THIS DOCUMENT SHALL NOT BE REPRODUCED, TRANSMITTED, DISCLOSED OR USED IN WHOLE OR IN PART WITHOUT WRITTEN CONSENT BY STUDIO M ENGINEERS, LLC. SCALE: AS SHOWN STUDIO M 6.30.2016 EAGLE COUNTY, COLORADO :: 308 N. HYLAND PARK DRIVE :: GLENWOOD SPRINGS, COLORADO :: :: STUDIO M ENGINEERS, LLC :: 970-366-8690 :: GLASSIER LANE DEVELOPMENT 010 GLASSIER LANE 1. CODES AND STANDARDS USED IN DESIGN: A. INTERNATIONAL CODES (IBC & IRC) 2012 B. ASCE 7-10 C. ACI 318-11 D. AISC 13TH EDITION E. NDS 2011 2. SEISMIC LOADS : SEE S7.0 3. WIND LOADS STRUCTURE CATEGORY: WIND IMPORTANCE FACTOR: 1.0 BASIC WIND SPEED (3 - SECOND GUST WIND SPEED): 90 MPH EXPOSURE CATEGORY: B 4. SNOW LOADS GROUND SNOW LOAD: 57 PSF FLAT ROOF SNOW LOAD: 40 PSF SNOW EXPOSURE FACTOR, Ce: 1.0 SLOPE FACTOR, Cs: - non sliding areas: 1.0 - sliding areas: 1.0 THERMAL FACTOR, Ct: 1.1 / 1.0 SNOW LOAD IMPORTANCE FACTOR : 1.0 SNOW DENSITY; 22 PCF SNOW DRIFTING PER ASCE 7-10 SEC 7.7. SLIDING SNOW PER ASCE 7-10 SEC 7.9. 5. LIVE LOADS - ROOF (NON CONCURRENT): 20 PSF - FLOORS AND GREEN ROOF: 40 PSF - GARAGE SLAB: 50 PSF 6. DEAD LOADS - ROOF: 15 PSF - FLOOR: 15 PSF - GREEN ROOF: 50 PSF 7. LATERAL LOAD RESISTING SYSTEM : - BRACED WALL PANELS, SHEARWALLS AND STEEL FRAMES 8. FOUNDATION - GEOTECH: NONE - REPORT: NA - DATE: NA - MAX BRG: 2,000 PSF - MIN PAD WIDTH: 24" - MIN FTG WIDTH: 20" - UNSUPPORTED SPAN: 12'-0" ASSUMED - MIN REQ'D. CONC. STRENGTH: 3,500 PSI - FROST: 48" - ELFP = 55 PSF ASSUMED D E S I G N P A R A M E T E R S D W G S Y M B O L S ABBREVIATIONS AB ANCHOR BOLT ALT ALTERNATE ALUM ALUMINUM APPROX APPROXIMATE ARCH ARCHITECT OR ARCHITECTURAL BAL BALANCE BM BEAM BTM BOTTOM BO BOTTOM OF BOS BOTTOM OF STEEL BRG BEARING BTW BETWEEN CC CENTER OF CENTER CIP CAST-IN-PLACE CJ CONTROL JOINT CJP COMPLETE JOINT PENETRATION CENTERLINE CLR CLEAR COL COLUMN CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT CONTINUOUS COORD COORDINATE CSJ CONSTRUCTION JOINT CTR CENTER DBL DOUBLE DIA. OR ∅ DIAMETER DIAG DIAGONAL DIM DIMENSION DL DEAD LOAD DN DOWN DO DITTO DTL(S) DETAIL(S) DWG(S) DRAWING(S) DWL(S) DOWEL(S) EA EACH EE EACH END EF EACH FACE EJ EXPANSION JOINT ELEV ELEVATION EMBED EMBEDDED ENGR ENGINEER EQ EQUAL OR EQUALLY EQ SP EQUALLY SPACED EQUIP EQUIPMENT ES EACH SIDE EW EACH WAY E-W EAST WEST EXIST EXISTING EXP EXPANSION EXT EXTERIOR FAB FABRICATE FABR FABRICATOR FF FINISHED FLOOR FIN FINISH(ED) FLG FLANGE FLR FLOOR FND FOUNDATION FS FAR SIDE FT FOOT OR FEET FTG FOOTING FV FIELD VERIFY GA GAUGE GALV GALVANIZED GR GRADE GR BM GRADE BEAM HD HOLD DOWN HDAS HEADED ANCHOR STUD HORIZ HORIZONTAL HT HEIGHT ID INSIDE DIAMETER IF INSIDE FACE IN INCH INCL INCLUDED INT INTERIOR JT JOINT K KIPS L OR LG LENGTH LL LIVE LOAD LLH LONG LEG HORIZ. LLV LONG LEG VERT LT WT LIGHT WEIGHT LVL LEVEL OR LAMINATED VENEER LUMBERS 4:12 4:12 T.O.( ) 99'-11" C5 1 T.O. ( ) 96'-1. 7/8" D D G S2.1 : TOP OF FLOOR CALLOUT : COLUMN, SEE SCHEDULE OR PLAN CALLOUT : OVERFRAMING (U.N.O.) : PAD FOOTING CALLOUT : DETAIL CALLOUT : TOP OF FOOTING CALLOUT : PLAN NOTE CALLOUT : EDGE OF FLOOR OR ROOF SHEATHING : JOIST CALLOUT : ROOF SLOPE : TOP OF FLOOR CALLOUT : COLUMN TAG IDENTIFIER : ROOF SLOPE : STEP IN FLOOR OR SLAB 3-11. 7/8" LVL : HANGER @ 16" O.C., TYP. 11. 7/8" TJI 210 : MEMBER CALLOUT MATL MATERIAL MAX MAXIMUM MECH MECHANICAL MIN MINIMUM MISC MISCELLANEOUS MNFR MANUFACTURER MTL METAL N NORTH NO OR # NUMBER NM NON-METAL NOM NOMINAL NS NEAR SIDE OR NON-SHRINK N-S NORTH TO SOUTH NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OF OUTSIDE FACE OPNG OPENING OPP OPPOSITE PC PRECAST PEN PENETRATION PERP PERPENDICULAR PLATE PLF POUNDS PER LINEAL FOOT PREFAB PREFABRICATED PS PRESTRESSED PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT POINT QTY QUANTITY RAD OR R RADIUS RC REINFORCED CONCRETE RE OR REF REFER OR REFERENCE REINF REINFORCE(D)(ING)(MENT) RET RETURN REQD REQUIRED REQT REQUIREMENT RO ROUGH OPENING S SOUTH (S) SALVAGED SC SLIP CRITICAL SCH SCHEDULE(D) SDW SIMPSON SDW LAG SEC SECTION SIM SIMILAR SLH SHORT LEG HORIZONTAL SLV SHORT LEG VERTICAL SP SPACE(S) SP A SPACE AL SPEC SPECIFICATION SPRT SUPPORT SS STAINLESS STEEL STD STANDARD STIFF STIFFENER STL STEEL STR STRUCTURAL SYM SYMMETRICAL T TOP T & B TOP AND BOTTOM THK THICK OR THICKNESS THD THREAD TL TOTAL LOAD TO TOP OF TOC TOP OF CONCRETE TOF TOP OF FOOTING TOPG TOPPING TOS TOP OF STEEL TOW TOP OF WALL TR TREAD TRANS TRANSVERSE TYP TYPICAL ULT ULTIMATE UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/ WITH W/O WITHOUT WD WIDTH OR WOOD WF WIDE FLANGE WP WORKING POINT OR WATER PROOFING WWF WELDED WIRE FABRIC W x H WIDTH x HEIGHT GENERAL NOTES S1.0 1. THESE NOTES SUPPLEMENT ANY PROJECT SPECIFICATIONS, WHICH SHALL BE REFERRED TO FOR ADDITIONAL REQUIREMENTS. 2. LOCATE EXISTING UTILITIES AND NOTIFY ENGINEER OF EXISTING UTILITIES OR SUBGRADE CONDITIONS. 3. DO NOT PLACE HOLES OR NOTCHES IN STRUCTURAL COMPONENTS THAT ARE NOT INDICATED ON THE FOLLOWING DRAWINGS WITH OUT APPROVAL. SUBMIT PROPOSED HOLE LOCATIONS FOR REVIEW. 4. THE STRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE STRUCTURE IS DESIGNED TO FUNCTION AS UNIT UPON COMPLETION. THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING. 5. THE STRUCTURE DEFINED IN THE STRUCTURAL DWGS HAS BEEN DESIGNED ONLY FOR LOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. THE CONTRACTOR SHALL PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO: - LAYOUT. - DESIGN FOR FORMWORK, SHORING, AND RESHORING. - DESIGN OF CONCRETE MIXES. - ERECTION PROCEDURES WHICH ADDRESS STABILITY DURING CONSTRUCTION. - WELD PROCEDURES. - DESIGN OF TEMPORARY BRACING. - SURVEYING TO VERIFY CONSTRUCTION TOLERANCES. - EVALUATION OF TEMPORARY LOADS ON STRUCTURE DUE TO EQUIPMENT AND MATERIALS DURING CONSTRUCTION. - SUPPORT FOR OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS. 6. NOTIFY STRUCTURAL ENGINEER OF CONDITIONS NOT CONSTRUCTED PER CONTRACT DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. 7. OMMISSIONS OR CONFLICTS BETWEEN THE CONTRACT DRAWINGS AND OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH ANY WORK INVOLVED. 8. SCOPE OF WORK EXCLUDES THE TIMBERFRAME STRUCTURE AND ALL ASSOCIATED DETAILS, DESIGN, CONNECTIONS AND ANALYSIS. REFERE PLANS BY TIMBERPEG DATED 9.18.2015. 9. DO NOT SCALE DRAWINGS. CONTACT ARCH. OR ENGR REGARDING REQ'D DIMENSIONS. 10. DO NOT BACKFILL AGAINST WALLS THAT EXTEND TO FRAMING SYSTEMS UNTIL FLOOR OR ROOF SYSTEMS BRACING THOSE WALLS ARE IN PLACE. 1. ALL CONCRETE SHALL ATTAIN 4,000 PSI COMPRESSION STRENGTH WITHIN 28 DAYS UNLESS NOTED. CONCRETE PUT UNDER LOAD PRIOR TO THE 28 DAY CURE PERIOD SHALL BE BREAK TESTED AND VERIFIED BY AN INDEPENDENT 3RD CONTRACTOR SHALL SUBMIT BREAK TESTS TO ENGINEER OF RECORD PRIOR TO ANY FRAMING INSTALLATIONS. 2. USE TYPE II PORTLAND CEMENT (ASTM - C150) WITH 5% AIR ENTRAINMENT. CONCRETE AGGREGATE TO BE NORMAL WEIGHT STONE. 3. PERFORM ALL CAST - IN - PLACE CONCRETE WORK IN ACCORDANCE WITH THE LATEST EDITION OF "SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI - 301, UNLESS NOTED OTHERWISE. PROVIDE HOT OR COLD WEATHER PROTECTION PER ACI - 305R OR 306R. 4. REINFORCED STEEL SHALL CONFORM TO ASTM A615: #3 AND SMALLER....GRADE 40. #4 AND LARGER ....GRADE 60. 5. HORIZONTAL REINFORCED STEEL SHALL BE MADE CONTINUOUS BY LAPPING BARS A MINIMUM OF 32 BARS DIAMETERS AT ALL SPLICES AND PROVIDED CORNER BARS U.N.O.. FABRICATION AND INSTALLATION OF REINFORCED STEEL SHALL CONFORM TO ACI - 315. 6. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AT THE POSITION SHOWN ON THE DOCUMENT. 7. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING MORE THAN 0.05% CHLORIDE IONS OR THIOCYANATES ARE NOT PERMITTED. G E N E R A L N O T E S 8. DO NOT PLACE PIPES, DUCTS OR CHASES IN STRUCTURAL CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 9. DETAILS. A. ALL EXPOSED CORNERS SHALL BE CHAMFERED TO 3/4", U.NO. B. ANCHOR RODS FOR ALL EQUIPMENT SHALL BE SET BY TEMPLATE. C. BEFORE PLACING ANY CONCRETE, ALL DWGS SHALL BE CHECKED BY CONTRACTOR TO DETERMINE THAT ANCHOR RODS, EMBEDDED STEEL,PIPING CONDUITS, ELECTRICAL GROUNDING WIRES, AND VENTILATION BLOCKOUTS ARE PROPERLY INSTALLED. 10. ANCHOR RODS FOR STEEL FRAMES SHALL BE ASTM F1554 GRADE 36 W/ HEAVY HEX NUT WASHERS (ASTM A563) AND HARDENED WASHERS (GRADE A, ASTM F436). 11. ROUGHEN ALL CONTACT SURFACES BETWEEN WALLS AND FOOTINGS TO 1/4" AMPLITUDE. 12. EPOXY DWLS OR RODS SHALL BE FASTENED W/ SIMPSON SET XP OR APPROVED EQUAL PER MANUF. SPECIFICATIONS. USE SIMPSON AT EPOXY FOR COLD WEATHER APPLICATIONS. 13. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER AND APPROVED PRIOR TO USE. INDICATE SLUMP IN THE DESIGN. 14. MAX WATER/CEMENT RATIO: 0.45 16. DO NOT ADD WATER IN THE FIELD UNLESS DELIVERY TICKET STATES 'WATER WITH-HELD AT PLANT'. SUBMIT SUCH TICKETS TO ENGINEER OF RECORD. C O N C R E T E S T R U C T U R A L S T E E L 1. ALL FTGS SHALL BE PLACED ON FIRM, NATURAL, UNDISTURBED SOIL COMPACTED & TESTED BACK FILL WITH PRIOR APPROVAL OF THE GEOTECHNICAL ENGINEER. 2. CONTRACTOR SHALL PROTECT EXCAVATION AND DIRECT SITE DRAINAGE TO AVOID DETERIORATION OF SUBSTRATES PRIOR TO FOUNDATION PLACEMENT. FOOTINGS SHALL BE BELOW THE FROST DEPTH SPECIFIED BY THE GEOTECH. 3. A REPRESENTATIVE OF THE SOILS ENGINEER SHOULD OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO CONCRETE PLACEMENT TO EVALUATE BEARING CONDITIONS. PROVIDE FOUNDATION DRAIN AND DEWATERING AS RECOMMENDED BY THE SOILS ENGINEER. 4. CONCRETE TOLERANCES: A. TOP OF WALL IN RELATION TO BOTTOM OF WALL (PLUMB): WITHIN 1”, OR 3% OF THE WALL HEIGHT, WHICHEVER IS LESS. B. TOP OF WALL LEVELNESS: ¾” WITHIN A GIVEN RUN OF WALL C. BELOW GRADE SURFACES: ANOMALIES SHALL NOT EXCEED PLUS OR MINUS ½”. D. SLAB ON GRADE LEVELNESS: THE GAP UNDER A MANUALLY PLACED 10' STRAIGHTEDGE LOCATED ANYWHERE ON THE SLAB SHALL NOT EXCEED ¼” IN 90% OF THE SAMPLES MEASURED, OR 3/8” IN 100% OF THE SAMPLES MEASURED. LEVEL PLACEMENT DURING MEASUREMENT SHALL BE AS DEFINED IN ACI 117 SECTION 4.8.6.2.3 (90, 0, OR 45 DEGREE ROTATIONS). E. FORMED WALL SURFACES: SHALL NOT VARY FROM THE COMMON PLANE BY PLUS OR MINUS 1/2". C O N C R E T E 1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND INSTALLED IN ACCORDANCE WITHTHE LATEST PROVISION OF THE AISC MANUEL OF STEEL CONSTRUCTION. 2. BOLTED CONNECTIONS SPECIFYING A36, A325 OR A490 SHALL BE BEARING TYPE INSTALLED IN ACCORDANCE WITH LATEST PROVISION OF THE AISC MANUEL OF STEEL CONSTRUCTION. 3. ADEQUATE BRACING SHALL BE INSTALLED TO WITHSTAND CONSTRUCTION, WIND, SEISMIC LOADS UNTIL FIELD CONNECTIONS ARE COMPLETED AND THE STRUCTURE IS SECURE. 4. ALL SHOP CONNECTIONS SHALL BE WELDED AS INDICATED ON THE PLAN BY AN APPROVED FABRICATOR. 5. BOLTED CONNECTIONS SHALL BE SNUG TIGHT 3/4" ASTM A325 HIGH STRENGTH BOLTS U.N.O. 6. WELDING REQUIREMENTS: A. MIN WELDS: NOT LESS THAN 1/4" FILLET, CONT. U.N.O. B. ALL GROOVE WELDS SHALL HAVE COMPLETE JOINT PENETRATION IN ACCORDANCE WITH THE STRUCTURAL WELDING CODE ANSI/AWS D1.1 C. WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED. INCREASE WELD SIZES IF GAPS EXIST AT THE FAYING SURFACE. 7. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO FABRICATIONS. SHOP DRAWINGS SHALL DETAIL EACH BEAM, APPLICABLE CONNECTION, LAYOUT AND BRACING. USE WELDERS MEETING THE REQUIREMENTS OF THE AWS "STANDARDS QUALIFICATION PROCEDURE". COMPLY WITH AWS D1.1 "STRUCTURAL WELDING CODE". 8. ALL WELDS SHALL BE E70XXLH TYPICAL UNLESS NOTED OTHERWISE. PRIME ALL STEEL WITH APPROVED PRIMER. TOUCH UP PAINT AT EXPOSED BOLTS, WELDS, AND ABRADED SHOP PAINT AREAS. 9. STRUCTURAL STEEL MATERIAL: PROVIDE THE FOLLOWING UNLESS NOTED: A. WIDE FLANGE AND WT SHAPES: - ASTM A992, FY = 50 KSI B. HOLLOW STRUCTURAL SECTIONS (HSS): - ROUNDS, ASTM 53 FY = 35 KSI - RECTANGULAR, ASTM A500 GRADE 'B' FY = 46 KSI D. S,M,HP, SHAPES, PLATES, ANGLES, CHANNELS, A AND OTHER STEEL NOT IDENTIFIED: ASTM A36,FY = 36 KSI 10. PROVIDE FULL DEPTH 3/8" THICK WEB STIFFENER PLATES AT EACH SIDE OF ALL BEAMS AT ALL BEARING POINTS. OFFSET PLATES TO MEMBER ENDS AT END CONDITIONS ONLY. F A S T E N E R S & C O N N E C T O R S 1. WOOD CONNECTIONS SHALL CONFORM TO IBC 2009 F FASTENING SCHEDULE 2304.9.1. NAILS SHALL BE COMMON WIRE NAILS (RING SHANKED FOR ROOF AND FLOOR). 2. LAG SCREWS SHALL BE STARTED BY WRENCH, NOT HAMMER. SOAP SCREWS FOR EASE OF INSTALL. PROVIDE LEAD & CLEARANCE HOLES FOR LAGS OVER 3/8" DIA. CLEARANCE HOLES SHALL MATCH THE SHANK DIA. DO NOT SPLIT WOOD MEMBERS. 3. METAL ATTACHMENTS FOR FRAMING SHALL BE AS MANUFACTURED BY SIMPSON STRONG TIE. FILL ALL CONNECTOR FASTENER HOLES IN CONFORMANCE WITH THE MANUF. SPECS. 4. POWDER ACTUATED FASTENERS SHALL BE DS/EDS FASTENERS AS MANUFACTURED BY HILTI OR APPROVED EQUAL. 5. DRILLED IN ANCHOR BOLTS IN CONCRETE AND MASONRY SHALL BE ADHESIVE RESIN ANCHORS TYPE HY-150 AS MANUF. BY HILTI OR APPROVED EQUAL. 6. FASTENERS AND CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED WOOD AND FIRE RETARDANT WOOD SHALL BE OF HOT DIPPED ZINC COATED GALV. STEEL OR APPROVED EQUAL. THE COATING WT. SHALL BE IN THE MINIMUM OF ASTM A 653, TYP G195 OR IN ACCORDANCE WITH THE TREATED WOOD OR CONNECTOR MANUF. RECOMMENDATIONS. 7. ANCHOR RODS IN WOOD PLATES SHALL BE ASTM A36 TYP (6" MIN EMBEDMENT) SPACED AT 48" O.C.U.N.O. 8. ALTERNATE CONNECTORS AND FASTENERS MAY BE USED AFTER APPROVAL BY OUR OFFICE. CHANGE IN SCOPE AND MODIFICATION FEES MAY APPLY. 9. THREADED RODS SHALL BE F1554 GR. 36, U.N.O. 10. WHERE SPECIFIED, A307 RODS SHALL BE GRADE B WITH A563 GRADE A HEX NUTS AND F844 WASHERS. 11. BOLTED OR LAGGED CONNECTIONS INTO WOOD MEMBERS SHALL INCLUDE A563 HEAVY HEX NUTS AND F436 WASHERS (1.1/16" O.D. MIN). 12. WHERE SPECIFICATION CALLS FOR "BOLT" DO NOT SUBSTITUTE W/ THREADED ROD. 13. INSTALL MSTC28 (3"x28") STRAPS @ ALL WOOD TOP PLATE BREAKS (ON TOP SURFACE), TYP U.N.O. 14. ANCHOR BOLTS TO MUDSILL - CONCRETE WALL CONNECTIONS SHALL BE 1/2" DIAMETER A 36 OR BETTER TYPE BOLTS AT 48" ON CENTER WITH A MINIMUM EMBEDMENT OF 7". USE J-SHAPE BOLTS UNO. PROVIDE AT LEAST 2 BOLTS PER WOOD PLATE WITH ONE BOLT NOT MORE THAN 12" FROM THE PLATE END. SILL PLATES SHALL BE PROTECTED AGAINST DECAY AS REQUIRED BY IRC 317 AND318. ANCHOR BOLT FINISHES SHALL BE COMPATIBLE WITH TREATED WOOD RE: CONTRACTOR. F O U N D A T I O N S 1. ALL TIMBER CONSTRUCTION (LIGHT & HEAVY) SHALL CONFORM TO AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC). 2. STRUCTURAL FRAMING LUMBER SHALL BE DOUGLAS FIR OR HEM FIR, WITH THE FOLLOWING GRADES (MINIMUM): - JOISTS AND RAFTERS: #2 - PLATES AND STUDS: #2 - RECTANGULAR COLUMNS #2 BEAMS SHALL BE DOUG FIR NO. 2 OR BETTER. 3. SILL PLATES SHALL BE TREATED IN ACCORDANCE WITH AWPA STANDARD U1 TO THE REQUIREMENTS OF USE CATEGORY 2 (UC2). 4. PROVIDE DOUBLE JOISTS BELOW ALL PARTITIONS PARALLEL TO JOIST DIRECTION; INSTALL BLOCKING AT 16" O.C. BELOW ALL PARTITIONS THAT ARE PERP TO JOIST DIRECTION. 5. LAMINATED STRAND LUMBER (LSL) RIMBOARD SHALL BE 1-1/4" THICK WITH THE FOLLOWING MINIMUM ALLOWABLE STRESSES: FB=1,700 PSI, FV=285 PSI, E=1,300,000 PSI. 6. LAMINATED VENEER LUMBER (LVL) PLYS SHALL BE 1-3/4" THICK AND SHALL HAVE THE FOLLOWING MINIMUM ALLOWABLE STRESSES: Fb=2,600 PSI, Fv=285 PSI, E=1,800,000 PSI. 7. TONGUE AND GROOVE DECKING SHALL BE COMMERCIAL GRADE, SELECT DEX OR APPROVED ALTERNATE. 8. SUBMIT ALTERNATE WOOD PRODUCTS TO ENGINEER FOR APPROVAL PRIOR TO CONST. 9. WHERE WOOD JOISTS ARE CLOSER THAN 18" TO GRADE, OR WOOD BEAMS ARE CLOSER THAN 12" TO GRADE, FLOOR CONSTRUCTION (COL.S, GIRDERS, JOISTS, BEAMS, SUBFLOOR) SHALL BE PRESERVATIVE TREATED. 10. UNTREATED WOOD MEMBERS SHALL BE IN THE FOLLOWING CLIMATIC CONDITIONS ONCE ASSEMBLED IN THEIR PERMANENT STATE: - MOISTURE CONTENT OF 19 PERCENT OR LESS - USED UNDER CONTINUOUSLY DRY INTERIOR CONDITIONS - SUSTAINED TEMPERATURES SHALL BE 100 DEGREES OR LESS. 11. PROVIDE CONT. BLOCKING AT THE LOAD BEARING LOCATIONS OF ALL JOISTS AND RAFTERS 12. PROVIDE DOUBLE TOP PLATE W/ 3'-0" MIN STAGGER, TYP U.N.O. 13. PROPERLY STORE, HANDLE AND INSTALL PER ALL SHEATHING, GLULAMS, WOOD PRODUCTS, LUMBER AND I JOISTS PER MANUF. S SPECIFICATIONS F R A M I N G L U M B E R 1. SPECIAL INSPECTIONS SHALL BE PROVIDED PER IBC 2012 SECTION 1704. THE LIST BELOW IS A SUMMARY OF REQUIRED TESTS. A. SOILS: - SUBGRADE AND FILL BENEATH PAD FOOTINGS SUPPORTS. B. STRUCTURAL STEEL: - FIELD WELDING - SNUG TIGHT BOLTED JOINTS (PERIODIC) S P E C I A L I N S P E C T I O N S C L F L O O R : THICKNESS: ¾” NAILING: 8d PNU (0.113” dia) (6" / 12") PANELS SHALL BE T & G EDGE SUPPORT SPAN RATING: 24” O.C. GRADING: STURD-I-FLOOR R O O F : THICKNESS: 3/4” AT GREENROOFS OR FLAT ROOFS 5/8" AT ALL OTHERS. NAILING: 8d PNU (0.113” dia) (6" / 12") PROVIDE EDGE SUPPORT: CLIPS @ 24" O.C. SPAN RATING: 48/24 W A L L : THICKNESS: 7/16” NAILING: 8d PNU (0.113” dia) (6" / 12") PERFORMANCE CATEGORY WOOD STRUCTURAL PANEL SHEATHING MEETING THE REQUIREMENTS OF VOLUNTARY PRODUCT STANDARDS PS1 OR PS2. MIN PANEL RATING = 24/16. N O T E S : 1. INSTALL PANELS OVER 3 OR MORE SPANS. 2. GLUE SHEATHING TO THE FLOOR FRAMING USING CONSTRUCTION ADHESIVES CONFORMING WITH APA SPECIFICATION AFG-01 OR ASTM D 3498. 3. FASTEN ¾” THICK SUBFLOOR PANELS WITH 6D RING OR GROOVE SHANK NAILS OR 8D COMMON NAILS AT 12” O.C. AT PANEL INTERMEDIATE SUPPORTS AND 6” O.C. AT EDGES. 4. MAINTAIN MOISTURE CONTENT SPECIFICATION LIMITES STATED BY MANUF. 5. STAGGER PANEL JOINTS. 6. PROVIDE AN EXPANSION SPACE PER MANUF. SPEC. COORDINATE PANEL LAYOUT W/ SPACING. 7. ORIENTATE STRONG AXIS NORMAL TO SUPPORTING MEMBERS. 8. ALL PANELS SHALL BE APA RATED, EITHER EXPOSURE 1 OR EXTERIOR RATED AND SHALL BE SUITABLE FOR STRUCTURAL USE (NO WAFERBOARD OR PARTICLE BOARD). OSB PANELS ARE ACCEPTABLE. S T R U C T . W O O D P A N E L S
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THIS DOCUMENT SHALL NOT BE REPRODUCED, TRANSMITTED,
DISCLOSED OR USED IN WHOLE OR IN PART WITHOUT WRITTEN
CONSENT BY STUDIO M ENGINEERS, LLC.
SCALE: AS SHOWN
STUDIO M
6.30.2016
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1. CODES AND STANDARDS USED IN DESIGN:
A. INTERNATIONAL CODES (IBC & IRC) 2012
B. ASCE 7-10
C. ACI 318-11
D. AISC 13TH EDITION
E. NDS 2011
2. SEISMIC LOADS : SEE S7.0
3. WIND LOADS
STRUCTURE CATEGORY:
WIND IMPORTANCE FACTOR: 1.0
BASIC WIND SPEED
(3 - SECOND GUST WIND SPEED): 90 MPH
EXPOSURE CATEGORY: B
4. SNOW LOADS
GROUND SNOW LOAD: 57 PSF
FLAT ROOF SNOW LOAD: 40 PSF
SNOW EXPOSURE FACTOR, Ce: 1.0
SLOPE FACTOR, Cs:
- non sliding areas: 1.0
- sliding areas: 1.0
THERMAL FACTOR, Ct: 1.1 / 1.0
SNOW LOAD IMPORTANCE FACTOR : 1.0
SNOW DENSITY; 22 PCF
SNOW DRIFTING PER ASCE 7-10 SEC 7.7.
SLIDING SNOW PER ASCE 7-10 SEC 7.9.
5. LIVE LOADS
- ROOF (NON CONCURRENT): 20 PSF
- FLOORS AND GREEN ROOF: 40 PSF
- GARAGE SLAB: 50 PSF
6. DEAD LOADS
- ROOF: 15 PSF
- FLOOR: 15 PSF
- GREEN ROOF: 50 PSF
7. LATERAL LOAD RESISTING SYSTEM :
- BRACED WALL PANELS, SHEARWALLS
AND STEEL FRAMES
8. FOUNDATION
- GEOTECH: NONE
- REPORT: NA
- DATE: NA
- MAX BRG: 2,000 PSF
- MIN PAD WIDTH: 24"
- MIN FTG WIDTH: 20"
- UNSUPPORTED SPAN: 12'-0" ASSUMED
- MIN REQ'D. CONC. STRENGTH: 3,500 PSI
- FROST: 48"
- ELFP = 55 PSF ASSUMED
DESIGN PARAMETERS
DWG SYMBOLS
ABBREVIATIONSAB ANCHOR BOLT
ALT ALTERNATE
ALUM ALUMINUM
APPROX APPROXIMATE
ARCH ARCHITECT OR
ARCHITECTURAL
BAL BALANCE
BM BEAM
BTM BOTTOM
BO BOTTOM OF
BOS BOTTOM OF STEEL
BRG BEARING
BTW BETWEEN
CC CENTER OF CENTER
CIP CAST-IN-PLACE
CJ CONTROL JOINT
CJP COMPLETE JOINT
PENETRATION
CENTERLINE
CLR CLEAR
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONT CONTINUOUS
COORD COORDINATE
CSJ CONSTRUCTION
JOINT
CTR CENTER
DBL DOUBLE
DIA. OR ∅ DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DL DEAD LOAD
DN DOWN
DO DITTO
DTL(S) DETAIL(S)
DWG(S) DRAWING(S)
DWL(S) DOWEL(S)
EA EACH
EE EACH END
EF EACH FACE
EJ EXPANSION JOINT
ELEV ELEVATION
EMBED EMBEDDED
ENGR ENGINEER
EQ EQUAL OR EQUALLY
EQ SP EQUALLY SPACED
EQUIP EQUIPMENT
ES EACH SIDE
EW EACH WAY
E-W EAST WEST
EXIST EXISTING
EXP EXPANSION
EXT EXTERIOR
FAB FABRICATE
FABR FABRICATOR
FF FINISHED FLOOR
FIN FINISH(ED)
FLG FLANGE
FLR FLOOR
FND FOUNDATION
FS FAR SIDE
FT FOOT OR FEET
FTG FOOTING
FV FIELD VERIFY
GA GAUGE
GALV GALVANIZED
GR GRADE
GR BM GRADE BEAM
HD HOLD DOWN
HDAS HEADED ANCHOR
STUD
HORIZ HORIZONTAL
HT HEIGHT
ID INSIDE DIAMETER
IF INSIDE FACE
IN INCH
INCL INCLUDED
INT INTERIOR
JT JOINT
K KIPS
L OR LG LENGTH
LL LIVE LOAD
LLH LONG LEG HORIZ.
LLV LONG LEG VERT
LT WT LIGHT WEIGHT
LVL LEVEL OR LAMINATED
VENEER LUMBERS
4:124:12
T.O.( )
99'-11"
C5
1
T.O. ( )
96'-1. 7/8"
DD
G
S2.1
: TOP OF FLOOR CALLOUT
: COLUMN, SEE SCHEDULE
OR PLAN CALLOUT
: OVERFRAMING (U.N.O.)
: PAD FOOTING CALLOUT
: DETAIL CALLOUT
: TOP OF FOOTING CALLOUT
: PLAN NOTE CALLOUT
: EDGE OF FLOOR OR ROOF
SHEATHING
: JOIST CALLOUT
: ROOF SLOPE
: TOP OF FLOOR CALLOUT
: COLUMN TAG IDENTIFIER
: ROOF SLOPE
: STEP IN FLOOR OR SLAB
3-11. 7/8" LVL
: HANGER
@ 16" O.C., TYP.
11. 7/8" TJI 210
: MEMBER CALLOUT
MATL MATERIAL
MAX MAXIMUM
MECH MECHANICAL
MIN MINIMUM
MISC MISCELLANEOUS
MNFR MANUFACTURER
MTL METAL
N NORTH
NO OR # NUMBER
NM NON-METAL
NOM NOMINAL
NS NEAR SIDE OR NON-SHRINK
N-S NORTH TO SOUTH
NTS NOT TO SCALE
OC ON CENTER
OD OUTSIDE DIAMETER
OF OUTSIDE FACE
OPNG OPENING
OPP OPPOSITE
PC PRECAST
PEN PENETRATION
PERP PERPENDICULAR
PLATE
PLF POUNDS PER LINEAL FOOT
PREFAB PREFABRICATED
PS PRESTRESSED
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PT POINT
QTY QUANTITY
RAD OR R RADIUS
RC REINFORCED CONCRETE
RE OR REF REFER OR REFERENCE
REINF REINFORCE(D)(ING)(MENT)
RET RETURN
REQD REQUIRED
REQT REQUIREMENT
RO ROUGH OPENING
S SOUTH
(S) SALVAGED
SC SLIP CRITICAL
SCH SCHEDULE(D)
SDW SIMPSON SDW LAG
SEC SECTION
SIM SIMILAR
SLH SHORT LEG HORIZONTAL
SLV SHORT LEG VERTICAL
SP SPACE(S)
SP A SPACE AL
SPEC SPECIFICATION
SPRT SUPPORT
SS STAINLESS STEEL
STD STANDARD
STIFF STIFFENER
STL STEEL
STR STRUCTURAL
SYM SYMMETRICAL
T TOP
T & B TOP AND BOTTOM
THK THICK OR THICKNESS
THD THREAD
TL TOTAL LOAD
TO TOP OF
TOC TOP OF CONCRETE
TOF TOP OF FOOTING
TOPG TOPPING
TOS TOP OF STEEL
TOW TOP OF WALL
TR TREAD
TRANS TRANSVERSE
TYP TYPICAL
ULT ULTIMATE
UNO UNLESS NOTED
OTHERWISE
VERT VERTICAL
VIF VERIFY IN FIELD
W/ WITH
W/O WITHOUT
WD WIDTH OR WOOD
WF WIDE FLANGE
WP WORKING POINT
OR WATER PROOFING
WWF WELDED WIRE FABRIC
W x H WIDTH x HEIGHT
GENERALNOTES
S1.0
1. THESE NOTES SUPPLEMENT ANY PROJECT
SPECIFICATIONS, WHICH SHALL BE REFERRED
TO FOR ADDITIONAL REQUIREMENTS.
2. LOCATE EXISTING UTILITIES AND NOTIFY
ENGINEER OF EXISTING UTILITIES OR
SUBGRADE CONDITIONS.
3. DO NOT PLACE HOLES OR NOTCHES IN
STRUCTURAL COMPONENTS THAT ARE NOT
INDICATED ON THE FOLLOWING DRAWINGS
WITH OUT APPROVAL. SUBMIT PROPOSED
HOLE LOCATIONS FOR REVIEW.
4. THE STRUCTURAL DRAWINGS REPRESENT FINAL
CONDITIONS ONLY. THE STRUCTURE IS
DESIGNED TO FUNCTION AS UNIT UPON
COMPLETION. THE CONTRACTOR SHALL
ADD ALL ERECTION FRAMING.
5. THE STRUCTURE DEFINED IN THE STRUCTURAL
DWGS HAS BEEN DESIGNED ONLY FOR
LOADS ANTICIPATED ON THE STRUCTURE
DURING ITS SERVICE LIFE. THE CONTRACTOR
SHALL PROVIDE ALL REQUIRED ENGINEERING
AND OTHER MEASURES TO ACHIEVE THE
MEANS, METHODS, AND SEQUENCES OF
WORK. SUCH ENGINEERING MAY INCLUDE, BUT
IS NOT LIMITED TO:
- LAYOUT.
- DESIGN FOR FORMWORK, SHORING, AND
RESHORING.
- DESIGN OF CONCRETE MIXES.
- ERECTION PROCEDURES WHICH ADDRESS
STABILITY DURING CONSTRUCTION.
- WELD PROCEDURES.
- DESIGN OF TEMPORARY BRACING.
- SURVEYING TO VERIFY CONSTRUCTION
TOLERANCES.
- EVALUATION OF TEMPORARY LOADS ON
STRUCTURE DUE TO EQUIPMENT AND
MATERIALS DURING CONSTRUCTION.
- SUPPORT FOR OTHER LOADS NOT
IDENTIFIED ON DESIGN DRAWINGS.
6. NOTIFY STRUCTURAL ENGINEER OF
CONDITIONS NOT CONSTRUCTED PER
CONTRACT DOCUMENTS PRIOR
TO PROCEEDING WITH CORRECTIVE WORK.
7. OMMISSIONS OR CONFLICTS BETWEEN THE
CONTRACT DRAWINGS AND OR
SPECIFICATIONS SHALL BE BROUGHT TO THE
ATTENTION OF THE ENGINEER PRIOR TO
PROCEEDING WITH ANY WORK INVOLVED.
8. SCOPE OF WORK EXCLUDES THE TIMBERFRAME
STRUCTURE AND ALL ASSOCIATED DETAILS, DESIGN,
CONNECTIONS AND ANALYSIS. REFERE PLANS BY
TIMBERPEG DATED 9.18.2015.
9. DO NOT SCALE DRAWINGS. CONTACT ARCH.
OR ENGR REGARDING REQ'D DIMENSIONS.
10. DO NOT BACKFILL AGAINST WALLS THAT
EXTEND TO FRAMING SYSTEMS UNTIL FLOOR
OR ROOF SYSTEMS BRACING THOSE WALLS
ARE IN PLACE.
1. ALL CONCRETE SHALL ATTAIN 4,000 PSI COMPRESSION
STRENGTH WITHIN 28 DAYS UNLESS NOTED. CONCRETE
PUT UNDER LOAD PRIOR TO THE 28 DAY CURE PERIOD SHALL
BE BREAK TESTED AND VERIFIED BY AN INDEPENDENT 3RD
CONTRACTOR SHALL SUBMIT BREAK TESTS TO ENGINEER OF
RECORD PRIOR TO ANY FRAMING INSTALLATIONS.
2. USE TYPE II PORTLAND CEMENT (ASTM - C150) WITH 5% AIR
ENTRAINMENT. CONCRETE AGGREGATE TO BE NORMAL
WEIGHT STONE.
3. PERFORM ALL CAST - IN - PLACE CONCRETE WORK IN
ACCORDANCE WITH THE LATEST EDITION OF
"SPECIFICATION FOR STRUCTURAL CONCRETE FOR
BUILDINGS," ACI - 301, UNLESS NOTED OTHERWISE.
PROVIDE HOT OR COLD WEATHER PROTECTION PER ACI -
305R OR 306R.
4. REINFORCED STEEL SHALL CONFORM TO ASTM A615:
#3 AND SMALLER....GRADE 40.
#4 AND LARGER ....GRADE 60.
5. HORIZONTAL REINFORCED STEEL SHALL BE MADE
CONTINUOUS BY LAPPING BARS A MINIMUM OF 32 BARS
DIAMETERS AT ALL SPLICES AND PROVIDED CORNER BARS
U.N.O.. FABRICATION AND INSTALLATION OF
REINFORCED STEEL SHALL CONFORM TO ACI - 315.
6. PROVIDE ACCESSORIES NECESSARY TO PROPERLY
SUPPORT REINFORCING AT THE POSITION SHOWN ON THE
DOCUMENT.
7. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING MORE
THAN 0.05% CHLORIDE IONS OR THIOCYANATES ARE NOT
PERMITTED.
GENERAL NOTES8. DO NOT PLACE PIPES, DUCTS OR CHASES IN STRUCTURAL
CONCRETE WITHOUT PRIOR APPROVAL OF THE
STRUCTURAL ENGINEER.
9. DETAILS.
A. ALL EXPOSED CORNERS SHALL BE CHAMFERED
TO 3/4", U.NO.
B. ANCHOR RODS FOR ALL EQUIPMENT SHALL BE
SET BY TEMPLATE.
C. BEFORE PLACING ANY CONCRETE, ALL DWGS
SHALL BE CHECKED BY CONTRACTOR TO DETERMINE
THAT ANCHOR RODS, EMBEDDED STEEL,PIPING
CONDUITS, ELECTRICAL GROUNDING WIRES, AND
VENTILATION BLOCKOUTS ARE PROPERLY INSTALLED.
10. ANCHOR RODS FOR STEEL FRAMES SHALL BE ASTM
F1554 GRADE 36 W/ HEAVY HEX NUT WASHERS
(ASTM A563) AND HARDENED WASHERS (GRADE A,
ASTM F436).
11. ROUGHEN ALL CONTACT SURFACES BETWEEN WALLS
AND FOOTINGS TO 1/4" AMPLITUDE.
12. EPOXY DWLS OR RODS SHALL BE FASTENED W/
SIMPSON SET XP OR APPROVED EQUAL PER MANUF.
SPECIFICATIONS. USE SIMPSON AT EPOXY FOR COLD
WEATHER APPLICATIONS.
13. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER
AND APPROVED PRIOR TO USE. INDICATE SLUMP IN
THE DESIGN.
14. MAX WATER/CEMENT RATIO: 0.45
16. DO NOT ADD WATER IN THE FIELD UNLESS DELIVERY
TICKET STATES 'WATER WITH-HELD AT PLANT'. SUBMIT
SUCH TICKETS TO ENGINEER OF RECORD.
CONCRETE STRUCTURAL STEEL
1. ALL FTGS SHALL BE PLACED ON FIRM, NATURAL,
UNDISTURBED SOIL COMPACTED & TESTED BACK FILL
WITH PRIOR APPROVAL OF THE GEOTECHNICAL ENGINEER.
2. CONTRACTOR SHALL PROTECT EXCAVATION AND
DIRECT SITE DRAINAGE TO AVOID DETERIORATION OF
SUBSTRATES PRIOR TO FOUNDATION PLACEMENT.
FOOTINGS SHALL BE BELOW THE FROST DEPTH
SPECIFIED BY THE GEOTECH.
3. A REPRESENTATIVE OF THE SOILS ENGINEER SHOULD
OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO
CONCRETE PLACEMENT TO EVALUATE BEARING
CONDITIONS. PROVIDE FOUNDATION DRAIN AND
DEWATERING AS RECOMMENDED BY THE SOILS
ENGINEER.
4. CONCRETE TOLERANCES:
A. TOP OF WALL IN RELATION TO BOTTOM OF
WALL (PLUMB): WITHIN 1”, OR 3% OF THE
WALL HEIGHT, WHICHEVER IS LESS.
B. TOP OF WALL LEVELNESS: ¾” WITHIN A GIVEN
RUN OF WALL
C. BELOW GRADE SURFACES: ANOMALIES SHALL
NOT EXCEED PLUS OR MINUS ½”.
D. SLAB ON GRADE LEVELNESS: THE GAP UNDER
A MANUALLY PLACED 10' STRAIGHTEDGE
LOCATED ANYWHERE ON THE SLAB SHALL NOT
EXCEED ¼” IN 90% OF THE SAMPLES
MEASURED, OR 3/8” IN 100% OF THE
SAMPLES MEASURED. LEVEL PLACEMENT
DURING MEASUREMENT SHALL BE AS DEFINED IN
ACI 117 SECTION 4.8.6.2.3 (90, 0, OR 45 DEGREE
ROTATIONS).
E. FORMED WALL SURFACES: SHALL NOT VARY
FROM THE COMMON PLANE BY PLUS OR MINUS 1/2".
CONCRETE
1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND
INSTALLED IN ACCORDANCE WITHTHE LATEST PROVISION
OF THE AISC MANUEL OF STEEL CONSTRUCTION.
2. BOLTED CONNECTIONS SPECIFYING A36, A325 OR A490
SHALL BE BEARING TYPE INSTALLED IN ACCORDANCE
WITH LATEST PROVISION OF THE AISC MANUEL OF STEEL
CONSTRUCTION.
3. ADEQUATE BRACING SHALL BE INSTALLED TO WITHSTAND
CONSTRUCTION, WIND, SEISMIC LOADS UNTIL FIELD
CONNECTIONS ARE COMPLETED AND THE STRUCTURE IS
SECURE.
4. ALL SHOP CONNECTIONS SHALL BE WELDED AS
INDICATED ON THE PLAN BY AN APPROVED FABRICATOR.
5. BOLTED CONNECTIONS SHALL BE SNUG TIGHT 3/4" ASTM
A325 HIGH STRENGTH BOLTS U.N.O.
6. WELDING REQUIREMENTS:
A. MIN WELDS: NOT LESS THAN 1/4" FILLET, CONT. U.N.O.
B. ALL GROOVE WELDS SHALL HAVE COMPLETE JOINT
PENETRATION IN ACCORDANCE WITH THE
STRUCTURAL WELDING CODE ANSI/AWS D1.1
C. WELD SIZES AND LENGTHS CALLED FOR ON THE
DRAWINGS ARE THE NET EFFECTIVE REQUIRED.
INCREASE WELD SIZES IF GAPS EXIST AT THE
FAYING SURFACE.
7. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER
PRIOR TO FABRICATIONS. SHOP DRAWINGS SHALL DETAIL
EACH BEAM, APPLICABLE CONNECTION, LAYOUT AND
BRACING. USE WELDERS MEETING THE REQUIREMENTS OF
THE AWS "STANDARDS QUALIFICATION PROCEDURE".
COMPLY WITH AWS D1.1 "STRUCTURAL WELDING CODE".
8. ALL WELDS SHALL BE E70XXLH TYPICAL UNLESS NOTED
OTHERWISE. PRIME ALL STEEL WITH APPROVED PRIMER.
TOUCH UP PAINT AT EXPOSED BOLTS, WELDS, AND
ABRADED SHOP PAINT AREAS.
9. STRUCTURAL STEEL MATERIAL: PROVIDE THE FOLLOWING
UNLESS NOTED:
A. WIDE FLANGE AND WT SHAPES:
- ASTM A992, FY = 50 KSI
B. HOLLOW STRUCTURAL SECTIONS (HSS):
- ROUNDS, ASTM 53 FY = 35 KSI
- RECTANGULAR, ASTM A500 GRADE 'B'
FY = 46 KSI
D. S,M,HP, SHAPES, PLATES, ANGLES, CHANNELS, A
AND OTHER STEEL NOT IDENTIFIED:
ASTM A36,FY = 36 KSI
10. PROVIDE FULL DEPTH 3/8" THICK WEB STIFFENER PLATES AT
EACH SIDE OF ALL BEAMS AT ALL BEARING POINTS.
OFFSET PLATES TO MEMBER ENDS AT END CONDITIONS
ONLY.
FASTENERS & CONNECTORS
1. WOOD CONNECTIONS SHALL CONFORM TO IBC 2009 F
FASTENING SCHEDULE 2304.9.1. NAILS SHALL BE COMMON
WIRE NAILS (RING SHANKED FOR ROOF AND FLOOR).
2. LAG SCREWS SHALL BE STARTED BY WRENCH, NOT
HAMMER. SOAP SCREWS FOR EASE OF INSTALL. PROVIDE
LEAD & CLEARANCE HOLES FOR LAGS OVER 3/8" DIA.
CLEARANCE HOLES SHALL MATCH THE SHANK DIA. DO NOT
SPLIT WOOD MEMBERS.
3. METAL ATTACHMENTS FOR FRAMING SHALL BE AS
MANUFACTURED BY SIMPSON STRONG TIE. FILL ALL
CONNECTOR FASTENER HOLES IN CONFORMANCE WITH THE
MANUF. SPECS.
4. POWDER ACTUATED FASTENERS SHALL BE DS/EDS
FASTENERS AS MANUFACTURED BY HILTI OR APPROVED EQUAL.
5. DRILLED IN ANCHOR BOLTS IN CONCRETE AND MASONRY
SHALL BE ADHESIVE RESIN ANCHORS TYPE HY-150 AS MANUF.
BY HILTI OR APPROVED EQUAL.
6. FASTENERS AND CONNECTORS IN CONTACT WITH
PRESERVATIVE TREATED WOOD AND FIRE RETARDANT WOOD
SHALL BE OF HOT DIPPED ZINC COATED GALV. STEEL OR
APPROVED EQUAL. THE COATING WT. SHALL BE IN THE
MINIMUM OF ASTM A 653, TYP G195 OR IN ACCORDANCE
WITH THE TREATED WOOD OR CONNECTOR MANUF.
RECOMMENDATIONS.
7. ANCHOR RODS IN WOOD PLATES SHALL BE ASTM A36 TYP
(6" MIN EMBEDMENT) SPACED AT 48" O.C.U.N.O.
8. ALTERNATE CONNECTORS AND FASTENERS MAY BE USED
AFTER APPROVAL BY OUR OFFICE. CHANGE IN SCOPE AND
MODIFICATION FEES MAY APPLY.
9. THREADED RODS SHALL BE F1554 GR. 36, U.N.O.
10. WHERE SPECIFIED, A307 RODS SHALL BE GRADE B WITH A563
GRADE A HEX NUTS AND F844 WASHERS.
11. BOLTED OR LAGGED CONNECTIONS INTO WOOD MEMBERS
SHALL INCLUDE A563 HEAVY HEX NUTS AND F436 WASHERS
(1.1/16" O.D. MIN).
12. WHERE SPECIFICATION CALLS FOR "BOLT" DO NOT SUBSTITUTE
W/ THREADED ROD.
13. INSTALL MSTC28 (3"x28") STRAPS @ ALL WOOD TOP PLATE
BREAKS (ON TOP SURFACE), TYP U.N.O.
14. ANCHOR BOLTS TO MUDSILL - CONCRETE WALL CONNECTIONS
SHALL BE 1/2" DIAMETER A 36 OR BETTER TYPE BOLTS AT 48" ON CENTER
WITH A MINIMUM EMBEDMENT OF 7". USE J-SHAPE BOLTS UNO.
PROVIDE AT LEAST 2 BOLTS PER WOOD PLATE WITH ONE BOLT
NOT MORE THAN 12" FROM THE PLATE END. SILL PLATES SHALL
BE PROTECTED AGAINST DECAY AS REQUIRED BY IRC 317 AND318.
ANCHOR BOLT FINISHES SHALL BE COMPATIBLE WITH TREATED WOOD
RE: CONTRACTOR.
FOUNDATIONS
1. ALL TIMBER CONSTRUCTION (LIGHT & HEAVY) SHALL
CONFORM TO AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION (AITC).
2. STRUCTURAL FRAMING LUMBER SHALL BE DOUGLAS FIR
OR HEM FIR, WITH THE FOLLOWING GRADES (MINIMUM):
- JOISTS AND RAFTERS: #2
- PLATES AND STUDS: #2
- RECTANGULAR COLUMNS #2
BEAMS SHALL BE DOUG FIR NO. 2 OR BETTER.
3. SILL PLATES SHALL BE TREATED IN ACCORDANCE WITH
AWPA STANDARD U1 TO THE REQUIREMENTS OF USE
CATEGORY 2 (UC2).
4. PROVIDE DOUBLE JOISTS BELOW ALL PARTITIONS
PARALLEL TO JOIST DIRECTION; INSTALL BLOCKING AT
16" O.C. BELOW ALL PARTITIONS THAT ARE PERP TO
JOIST DIRECTION.
5. LAMINATED STRAND LUMBER (LSL) RIMBOARD SHALL
BE 1-1/4" THICK WITH THE FOLLOWING MINIMUM
ALLOWABLE STRESSES: FB=1,700 PSI, FV=285 PSI,
E=1,300,000 PSI.
6. LAMINATED VENEER LUMBER (LVL) PLYS SHALL BE
1-3/4" THICK AND SHALL HAVE THE FOLLOWING
MINIMUM ALLOWABLE STRESSES: Fb=2,600 PSI,
Fv=285 PSI, E=1,800,000 PSI.
7. TONGUE AND GROOVE DECKING SHALL BE COMMERCIAL
GRADE, SELECT DEX OR APPROVED ALTERNATE.
8. SUBMIT ALTERNATE WOOD PRODUCTS TO ENGINEER
FOR APPROVAL PRIOR TO CONST.
9. WHERE WOOD JOISTS ARE CLOSER THAN 18" TO GRADE,
OR WOOD BEAMS ARE CLOSER THAN 12" TO GRADE,
FLOOR CONSTRUCTION (COL.S, GIRDERS, JOISTS,
BEAMS, SUBFLOOR) SHALL BE PRESERVATIVE TREATED.
10. UNTREATED WOOD MEMBERS SHALL BE IN THE
FOLLOWING CLIMATIC CONDITIONS ONCE ASSEMBLED IN
THEIR PERMANENT STATE:
- MOISTURE CONTENT OF 19 PERCENT OR
LESS
- USED UNDER CONTINUOUSLY DRY INTERIOR
CONDITIONS
- SUSTAINED TEMPERATURES SHALL BE 100
DEGREES OR LESS.
11. PROVIDE CONT. BLOCKING AT THE LOAD BEARING
LOCATIONS OF ALL JOISTS AND RAFTERS
12. PROVIDE DOUBLE TOP PLATE W/ 3'-0" MIN STAGGER,
TYP U.N.O.
13. PROPERLY STORE, HANDLE AND INSTALL PER ALL
SHEATHING, GLULAMS, WOOD PRODUCTS, LUMBER AND
I JOISTS PER MANUF. S SPECIFICATIONS
FRAMING LUMBER
1. SPECIAL INSPECTIONS SHALL BE PROVIDED PER IBC 2012 SECTION
1704. THE LIST BELOW IS A SUMMARY OF REQUIRED TESTS.
A. SOILS:
- SUBGRADE AND FILL BENEATH PAD
FOOTINGS SUPPORTS.
B. STRUCTURAL STEEL:
- FIELD WELDING
- SNUG TIGHT BOLTED JOINTS (PERIODIC)
SPECIAL INSPECTIONS
CL
FLOOR:
THICKNESS: ¾”
NAILING: 8d PNU (0.113” dia) (6" / 12")
PANELS SHALL BE T & G EDGE SUPPORT
SPAN RATING: 24” O.C.
GRADING: STURD-I-FLOOR
ROOF:
THICKNESS: 3/4” AT GREENROOFS OR FLAT ROOFS
5/8" AT ALL OTHERS.
NAILING: 8d PNU (0.113” dia) (6" / 12")
PROVIDE EDGE SUPPORT: CLIPS @ 24" O.C.
SPAN RATING: 48/24
WALL:
THICKNESS: 7/16”
NAILING: 8d PNU (0.113” dia) (6" / 12")
PERFORMANCE CATEGORY WOOD STRUCTURAL
PANEL SHEATHING MEETING THE REQUIREMENTS OF VOLUNTARY
48" LONG (MIN) BLOCK'G LINES @ 24" O.C. FASTEN TO SHEATHING W/ 8d's
@ 6" O.C.
FRAMING PLAN NOTES:
3-2x12 (TRTD)
[99'-11. 1/4"]
2-11. 7/8" LVL
[99'-11. 1/4"]
3-11. 7/8" LVL
[99'-11. 1/4"]
WINDOW
WELL
CONTROL
JOINT, TYP.
CONTROL
JOINT, TYP.
T.O.SLAB
99'-8"
T.O.SLAB
100'-0"
T.O.SLAB
100'-0"
T.O.SLAB
100'-0"
3'-6"
6'-10
"7'-3"
11. 7/8" TJI 210
@ 16" O.C. TYP
F
T.O.PLY
100'-0"
9.1/2" TJI 210
@ 16" O.C. TYP
2-11. 7/8" LVL
[99'-11. 1/4"]
EXPOSED
CONC WALL
(6 INCH)
G
S2.2
G
S2.2
B
S3.0
B
S3.0
BM
POCKET
BM
POCKET
EA. END
T.O.W. STANDARD (FLUSHED) RE: IRC TABLE R602.3(1) B
MARK DESCRIPTION1 S.I.P. OR 2x6 STUDS @ 16" O.C.2 2-16d FACE NAILS @ 16" O.C., SOLE PL TO MUD PL3 8d @ 6" O.C.4 1/2" DIA. A-BOLT @ 48" O.C. (6" MIN EMBED)5 TOP FLANGE HANGER TO MUD PL6 CONTINUOUS, 3/4" STRIP OF WOOD OR OSB7 2-16d TOE NAILS EA. STUD8 TRTD 2X8 MUD PLATE9 CONTINUOUS BITCHUTHANE COVERING OVER GREEN TREATED WOOD PL.
1
2
3
4
5
7 8
3 3/4"
6
9
D
S2.0
G
S2.0
SLAB
SLOPES
3 2
C6
3
E
S2.0F
S2.0
1
4
4
C4 3-2X6 (2T,1K)
C3
COLUMN SCHEDULE
C1 HSS8x4x1/4"
C2W5x19 STL
COL.
C3 6X6
C7 4X6 TRTD
C3
C5W5x19 STL
COL.
C63-2X6
(TRIMMERS)
2-2X6 (TRIMMERS)C8
FOUNDATION PERSPECTIVE
A B C D E
F
1
2
3
4
5
1
2
3
4
5
THIS DOCUMENT SHALL NOT BE REPRODUCED, TRANSMITTED,
DISCLOSED OR USED IN WHOLE OR IN PART WITHOUT WRITTEN
CONSENT BY STUDIO M ENGINEERS, LLC.
SCALE: AS SHOWN
STUDIO M
6.30.2016
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:
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970
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-869
0 :
: GL
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GLAS
SIER
LAN
E
UPPER FLRFRAMING
PLAN
S4.0
UPPER LEVEL FRAMING PLAN
1/4" = 1'-0"
FRAMING PERSPECTIVE
PLAN NORTH
NOTES:
1. FLOOR JOISTS HANGERS SHALL BE ITS TOP FLANGE SERIES, TYP.
LAYOUT SHOWN IS REPRESENTATIVE ONLY; ACTUAL LAYOUT TO BE DETERMINED IN
FIELD.
2. MINIMUM HEADER SIZES AT ALL WOOD STUD WALLS BELOW THIS LEVEL AS
FOLLOWS:
a. 3-2X10's AT ALL EXT. WALLS, U.N.O. SUPPORT HEADER EACH END WITH 2
STUDS (1 JACK + 1 KING), U.N.O.
b. 2-2x8's AT ALL LOAD BEARING INT. 2X4 WALLS U.N.O.
c. 3-2x8's AT 2X6 INTERIOR , LOAD BEARING WALLS.
3. - ALL DESIGNATED MULTIPLY STUD COL.S SHALL BE 2-PLY, U.N.O.
REFER TO COLUMN FASTENING DETAIL, SHT S8.2 WHERE COL. SUPPORTS A COL.
ABOVE, PROVIDE SOLID BLOCKING THROUGH THE FLOOR. WHERE COL.
SUPPORTS A HEADER, PROVIDE 2 TRIMMERS (2T) AND 1 KING (1K), U.N.O.
4. ALL BMS SHALL BE PLACED PLUMB.
5. HANGERS AT DOUBLE LVL'S SHALL BE MIT411.88, TYP.
6. SIDE LOADED MULTI PLY LVL BEAMS SHALL BE FASTED PER DESIGNATION TYPE B4.
REFERENCE MULTI BM FASTENING SCHEDULE ON SHEET S6.3.
3
2
1
4
HB5.50/11.88
HB5.50/11.88
MIT411.88
2X6 BRG WALL, STUDS @ 16" O.C.
PROVIDE HORIZ. BRACING OVER NAILER PLATE OF STEEL BM
TO PROVIDE LATERAL STABILITY.
NOTE 6
MEP PENETRATIONS THROUGH STRUCTURAL SYSTEMS SHALL
ONLY OCCUR AFTER ENGINEER APPROVAL, TYP UNO.
LUS26 HANGERS, TYP.
PARAPET WALL ELEVATION AND GUARD RAIL SYSTEM PER ARCH.
WALLS ONLY; COORDINATE W/ ENGINEER FOR MAX HDR LENGTH PRIOR TO ORDERING HH6'S.
3. NAILS SHALL BE 16d PNU (0.135" DIA.) TYP U.N.O.4. SPACE HEADER PC'S W/ 2 LAYERS OF 1/2" THICK PLYWOOD SPACERS
(CONTINUOUS).
HH6 OPTION (LIMITED USE)
TOP PLATE (PC NO. 1)
TOP PLATE (PC NO. 2)
NOTES: 1. FASTEN SHEATHING PER SHEATHING NOTES, SHT S1.02. FASTEN SHEETROCK W/ FASTENERS AT 12" O.C. (5/8" MIN PENETRATION TO WOOD). USE TYPE W OR S SCREWS. REFER TO IRCE SECTION R702.3.6.
16d @ 24" O.C.
SEE PLAN FOR PACKOUTDESIGNATION
GARAGE DR. CORNER
INT/EXT. CORNER
CS-WP (24" MIN) EXTERIOR CONDITION 1/2" GYP, INTERIOR CONDITION SEE PLAN FOR LOCATIONS
ABWP OR PORTALFRAME SEE PLAN
CS-WPSEE PLAN
A
C
MULTI-PLY BM FASTENING SCHEDULE NOTES: 1. ALL MULTI-PLY, SIDE LOADED WOOD BMS SHALL BE
FASTENED PER TYPE B1, TYP U.N.O. CONTRACTOR
2. ALL MULTI-PLY, TOP LOADED WOOD BMS SHALL BE FASTENED PER THE WOOD HEADER STANDARD DETAIL.
3. FASTENERS REQ'D ON ONLY ONE SIDE (MIN).
4. FASTENERS SHALL BE SIMPSON SDW SCREWS OR APPROVED EQUAL.
5. FASTENERS AT INCOMING BEAM CONNECTIONS SHALL BE IN ADDITION TO THE CONNECTIONS FROM THIS DETAIL.
6. 2 PLY BEAMS: INSTALL FASTENERS IN LOADED PLY
7. 3 & 4 PLY BEAMS: STAGGER ROWS (SPACING / 2).
8. USE 3 ROWS FOR BEAMS EQUAL OR GRTR THAN 16".
MEMBER END
6"MAX
1"OFFSETMULTI-PLY
WOOD BEAM
NO. OFROWS
BM FASTENINGDESIGNATION
SPACING"S"
2B2 12"
3B3 12"
4B4 12"
2B1 24"
S
1"
OFFSET
2. 1
/2"
MIN
1. 1
/2"
MIN
2. 1
/2"
MIN
1. 1
/2"
MIN
S6.3
DETAILS AND
PERSPECTIVES
WOOD PACKOUTCONNECTION STANDARD
NOTES:
1. TYPE 1: 16d COMMON (0.135" DIA. X 3").
TYPE 2: 16d COMMON NEAR SIDE & FAR SIDE
OPTION A: SIMPSON SDW22438 SCREW 1SIDE
TYPE 3: 1/2" DIA. BOLTS.
2. ALL LOAD BRG PACKOUTS AND BUILT UP COLS SHALL BE
TYPE 1 AND 2 DEPENDING ON NUMBER OF PLYS; BOLTED
COLS ARE CALLED OUT IN PLAN OR COL. SCHEDULE.
3. PROVIDE THE FOLLOWING FASTENERS FOR COLUMN TYPE 2
OPTION A
MEMBER WIDTH SDW DESIGNATION
4. 1/2" SDW22438
6" SDW22600
7. 1/2" SDW22338
(BOTH SIDES)
4. BOLTED COLUMNS OF 2X8 DEPTH OR GREATER SHALL
HAVE 2 ROWS OF UNSTAGGERED FASTENERS. SEE
WASHER/BOLT/NUT SPEC ON 'FASTENERS AND
CONNECTORS', NOTE 10 ON S1.0.
5. LAMINATIONS SHALL BE 1. 1/2" THICK, FULL HT, WITH FACES
IN CONTACT.
6. SIMPSON SDW: 0.22" DIA. HIGH STRENGTH STRUCT.
WOOD SCREW DESIGNED FOR MULTI MEMBER
ATTACHMENT. DO NOT SUBSTITUTE.
1"
2 1/2"
6"
6"
2 1/2"
8"
8"
1"
4"
1'-1"
1 1/2"
TYPE 2
TRIPLE 2X
TYPE 1
DOUBLE 2XTYPE 3
BOLTED
LEVEL
100
HSS12x6x1/4"
STRINGER
HSS10x2x1/4"
TREAD, TYP.
HSS4x4x1/4"
VERT.
COL
HSS4x4x1/4"
VERT. COL
HSS5x5x1/4"
VERT. COL
6'-3 1/2" 8'-3 1/2"
PL 3/8"x6"x1'-0"
STL BUCKET
OVER LVL BM
BELOW
(2-5/8" DIA. THRU
BOLTS @ 9" GA.)
9'-5"
1"
10'-1"
6'-9
3/8
"
3'-9 3/4"
3'-1 1/
2"K
S6.3
G
S6.3
9 1/2"
5"
4"
5 1/2"
1'-1 1/2"
2 1/4
"
3 1/2"
3 1/2"
2"
2"
PL 5/8
BASE PLATE
OVER 1" NON
SHRINK GROUT
PACK
5/8" DIA. TITEN HD
(6" EMBED MIN)
4 THUS
BASE PLATE DETAIL 1. 1/2"= 1'-0" L
PLAN DETAIL 1. 1/2"= 1'-0" K
PLAN DETAIL 1/2"= 1'-0" J
SECTION DETAIL 1/2"= 1'-0" H
ELEVATION DETAIL 1"= 1'-0" G
ELEVATION DETAIL 1"= 1'-0" F
ELEVATION DETAIL 1"= 1'-0" D
ELEVATION DETAIL 1"= 1'-0" E
K
S6.3
PL 3/8"
CAP PL.
OVER ANGLED
COL TOP
TYP
PL 3/8" BUILT
UP STEEL BOOT
W/ (2) 5/8" DIA.
THRU BOLTS @ 3" GA.
1. 1/2" EDGE DIST.
PL 5/8"
END PLATE.
NOTE: BOOT WIDTH FOR 3. 1/2"
INCOMING WOOD PC, TYP.
PL 5/8"
END PLATE.
L
S6.3
E
S6.3
D
S6.3
119'-9"
T.O.COL
F
S6.3
HSS COLUMN FLUSHES
TO FACE OF HSS STRINGER.
THIS TREAD
ONLY.
THIS DOCUMENT SHALL NOT BE REPRODUCED, TRANSMITTED,
DISCLOSED OR USED IN WHOLE OR IN PART WITHOUT WRITTEN
CONSENT BY STUDIO M ENGINEERS, LLC.
SCALE: AS SHOWN
STUDIO M
6.30.2016
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LAN
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LATERAL SYSTEMS
AND DETAILS
S7.0
UPPER LEVEL LATERAL PLAN
1/8" = 1'-0"
WOOD PORTAL FRAME RE: IRC 2009 FIG. R602.10.3.3 A
SIMPSON HDU8HOLD DOWN WITHCAST IN PLACE HOLDDOWN ROD.
5/8" DIA. ABOLT (6" EMBED MIN)IN 3 STACK PLATE
END OF HEADERBEAM
WOOD HDRSEE PLAN
NOTES:1. SHEATHING PER LATERAL SYSTEM NOTES, 2. FASTEN SHEATHING TO HEADER W/ 8d COMMON NAILS AT 3" GRID PATTERN.3. FASTEN TOP PLATE TO BTM OF HEADER W/ 2 ROWS OF 16d (0.131" DIA.)
NAILS AT 3" O.C.4. FASTEN SHEATHING TO STUDS AND BLOCK'G W/ NAILS @ 3" O.C.4. PANEL SHALL NOT EXCEED 10'-0" IN HEIGHT (B.O.SILL PL TO TOP OF T.O.PL).5. DETAIL OCCURS AT EACH END OF GARAGE DOOR.6. SHEATHING EDGES SHALL OCCUR WITHIN 24" OF MID-HT. OF WALL.7. MIN. HDR DEPTH = 11. 1/4", SEE S4.0 FOR FRAMING HEADER SIZE.8. DETAIL IS GENERIC. REFER TO S2.0 FOR SPECIFIC FOUNDATION WALL GEOMETRY.
CORNER STUD = KING
DBL TOP PLATELAP AS SHOWN
16" MIN WIDTH(24" FOR 2 STORYBLDG). DO NOT EXCEED 24"BTWN STUDS.
GARAGEENTRY
6-16d FACENAILS, KINGTO HEADER
PANELSTRENGTHAXIS
CUT-AWAYVIEW OF FRAMING
CAST IN PLACECONC. FDN
CUT AWAYVIEW
PERSPECTIVE
B.W.L : BRACED WALL LINE IN ACCORDANCE
WITH IRC R202 AND R602.1
CS-WP : CONTINUOUSLY SHEATHED WALL
PANEL. IN ACCORDANCE WITH IRC
602.10.4. NO HOLD DOWNS
REQUIRED.
ABWP: ALTERNATE BRACED WALL PANEL
PER IRC FIG 602.10.3.2
GB: INTERMITTENT BRACING METHOD
"GYPSUM BOARD" PER IRC TABLE
R602.10.2. SCREWS @ 7" O.C. (SEE
NOTE NO. 3 ON LATERAL NOTES.)
SW: ENGINEERED SHEARWALL; SEE PLAN
FOR LOCATION AND DETAIL
REFERENCE.
LL: LATERAL LINE
BWP: BRACED WALL PANEL
LATERAL PLAN ABBREV.
1. SEE LATERAL SYSTEM NOT ABBREV. SCHEDULE ON THIS PAGE.
2. FASTEN BWP'S TO ROOF PER THE CONVENTIONAL FASTENING
METHOD IN IRC TABLE R602.3(1) OR IBC TABLE 2304.9.1. FOR
PROJECTS UNDER THE IBC.
3. PROVIDE MINIMUM ½” THICK GYP BOARD ON INTERIOR FACES OF
BRACED PANEL FASTENED W/ SCREWS OF TYPE W OR S.
PENETRATE THE WOOD NO LESS THAN 5/8”.
4. SPACE SCREWS AT 12” O.C. THE GENERAL CONTRACTOR SHALL
INSPECT AND VERIFY THE GYP BOARD FASTENING COMPLIANCE
AFTER INSTALL.
5. QUALIFYING BWP'S SHALL COVER 3 STUDS (SPACED AT 16” O.C.)
MINIMUM, WITH THE EXCEPTION OF ABWP'S.
6. PROVIDE IDENTICAL FASTENING, SHEATHING AND BLOCKING ON
ALL CRAWL SPACE CRIPPLE PANELS ALIGNED BELOW BRACED
PANELS OF LIKE CONSTRUCTION. SHEATH BOTH SIDES OF
CRIPPLE PANELS LOCATED UNDER QUALIFYING BWP'S (SEE PLAN
FOR QUALIFYING BWP LOCATIONS).
7. WHEN PANELS ARE PARALLEL TO JOISTS, PROVIDE A MEMBER
BELOW THE PANEL IN THE FLOOR FRMG.
8. WHEN PANELS ARE PERP TO JOISTS, PROVIDE BLOCKING IN THE
FLOOR BELOW THE PANEL FOR THE LENGTH OF THE BRACED
PANEL SEGMENT.
9. FASTEN PANEL SHEATHING WITH 8D (0.131” DIA. X 2. 1/2”) PNU NAILS
AT 12” O.C. IN THE FIELD, 6” O.C. AT SHEET EDGES (ONE STORY
CONSTRUCTION ONLY), 4” O.C. FOR TWO STORY CONSTRUCTION.
NOTE: CRAWL SPACE CRIPPLE PANEL COUNTS AS ONE STORY.
10. SEE PLANS FOR BRACED PANEL LOCATIONS THAT COUNT
TOWARDS THE BRACED PANEL LENGTH REQUIREMENTS OF THE IRC