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

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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

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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

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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

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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

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UNTY

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08 N

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NW

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LORAD

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TUD

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EERS,

LLC ::

970

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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

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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

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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

POCKET

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

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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

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ESA

ROAD

GARF

IELD

CO

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, CO

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08 N

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GLE

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970

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RDAK

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PERSPECTIVES

S8.0

FRAMING PERSPECTIVE

FRAMING PERSPECTIVE

FRAMING PERSPECTIVE

NORTH

NORTH

NORTH