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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
EAGL
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TUD
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LLC ::
970
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-869
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ASSI
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OPM
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010
GLAS
SIER
LAN
E
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
PRODUCT STANDARDS PS1 OR PS2.
MIN PANEL RATING = 24/16.
NOTES:
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.
STRUCT. WOOD PANELS
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
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
FDNPLAN,
DETAILS ANDNOTES
S2.0
NOTES:
1. MAINTAIN MIN. GRADE SLOPE AWAY FROM FDN PER GEOTECH.
2. CONCRETE WALLS ARE 8" THICK, U.N.O.
3. COORDINATE BLOCK OUT LOCATIONS FOR VENTILATION AND
MECHANICAL REQUIREMENTS WITH ARCHITECT AND IRC 2009
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. FOUNDATION DRAIN SIZE, LAYOUT AND LOCATION SHALL BE AS DIRECTED
BY A QUALIFIED GEOTECH OR CONTRACTOR.
PLAN NORTH
FOUNDATION PLAN
1/4" = 1'-0"
3"
CLR
3"
CLR
#5 Z BAR X
@ EA. LONGIT.
REINF. BAR
24"
24" T.O.FTG
T.O.FTG
TYPICAL STEP FOOTING DETAIL NO SCALE C
2"
CLR
0"
3"
CLR
1'-0" MIN
3'-0" MAX
ADD 2-#5
45 DEG BARS
X 5'-0" @ STEP
VERT AND
HORIZ. WALL
REINF.
T - CONDITION (DTL B1) EXT. CORNER (DTL B3) INT. CORNER (DTL B2)
TYP. CORNER REINFORCEMENT NO SCALE B
#5 HORIZ. ( * )
BAR X 48"
NOTES:
1. HORIZ. BARS & DWLS SHALL MATCH HORIZ. WALL REINF. SPACING.
2. ( * ) OCCURS IN WALLS RETAINING MORE THAN 4'-0" OF SOIL.
3. VERT REINF. NOT SHOWN FOR CLARITY.
4. DETAILS APPLY TO WALLS 10" OR LESS IN THICKNESS.
5. CONCRETE WALL AND FOOTING REINF. SHALL BE INSPECTED BY
THE ENGINEER OF RECORD. DO NOT POUR CONC. WITHOUT
ENGINEER APPROVAL.
6. INSTALLED REINF. THAT DOES NOT MATCH THE DETAILS AND
CLEARANCES SHOWN ABOVE WILL BE REJECTED.
#4 BENT DWLS ( * )
X1'-6"
MIN
1 1/2"
HORIZ. WALL
REINF W/
90 DEG. BEND24
"
MIN
CLR
REFER TO
WALL SECTION
DTL FOR BAR
LOCATIONS
2 5
/8
"
1"
CLR
48" LEG
MIN
48" LEG
MIN
1 1/2"
CLR
1 1/
2"
CLR
#5 VERT
SLAB ON GRADE CONSTRUCTION
MIX DESIGN:
1. AIR CONTENT RANGE: 5%-8% FOR WEATHER EXPOSED CONCRETE,
3% OR LESS FOR ALL OTHERS (OPTIONAL).
2. USE CEMENT CONTENTS IN THE RANGE OF 515 TO 565 LB/ CUBIC YD.
3. SAND SHALL CONFORM TO ASTMC 33 OR CSA A23.1.
4. USE CONCRETE WITH THE LOWEST WATER CONTENT AND SLUMP
POSSIBLE FOR THE APPLICATION AND WORKABILITY.
5. WATER-CEMENT RATIO SHALL BE 0.46 OR LESS.
6. MAX SLUMP = 5". DO NOT ADD WATER IN THE FIELD. REQUEST
CHANGES TO OCCUR AT THE PLANT.
7. AGGREGATE SHALL BE NORMAL WEIGHT. MAX AGGREGATE SIZE:
SIZE CEMENT CONTENT AT OR LESS THAN:
1" 520 LB PER CUBIC YD.
3/4" 540 LB PER CUBIC YD.
1/2" 590 LB PER CUBIC YD.
FINISHING:
1. USE MAGNESIUM OR ALUMINUM TOOLS USED ON AIR ENTRAINED
CONCRETE.
2. DO NOT REMIX WATER INTO THE TOP OF THE SLAB OR FINISH
CONCRETE WITH BLEED WATER ON THE SURFACE.
3. DO NOT USE UNAPPROVED CURING COMPOUNDS.
4. CONCRETE SHALL REACH 4000 PSI PRIOR TO EXPOSURE TO
AMBIENT AIR TEMPERATURES OF 32 DEG OR LESS.
5. CURE WARM WEATHER CONCRETE PROMPTLY
WITH WET BURLAP (KEPT CONTINUOUSLY WET FOR
A MINIMUM OF 7 DAYS OR UNTIL THE CONCRETE
ATTAINS 70 PERCENT OF THE SPECIFIED
STRENGTH. DISCUSS ALT. CURE OPTIONS W/ ENGR.
INSTALLATION
1. DO NOT WET SET WALL DOWELS IN WALLS OVER 4 FT TALL
2. PREVENT RAPID CHANGES TO THE MOISTURE CONTENT OF THE
CONCRETE (I.E. TEMPERATURE SWINGS, OR LOSS OF MOISTURE AS
A RESULT OF VERY DRY OR WET SUBGRADE).
3. DO NOT ALLOW SUB-BASE MATERIAL TO OVERDRY AND BAKE, OR
SATURATE.
4. FOR SLABS CONSTRUCTED OVER VAPOR OR MOISTURE BARRIER :
a. USE SHRINKAGE-REDUCING ADMIXTURE TO REDUCE DRYING
SHRINKAGE (TYPICAL DOSAGE = 2%).
b. COVER THE VAPOR BARRIER WITH 4 INCHES OF FREE DRAINING
GRAVEL WITH A MAX SIZE OF 2" AGGREGATE WITH LESS THAN
50% PASSING A NO. 4 SIEVE AND LESS THAN 3% PASSING A
NO. 200 SIEVE. IF THESE PERCENTAGES DIFFER FROM THE
PROVIDED SOILS REPORT, USE THE VALUES PROVIDED BY THE
GEOTECH.
c. USE SYNTHETIC FIBERS ADDITIVES FOR CRACK PREVENTION.
d. SUBGRADE TEMPERATURE SHALL BE AS CLOSE TO THE
TEMPERATURE OF THE CONCRETE AS PRACTICALLY POSSIBLE
AT THE TIME OF POUR.
5. IN AREAS NOT IMPACTED BY MOISTURE RELEASE OR RADON
REQUIRMENTS, NO VAPOR OR MOISTURE BARRIER IS PREFERRED.
6. CONCRETE COMPRESSIVE STRENGTH: 4,000 AT 28 DAYS
7. CONTROL JOINTS SHOWN ON THE PLAN ARE THE MINIMUM
REQUIRED. DO NOT OVERSPACE.
8. SLAB REINFORCEMENT
a. 6X6 W1.4XW1.4 WWF (ASTM A1064, FY = 70KSI)
b. EXTEND REINF. TO WITHIN 2” OF SLAB EDGE
c. DO NOT DISPLACE WWF AFTER PLACING CONC.
d. DO NOT ALLOW REINF TO BAKE IN SUN PRIOR TO CONC.
PLACEMENT
e. ADD SYNTHETIC FIBER ADDITIVE TO MAXIMIZE ANTI-CRACK
POTENTIAL (OPTIONAL).
f. SPLICES END-TO-END: MINIMUM OF ONE FULL MESH PLUS 2
INCHES PLUS THE LENGTH OF THE TWO END OVERHANGS.
SIDE-TO-SIDE: MINIMUM OF ONE FULL MESH PLUS 2 INCHES.
9. SLAB PERIMETER AND INTERIOR EDGES: USE PRE-MOLDED JOINT
FILLER SUCH AS ASPHALT IMPREGNATED FIBER SHEETING,
COMPRESSIBLE FOAM STRIPS OR SIM MATERIALS. MAKE EVERY
EFFORT TO SEPARATE SLAB FROM ALL SURROUNDING RESTRAINTS
(EXTERNAL OR INTERNAL).
10.CONST. JOINTS: PROVIDE 1/2" DIA. SMOOTH A36 DWLS AT 36" O.C.
(6" EMBED) @ HALF DEPTH (4" MIN); SLEEVE INTO CAST-IN- PLACE
GREASED SCH 40 PVC PIPE RECEIVER.
11. MINIMIZE SLAB FRICTION AT GRAVEL/ SLAB CONTACT WITH 1/4" TO
1/2" THICK LAYER OF SAND EMBEDDED INTO TOP OF GRAVEL.
TYP. SLAB EDGE
- 2-#4 @ SLAB EDGES
- 6"x4" SLAB EDGE
TURN-DOWN
X XX
1" CLR
TOP &
BTM
1. 1/4"
CLR
2"
CONSTRUCTION JOINT
(SEE NOTE 12)
XX
NOTE: PROVIDE BOND
BREAKER @ JOINT
X
TYP. SAW CUT
CONTROL
JOINT:
1/8" WIDE
x T/3 DEEP
T
SUB-
BASE
X X
VAPOR
BARRIER
XX
1. 1/4"
CLR
SLAB ON GRADE DETAILS 1. 1/2"= 1'-0" A
D
3'-1 1/
2"
5'-11 3
/4
"
2'-3 1/2"
16'-4
"2'-3 1/2"
5'-1" 18'-1 1/2"
3'-9
1/2"
3'-9
1/2"
3'-4
"
STEP
T.O.F.
STEP
T.O
.F.
23'-2 1/2"5'-11 1/2"
28'-5"
4
5'-7 1/4
"
7'-11" 7'-0"
25'-1/
4"
22'-10"
2'-6
"
STEP
T.O.F.
STEP
T.O
.F.
6'-1 3/4"
25'-7 3/4"
19'-5"
11'-9
"20
'-11"
22'-10"
19'-2 1/2"T.O.W
99'-6"
T.O.W
100'-0"
T.O.W
99'-8"
T.O.W
100'-0" T.O.W
99'-8"
T.O.W
100'-0"T.O.W
99'-8"
T.O.W
100'-0"
T.O.W
99'-9. 3/8"
T.O.W
100'-0"
T.O.W
98'-0"
T.O.W
98'-0"
T.O.W
100'-0"
T.O.W
98'-0"
T.O.W
100'-0"
T.O.W
98'-0"
T.O.W
100'-0"
T.O.W
98'-9. 1/2"
V.I.F.
T.O.W
100'-0"
8x4" BM
[98'-11"]
5'-10
"
T.O.W
99'-8"
6"
6"
2"
1'-0" 1'-0"
1'-7 3
/4
"
1'-7 3
/4
"
T.O.SLAB
90'-0. 3/4"
SLAB ON GRADE
SLAB ON GRADE
6" SQ.
BM POCKET
2 THUS
98'-11"
T.O.F
96'-4"
T.O.F
91'-2. 3/8"
T.O.F
96'-4" T.O.F
96'-4"
T.O.F
96'-4"
T.O.W
99'-6"
T.O.W
99'-9. 3/8"SLAB ON GRADE
A 5'-2 3
/4
"
4'-3 3/4"
BA
PAD FOOTING SCHEDULE
BA 24" SQ.
REINF (EA. WAY)SIZE
4-#4
THICKNESS
10"
AB
10"
10"
4"
B2
S2.0
B3
S2.0
B1
S2.0
2'-6"
G
S2.0
D
S2.0
E
S2.0 F
S2.0
PLAN DETAILS 3/4"= 1'-0"
DETAIL D
DETAIL EDETAIL F
DETAIL G
FOUNDATION
WALL MATCHES
BASE PLATE CONFIG.
TYP, UNO.
8"
11"
9 1/2"
2"
9 1/2"
2"
10"
1"
2"
2"
10"
A B C E
F
1
2
3
5
G
S2.2
G
S2.2
E
S2.2
A
S2.2
C
S2.2
E
S2.2
E
S2.2
E
S2.2
D
S2.2
A
S2.2
F
S2.2
E
S2.2
C
S4.0
CL
STEP
T.O
.F.
5'-8 1/2"
6"
2"
2"
4'-8
3/4
"
7'-1"
1'-8
"
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
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
LOWER LEVEL FRAMING PLAN
1/4" = 1'-0"
PLAN NORTH
NOTES:
1. FLOOR JOISTS SHALL BE 11. 7/8" TJI 210S @ 16" O.C. HANGERS SHALL BE ITS TOP FLANGE SERIES, TYP.
LAYOUT SHOWN IS REPRESENTATIVE ONLY; ACTUAL LAYOUT TO BE DETERMINED IN
FIELD.
2. ALL BMS SHALL BE PLACED PLUMB.
3. REFER TO S2.0 FOR CONC. WALL GEOMETERY AND PLAN LAYOUT.
4. PROVIDE BLOCKING ROWS @ 16" ON CENTER (MIN 3 BAYS OR 48", WHICHEVER IS MORE)
TO BRACE CONCRETE WALL REACTION AT GRIDS C AND E.
5. LEVEL 100 SLAB CONFIGURATIONS ARE SHOWN ON S3.0.
S2.1
LOWER LEVELFRAMING
PLAN
STEP
T.O.F.
4
STEP
T.O.F.
STEP
T.O
.F.
T.O.W
99'-6"
T.O.W
100'-0"
T.O.W
99'-8"
T.O.W
100'-0"
T.O.W
99'-8"
T.O.W
100'-0"
T.O.W
99'-8"
T.O.W
100'-0"
T.O.W
99'-9. 3/8"
T.O.W
100'-0"
T.O.W
98'-0"
T.O.W
98'-0"
T.O.W
100'-0"
T.O.W
98'-0"
T.O.W
100'-0"
T.O.W
98'-0"
T.O.W
100'-0"
T.O.W
98'-9. 1/2"
V.I.F.
T.O.W
100'-0"
T.O.W
99'-8"
SLAB ON GRADE
SLAB ON GRADE
T.O.F
96'-4"
T.O.F
87'-0. 1/8"
T.O.F
96'-4" T.O.F
96'-4"
T.O.F
96'-4"
T.O.W
99'-6"
T.O.W
99'-9. 3/8"
SLAB ON GRADE
A
STEP
T.O
.F.
BA
PAD FOOTING SCHEDULE
BA 24" SQ.
REINF (EA. WAY)SIZE
4-#4
THICKNESS
10"
BABA 24" SQ. 4-#4 10"
BABA 24" SQ. 4-#4 10"
11. 7/8" TJI 210
@ 16" O.C. TYP
T.O.F
87'-0. 1/8"
SECTION DETAIL 3/4"= 1'-0" A
2'-6"
1'-0
"
4-#5 LONGIT.
T.O.FTG
#5 VERT
DWLS X
@ 12" O.C.
48
"
12"
#5 @ 18" O.C. VERT
#5 @ 12" O.C. HORIZ.
3"
CLR
2"
CLR
#5 @ 12" O.C.
TRANSV.
6"
A
S2.1
T.O.PLY
90'-0. 3/4"
1. 1/8"
SHEATH'G
TYP.
T.O.SUBFLOOR
100'-0"
10"
AB
C
11. 7/8" SYSTEM
TRTD 2X12
LEDGER W/
(2) ROWS 5/8" DIA.
TITEN HD'S (4" EMBED)
@ 32" O.C., 7" GA.
BTWN ROWS.
T.O.F
91'-3"'
T.O.F
91'-3"'
B
S2.1
9'-1"9'-11"
T.O.W
99'-9. 3/8"
TYP
E
T.O.F
91'-3"
T.O.F
91'-3"
T.O.F
91'-3"
SHIM BASE
TIGHT AS
REQ'D, V.I.F.
12" MAX
FTG
5. 1/4" WIDEWOOD BM
3" MIN
4X6 CRAWL SPACE POST DETAIL NO SCALE C
TRTD 4X6 W/ 1/2" DIA.
EPOXY BOLTS (MIN)
TO WALL (4" EMBED
MIN) 2 BOLTS MIN
ACE4
EA. SIDE
C
S2.1
C
S2.1
A B
C D E F
1
2
3
4
5
1
2
3
4
5
T.O.PLY
90'-0. 3/4"
STEP
T.O
.F.
STEP
T.O
.F.
3-9.1/2" LVL
[89'-0. 1/8"]
3-9.1/2" LVL
[89'-0. 1/8"]
A
A
STEP
T.O.F.
STEP
T.O
.F.
STEP
T.O
.F.
STEP
T.O
.F.
OPTIONAL CRAWL SPACE CONFIG.
C7
C3
C3 C6
C3
6'-11 3
/4
"
6x6 TRTDPOST
45 2X6 STRUT
PACKOUT JOISTWEB PER MANUFSPECS
FULL HT. BLOCK'GW/ 2-16d TOENAILS
MULTIPLYBM (SEESTANDARDDETAIL)
CONC. PAD
AC6 EA. SIDE
A354-16dNAILS (2" GA.)
L4x4x1/4" x 0'-4"ANGLE W/ 1/2" DIA. X 4" LAG TO POST & 1/2" DIA. x 4" MECH OR EPOXY BOLT TO CONC.
8d @ 12" O.C.TO BLOCK'G
1. 1/2"TYP
CRAWL SPACE POST/BEAM PERSPECTIVE NO SCALE
NOTES:1. DETAIL IS GENERIC. REFER TO PLAN FOR SPECIFIC GEOMETRY.2. CUT CRAWL SPACE BM USING HALF-CUT (SHOWN). REFER TO HALF
CUT STANDARD DETAIL FOR SPECIFICATIONS. HALF-CUT DOESNOT APPLY TO BUTT JOINTS OVER POSTS.
B
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
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
MAIN LEVELFRAMINGAND SLAB
PLAN
S3.0
MAIN LEVEL FRAMING PLAN
1/4" = 1'-0"
PLAN NORTH
NOTES:
1. FLOOR JOISTS SHALL BE 11. 7/8" TJI 210S @ 16" O.C. 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. REFER TO ARCH. FOR STAIR OPENING CONFIGURATION AND LOCATION.
6. EXTERIOR SLAB ELEVATIONS AND SLOPES PER OWNER.
3
2
1 2X6 BRG WALL, STUDS @ 16" O.C. W/ GYP BOARD FINISHES OR BRACING.
ITS3.56/11.88 HANGER.
2X12 TRTD LEDGER W/ (2) ROWS 5/8" DIA. TITEN HD'S (4" EMBED) @ 32" O.C.
7" GA. BTWN ROW.
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
BM
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
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
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.
TRELLIS SLAT SIZE PER ARCH 2X8 MAX.
FRAMING PLAN NOTES:
T.O.PLY
110'-6"
OPEN TO BELOW
3-14" LVL
[110'-4. 7/8"]
2-11. 7/8" LVL (MIN)
[110'-4. 7/8"]
3 SPAN CONT.
3-11. 7/8" LVL
[110'-4. 7/8"]
3-11. 7/8" LVL
3 SPAN CONT.
[110'-4. 7/8"]
2-11. 7/8" LVL
[110'-4. 7/8"]
3-11. 7/8" LVL
[109'-4. 1/4"]
W16x31
[109'-2. 3/4"]
3-11. 7/8" LVL
[109'-4. 1/4"]
W10x22
[109'-2. 3/4"]
3-11. 7/8" LVL
[109'-4. 1/4"]
T.O.PLY
109'-5"MC12X10.6 TYP
@ PERIMETER
[110'-5. 1/4"]
HSS8x2x1/4"
TYP @ INTERIOR
[110'-3. 1/4"]
2x6 SLATS
(VERT) @
8" O.C. TYP.
110'-0. 1/2"
11'-2 3/4" 13'-1 1/2" 7'-10" 6'-9" 7'-10 3/4"10'-1/2"
11. 7/8" TJI 560'S
@ 16" O.C. TYP
GRID D.2 TO E
T.O.PLY
110'-6"
11. 7/8" TJI 210
@ 16" O.C. TYP
2-11. 7/8" LVL
[110'-4. 7/8"]
1
1
4
3-11. 7/8" LVL
[110'-1"]
9. 1/2" TJI 210
@ 16" O.C.
11. 7/8" TJI 210
@ 16" O.C. TYP
3'-8"
3
CL CLCL CL
E F
4
C5
C5
STIPPLE
DESIGNATES
GREEN ROOF
SURFACE
11'-7"
9'-11"
CL
CL
2x12's @ 16" O.C.
W/ LUS210'S T.O.PLY
110'-3. 1/4"
7'-10"
6'-6"
11. 7/8" TJI 210
@ 16" O.C. TYP
@ GREEN ROOF
2-9.1/2" LVL
[110'-4. 7/8"]
3-2X10
3 SPAN CONT.
[109'-10"]
C2
C6C6
C4
C5
C6
C2 TYPE
COL. BTWN
BEAMS
D
S6.1
E
S6.2
D
S6.2
A
S6.1C2
C3
C3
TYP
TYP
B
S6.1
5
K
S6.2
K
S6.2
9
7
6
5
8
9
10
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)
4'-3 3
/4
"
8
5'-9 1/2"
M
S6.2
N
S6.2
2 3/4"
4-2X6
2T, 2K
FULL HT.
STL COL.
C4
C1
TYP @
WINDOWS
C47
C4
11
2-2X6 (TRIMMERS)C8
G
S6.2
AC
1
A B C D E
F
1
2
3
4
5
D.2
C
S6.1
H
S6.1
H
S6.1G
S6.1
G
S6.1
3-9.1/2" LVL
[109'-10"]
TYP GRID 4
C4
C2
3-9. 1/2" LVL
[109'-5"]
2
1 3/4"
3-9.1/2" LVL
[110'-0. 1/2"]
3-2x10
[110'-1"]
2x6 (MIN)
BRG WALL
3
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
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
ROOF FRAMING
PLAN
S5.0
ROOF FRAMING PLAN
1/4" = 1'-0"
PLAN NORTH
NOTES:
1. RAFTERS ARE 14" TJI 560'S @ 24" O.C. TYP UNO. 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. COLUMN CALLOUTS OCCUR AT THE TOP OF COLUM AND THE LEVEL AT WHICH THE
TOP OF COLUMN OCCURS.
T.O.PL
118'-0. 3/4"
T.O.PL
120'-5. 1/8"
T.O.PL
112'-6"
T.O.PL
115'-6. 3/4"
C1
C1
C1 C1
C2
C3
C3
T.O.PL
120'-8. 7/8"
12'-6
1/8
"
8'-1/4"6'-9"
W14x22
[115'-0. 7/8"]
3-11. 7/8" LVL
3 SPAN CONT.
[115'-3. 3/4"]
3-9. 1/2" LVL
3 SPAN CONT.
[117'-9. 3/4"]
2'-8
"
3'-11"
4'-6
"
2'-8
"
1. 1/2 : 12
1. 1/2 : 121. 1/2 : 12
14" TJI 560
@ 24" O.C.
TYP UNO
14" TJI 210
LOOKOUTS
@ 24" O.C.
TYP, UNO
3'-2"
3'-2"3'-0"
3'-2"3'-0"
CL
CL
CL 2'-8" 3'-6"
CL
14" TJI 210
LOOKOUTS
@ 24" O.C.
TYP, UNO
3-9. 1/2" LVL
3 SPAN
CONT. [120'-5. 7/8"]
C2
C4 C4
AB
CD
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
P
S6.2
COL TYPE
C8, TYP
@ WINDOWS
C3 C3
A B C D E F
1
2
3
4
H
S6.1
H
S6.1G
S6.1
G
S6.1
F E
4
2-14" LVL
2-14" LVL
2-14" LVL
2-14" LVL
2-14" LVL
2-14" LVL
3-2X10
[120'-2. 3/4"]
F
S6.1
F
S6.1
F
S6.2 D
S6.2
2-14" LVL
CL CL
CL
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
6.21.2016
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
FOUNDATIONDETAILS AND
NOTES
S2.2
2-#5 LONGIT.
1'-8"
10"
#4 VERT
DWLS X
@ 18" O.C.
8"
4"
2-#5 LONGIT.
TOP & BTM
3" CLR
MAX
30
"
8"
#4 @ 18" O.C. VERT
#4 @ 12" O.C. HORIZ.
3"
CLR
SLOPES
TO DRAIN
2-#5 CONT.
@ THRESHOLD;
DRIVEWAY
FINISH EXTENTS
PER OWNER.
SECTION DETAIL 3/4"= 1'-0" G
SECTION DETAIL 3/4"= 1'-0" A
SECTION DETAIL 3/4"= 1'-0" B
SECTION DETAIL 3/4"= 1'-0" C
SECTION DETAIL 1"= 1'-0" D
SECTION DETAIL 1"= 1'-0" E
SECTION DETAIL 1"= 1'-0" F
2'-6"
1'-0
"
3-#5 LONGIT.
#5 VERT
DWLS X
@ 12" O.C.
48
"
12"
#5 @ 12" O.C. VERT
#5 @ 12" O.C. HORIZ.
3"
CLR
2"
CLR
8" CONC.
WALL
#5 @ 12" O.C.
TRANSV.
6"
2'-6"
1'-0
"
3-#5 LONGIT.
#5 VERT
DWLS X
@ 12" O.C.
48
"
12"
#5 @ 12" O.C. VERT
#5 @ 12" O.C. HORIZ.
3"
CLR
2"
CLR
10" CONC.
WALL
#5 @ 12" O.C.
TRANSV. 6"
4'-9"
1'-0
"
5-#5 LONGIT.
#5 VERT
DWLS X
@ 12" O.C.
48
"
12"
#5 @ 12" O.C. VERT
#5 @ 12" O.C. HORIZ.
3"
CLR
2"
CLR
8" CONC.
WALL
#5 @ 12" O.C.
TRANSV.6"
WINDOW
WELL COVER
APPARATUS
RE: ARCH
2-#5 LONGIT.
T.O.FTG
1'-8"
10"
#4 VERT
DWLS X
@ 18" O.C.
8"
4"
2-#5 LONGIT.
TOP & BTM
3" CLR
MAX
CO
NT.
8"
#4 @ 18" O.C. VERT
#4 @ 12" O.C. HORIZ.
3"
CLR
2"
3"
2-#5
TOP & BTM
#4 @
12" O.C.
4" VOID
FORM BELOW
GRADE BM.
6"
1'-6
"
2-#5 LONGIT.
1'-8"
10"
#4 VERT
DWLS X
@ 18" O.C.
8"
4"
2-#5 LONGIT.
TOP & BTM
3" CLR
MAX
30
"
8"
#4 @ 12" O.C. HORIZ.
3"
CLR
11. 7/8"
SYSTEM
1. 1/8"
SUBFLOOR
TYP.
ESCAPE
STAIR AND
ATTACHMENTS
TO BE
COORDINATED.
2"
6"
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
6.30.2016
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
FOUNDATIONDETAILS AND
NOTES
S6.1
SECTION DETAIL 3/4"= 1'-0" A
SECTION DETAIL 3/4"= 1'-0" C
SECTION DETAIL 3/4"= 1'-0" D
SECTION DETAIL 1/2"= 1'-0" E
ELEVATION DETAIL 1/2"= 1'-0" G PERSPECTIVE DETAIL
NO SCALE B
ELEVATION DETAIL 1/2"= 1'-0" H
SHALLOW PITCH RAFTER BLOCKING 1"= 1'-0"
F
BEVELED 2X
BRG BLOCK
(SOLID PC.)
W/ SLOPES
OVER 1/4 IN 12
I JOIST
BLOCK'G
SQ. TO
RAFTER
V-NOTCH
TOP FLANGE
FOR VENTILATION
3-16d PER
BAY
8d @
6" O.C.
I JOIST
RAFTER
1 1/
2"
MA
X
NOTES:
1. FASTEN RAFTER TO BEVELED BRG BLOCK W/ (2)
16d FACE NAILS DRIVEN THROUGH BTM FLANGE;
DO NOT SPLIT FLANGE.
2. NO RAFTER WEB PACK OUT REQ'D, UNO.
3. FASTEN BLOCK'G TO RAFTER W/ 2-16d TOE
NAILS PER FLANGE.
SECTION DETAIL 1. 1/2"= 1'-0" E1
SECTION DETAIL 1. 1/2"= 1'-0" E2
10"
8"
3" 1 1/2"
3"
1 3/4
"
1'-2"
3"
1 1/
2"
8 1/4
"
1 1/2"
2"2"
4 1/4
"2"
1. PLATE SHALL BE 3/4" THICK W/ 3/4" DIA. X 16" MIN
EMBED, CAST IN PLACE ANCHOR RODS (2" BOLT
EXTENSION PAST T.O. BASE PLATE).
2. 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).
J
S6.2
W10 STL BM.
6X6
POST
EXTEND
STL BM
TO THIS
POINT
PARAPET
WALL HT.
RE: ARCH
GARAGE DOOR
OPENING
PL 3/8"x3"X8"
VERT. SIDE TAB
W/ (2) 5/8" DIA. X 6"
LAGS @ 3" GA.
MC12 STEEL
CHANNEL
SEE S4.0
NOTE: FLUSH CUT TAB TO AVOID FINISH
CONFLICT.
PL 3/8"X6" TALL
X 12" WIDE BUCKET
FOR 5. 1/4" WIDE
WOOD BM. BOLT
W/ (2) 5/8" DIA. THRU
BOLTS @ 9" GA., TYP.
W5X19
STL.
COL
H
S6.2
G
S6.2
D3
S6.2
2 BOLT
SINGLE SHEAR
KNIFE TAB
LUS26
TYP @
SLAT EAST
END
PORTAL
FRAME PANEL
SEE A/S7.0
PL 3/8" END PLATES
W/ 1/2" REVEAL
TYP @ ALL JOINTS
HSS8x4x1/4"
TYP. VERT
PL 3/8"X6" TALL
X 12" WIDE BUCKET
FOR 5. 1/4" WIDE
WOOD BM. BOLT
W/ (2) 5/8" DIA. THRU
BOLTS @ 9" GA., TYP.
HSS4x4x1/4"
TYP
3 THUS
6'-8
"3'-2"
7'-1"
14'-3 1/2"
E2
S6.1
E
S6.1
G
S6.2
EA. END
G
S6.2
EA. END
FIELD
WELD TRELLIS
PLATE TO HSS8X4
TYP 4 THUS.
6"
9"
2"
6"
E
S6.2
3-11. 7/8" LVL
3 SPAN CONT.
PL 3/8"
TYP.
5/8" DIA.
THRU BOLTS
TYP.
3-9. 1/2" LVL
3-9. 1/2" LVL
3-9. 1/2" LVL
LEVEL
100
D
S2.0
E2
S6.1
F
S2.0
G
S2.0
D
S6.1
3"
DBLE
TOP PLATE
G
S6.2
G
S6.2
W5X19
2 STORY
COL
6X6
POST
2" NOTCH 2" NOTCH
1-14" LVL
FASCIA E
S6.2
H
S6.1
G
S6.1
LEVEL
100
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
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
FOUNDATIONDETAILS AND
NOTES
S6.2
SECTION DETAIL 1"= 1'-0" A
SECTION DETAIL 1. 1/2"= 1'-0" B
SECTION DETAIL 1. 1/2"= 1'-0" C
SECTION DETAIL 1"= 1'-0" D
SECTION DETAIL 1"= 1'-0" E
SECTION DETAIL 3/4"= 1'-0" F
DF #1 2x PLATE FREE OF WARP,
RIPPED TO MATCH BM FLANGE.
FASTEN W/ 2 ROWS OF 1/2"
DIA. BOLTS @ 24" O.C. (48" PER
ROW)
2X OR LVL
OUTER PLY
(RIPPED)
1/2" MAX
1/4" MIN
1. 1/2" MIN
2" MAX
2. 1/
2" M
IN
1. 1/2" MIN
2" MAX
1. 1/2" MIN
2" MAX
BEAR WOOD
ON BTM FLANGE
2X OR OSB
SPACER
2 ROWS 1/2" DIA.
A307 THRU BOLTS
@ 48" O.C.
MIN 4 BOLTS
PER PACKOUT
FLUSH TO
EDGE OF STL
TYP. STL BEAM PACKOUTAND NAILER PLATE DETAIL
NTS H
NOTES:
1. DTL IS GENERIC. REFER TO PLAN FOR
MEMBER SIZE AND GEOMETRY.
2. WEB PACKOUTS ARE NOT REQ'D UNLESS
JOISTS AND/OR RAFTERS FRAME INTO THE
WEB OF THE STL BEAM, TYP UNO.
3. FLANGE BOLT SPACING PER AISC GA. TABLES
BUILT-UP STL TEE
STL COL
OR STL BM
SEE PLAN
5/8" DIA. THRU
BOLT. COUNTER SINK
FOR FINISHES (1/2" MAX).
1. 1/2"
EDGE
DIST. TYP
3"
1/2" REVEAL
(MAX)
TEE CONNECTOR DETAIL WOOD BM TO STL EXPLODED PERSPECTIVE: NO SCALE
G
NOTES:
1. BUILT-UP STL TEE THICKNESS SHALL BE 3/8" TYP.
2. DETAIL IS GENERIC. REFER TO PLAN FOR SPECIFIC MEMBER SIZES
AND ORIENTATIONS.
3. REFER TO MULTI PLY BM STANDARD FOR FASTENER CONNECTION
SCHEDULE (WOOD BEAMS).
4. PROVIDE 3/8" BACK PLATE X TEE DEPTH AND WIDTH AT W FLANGE
SIDE MOUNT CONNECTIONS.
4"
FULL HEIGHT
KNIFE TAB
SINGLE SHEAR TAB DETAIL PERSPECTIVE VIEW J
NOTES:1. USE 3 BOLT OPTION WITH W12'S AND LARGER.2. DETAIL IS GENERIC. REFER TO PLAN FOR SPECIFIC
BEAM SIZES AND ELEVATIONS.3. BOLTS SHALL BE 3/4" DIA. A325-N, 3" GA, 1. 1/2"
EDGE DIST, TYP U.N.O.4. WELDS ARE 1/4" TYP U.N.O.
1/2" TYP
2 BOLT OPTION:PL 3/8"x3. 1/2"x0'-6"SINGLE SHEAR TABW/ (2) BOLTS
3 BOLT OPTION:PL 3/8"x3. 1/2" x 0'-9"SINGLE SHEAR TAB
EQ.
EQ.
CL
W5x19 (5"X5")STL COL TYP UNO
PL 5/8"x5"x5" CAP PL.
TYP STL COL - BM CONNECTION NO SCALE K
NOTE: COLUMN CENTERS IN 2X6 WALL CAVITY, TYP U.N.O.
eq. eq.
PL. 3/8" END PLATE, TYP
TYP STL COL - BM CONNECTION NO SCALE
10 1/2"
5 1/2"
3"
11"
8"
3"
PERSPECTIVE DETAILS NO SCALE L
10"
5 1/2"
10"
5 1/2"
7 3
/4
"
2 1/4
"5 1/2"
NOTES:
1. BOLT SHALL BE 5/8" DIA. TITEN HD (4" EMBED
MIN), 3" GA. AND 1. 1/2" EDGE AND END DIST.,
TYPICAL.
2. PLATE SHALL BE 5/8" THICK OVER APPROX 1"
NON SHRINK GROUT PACK, TYP.
3. CONC. WALLS SHALL BE 6" WIDE MIN.
CORNER PLATE
OFFSET PLATE
ALIGNED BASE PLATE
B
S6.2
B
S6.2
F
S6.1
PLAN DETAIL 1"= 1'-0" N
SECTION DETAIL 3/4"= 1'-0" P
PERSPECTIVE DETAIL NO SCALE M
2X6 BRG
WALL BELOW
LOOKOUTS
WALL SHEATHING
IS CONTINOUS
TO BTM OF BM
A35 FRAMING
CLIP, 2 TOP & BTM
OF TOP PLATE.
6X6 POST
NO. 2.1/2 CLEVIS
W/ 5/8" DIA. PIN
TYP.
3/4" DIA.
ROD W/ REVERSED
THREADS EA. END
NO. 2.1/2 CLEVIS
W/ 5/8" DIA. PIN
TYP.
3"
2"
1/2"
1/2"
1 1/
2"
1"
PL 3/8"x3" SQ.
BTM PLATE
4"
3 5/8"
1"
1"
PL 1/2"x4"x0'-6"
VERT. BACK
PLATE
NO. 2.1/2 CLEVIS
W/ 5/8" DIA. PIN
TYP.
F
S6.1
SECTION DETAIL 3"= 1'-0" D1
FIELD
WELD TAB
TO HSS8x4
FACE
PERSPECTIVE DETAIL NO SCALE D3
D3
S6.2
PL 1/2"x3"x9"
VERT. KNIFE TAB
SHOP WELDED
TO HSS8X2
G
S6.2
A35 EA. SIDE
@ 6X6 BASE
6X6
D1
S6.2
SIM
NO. 2.1/2 CLEVIS
W/ 5/8" DIA. PIN
TYP.
3/4" DIA.
ROD W/ REVERSED
THREADS EA. END
HSS8x2x1/4"
HORIZ. SUPPORT
MEMBER, TYP.
C
S4.0
PL 3/8"X6" TALL
X 12" WIDE BUCKET
FOR 5. 1/4" WIDE
WOOD BM. BOLT
W/ (2) 5/8" DIA. THRU
BOLTS @ 9" GA., TYP.
NO. 2.1/2 CLEVIS
W/ 5/8" DIA. PIN
TYP.
C
S6.2
B
S6.2
3'-10"
4'-4"
2X8 VERT.
SLAT W/ 4. 1/2"
AIR GAP BTWN
SLATS (MIN).
MC12 CONTINUOUS
STL CHANNEL
(TOE OUT)
PL 1/4"x2"x5"
VERT. KNIFE
TAB W/ (2)
3/8" DIA.
FASTENERS
@ 2. 1/2" GA.
TYP @ EA.
SLAT END
NOTE: COORDINATE FIELD ALIGNMENT OF SLAT
TABS W/ CONTRACTOR.
FLIP HANGER
@ FASCIA
DBLE
LVL FASCIA
SEE PLAN
S5.0
14" TJI 210
LOOKOUT
@ 24" O.C.
TYP UNO
ROOF
BM
(STL)
H
S6.2
MITER
CUT
MC END
SHOP
WELD MC
ENDS
A
S6.2
B
S6.2
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
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
LEDGER PERSPECTIVE B
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)
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.
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".
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
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
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
OR IBC 2009.
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'S AND SHEARWALLS
DESIGNATED IN PLAN BY:
LATERAL SYSTEM NOTES
PLAN NORTH
BW
L
MAIN LEVEL LATERAL PLAN
1/8" = 1'-0"
PLAN NORTH
BW
L
BW
L
BW
L
BW
L
BWL
BWL
BWL
BWL
BW
L
CS
-W
PC
S-W
P
CS-WP CS-WP CS-WP CS-WP CS-WP
BWL
GB
CS-WP CS-WP
SW
#1
GB
CS
-W
P
BW
L
STEEL FRAME
BW
L
BW
L
BW
L
BW
L
BW
L
BWL
BWL
BWL
BWL
CS
-W
P
CS-WP CS-WP CS-WP CS-WP
BWL
SW
#2
SW
#4
BW
L
STEEL FRAME
SW #3
HYBRID
PORTAL
FRAME
CS-WP
SW #5
A
S5.4
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
6.30.2016
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
S8.0
DETAILS AND
PERSPECTIVES
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
EAGL
E 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 :
: GL
ASSI
ER LA
NE D
EVEL
OPM
ENT
010
GLAS
SIER
LAN
E
