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
JUNE 22, 2015
LOT
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FASTENERS & CONNECTORS
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. OBSERVATION VISITS TO THE SITE BY THE
STRUCTURAL ENGINEER DOES NOT RELIEVE THE
CONTRACTORS RESPONSIBILITY FOR THE
MEANS, METHODS, TECHNIQUES,SEQUENCES
FOR PROCEDURE OF CONSTRUCTION,
OR THE SAFETY PRECAUTIONS AND THE
PROGRAMS INCIDENT THERETO,
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.
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
FLOOR & FLAT ROOF
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
SLOPING ROOF
THICKNESS: 5/8"
NAILING: 8d PNU (0.113” dia) (6" / 12")
PROVIDE EDGE SUPPORT: CLIPS @ 24" O.C.
SPAN RATING: 48/24
NOTES:
1. INSTALL PANELS OVER 2 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.
STRUCT. WOOD PANELS
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. SURFACES TO RECEIVE PLASTER, STUCCO OR
WAINS COATING: ANOMALIES SHALL NOT
EXCEED PLUS OR MINUS ¼”.
E. 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).
F. 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.
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.
FOUNDATIONS
1. SPECIAL INSPECTIONS SHALL BE PROVIDED PER IBC 2009 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)
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, S
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, G
GLULAMS, WOOD PRODUCTS, LUMBER AND I JOISTS PER MANUF. S
SPECIFICATIONS
FRAMING LUMBER
SPECIAL INSPECTIONS
1. CODES AND STANDARDS USED IN DESIGN:
A. INTERNATIONAL CODES (IBC & IRC) 2009
B. ASCE 7-10
C. ACI 318-11
D. AISC 13TH EDITION
E. NDS 2011
2. SEISMIC LOADS : SEE S3.0
3. WIND LOADS
STRUCTURE CATEGORY:
WIND IMPORTANCE FACTOR: 1.0
BASIC WIND SPEED
(3 - SECOND GUST WIND SPEED): 90 MPH
EXPOSURE CATEGORY: C
4. SNOW LOADS
GROUND SNOW LOAD: 52 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
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 DECK: 40 PSF
- GARAGE SLAB: 50 PSF
6. DEAD LOADS
- ROOF: 15 PSF
- FLOOR: 15 PSF
- DECK: 12 PSF
- DECK ROOF 12 PSF
7. LATERAL LOAD RESISTING SYSTEM :
- BRACED WALL PANELS AND SHEARWALLS
8. FOUNDATION
- GEOTECH: HP GEOTECH
- REPORT: 114-049A
- DATE: MARCH 14, 2014
- MAX BRG: 3000 PSF
- MIN PAD WIDTH: 24"
- MIN FTG WIDTH: 16"
- UNSUPPORTED SPAN: 10'-0"
- MIN REQ'D. CONC. STRENGTH: 3,500 PSI
- FROST: 36"
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
CL
: 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
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
JUNE 22, 2015
LOT
7 PI
NYO
N M
ESA
ROAD
GARF
IELD
CO
UNTY
, CO
LORA
DO
:: 3
08 N
. H
YLAN
D P
ARK D
RIV
E ::
GLE
NW
OO
D S
PRIN
GS,
CO
LORAD
O :
:
:: S
TUD
IO M
EN
GIN
EERS,
LLC ::
970
-366
-869
0 :
: J
UN
E 22
, 20
15 :
:HA
RDAK
ER R
ESID
ENCE
PLANS,DETAILS AND
NOTES
S2.0
3a
4
NOTES:
1. 1004'-6" SITE = 100'-0" ON PLAN
2. CONCRETE WALLS ARE 8" THICK, U.N.O.
3. COORDINATE BLOCK OUT LOCATIONS FOR VENTILATION AND
MECHANICAL REQUIREMENTS WITH ARCHITECT.
4. REFER TO SHEET S1.0 FOR ABBREVIATIONS, LEGEND, CONCRETE AND
FOUNDATION NOTES.
5. BTM OF FTG SHALL EXTEND TO SOILS APPROVED BY GEOTECH. NOTIFY
ENGR OF FINAL FOOTING ELEVATIONS PRIOR TO FURTHER CONST.
6. LOCATE AND CAST IN PLACE ALL APPLICABLE SW AND ABWP (SEE SHT
S7) AND SHEAR BOLT HARDWARE.
7. IN AREAS WHERE SLABS ON GRADE ARE INSTALLED OVER BASEMENT WALL BACKFILL REGIONS
FASTEN SLABS TO WALL AS FOLLOWS:
- SLABS SUPPORTING PEDESTRIAN LOADS ONLY: 1/2" DIA. TITEN HD'S (4" EMBED) @ 32" O.C.
- SLABS SUPPORTING GARAGE AREA: 5/8" DIA. TITEN HD'S (6" EMBED) @ 30" O.C.
PLAN NORTH
FOUNDATION PLAN
1/4" = 1'-0"
BA
PAD FOOTING SCHEDULE
BB
BA
BC
BB 2'-6" SQ. 10"
BF
BC
4-#4 EA. WAY
REINFSIZE
A
T.O.F.
89'-8"
5 THUS
T.O.W.
97'-6"
T.O.PIER
T.O.SLAB
3 THUS
3'-0" SQ. X 12" 4-#5 EA. WAY
5'-0" SQ. x 12 in. 6-#5 EA. WAY
2'-0" SQ. X 10" 3-#4 EA. WAY
A
5
1
D
G
F
C
F
E
2
3
B18
'-0
"
19'-5 1/2"
23'-6 1/2"
20
'-0
"10
'-0
"29
'-0
"
4'-0"
15'-0
"
5'-8
"
4"
15'-0"
23'-0"
9'-6" 7'-0"9'-3/4"
7"
2'-2"
6'-2 3
/4
"2'-8
3/4
"7'-9
"
3'-3 1/2"
CF
E
A
D
3'-10
1/2"
8'-7 3/4"
11'-5 1/4" 11'-5 1/4"
9'-9
1/2"
Q
S6.2
B
S6.2
B
S6.2
B
S6.2
B
S6.2
B
S6.2C
S4.0
A
S6.2
A
S6.2
Q
S6.2
T.O.F.
89'-8"
33'-0
"
59
'-0
"
T.O.PIER
TO.SLAB
B
S6.2
B
S6.2
T.O.W.
99'-9. 3/4"
T.O.W.
98'-9. 7/8"
T.O.W.
99'-9. 3/4"
T.O.F.
97'-4"
3 THUS
T.O.W.
99'-2"
T.O.W.
99'-2"
T.O.W.
98'-9. 7/8"
T.O.W.
99'-9.3/4"
T.O.W.
99'-9. 3/4"
T.O.F.
97'-4"
T.O.F.
89'-8"
T.O.F.
89'-8"
10'-10"
13'-0
"
FOUNDATION PERSPECTIVE
A
A
A
A
D
T.O.POCKET
97'-9. 7/8"
T.O.W
99'-9. 3/4"
C
S4.0
R
S6.2
C
S4.0
B
S6.2
T.O.F.
95'-4"
P
S6.2
D
S6.2
2 1/2"
D
S6.2
T.O.POCKET
97'-9. 7/8"
T.O.POCKET
97'-9. 7/8"
T.O.POCKET
97'-9. 7/8"
T.O.POCKET
97'-9. 7/8"
BD 3'-6" SQ. x 12 in. 5-#5 EA. WAY
BE 4'-0" SQ. x 12 in. 5-#5 EA. WAY
J
S6.3
C
S6.2
16'-3" 2'-8 1/2"
E
S6.3
1
1
1
1
1
FRAMING PLAN NOTES
10" WIDE X 4" LONG BM POCKET (97'-9.7/8")
SEE DETAIL C/S6.2.
1
4'-3" SQ.
OPEN'G
SILL = 92'-10. 1/2"
HEAD = 97'-1. 1/2"
3'-8
"
A
S6.3
H.D. H.D.
2'-5"
4 3
/4
"
H.D.
6 3
/4
"
2 3/4"
2'-9" REFER TO H.D.
DIMS ON
GRID 3
4'-3" SQ.
OPEN'G
SILL = 92'-10. 1/2"
HEAD = 97'-1. 1/2"
4'-3" SQ.
OPEN'G
SILL = 92'-10. 1/2"
HEAD = 97'-1. 1/2"
3'-8
"
29
'-0
"
2'-1 3/4
"
SIM
SIM
A
S2.0
C
S6.2
C
S6.2
SIM
1'-0"
3'-0
"
K
S2.0
2 3/4"
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
JUNE 22, 2015
LOT
7 PI
NYO
N M
ESA
ROAD
GARF
IELD
CO
UNTY
, CO
LORA
DO
:: 3
08 N
. H
YLAN
D P
ARK D
RIV
E ::
GLE
NW
OO
D S
PRIN
GS,
CO
LORAD
O :
:
:: S
TUD
IO M
EN
GIN
EERS,
LLC ::
970
-366
-869
0 :
: J
UN
E 22
, 20
15 :
:HA
RDAK
ER R
ESID
ENCE
FRAMING PERSPECTIVE
NOTES:
1. FLOOR JOISTS SHALL BE 11. 7/8" TJI 210'S (2. 1/16" FLANGE) @ 16" O.C.
LAYOUT SHOWN IS REPRESENTATIVE ONLY; ACTUAL LAYOUT TO BE
DETERMINED IN FIELD. SPAN CONTINUITY IS AS SHOWN.
2. ALL BMS SHALL BE PLACED PLUMB.
PLAN NORTH
MAIN LEVEL FRAMING PLAN
1/4" = 1'-0"
SLA
B
SLO
PES
MAIN LEVELFRAMING
PLAN
S3.0
APRON
SLAB
EXTENTS
PER OWNER
4" THICK CONC.
SLAB ON GRADE
(SLOPE TO DOOR)
COLUMN SCHEDULE
C1
3-2X6C3
C6 6X6 DF #1
6X6 TRTD
4X6 TRTDC2
FRAMING PLAN NOTES
BEAM POCKET IN CONCRETE WALL
EGRESS WINDOW RE: ARCH
HANGING CONNECTION BRACKET
WPI411.25-2 TOP FLANGE HANGER
24" (MIN) BLOCK'G @ 24" O.C. W/
8d @ 4" O.C. (6 NAILS MIN).5
2
1
C5 HSS4X4X1/4"
C4 4-2X6
T.O.SLAB
97'-9"
3a
4
A
5
1
D
F
C
F
E
B
G
4
G
3
C1
C5
C5
C6
C1C2
G
S6.1
C
S6.2
C
S6.2
G
S6.1
P
S6.2
C
S4.0
B
S6.3
D
S6.2
D
S6.2
T.O.SLAB
99'-9"
C.J.
C.J
.
T.O.PLY
95'-0" VIF
OPEN
TO
BELOW
SLA
B
SLO
PES
SLA
B
SLO
PES
T.O.SLAB
98'-4. 1/2"
T.O.SLAB
99'-11"
T.O.SLAB
99'-11"
T.O.SLAB
99'-10"
T
S6.2
S
S6.2
3-11. 7/8" LVL
[98'-11. 3/8"]
3-11. 7/8" LVL
2 SPAN
CONT.
[98'-11. 3/8"]
4-11. 7/8" LVL
2 SPAN
[99'-11. 1/4"]
3-11. 7/8" LVL
2 SPAN
[99'-11. 1/4"]
T.O.PLY
100'-0"
PREFAB
WINDOW
WELL
C6
H
S6.2
1
1
1
H
S6.3
H
S6.3
3-11. 7/8" LVL
3 SPAN
[98'-11. 3/8"]
U
S6.2
2-11. 7/8" LVL
9'-5 7/8" 11'-9 3/8"
2 7/8"
2
G
S6.1
4
4
1
C
S6.3
1
4
3
SLAB
EXTENTS
PER
ARCH.
PREFAB
WINDOW
WELL
OPEN
TO
BELOW
2
C.J
.
C.J
.
C.J.
A
S6.3
A
S6.3
SIM
5
K
S6.2
A
S6.2
12'-7 1/4
"
4
K
S6.3
6 M
S6.3
NORTH
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
JUNE 22, 2015
LOT
7 PI
NYO
N M
ESA
ROAD
GARF
IELD
CO
UNTY
, CO
LORA
DO
:: 3
08 N
. H
YLAN
D P
ARK D
RIV
E ::
GLE
NW
OO
D S
PRIN
GS,
CO
LORAD
O :
:
:: S
TUD
IO M
EN
GIN
EERS,
LLC ::
970
-366
-869
0 :
: J
UN
E 22
, 20
15 :
:HA
RDAK
ER R
ESID
ENCE
UPPERLEVEL FRAMING
PLAN
S4.0
UPPER LEVEL FRAMING PLAN
1/4" = 1'-0"
NOTES:
1. FLOOR JOISTS SHALL BE 11. 7/8" TJI 210'S (2. 1/16" FLANGE) @ 16" O.C. 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 S5.2 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. BLOCK'G PC'S @ FLOOR & ROOF JOISTS & RAFTERS NOT SHOWN FOR CLARITY.
6. DBLE 11. 7/8" HANGER = U410 TYP UNO.
7. HEADERS PER DETAIL C/S6.1.
PLAN NORTH
FRAMING PERSPECTIVE
3a
4
A
5
1
D
F
C
F
E
B
G
4
G
3
T.O.PLY
110'-0"T.O.PLY
110'-0"
3:12
5:12
3:12
5:12
C8
C8
C5
11. 7/8" TJI
210 2 SPAN
CONT.
@ 24" O.C.
2X6 LOOKOUTS
(MIN) @
24" O.C. (MAX)
W/ LUS26
TYP @
GABLE END
OVERHANGS
FRAMING PLAN NOTES
HHUS7.25/10 HANGER
2X6 BRG WALL, STUDS @ 16" O.C.
5-2X6 BTWN BMS, 2K, 3T
3-2X6, 2K, 1T
11. 7/8" LVL LEDGER
HHUS410
NON STRUCTAL 8X8 COL. POCKET BM INTO WALL.
U410 HANGER
BM EXTENDS FROM GRID F TO D
2X6 RAKE WALL BTWN ROOF AND BM
BWP-A SEE SHEET S7.0
1-11. 7/8" LVL W/ ITS1.81/11.88 HANGER
COL CAP CCO5. 1/4"
CANTILEVER 2-11. 7/8" LVL
ITS1.8/11.8815
7
1
T.O.PL
110'-10. 7/8"
2-11. 7/8" LVL
[109'-11. 1/4"]
2-11. 7/8" LVL
[109'-11. 1/4"]
2-11. 7/8" LVL
[109'-11. 1/4"]
2-11. 7/8" LVL
[109'-11. 1/4"]
4-11. 7/8" LVL
[109'-11. 1/4"]
3-11. 7/8" LVL
2 SPAN CONT.
[108'-11. 3/8"]
3-9. 1/2" LVL
[107'-11.1/2"]
3-11. 7/8" LVL
[108'-11. 3/8"]
8X10 RS FS
[109'-6. 1/2"
D
S6.3
3-11. 7/8" LVL
[108'-11. 3/8"]
3-11. 7/8" LVL
[109'-11. 1/4"]
1
8X10
[108'-4. 1/2"]
8X10 2 SPAN
[108'-4. 1/2"]
8X10
[108'-4. 1/2"]
3-9. 1/2" LVL
3-11. 7/8" LVL
[114'-11. 3/4"]
T.O.PL
111'-0. 1/4"1'-6
"
1'-6"
1'-6"
1'-6
"
1'-6"
4'-9
1/4
"
7'-0"
5'-5 1/2"
1'-11"7'-7 1/2"
2'-2 1/4"
2'-9
"4
'-7 1/2"
3'-8"
T.O.PLY
105'-0" VIF
C1
C1
3-11. 7/8" LVL
[109'-11. 1/4"]K
S6.1
C8
C8C8
2
J
S6.1
E
S6.1
E
S6.1
3
3
L
S6.1
10 1/4
"
5
4
8
4
9
2-11. 7/8" LVL
[109'-11. 1/4"]
8
12
J
S6.2
COLUMN SCHEDULE
C1
3-2X6C3
C6 6X6 DF #1
6X6 TRTD
4X6 TRTDC2
C5 HSS4X4X1/4"
C4 4-2X6
V
S6.2
10
3-11. 7/8" LVL
[111'-0. 1/4"]
C3
11. 7/8" TJI 210
@ 24" O.C.
8
V
S6.2
7
11
11
13
6
2
3
4
5
11
10
8
2
C3
C
S6.3.
1'-6
"
C4
8
8
1'-6
"
13
14
D
S6.1
G
S6.2
M
S6.2
J
S6.1
SIMF
S6.2
E
S6.2
15
14
NORTH
H
S6.1
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
JUNE 22, 2015
LOT
7 PI
NYO
N M
ESA
ROAD
GARF
IELD
CO
UNTY
, CO
LORA
DO
:: 3
08 N
. H
YLAN
D P
ARK D
RIV
E ::
GLE
NW
OO
D S
PRIN
GS,
CO
LORAD
O :
:
:: S
TUD
IO M
EN
GIN
EERS,
LLC ::
970
-366
-869
0 :
: J
UN
E 22
, 20
15 :
:HA
RDAK
ER R
ESID
ENCE
UPPER ROOF FRAMING PLAN
1/4" = 1'-0"
NOTES:
1. RAFTERS AT CUT ROOFS SHALL BE 11. 7/8" TJI 210'S (2. 1/16" FLANGE) @
16" O.C. 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 S5.2 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. BLOCK'G PC'S AND SHEAR PANELS @ TRUSS AND RAFTER ENDS NOT
SHOWN FOR CLARITY.
6. IF GABLE ENDS ARE FRAMED WITH STUDS, STUDS SHALL BE CONT. TO
UNDERSIDE OF LOOKOUTS TYP UNO.
7. HEADERS PER DETAIL C/S6.1.
PLAN NORTH
3a
4
D
F F
E
G
4
G
3
5:12
UPPERROOFPLAN
S5.0
FRAMING PERSPECTIVE
5
M
S6.2
TRUSS TYPE A
10:12
10:12
2X6 LOOKOUTS
(MIN) @
24" O.C. (MAX)
W/ LUS26'S
TYP @
GABLE END
OVERHANGS
A
S6.1
3-14" LVL
[118'-0. 1/4"]
3-9. 1/4" LVL
3-2X10
1. PROVIDE METAL PLATE CONNECTED WOOD TRUSSES
CAPABLE OF WITHSTANDING THE DESIGN LOADS
INDICATED ON S1.0.
2. TOTAL LOAD DEFLECTION LIMITS (MINIMUM) PER IBC
2009 SECTION 1604.3.1
ROOF MEMBERS SUPPORTING PLASTER
CLGS: L/240
- ROOF MEMBERS NOT SUPPORTING PLASTER:
L/180
3. COMPLY WITH THE REQUIREMENTS OF THE TPI (TRUSS
PLATE INSTITUTE). TRUSS FABRICATOR SHALL BE
THIRD-PARTY INSPECTED FOR QUALITY CONTROL.
4. SUBMIT SHOP DRAWINGS FOR REVIEW; INDICATE
LOCATION, SIZE, AND MATERIAL FOR PERMANENT
BRACING, TRUSS GEOMETRY, MATERIAL, FINISH, DESIGN
VALUES, ORIENTATION, AND LOCATION OF METAL
CONNECTOR PLATES, SPLICE DETAILS AND BEARING
DETAILS, STRESS GRADES, AND SPECIES OF LUMBER,
LOCATION, AND SPACING FOR EACH TYPE OF TRUSS
REQUIRED, ALONG WITH FABRICATION AND
INSTALLATION DETAILS FOR EA. TRUSS AND ALL
RELATED ITEMS.
5. PERMANENT BRACING DESIGN SHALL BE AS SHOWN ON
THESE CONTRACT DOCUMENTS.
6. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY
THE QUALIFIED PROFESSIONAL ENGINEER RESPONSIBLE FOR
THEIR PREPARATION.
7. FABRICATE TRUSSES PER THE REVIEWED AND APPROVED
TRUSS SHOP DRAWINGS.
8. HANDLE AND STORE TRUSSES TO COMPLY WITH
RECOMMENDATIONS IN TPI BCSI.
9. GRADE STAMP EA. PC. OF LUMBER.
10. PROVIDE DRY LUMBER WITH 19 PERCENT MAXIMUM
MOISTURE CONTENT AT TIME OF DRESSING.
11. TRUSS PLATES SHALL BE PER THE TRUSS ENGINEER'S
SPECIFICATION.
12. TRUSS TO TRUSS HANGERS AND CONNECTORS SHALL BE
SPECIFIED BY THE TRUSS MANUF AND SHALL BE
IDENTIFIED ON THE SHOP DRAWINGS FOR REVIEW.
FRAMING TO TRUSS CONNECTIONS ARE AS SPECIFIED ON
THE ATTACHED STRUCTURAL DRAWINGS.
13. INSTALL WOOD TRUSSES ONLY AFTER SUPPORTING
CONSTRUCTION IS IN PLACE AND IS BRACED AND
SECURED.
14. HOIST TRUSSES IN PLACE BY LIFTING EQUIPMENT
SUITED TO SIZES AND TYPES OF TRUSSES REQUIRED,
DO NOT DAMAGE BY OUT-OF-PLANE BENDING OR OTHER
CAUSES.
15. ANCHOR TRUSSES SECURELY AT BEARING POINTS.
16. SECURELY CONNECT EACH TRUSS PLY REQUIRED FOR
FORMING BUILT-UP GIRDER TRUSSES.
INSTALL AND FASTEN PERMANENT BRACING DURING
TRUSS ERECTION AND BEFORE CONSTRUCTION LOADS
ARE APPLIED.
17. FASTEN EACH TRUSS END TO THE BEARING PLATE
WITH AN H2.5A CLIP, AS MANUF. BY SIMPSON STRONG
TIE.
18. COLUMNS SUPPORTING GIRDER TRUSSES SHALL BE AT
LEAST THE NUMBER OF PLIES PRESENT IN THE GIRDER
TRUSS, OR AS SHOWN ON PLAN, WHICHEVER IS GREATER.
19. SNOW LOAD DURATION FACTOR: 1.0
20. TRUSSES SPAN FROM END TO END; THERE ARE NO INTERIOR
BEARING SUPPORTS, TYP UNO.
PREFABRICATED WOOD TRUSS NOTES
14 GA. METAL STRAPPING (1.1/2" MIN WIDTH). FILL ALL NAIL HOLES @ STRAP-WOOD INTERFACES.
2x4 HORIZ. NAILING BRACEPUSHED TIGHT TO TRUSS TOP & BTM CHORDS, 4 THUS
1. DETAIL IS GENERIC; REFER TO TRUSS PROFILE FOR JOB SPECIFIC TRUSS CONFIGURATION.
2. X-BRACE STRAP DETAIL DOES NOT REPLACE THE BRACING REQUIREMENTS FOR INDIVIDUAL TRUSS WEB BRACING (RE: TRUSS MANUF DWGS FOR PERMANENT WEB BRACING LOCATIONS). RE: ENGR APPROVED TRUSS SHOP DWGS FOR PERMANENT WEB BRACING DETAILS, AS REQ'D.
3. X-BRACE DETAIL SHOWN ABOVE SHALL BE LOCATED NO MORE THAN 4'-0" FROM THE FIRST TRUSS IN LAYOUT (MEASURED TO NEAREST EDGE OF STRAPPING). X-BRACES SHALL OCCUR AT SPACINGS OF 20'-0" O.C. OR LESS.
4. DETAIL SHALL BE INSTALLED ON TRUSSES WITH IDENTICAL & ALIGNED WEB CONFIGURATIONS.
5. FASTEN STRAPS TO HORIZ. BRACES W/ 10d x 1.1/2" NAILS, TYP. (3 MIN PER STRAP). FILL ALL HOLES IN STRAP @ BRACE (3 MIN).
6. X-BRACING SHALL OCCUR SIMULTANEOUSLY ON BOTH NEAR SIDE AND FAR SIDE ROOF SURFACES RELATIVE TO THE RIDGE LINE; X-BRACE LOCATIONS SHALL ALIGN IN PLAN VIEW (NOT SHOWN FOR CLARITY).
PERSPECTIVE DETAIL
APPROX. 90 DEG
3-16dEA. ENDTYP
BTRUSS X STRAPPING
1'-8"
1'-6
"
1'-6
"1'-6"
T.O.PL
114'-9. 3/4"
TYP
TY
P
TRUSS TYPE A 1/2"= 1'-0" A
1'-2"
11'-6"
12
10
12
7
A
--
3-9. 1/4" LVL
T.O.PL
118'-3. 1/4"T.O.PL
118'-3. 1/4"
TRUSS WEB
CONFIG
PER TRUSS
MANUF.
NORTH
TJI 210
@ 24" O.C.
PREFAB
WOOD TRUSS
ROOF SYSTEM
(24" O.C.)
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
JUNE 22, 2015
LOT
7 PI
NYO
N M
ESA
ROAD
GARF
IELD
CO
UNTY
, CO
LORA
DO
:: 3
08 N
. H
YLAN
D P
ARK D
RIV
E ::
GLE
NW
OO
D S
PRIN
GS,
CO
LORAD
O :
:
:: S
TUD
IO M
EN
GIN
EERS,
LLC ::
970
-366
-869
0 :
: J
UN
E 22
, 20
15 :
:HA
RDAK
ER R
ESID
ENCE
DETAILS
S6.1
LEDGER PERSPECTIVE F
LEDGERCALLOUT
L-3
# OF FASTENERROWS SPACING
(FLOOR CONDITION SHOWN)
WALLSHEATHING
FASTENERS SHALLALIGN WITH STUDS !
TYP, U.N.O.
HANGERCALLOUTPER PLAN
SPACEROWSEQUALLY
CUT-AWAYVIEW
NOTES:1. DETAIL IS GENERIC. REFER TO PLAN FOR SPECIFIC MEMBER ORIENTATION
AND GEOMETRY.2. FASTEN SHEATHING TO LEDGER W/ 8d's @ 6" O.C. TYP
1. 1/2" T.O.LEDGERTO FIRST ROW
L-1
16"
L-2
L-7
L-12
FASTENER TYPEAND LENGTH
4
16"
48"
32"
32"
L-11 16"
L-4
L-6
32"
32"
L-5 16"
2
#8 SCREWS x 4"
3
2
L-13 48"
32"
L-93
32"
L-8 16"
L-10 48"
332"
1/4" DIA. X 4. 1/2" SDS LAGS
STANDARD HEADER DETAIL EXPLODED PERSPECTIVE
2 END NAILSEA. STUD2 STAGGERED ROWS @
16" O.C.
2 TOE NAILSTYP.
NAILS@ 16" O.C.BOTH SIDES
2 FACE NAILS@ 16" O.C.
4 FACE NAILSTO HEADER
NOTES: 1. PROVIDE CRIPPLE STUDS @ 16" O.C.2. SIMPSON HH6 HEADER HANGER OPTION: 1,440 LB LOAD LIMIT), 2X6
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)
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.
MEMBER WIDTH SDW DESIGNATION3" SDW223003. 1/2" SDW223384. 1/2" SDW224385. 1/4" SDW225007" SDW22634
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" DEEP.
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
OVER-FRAMING PERSPECTIVE DETAIL
2x4 STRUTS (4'-0" MAX HT.)@ 24" O.C. (ALTERNATE SIDES AS SHOWN) ALIGNING OVER RAFTERS OR TRUSSES BELOW(2) 16d TOENAILSONE PER SIDE, INTORAFTER OR TRUSSES BELOW
UPPERROOF
FULLY SHEATHED LOWERROOF (CUT-AWAY VIEW)
NOTES: DETAIL IS GENERIC. REFER TO PLAN FOR SPECIFIC MEMBER GEOMETRY AND ORIENTATIONS.
2x6 UPPER ROOFRAFTER (MIN) @24" O.C.
3-16d FACENAILS@ EA. STRUT
: DESIGNATES OVERFRAMING ON FRAMING
slope
slope
RAFTER
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
C
B
2 3/4"
T.O.W. STANDARD (STACKED) RE: IRC TABLE R602.3(1)1" = 1'-0"
MARK DESCRIPTION1 8d @ 6" O.C.2 8d @ 12" O.C.3 2-16d TOE NAILS4 2-16d FACE NAILS @ 16" O.C. (MATCH JOIST LAYOUT)5 1/2" DIA. J-BOLT @ 48" O.C. (6" EMBED MIN)6 RIM. (1.1/4" MIN WIDTH)7 S.I.P. OR 2x6 STUDS @ 16" O.C.8 2-16d TOE NAILS EA. STUD (3" GA.)9 2-16d TOE NAILS PER JOIST BAY (RIM TO SOLE PL)
7
3
4
2
65
9
1
18
D
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
6"
6"
6"
12"
MIN
OSB
SPACER
TYP.
NOTES:
1. BOLTS SHALL BE 5/8" DIA. TYP.
2. LOOKOUT NOT SHOWN FOR CLARITY.
3. FASTEN 3-2X6 TRIMMER PACKOUT TO
FLOOR SYSTEM RIM W/ TS12 OR EQUAL.
ROOF SLOPE
PER PLAN
DO NOT BOLT
HIGHER THAN
BM CL
FLUSH BM POCKET DETAIL 1"=1'-0" E
T.O.W. STANDARD (FLUSHED) RE: IRC TABLE R602.3(1) G
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 (MIN) MUD PLATE
1
2
3
4
5
7 8
3 3/4"
6
A
SECTION DETAIL 3/4" = 1'-0" J
SECTION DETAIL 1"= 1'-0"
SECTION DETAIL 1"= 1'-0" K
SECTION DETAIL 1"= 1'-0" L
M
2x6 STUD
WALL W/
1/2" OSB
SHEATHING
11. 7/8" LVL LEDGER
TYPE L-5
ITS2.06/11.88
HANGERS, TYP.
2X LEDGER
(MATCH LOOKOUT
DETPH) TYPE L-3
2X6 LOOKOUTS
(MIN) @ 24" O.C.
(MAX) W/ LUS26
HANGERS
2X6 GABLE
END WALL
BELOW LOOKOUTS
8X BM
AND COL
SEE PLAN
11. 7/8" I JOIST
RAFTER SYSTEM
SUPPORTED
BY VPA2.1
VARIABLE PITCH
SIMPSON CONNECTOR
OVER 8X10 BEAM
NOTE: BLOCK'G @ BEARING LINES NOT SHOWN
FOR CLARITY
2X6 RAKE
WALL OVER
8X BM TO
BTM OF 2X6
LOOKOUTS
ABOVE
2X12 STRUCT.
FASCIA, TYP.
POCKET 8X
INTO STUD
CORNER
SECTION DETAIL 1"= 1'-0" H
3-11. 7/8" LVL4-11. 7/8" LVL
FLUSH
J
S6.2
SHEATHE
EAST FACE
OF STUD WALL
WALL SHEATHING
EXTENDS TO THIS
ELEV (MIN)
STAIR OPEN'G
LSSU2.1
TYP.
C
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
JUNE 22, 2015
LOT
7 PI
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ROAD
GARF
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CO
UNTY
, CO
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:: 3
08 N
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D P
ARK D
RIV
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NW
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DETAILS
S6.2
SECTION DETAIL 3/4"= 1'-0" A
SECTION DETAIL 3/4"= 1'-0" B
SECTION DETAIL 3/4"= 1'-0" C
SECTION DETAIL 3/4"= 1'-0" D
SECTION DETAIL 3/4"= 1'-0" E
SECTION DETAIL 3/4"= 1'-0" G
SECTION DETAIL 3/4"= 1'-0" H
SECTION DETAIL 3/4"= 1'-0" K
SECTION DETAIL 3/4"= 1'-0" L2
SECTION DETAIL 3/4"= 1'-0" M
SECTION DETAIL 3/4"= 1'-0" F
Q
---
WALL &
FTG DIMS
PER DTL Q
2"
SLAB
SLOPES
6"
2-#5 CONT.
@ THRESHOLD
DRIVEWAY
SLAB EXTENTS
PER OWNER
SECTION DETAIL 3/4" = 1'-0"
P
4" THICK
CONC.
S.O.G.
(SLOPING)
1/2" DIA. AB'S
@ 48" O.C.
(6" EMBED MIN)
6"
SECTION DETAIL 3/4" = 1'-0"
Q3/4" = 1'-0"
SECTION DETAIL 3/4"= 1'-0" R
SECTION DETAIL 1"= 1'-0" T
SECTION DETAIL 1"= 1'-0" S
SECTION DETAIL 1"= 1'-0" U
PAD FTG
SIZE & REINF
PER PLAN
AND FTG
SCHEDULE.
COL
SEE PLAN
10"
10" PL 5/8"
W/ 1"
NON SHRINK
GROUT
2"
2-#5 LONGIT.
T.O.FTG
3'-0"
1'-0
"
#5 VERT
DWLS X
@ 16" O.C.
8"
T.O.FTG
8"
2-#5 LONGIT.
TOP & BTM
3" CLR
MAX
45"
12"
#5 @ 16" O.C. VERT
#4 @ 12" O.C. HORIZ.
3"
CLR
SLAB PER
DTL B/S6.3
C2
--
10"
PL 1/2"x4"x9. 1/2"
BRG PLATE W/
(2) 1/2" DIA EPOXY
BOLTS (4" EMBED)
@ 1. 1/4" EDGE DIST.
1" NON
SHRINK
GROUT
SECTION DETAIL 1"= 1'-0" C2
PL 1/4"x6" SQ.
SIDE TAB
W/ 5/8" BOLT
SIMPSON
VPA2.06
SECTION DETAIL 1" = 1'-0" L SECTION DETAIL 1" = 1'-0"
SECTION DETAIL 1" = 1'-0"1" = 1'-0"
7 1/2" 7 1/2" 7 1/2"
4"
2X12 FULL HT.
SOLID
BLOCK'G W/
VENTILATION
NOTCH
RAFTERS
OR TRUSS
(2) 8d NAILS
PER PC. OF
BLOCK'G
8X8 POST
W/ SIMPSON
CPTZ CONCEALED
POST TIE BRACKET
10" DIA.
CONC PIER
W/ 4-#4 VERT
DWLS @
QUARTER POINTS
PAD PER
FTG
SCHEDULE
3"
CLR
SIMPSON
LSSU2.1
TYP.
11. 7/8" LVL
LEDGER
TYPE L-8
L
--
B
S6.3
G
S6.3
PAD FTG PER
SCHEDULE
SIMPSON
VPA2.06
BM POCKET
AND PLATE
ATTACHMENT
PER DETAIL C
2X6 TRIMMER (SLOPING
TOP)
BELOW RAFTER
W/ 2X6 KING STUD
ADJACENT TO
RAFTER
CS16
LIGHT GA.
X TRAP
ACROSS
2X6'S
OVERFRAMING
AREA, SEE PLAN
PACKOUT
JOIST WEB;
FASTEN KING STUD
TO RAFTER W/
3-16d FACE NAILS
BASEMENT
FOUNDATION
WALL SUPPORT
GARAGE
STEM WALL
FOUNDATION
SUPPORT
PATIO
SLAB ON
GRADE
COLD JOINT
(CONTRACTOR
OPTION)
DAYTON DBDI
THREAD'D
SPLICE INSERT
SYSTEM
(2 @ FTG)
FIVE
D101
(#5) TYP
24" MIN
NOTE: HORIZ DOWELS OCCUR
@ EVERY HORIZ. STEM WALL
BAR, OR 16" O.C., WHICHEVER
IS LESS 4 BARS MIN (INCLUDES
FOOTING BARS)
HSS STL
COL W/ CCO7. 1/8
COLUMN CAP
COL ABOVE
EXTENDS TO BM.
REMOVE SHEATHING
@ POINT LOAD
TRIPLE LVL
BM SEE PLAN
4-11. 7/8" LVL
BM BEYOND
(5. 1/4" BRG)
NOTE: FASTEN 4-11. 7/8" LVL BM
END TO 3-11. 7/8" BM W/ A PAIR OF
SIMPSON H6 TWIST STRAPS.
5. 1/2" WIDE
WOOD
POST
SEE PLAN
SIMPSON
ACE6
EA. SIDE
LVL BM
SEE PLAN
6"
1 1/
2"
8"
8"
3"
1 1/
2"
BRACKET DETAIL 1. 1/2"= 1'-0" V
2-#5 LONGIT.
T.O.FTG
2'-0"
10"
2-#5 LONGIT.
T.O.FTG
10"
8"2-#5 LONGIT.
TOP & BTM
2" CLR
MAX
#4 @ 18" O.C. VERT
#4 @ 12" O.C. HORIZ.
3"
CLR
4"
NOTE: REFER TO PLAN FOR SPECIFIC
WALL AND FOOTING ELEVATIONS
AND GEOMETRIC RELATIONSHIPS
6"
1'-0"
8"
8"
8"
3"
1 1/
2"
1 1/
2"
BRACKET DETAIL 1. 1/2"= 1'-0" J
1'-0"
4"
8"
1 1/2"
DO NOT
BEAR BASE PL.
ON TOP OF SLAB
NOTE: SLAB SLOPES @ GARAGE CONDITION.
DO NOT
BACKFILL PRIOR
TO FLOOR
INSTALL.
NOTE: JOISTS ARE PARALLEL TO WALL
@ SIM CONDITION.
1 1/
2"
4"
BEVELED
2X CANT.
STRIP
@ RAFTER BRG
THIS LOCATION
ONLY.
L
--
F
S6.1
GARAGE
SLAB
PL 3/8"
TYP.
GARAGE
SLAB
L
S6.2
A
S6.2
T.O.FTG
T.O.FTG
DBLE
11. 7/8"
LVL
NOTE: POINT LOAD CENTERS ON BEAM AND COL.
NOTE: USE 14" TJI MATERIAL FOR BLOCK'G PCS @ TRUSS HEEL.
2"
CLR
2-16d TOENAILS
PER RAFTER/BM
INTERSECT
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
JUNE 22, 2015
LOT
7 PI
NYO
N M
ESA
ROAD
GARF
IELD
CO
UNTY
, CO
LORA
DO
:: 3
08 N
. H
YLAN
D P
ARK D
RIV
E ::
GLE
NW
OO
D S
PRIN
GS,
CO
LORAD
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DETAILS
S6.3
SECTION DETAIL 3/4"= 1'-0" A
DETAILS
2"
CLR
2-#5 LONGIT.
ON ALL 4 SIDES
OF OPEN'G
2-#5
LONGIT.
TOP
SECTION DETAIL 3/4"= 1'-0" C
SECTION DETAIL 3/4"= 1'-0" A
SECTION DETAIL 3/4"= 1'-0" B
SECTION DETAIL 3/4"= 1'-0" D
SECTION DETAIL 3/4"= 1'-0" C
1"
5"
2'-3/8
"
8"
6 3/4"
1'-0
"
1'-5"
5. 1/4" WIDE
WOOD BM
ABOVE AND BELOW
(7" WIDE TOP BM @ SIM
BRACKET CONDITION ONLY)
SECTION DETAIL 1"= 1'-0" F SECTION DETAIL
1"= 1'-0" G
PERSPECTIVE DETAIL NO SCALE H
PROVIDE 1/8" ADDITIONAL
CLEARANCE FOR EASE
OF BM INSERTION
PL 5/8"
PL 3/8"
4 THUS
PL 5/8"
PL 3/8"
1/2"
G
--2x8 JOISTS
@ 16" O.C.
W/ LUS28
HANGERS EA. END
2-2X8
(MIN)
2X8 LEDGER
TYPE L-3
COORDINATE PLATFORM ELEV.
W/ CONTRACTOR VERIFIED
STAIR LAYOUT, VIF
2X8 RAFTERS
@ 24" O.C.
W/ LUS28'S
2X8
TYPE L-9
LEDGER
4" THICK (MIN)
PATIO SLAB.
FASTEN TO
CONC. WALL
W/ #4 EPOXY
DWLS (4" EMBED
MIN) @ 32" O.C.
T.O.SLAB
VERIFY
W/ ARCH
AND FINAL
GRADE
TRTD 2X PL. W/
1/2" DIA AB'S
@ 48" O.C.
ITS2.01/11.88
TYP.
8"
8X10 (SEE PLAN)
OVER 8X8 POST
CONNECTION PER
DETAIL V/S6.2
PERSPECTIVE DETAIL NO SCALE J
PERSPECTIVE DETAIL NO SCALE E
BEARING PLATE
AND SIDE TAB
RE: DETAIL C/S6.2
10"X4" BM POCKET
W/ TYP. DETAIL C/S6.2
BEARING PLATE AND
SIDE TAB
10"X4" BM
PERSPECTIVE DETAIL NO SCALE K
PLAN DETAIL 1. 1/2"= 1'-0" L
1'-1"
8 1/2"
5/8" DIA.
LAG
6"
CCO7. 1/8
COL. CAP
W/ SIDE BRACKET
FOR DBLE LVL
3. 1/2" WIDE
WOOD BM
K
--
HSS4X4X1/4"
STL COL
NOTE: COORDINATE BOLT HEADS W/
FINISHES. SUBSTITUTE W/ LAGS FROM
SIDE OPPOSITE STAIR OPENING PER
CONTRACTOR OPTION (5/8" DIA. LAGS)
8 1/4
"
1'-1"
5 1/2"
3 1/2"
1"
5 1/4
"6
"
PLAN DETAIL
PERSP. DETAIL
PLAN DETAIL
ELEV DETAIL
COL CAP DETAIL 1. 1/2"= 1'-0" M
PL 3/8"
PL 1/2"
F
S6.1
F
--
T.O.PLY
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
JUNE 22, 2015
LOT
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CO
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08 N
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YLAN
D P
ARK D
RIV
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GLE
NW
OO
D S
PRIN
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MAIN LEVEL LATERAL PLAN
1/8" = 1'-0"
UPPER LEVEL LATERAL PLAN
1/8" = 1'-0"
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. WALLS W/ SHEATHING ON BOTH
SIDES ARE EXEMPT.
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 AT 16” O.C. 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 PLAN FOR BRACED PANEL LOCATIONS THAT COUNT
TOWARDS THE BRACED PANEL LENGTH REQUIREMENTS OF THE
IRC OR IBC 2009. SEE NOTE 14.
11. BRACED PANEL SHEATHING MINIMUM: 7/16” PERFORMANCE
CATEGORY WOOD STRUCTURAL PANEL SHEATHING MEETING
THE REQUIREMENTS OF VOLUNTARY PRODUCT STANDARDS PS1
OR PS2. MIN PANEL RATING = 24/16.
12. CS-WP SHEATHING MAY BE INSTALLED EITHER PERP OR
PARALLEL TO STUDS AND SHALL BE INSTALLED OVER ALL
SURFACES, EXCLUDING OPENINGS.
13. HOLD DOWN AND STRAP HARDWARE SHALL BE
MANUFACTURED BY SIMPSON STRONG TIE OR APPROVED
EQUIVALENT.
14. BLOCK THE EDGES OF ALL QUALIFYING BWP'S (HORIZ. OR VERT.
EDGES THAT ARE NOT ON STUDS).
15. BLOCK'G IS NOT REQUIRED ON PANELS NOT IDENTIFIED AS
"QUALIFYING BWP'S.
16. QUALIFYING BWP DESIGNATED IN PLAN BY:
17. USE DOUBLE TOP PLATES. STAGGERS
LATERAL SYSTEM NOTES
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, RE: DETAIL B-
S7.0.
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.
GB
GB
CS
-W
P
BWL
BW
L
BWP-A
SHEAR WALL SCHEDULE
PLAN
CALLOUT
HOLD
DOWN
SHEAR
BOLTS
NAILING
(EDGE/FIELD)
6/12BWP-A HDU4 2
BWL
BWL
BW
L
BW
L
BWL
CS-WP
CS-WP
CS-WP
CS
-W
P
CS
-W
P
CS
-W
P
BWLBWL
BW
L
BWLBWL
BW
L
CS
-W
P
GB
GB
CS
-W
P
BWL
BW
L
CS-WPBWL
BWL
BW
L
BW
L
BWL
CS-WP
CS-WP
CS-WP
CS
-W
PC
S-W
P
CS
-W
P
BWLBWL
BW
L
BWLBWL
BW
L
CS
-W
P
CS-WP
BWP-A
GB
BW
P-A
LATERALPLANS AND
DETAILS
S7.0
TYP HDRPER STANDARD HEADER DTL OR PLAN CALLOUT
BLOCKSHT EDGESW/ FLAT 2X
SHEARBOLT(6" EMBED MIN) BETWEEN 6 AND 12" OF PANEL END. 2 PERPANEL MIN.
HOLD DOWNOPTION: (INSTALL ON EITHER SIDE OF COLUMN PACKOUT)
CAST IN PLACE STHD OPTION
FDN WALL
DBLE STUDMIN
DO NOT SPLICE SILL PL BELOW WALL PANEL
NOTES:1. FLUSH CONC. WALL CONDITION SHOWN2. COMMON ANCHOR BOLTS MAY SUBSTITUTE AS SHEARBOLTS3. DETAIL IS GENERIC; SEE PLAN FOR SPECIFIC GEOMETRY.4. 100% NAIL PATTERNS NOT SHOWN FOR CLARITY. 5. SEE SHEARWALL SCHEDULE FOR HARDWARE CALLOUTS.6. DETAIL APPLIES TO BOTH SHEARWALLS AND ABWP'S.
SHEATHING & NAILING PERLATERAL SYSTEMNOTES
NAILING PER SHEARWALLSCHEDULE
T.O.PLATE
PANEL LENGTH
CAST IN PLACEBOLT (EPOXYOPTION PER SCHEDULE IF ALLOWED).
EXPLODED VIEW FLUSHEBWP-A PERSPECTIVE
CS
-W
PC
S-W
P
CS
-W
P
E
S7.0
E
S7.0
CS-WP
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
JUNE 22, 2015
LOT
7 PI
NYO
N M
ESA
ROAD
GARF
IELD
CO
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, CO
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08 N
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:: S
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LLC ::
970
-366
-869
0 :
: J
UN
E 22
, 20
15 :
:HA
RDAK
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ESID
ENCE
PERSPECTIVES
S8.0
FRAMING PERSPECTIVE
FRAMING PERSPECTIVE
FRAMING PERSPECTIVE
NORTH
NORTH
NORTH