL. WOOD STUDS PER TABLE AT LEFT OR AS NOTED ON PLANS I. RN LONG DIMENSION OF SHEATHING ACROSS (PERPENDICULAR TO) JOIST APD RAFTERS - 2. STAGGER END JOINTS 2'-0" MMIMUM. 3. BOUNDARY NAILING APPLIES TO PERMETER PLATE LINES, CHORDS, TIES, AND AS CALLED FOR 04 DRAWINGS. ,i14 � J PLAN D� O p� D/3 D • PLATE, MATCH SHEAR TYPE Gf PANEL BELOW, UND. ON PLAN DOUBLE JOIST { MM 2' 4x TRIMMER WOOD STUD SIZE TABLE STUDS OR 4. SEE PLANS FOR NAILING AT BLOCKED DIAPHRAGMS. NOTES � - �� ' " - •' . MANUFACTURED OR PLYWOOD 5HEAR PANEL PER PLAN, AT PLYWOOD PANEL CONDITION, PROVIDE (2) ROWS EN. TO HEADER t (I) ROW TO tI TR ERS, AND KING STUDS WALL WALL STUD SIZE AND BLKG PER WIDTH HEIGHT SPACING PLANS �,� �' ANCHOR BOLTS 4 WASHERS PER DETAIL II ON SHEET 501 E NAILS SHALL HAVE Wilk EDGE DISTANCE. < 10' 2x4 AT I6" O.C. OR NAILS PER SHEET 503 6. ALL JOISTS AND RAFTERS SHALL BE LAID OUT IN 4'•0" MODULE TO COINCIDE WITH THE L HOLES MAT BE DRILLED M ANY 113 SPAi . HOLES MUSt BE A MIN 12 FROM ANY NOTCH. 2. DO NDT NOTCH BOTH TDP AND BO1TO I SURFACES WITHIN THE SAME 113 $PAN 3. MAX ALLOLLED IS A CCMBMATION OF TWO NOTCHES AND/OR HOLES PER 113 SPAN. 35 < 20' NOT APPLICABLE SHEATHING. < 10' 2x6 AT 16" OL. NOTCH BARE STUDS �� 55„ <2 2x6 AT Ib° O.C. PER 10/502 2x SILL PLATE (PRESSURE 1. USE TONGUE -AND -GROOVE SHEATHING AT FLOORS, UNLESS NOTED OTHERWISE. KING POSTS PER PET. 5/$02, UNO. 04 PLAN, (I) ROW EN.4. AT CONVENTIONAL SHEAR 1. INTERIOR NON-BEARING WALLS MAY USE A STUD TREATED IF 04 CONCRETE). 8. SEE DETAIL 'B' FOR FRAMING WHERE SHEATHING JOINTS ARE OFFSET DUE TO RAFTER OR JOIST LAP SPLICES. PROVIDE BACKER BLOCKING AT I -JOISTS THIS DETAIL DOES NOT APPLY iO NOTCHES AND HOLES IN STRUCTURAL BEN15, THEY MUST BE SPECIFICALLY DETAILED. 5. NOTCHES AND HOLES ARE NOT ALLOWED M CANTILEVERED JOISTS. b. REFERi TO MANIFAGTURER'S RECOMMENDATIONS FOR HOLES IN M aMFACTURED JOISTS. DO NOT NOTCH I -JOISTS. SPACING OF 24" ON CENTER 2 THIS TABLE APPLIES TO STUD WALLS SUPPORTING A FULL HEIGHT KING STUDS PER TABLE AT LEFT OR PER PLANS 9. PROVIDE AX," GAP BETUEEN ALL PANEL EDGES TYPICAL. JOIST HEAD -OUT FRAMING SCALE: N.TS. ,�,,,,,, j, ,. „n�.,,,,,_�.yo"� �� y NOTCHED OR DRILLED CONVENTIONAL JOISTS SCALE: N.T.S. ?� Too.. �,,,.,,,,Yv � MAXIMUM OF (I)FLOOR AND (I)ROOF. THE PLANS SHOULD BE CONSULTED FOR ALTERNATE CONDITIONS. / (2)16d SILL PLT TO EA STUD. USE 20d AT 3x SILL PLATE HORIZONTAL DIAPHRAGM 0/,<.,- 2 PORTAL FRAME - CRIPPLE CONDITION TYPICAL WOOD STUD WALL COND. LAYOUT AND NAILING SCHEDULE SCALE: N.T.S.-, �, i 2x STUDS A7 I6' D.C. - LT. WI CONCRETE ALLOWABLE SHEAR WALL PENETRATIONS lfi" GAP 611N PANELS UPPER PLATE RECEIVES SHEAR WALL EDGE NAILS. DG HORIZONTAL DIAPHRAGM SCHEDULE - 2009 TBG i. HOLES UP TO 5" 5Q DO NOi REQUIRE BLK'G i EN 2. HOLES FROM 5" 5Q TO 16' SQ REQUIRE BLK'G I EN. %" MIN BTLLN NAIL s EDGE OFEN. POST OR SHTG 4111,' II STAGGER ROWS Ye" AT 2' OL. INTO 2x TOP PLT MAXIMUM SPACING F PA1LL DESCRIPTION NAIL SIZE EDGE NAILING BOUNDARY NAILING FIELD NAILING I r N. RM minimum MAX 11/2" SHIM, AT SHIM CONDITION USE LS50'a FROM RIM DI CONT. L550'sADER PER4. PETAL I/5D4 UNA. ON PLAN PER PLAN w/ 1x SILL w/ 16d AT 8' OC. OR I/SO2 PER ARCH. PLANS TVP. IMAX 110 PGF) FLOOR 514T'G PER 3. HOLES LARGER THAN Ib" SQ. ARE NOT ALLCUED. HOLE SIZE INCLUDES THE LENGTH OF THE OVEROJT.od 5. MAX. ACCUMULATED LENGTH CF OPENINGS SHALL ® �' Iro• SHEAR WALL EDGE NAILING AT ROOF 24' O.G. i�` OSB STRUCTURAL PANEL, PI I 24/0 6" oa. b' o c. 12' o.c. NOT EXCEED 20 PERCENT OF THE WALL LENGTH. 6. OPENING MUST BE A MIN. 12' FROM SILL PLATE. TOP i✓ TOP PLATE, SILL PLATE, END I POSTS 4 ADJOINING POSTS FLOOR 16' O.G. nen' HOOD STRUCTURAL PANEL Tt6 SHEATHING, PII 32/16 Dd 6' oa. b' oc. 12' o c. 2x BLK'G FOR LT. DTL 243/502 EN,TYf. E .: POS STRAP BOTH SIDES AF EACH POST (4 TOTAL) OMIT STRAPS AT MANUFACTURED PANEL CONDITION AT CONVENTIONAL 5HEAR CONDITION RUN SHEAR TO TOP OF HEADER w/ (2) ROWS OF EPL WT. CONCRETEPLATES i END POSTS. 1. RECOMMEND CIRCULAR BORED HOLES OR RADIUS PER PLANS i DETAIL U5D2 FLOOR 192' O.G. T3/s2' 11000 STRUCTURAL PANEL 746 SHEATHING, PII 40/20 Od b' 04. b' 04. 12' 0.4. CORNER CUTS. 8. END POSTS SHOUL D NOT BE OJT FOR ANY REASON, STUDS 1 TOP PLATE MAY BE NOTCHED PER DEi 10. I FLOOR 24' O.G. $,(Sz WOOD STRUCTURAL PANEL, Tib SHEATHING, PII 48/24 IDd 6' o c. b o c. 12' o.c. IVT' LVL LEDGER w/ NON-BEARING HEADER SCHEDULE ° EK !3J ex4 505 ) SHEAR WALL END P05T Wl EK, SCREWS AT kV O.C. \ \\\ HEADER SIZE MAXIMUM SPAN (3'-0" WALL ABOVE) SHEATHING PER PLANS ALL I MIN 2x P05i OR AS NOTED ON PLANS, MUST BE CONTINUOUS TO TOP PLATE (KING POST). I FLOOR SWIGPER 4x TRIMMER AROUND OPENING 44 DTL 243/502 2x4 FLAP 12'-0" � ��I� ipso ��-s•I ----- .' .' � �� _ "� CONTINUOUS 6514 ABOVE 1 BELOW OPENING TO END OF i $ I PROVIDE HOLDGLLNS PER PLANS ► I. ALL ROOF AND FLOOR SHEATHING TO BE EXPOS/RE I OR EXTERIOR PER TABLE 23063.1. 7(s' SHEATHING IS NOT STRUCTURALLY ACCEPTABLE FOR ROOF \ C - -I • � MANUFACTURED OR PLYWOOD SHEAR PANEL PER PLAN, AT PLYWOOD PANEL CONDITION, EN. SHEAR TO HEADER TRIMMERS, AND KING STUDS � � I JOISTS PER PLAN, 1 I iYP. I•J015T BLK'G rrl AT 48° OL. AT 1ST BAY THE USE OF A SINGLE 2x4 FLAT HEADER IS ACCEPTABLE ONLY WHEN USED IN CONJUNCTION WITH A MINIMUM SINGLE 2x4 7pP PLATE. I , -al I I I I/I I I` �l J) " . SW. AT CONDITION G ONLY PROVIDE 2x BL1CG BEHIND CSI4 FOR NAILING AT CONDITION "C" ONLY I �II�� (;� I / `: �IH 'I .' ►/ tt' ►"� SILL PLATE W/ ANCHOR BOLT$ OR NAILS PER II/5p1, IlSD1 t Spa SHEATHING. 2. FOR FLOOR SHEATHING, WOOD STRUCTURAL PANEL SHALL BE UNDERLAYMENT GRADE. ALL FLOOR SHEATHING SHALL BE GLUED TO FRAMING. 3. ALL NAILS MST BE IOd. IN LIEU OF IDd NAILS AT FLOOR SHEATHING, sS x 2° LONG DBL I'i7° LVL RIM . - - - KING POSTS PER DET. 5/502, UNO. ON PLAN, (I) ROW EN. AT CONVENTIONAL SHEAR _ ISI I% I -JOISTS PER PLAN, w/ EN. TVP. I -JOIST BLK'G AT 48' OL. AT 1ST BAY L�f I� I�I /'�I I �I I jJ �I�II I�I�I�II II �I „1 peal rl► i / �I /I EDGE NAILING AT PANEL BREAKS MUST OCCUR ATII I llr ALIGN POST AT ADJOINING R PANEL EDGES, MIN 2x OR 3x PER DETAIL USD2 SGRENS MAY BE USED. 4. FOR ALL FLOOR SHEATHING, PANEL EDGES SHALL HAVE APPROVED TONGUE -AND FULL HEIGHT KING STUD -GROOVE JOINTS OR SHALL BE SUPPORTED WITH BLOCKING. NOT REQUIRED WHEN LIGHTYEIGHT CONCRETE I5 PLACED OSB SHEATHING PER PLANS I OVER THE SUBFLOOR PORTAL FRAME - SHIM CONDITION PERFORATED SHEAR WALL - CONDITION B 4 C %' TYPICAL WOOD SHEAR WALL - CONDITION A DTL U5D2 GARAGE HEADER CONNECTION SCALE: N.T.S. it't ,„.4,.,,.,y// ': INTERIOR FLOOR CONNECTION SCALE: N.T.S. „ ..,,/ NON-BEARING HEADER SCHEDULE SCALE: N.T.S. 10 ; �1%2, TYPICAL WOOD STUD WALL AND SHEAR WALL FRAMING SCALE: N.T.S. �J , -7x-,.,,,,,..,rsY V HORIZONTAL ROOF AND FLOOR SHEATHING SCHEDULE SCALE: N.T.S. % DQE INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: Revision: Date: 12-1665 SCALE: N.T.S. SHEET # SD2 w 0 z. Q U Z < CO I w 0aJI� Zz0D CO cv2 r ... V w O J r aU ^m 0 CC ill H W W CC g3Q DZ 0 o Wm - > J J O CC Y �Q "' ) 00 Q U J J o CC ikkko 0 (1/441). OT c SITE PORTION STRUCTURAL GENERAL DETAILS, DATE: 1 1 /02/12 JOB NO.: 12-1665 SCALE: N.T.S. SHEET # SD2 ISE INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: Revision: Date: SHEATHING SCALE: N.T.S. SHEET # SD3 SITE FACTORY EDGE NAILING TO • SHEATHING -4:0TRUSS RO DET J TOP CHORD 2x SIP END SPLINE 3/502 PER DTL 243/502 MANUFACTURED Q in L J Rea51-11-651-11-6 PER EN I ROOF DETAILS 24315D1 CALIFORNIA DRAG TRUSS w/ 10k FRAMING w/ EN. LATERAL DESIGN LOAD TYP. URO. PER PLAN �� TRIGS PER PLANS 0 H Zz0M GIRDER TRUSS, ER AT BLKG, TYP. (2) led AT 0 mJ F 00 _ W V / o pa:.%,,,„ D UN.O., SEE PLANSAI W CC 0 W z O -- 12" O.G. CO ter" .----" J U 0 J I Y rQ . + 1x w/ (2) o ' �N Y 12" 0. 16d 12" O.G. �!a i1, .....w, ' se c5 4N 0 OT• • 4 t ,i' °zs • • •• 44/ I+� Qo Jo to 0, - 1x FALSE TAIL PER ,�1�2 � TRUSS b... I6/5D3 - 4x BLK w/ (I) G516 OR TRUSS e 1 c PER �� STRAP, L.32' ONO, SEE PLANS ! 4 i 1 TOP CHORD EXi. EN. T DROP BEAM A5 SD3 2x BLK'6 W/ L550 or LTP4 OCCURS, TYP. ���' I 048' OC, URO. ENTIRE i - r WALL LENGTH, TYP. SHEAR WALL A5 OCCURS I. 2x STUDS AT WHERE DEPTH OF BLk'G Ib" O.G. PER EXCEEDS 12" REFER TO PLAN DETAIL BELOW ROGF ?BUSSES AT SIP ROOF t STEEL "` 24" OG. BY OTHERS WALL MODULE FRAMING BY OTHERS, TYP. 2x BLOCKING w/ EN. I 16d's AT 4" TO TYPICAL CONDITION 2x BLKG w/ ER O.G. DROP BM AS A35b Ai 48" O.G. GIRDER TR155 BTM CHORD SUPPORT STUDS PER PLAN, TTP 2x STUDS AT 16" BLK'G 70 TOP C.C. PER PLAN, OCCURS PLATE, UND. - BEAM AS OCCURS MANUFACTURED ROOF TYP. TRUSS PER PLANS 2xBLK'Gw/ERS ROOF DIAPHRAGM PER = ; 1 DETAILS 1 t 3/SDI SiTE ROOF TO MOD SCALE: N.T.S. CONNECTION --e, r„: .- CALIFORNIA FRAMING AT DRAG TRUSS`' SCALE: N.T.S. "'y a y/�/,ry� YNs�HH/N�au,,,,%//� DRAG TRUSS CONNECTION SCALE: N.T.S. 3 i /; .. Isle 15/503 OR TAIL2x FALSE PERR 'i OIL,. I+1 I', FACTORY SiTE 2x ROOF FRAMING PERS P' TOP CHORD EXT. _- FRAMING PLANS ROOF EN. TYPE 4 51-1T'G, INSTALL PER DET. 5/503 rm.,rm.,2x ROOF WIG PER BLOCKING w/ Ibd's al ER DETAILS 113/502 ROOF SHEATHING PER AT 8" O.G. TO GIRDER TRUSS TOP CHORD. ALT: MANE. TRUSS BLKG FOR Sal 2x BLKG EN. J TAI 2 t ! DETAIL 3 SD2 ei t 1. ALT: LTP4's AT 24" 0.C. ( MN. SREAR LOAD . 350 PLF 2x BLK'6 w/ ER PROVIDE ETlbP PLAT 4" w! SHEAR WALL AS OCCURS (3)16d TO STUDS TRUSS TOP CHORD OR r� DROP SEAM AS AT 16" O.G. RAFTER PER PLAN OCCURS, TTP. TRUSS PER PLAN NKaH-HEEL CONDITION 2x FASCIA w/ ER SWEAR TRANSFER MODULE WALL FRAMING BY II 'G i OTHERS, TYP. BK! D.G. 2x TOL TOWP PLATEL550AT 32" 1x FALSE TAIL PER 16/503 OR RAFTER ROOF RAFTER ENTIRE WALL LENGTH, TYP. CONT. BLOCK TAPERED WEDGE®_� W/ Ibd AT 6" � STAGGER EDGE NAILING AT RIM EXTENSION ®!\✓' PER PLANS FLOOR 5HT'G OC. TO TOP PLATES PER 1 1 F — DETAIL 2 t 3/SDI IirJ" LVL LEDGER w/ ER -r 1 (3) ROLLS 14x4" SOS ROOFTRUSSES SGRE US AT Ib" OL. 2x BLKG W! EN. 1 L55ID FLOOR I-JOISiS ° 48" OL„ URO. ENTIRE 14" O.C..BBY OTHERS 1x STUDS AT Ib° 0G. w/ IU5 OR TUT HGR's PER PLAN( SHEAR OCCURS, WALL AS ER TO 2x BLOCKING w/ ROOF DIAPHRAGM EN. WALL UNA. ON PLANS UPPER TOP PLATE PER PLAN w/ 2-2x TOP F TRUSS PER PLAN DROP 8M PER PLAN PLATE, TYP. RIDGE BLOCKING RAFTER CONDITION] SITE TRUSS TO MOD SCALE: N.T.S.'j/y, WALL %" 13 :,.,,.� y ROOF PERPENDICULAR CONNECTION ; SCALE: N.T.S. » 9 %%iiz TRUSS DETAILS (SI -EAR TRANSFER 4 RIDGE BLOCKING) SCALE: N.T.S. 4 TRUSS ROOF AT EXTERIOR WALL, i SCALE: NIS.% ...,., �� ROOF SHTG PER DETAILS 2 1 3/502 TYP. ROOF RAFTERSH ROOF EATHING PER (3) 8d PER FLAT FINGER DETAIL 2 t 31501 ROOF EN. rJD23PER DETAIL 2x BLOCKING w/" 'LSU' 1x BLKG W/ L550 AT ER J 16th AT 6' 2x FLAT FINGER AT O.C. TO TOPE EN.O.G. W/ (1) 16d EA END. PROVIDE EN. SCEIUED SUMP. JOIST 32" O.C. TO TOP PLATE - -- HIP FLUSH BEAM HANGER �� --nii ° ENTIRE WALL LENGTH, N=:Zx STUDS AT 16" OO. w/ "6" j _ I' 1 TY P. '. mi TYPE SHEAR ENTIRE LENGTH. EN UPPER TOP ,)1 I _ i,, _k, i PLATE, SILL, J BEAM t_r EAVE PROFILE PER 1x BLK'G w/ (4)16d TO 1x ROOF SHEATHING PER ER DETAIL 2 t 3/502 ARCH. PLANS, TYP. RAFTER TO HIP - _ I,, WALL BLKG II:RAFTERS PER PLAN. TYP. '4TRUSSES PER PLAN 2x SILL w/ �.. w/ BOTTOM CHORD MGR AT NO OVERHANG FLAT FINGERS Ibd AT 8" ELIOMIT TO GIRDER/DRAG TRUSS 2x FASCIA w/ ER OL. >� t ATTACH FASCIA TO TRUSS PER ARCH 2x4 NAILER w/ 12) Ibd AT EA. STUD NIP, RIP DOWN AS SI-IOi1N _ r - -s Tx r� AND PROVIDE A35's I Itir =� it Y EA. SIDE TO BM q 2x ROOF FRAMING PER 2-2x 70P PLATE FLUSH 8M PER PLAN a a , tom_ v 1 FRAMING PLANS SHEAR WALL AS n \ SHEAR WALL AS �i OCCURS PER PLAN FLOOR 4 LEDGER AS n OCCURS PER DETAIL � 9/503 CONT. TAPERED WEDGE I `PER BLOCK Ibd 6" OCCURS, ER TO SETBACK PER ARCH PLANS DETAIL SD3 RAFTER CONDITION T O.C. TO TOP PLATES UPPER TOP PLATE r PROVIDE HEADER AS APROFILE PER STRAP ® C516 OCCURS, TYP. ARCH. PLANS, TYP. 2x FLAT FINGER AT 24" HIP TO TOP PLATE CORNERS O.G. W/ (2) Ibd EACH END J ROOF ER ROOF 51-11G PER RAFTER/NIP CONNECTION !' ROOF PERPENDICULAR CONNECTION �� n ,, ; SHEAR TRANSFER AT DUTCH NIP %% DET.1 t 3/50I J 2x BLK w/ AT Ea STRUT 2x w/ ROOF ER t (4) Ibd SCALE: N.T.S. s, *,,,,.,,,,ird„, - SCALE: N.T.S. 4%Oi,,,,,,,47, SCALE: NIS, % ,// BLK'G w/ ER Ibd's AT b" OG. TO STRUT TO BLOCKING mos Top amp 2x4 AT I6" OC, ROOF SHEATHING PER DETAIL 2 t 3/502 2x FRAMING PER (3)166 TOP J BTM MAX. SPAN=8'-0" ROOF SHEATHING I ROOF TO STUDS PER DETAILS t - I FRAMING PLANS CHORD ROOF SHT'G PER AT 16' OC. DETAILS 113/502 = 3/502 f ER I. '- (T3) Ibd, TRUSS RD TO 51-K, TYP. 2x LEDGER w/ (4) �1�1►` 2-2x TOP ------------- 16d's TO SIP 1111 2x STUDS AT I6" O.C. PLATES w/ CONT. TAPERED WEDGE PER PLAN w/ SHEAR AS OCCURS, TYP. L- SPLINEAT 48" O.C. '. %,.' n '�� �r ER BLOCK W/ Ibd Ai 6" I� ' (4) Ibd's gaffO.G. TO TOP PLATES - FLOOR SHT'G PER SIP ROOF PER TO FLAT 2x 11 FAC TORY PLANS, DETAIL 2 t 3/502 '2 LEDGER FLOOR SHVG <r 2x LEDGER w/ �/ PER , (2)16c1 AT 16" I DETAIL 2 t 3/502 TRUSSES AT ROOF RAFTERS w/ OC. _— ROOF BR -- - - 24" O.C. BY OTHERS (3)16d TOENAILS - 11:4 ROOF SHT'G PER 2x4 DIAD. BRACE = :,4J 1-2x TOP PLATE TO RIDGE - -ii ' ` DETAILS 2 J 3/502 w/ (4)16d NAILS TO BLKG " ' I(r t LVL LEDGER w/ ER - ' ' - 2x4 FLATS AT 6'-0"O.C. 4 (3) ROWS }HNC 505 Jpp _. (MIN 3 BAYS) (2) Ibd Al "i' w/ SCREWS AT Ib O.C. NAILS TO EACH TRUSS Mil. 0 SHEAR 2x STUDS AT 2x6 RIDGE WALL AS SER OCCURS BOTTOM CHORD 2" LVL LEDGER w/ ER A34, STR1T TO FLOOR I K'" OC. -JOISTS w/ 1115 OR IUT HGR's FLOOR I -JOISTS w/ 1115 OR IUT HGR's t (3) ROWS 4"tx4" 505 SCREWS AT 16" O.C. 2x6 ROOF BRACE w/ (3) Ibd TO 2x4 KICKER WHERE LEDGER PER PLAN , REFER TO TRUSS HEADER A5 OCCURS, TYP. PER PLAN REQUIRED TO LIMIT MAX. SPAN 2x4 KICKER w/ (3) TO 8'-0" PER ABOVE DETAIL Ibd TO RAFTER w/ MFR FOR BRACING REQUIREMENTS MAX 4'-0" SPAN RIDGE CON ECTION TRUSS CONDITION ROOF/FLOOR CONNECTION SCALE: N.T.S. �/oi >, .y' ,,,, •/4 TRUSS TO WALL CONNECTION SCALE: N.T.S. % 11 ' %W.::. ,,�// CALIFORNIA FRAMING %' SCALE: N.T.S. %j, , ; GABLE END ROOF AT EXTERIOR WALL SCALE: N.T.S. ` %i.<.;. ISE INNOVATIVE STRUCTURAL ENGINEERING 29970 TECHNOLOGY DR SUITE 212 MURRIETA, CA 92563 TEL: (951) 600-0032 FAX: (951) 600-0036 www.InnovativeStructuralEng.com No: Revision: Date: 12-1665 SCALE: N.T.S. SHEET # SD3 W 0 z Q0 J • z Q in L J V / rn w I N �� 0 H Zz0M QU . 0 mJ F 00 W V / o D W CC 0 W z O -- CO ter" J U 0 J I Y rQ . + o Y �!a i1, .....w, ' se c5 4N 0 OT• • 4 t ,i' °zs • • •• 44/ I+� Qo Jo to 0, SITE PORTION STRUCTURAL ROOF FRAMING DETAILS DATE: 11 /02/12 JOB NO.: 12-1665 SCALE: N.T.S. SHEET # SD3