LEGEND:

WALL

(N) FOUNDATION

(E) FOUNDATION

WALL ABOVE

BEAMS AND

HEADERS

BEAM # IN

CALCS.

JOIST # IN

CALCS.

POST BELOW

POST ABOVE

INDEX:

C1.1 GENERAL NOTES /

DETAILS

S1.1 FOUNDATION PLAN /

2ND FLOOR FRAMING PLAN

S1.2 3RD FLOOR FRAMING PLAN /

ROOF DECK FRAMING PLAN

S1.3 ROOF FRAMING PLAN /

DETAILS

1

Design Criteria1. Building code:

1.1 Model building code: 2009 IBC, 2009IRC1.2 2011 Denver Amendment

2. Dead loads:2.1 Roof total 15psf2.2 Floor 12psf2.3 Walls 10psf

3. Live loads3.1 Residential 40psf3.2 Roof 20psf

4. Snow loads4.1 Roof snow load 25psf

5. Handrail5.1 200# point load

6. Wind Design Data6.1 Exposure Category C6.2 Basic Wind Speed V = 90mph6.3 Occupancy Cat. Iw = 2

General notes:1. Construction documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written

approval of the registered design professional in reasonable charge.2. General notes and typical details are provided as a supplement to the construction documents and apply where specific notes and details

are not available. Specific notes and structural details shall take precedence over general notes and typical details. Structuralrequirements shown in the framing plans and in the structural shall take precedence over structural notes indicated in architecturalsections.

3. Printed dimensions shall take precedence over scales shown on construction documents. The registered design professional in reasonablecharge does not warrant the accuracy of scaled dimensions.

4. Approval by the inspector does not imply approval by the registered design professional in reasonable charge. Structural specificationsthat are unclear or ambiguous shall be referred to the registered design professional in reasonable charge for interpretation or clarification.

5. The contractor is responsible for the methods, means and sequence of all structural erection except when specifically noted otherwise inthe construction documents. The contractor shall provide temporary shoring and bracing, providing adequate vertical and lateral supportduring erection. Shoring and bracing shall remain in place until all permanent members are placed and all final connections are completed.

6. The contractor is responsible for standard connections unless notes otherwise. The contractor shall obtain additional assistance from theregistered design professional in reasonable charge for all non-standard connections.

7. The contractor agrees that, in accordance with generally accepted construction practices, the contractor will be required to assume soleand complete responsibility for job site conditions during the course of construction of the project, including safety of all persons andproperty. This requirement shall be made to apply continuously and not be limited to normal working hours. The contractor further agreesto defend, indemnify and hold owner and engineer harmless from any and all liability, real or alleged, in connection with the performanceof work on this project, exempting liability arising from the sole negligence of engineer.

Concrete1. Concrete materials, quality control and construction shall comply with 2009 IBC Chapter 1704.4,19 and ACI 318-08. Special inspections

shall be evaluated in accordance with ACI 318-08 R5.6, 5.8 and tested in accordance with ASTM C172, C31. Compressive strength (minimum specified at 28 days)1.1 Footing 4000 psi1.2 Slab 4000 psi1.3 Walls 4000 psi2. Materials

2.1 Cements (ASTM C 150) Concrete exposed to freezing and thawing or deicing chemicals shall conform to the maximumwater-cementitious material ratio and minimum compressive strength requirements of ACI 318-08 table 4.3.1.

2.2 Aggregates (ASTM C 33) nominal maximum size of course aggregates shall conform to (ACI 318-08 3.3.2)2.3 Water used in mixing concrete shall be potable and clean. ACI 318-08-3.1.1-2)

3. Steel3.1 Deformed Bars: fy =60 ksi (ASTM A615)3.2 At the time concrete is placed, reinforcement shall be free from mud, oil, and other nonmetallic coatings that

decrease bond (ACI 318-11 7.4.1)4. Minimum Concrete cover (ACI 318-11-7.7.1)

4.1 Concrete cast against earth: 3 inches4.2 Concrete exposed to earth or weather:

5.2.1 No. 6 or larger 2 inches5.2.2 No. 5 bars, W31 Wire, or smaller: 1.5 inches

5. Formwork shall conform to ACI 318-08 and ACI 347. Forms shall be removed in a manner as not to impair safety and serviceability of thestructure. Concrete exposed by form removal shall have sufficient strength not to be damaged by removal operation.

Wood1. Wood materials, quality and construction shall conform to 2009 IBC chapter 23 and Table 2304.9.1.2. Structural lumber: (2009 IBC 2303.1.1-8, 2005 NDS)

2.1 Bearing walls:Hem-Fir (HF) Stud (SATM D 1990, DOC PS 20)2.2 Post: Hem-fir (HF) #2 or better (ASTM D 1990, DOC PS 20)2.3 Beam and Headers Hem-fir (HF) #2 or better (ASTM D 1990, DOC PS 20)2.4 Sill Plates Preservative-treated wood

3. Structural composite lumber and engineered wood (2005 NDS 8.1.1)3.1 Laminated strand lumber 3.1.2 Ex = 1.55E3.2 Prefabricated wood I-Joist (IBC 2009 2303.1.2, 2005 NDS 9.1.3)3.3 Microllam LVL Ex = 2.0

4. Wood Structural panels4.1 Roof floor and sheathing: Oriented Strand Board (OSB) (DOC PS 1,2)4.2 Sheathing shall be manufactured with exterior glue and not less than 4x8 feet, except at boundaries and at

changes in framing.4.3 Wall Sheathing

4.3.1 Oriented Strand Board (OSB) (DOC PS 1,2)4.3.2 All panel joints in wall shall occur over studs or blocking using 8D nails spaced a minimum of 6 inches at

panel edges and 12 inches at intermediate framing. Stager sheathing joints.5. Joist hanger, column caps, column bases, framing hardware:

5.1 Acceptable manufacturer Simpson Strong Tie 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800) 925-5099 http://www.strongtie.com

5.2 Substitutions: not permitted.6. Adhesive:

6.1 Liquid nails heavy duty construction adhesive (ln-903/lnp-903)6.2 Specification ASTM c-5576.3 Substitutions: permitted.

Structural Steel:1. Structural Steel shall be detailed, fabricated and erected in accordance with 2010 AISC Specification

for Structural Steel Buildings, and “Code of Standard Practices” 2005.2. Structural Steel shall be confirmed to the following grades:

2.1 W- & WT- Shapes: ASTM A992 2.2 Plates & Angles: A36 2.3 HSS: ASTM A500 gr B 2.4 Steel Pipe: ASTM A53 gr B

3. All bolts shall conform to the ASTM A325 except anchor bolts which shall conform to ASTM A307.Bolt Size shall be ¾”, unless noted otherwise on the drawings.

4. All welding shall be by a certified welder in accordance with ACIS and AWS specifications andrecommendation.

5. Special inspections shall be performed per IBC 1704.3 in accordance with AISC 360 and AWS D1.1-1.4.

Structural Observation1. The owner shall employ a registered design professional to perform structural observations as defined in 2009 IBC 1702 for those

structures where one or more of the conditions stated in 2009 IBC 1710.2 through 1710.3 exist. Prior to the commencement ofobservations, the structural observer shall submit to the building official a written statement identifying the frequency and extent of thestructural observations. At the conclusion of the work, the structural observer shall submit to the building official a written statement thatthe site visits have been made and identify any reported deficiencies which have not been resolved (2009 IBC 1710.0)

BOTH

FLANGES TYP.

7/16

2/16

2/16

W12x26

W12x22

(8)

7

8

" Ø BOLTS

SECTION 9

1" = 1'-0"

1

2

" x 16

1

2

" x 5

1

2

"

TOP PLATE

1

1

2

"

2

1

2

"

1

1

2

"

1"

2

7

16

"

9

5 8

"

2

7

16

"

1"

5

1

2

"

1'-4

1 2

"

1" TYP

6" M

IN

1

2

" AB PER PLAN

2x6 @ 16" o.c.

2x6 PT SILL

7/16" OSB.

OR SHEATHING PER

SHEAR WALL SCHEDULE

8d @ 6" o.c.

OR NAILING PER

SHEAR WALL SCHEDULE

8"

3' M

IN

SECTION 2

1" = 1'-0"

MESH PER PLAN

CONCRETE SLAB

PER PLAN

EXPANSION JOINT

#4 @ 18" o.c.

3" CLR. TYP

SECTION 3

1" = 1'-0"

#4 VERTICAL @ 24" o.c.

3" CLR. TYP.

2'

8"

10

1

2

"

1/2" Ø AB PER PLAN

2x4 PT SILL

2x4 STUD @ 16" o.c.

SOUND PROOFING &

FIRE RATING SEE

SEE ARCH. PLANS

3' M

IN

(3) #4

3" CLR. TYP.

LAP 24" TYP.

#4 @ 24" o.c.

5/8" TYPE X

GYPSUM

6" M

IN

1

2

" AB PER PLAN

2x6 @ 16" o.c.

2x6 PT SILL

7/16" OSB.

OR SHEATHING PER

SHEAR WALL SCHEDULE

8d @ 6" o.c.

OR NAILING PER

SHEAR WALL SCHEDULE

(4) #4 (2) TOP,

(2) BOTTOM

8"

3' M

IN

SECTION 1

1" = 1'-0"

MESH PER PLAN

CONCRETE SLAB

PER PLAN

EXPANSION JOINT

#4 @ 18" o.c.

3" CLR. TYP

1

2

" GYPSUM

3' M

IN

8"

MESH PER PLAN

CONCRETE SLAB

PER PLAN

EXPANSION JOINT

CONCRETE DRIVE

SECTION 6

1" = 1'-0"

(4) #4 (2) TOP,

(2) BOTTOM

3" CLR. TYP.

6" M

IN

3

4

" Ø AB

MIN 8" EMBEDMENT

#4 @ 8" o.c.

EACH WAY

3" CLR. TYP.

1'

3' M

IN

SECTION 7

1" = 1'-0"

MESH PER PLAN

CONCRETE SLAB

PER PLAN

5/8" TYPE X

GYPSUM

1/4

1/4

W12x22

1

4

" x 12

3

8

" x 4

1

2

"

BASE PLATE

4

1

2

"

1"

(4) #4 (2) TOP,

(2) BOTTOM

3" CLR. TYP.

(2) #4

3" CLR. TYP.

1'-0

3 8

"

4

1

2

"

W12x26

SECTION 11

1" = 1'-0"

(2)

1

2

" BOLT

TJI PER PLAN

23

32

" OSB T&G

NAILED & GLUED

2x10 NAILER w/

POWDER ACTUATED

FASTENER @ 16" o.c.

W10x100 OR BEAM PER PLAN

W10x19

L

1

4

"x4"x4" DOUBLE ANGLE

w/ (6)

1

2

" BOLTS

23

32

" OSB T&G

NAILED & GLUED

1

3

4

" THICK NAILER w/

POWDER ACTUATED

FASTENER @ 16" o.c.

W10x54 OR BEAM PER PLAN

2x6 SOLE PLATE

2x6 STUDS @ 16" o.c.

1

3 4

" N

AILE

R

1

2

" WEB STIFFENER

EACH SIDE

SECTION 12

1" = 1'-0"

1

4

"x4"x7

1

2

"

PLATE

2" 2"

1

1 4

"5"

1

1 4

"

3/16

(2)

5

8

" ALL THREAD

PER POST

SECTION 8

1" = 1'-0"

#4 VERTICAL @ 24" o.c.

3" CLR. TYP.

2'

8"

10

1

2

"

3' M

IN

(3) #4

3" CLR. TYP.

LAP 24" TYP.

#4 @ 24" o.c.

HSS3.000x0.125

1'-4"1'-4"

1

4

" WEB STIFFENER

EACH SIDE

HSS3.000x0.125

SECTION 10

1" = 1'-0"

3/16

(2) L

1

4

"x4"x4"

w/ (6)

1

2

" BOLTS

W10x54 OR BEAM PER PLAN

W10x30

WEB STIFFENER

AT CONNECTION

23

32

" OSB T&G

NAILED AND GLUED

2x6 NAILER

w/ POWDER ACTUATED

FASTENER @ 12" o.c.

6" M

IN

8"

3' M

IN

SECTION 5

1" = 1'-0"

MESH PER PLAN

CONCRETE SLAB

PER PLAN

EXPANSION JOINT

1'-4"

FOOTING PER PLAN

(2)

1

2

" AB PER POST

1'-4"

8"

6" M

IN

8"

3' M

IN

SECTION 4

1" = 1'-0"

MESH PER PLAN

CONCRETE SLAB

PER PLAN

EXPANSION JOINT

#4 @ 18" o.c.

3" CLR. TYP

1

2

" GYPSUM

1'-4"

8"

1

4

"x4"x7

1

2

"

PLATE

2" 2"

1

1 4

"5

"1

1 4

"

(2)

1

2

" AB PER POST

3/16

3/16

GROUT

GROUT

GROUT

WEB STIFFENER

AT CONNECTION

TJI PER PLAN

GROUT

8"

3" 5"

(2) #4

3" CLR. TYP.

(4) #4 (2) TOP,

(2) BOTTOM

(2) #4

3" CLR. TYP.

(4) #4 (2) TOP,

(2) BOTTOM

(2) #4

3" CLR. TYP.

(4) #4 (2) TOP,

(2) BOTTOM

3" CLR. TYP.

(2) #4

3" CLR. TYP.

1

2

" AB PER PLAN

2x6 @ 16" o.c.

2x6 PT SILL

(4) #4 (2) TOP,

(2) BOTTOM

#4 @ 18" o.c.

3" CLR. TYP

8"

#4 @ 18" o.c.

3" CLR. TYP

#4 @ 18" o.c.

3" CLR. TYP

LSTHD8

1

2

" GYPSUM

4'-6"

(4) #4 (2) TOP,

(2) BOTTOM

8d @ 6" o.c.

3-16d @ 16" o.c.

---

---

---

---

SHEET

DATE

OF

JOB NO.

BY

REVISIONS

1

DATE

2

3

DL

E

NG

IN

EE

RIN

G IN

C.

27

50

S

. W

AD

SW

OR

TH

B

LV

D.

UN

IT

D

-1

15

DE

NV

ER

, C

O 8

02

27

72

0-4

40

-9

45

0

WW

W.D

LE

NG

IN

EE

R.C

OM

TO

WN

H

OU

SE

S A

T

27

20

F

ED

ER

AL

B

LV

D

DE

NV

ER

, C

O 8

02

11

OW

NE

R: ---

3/1

4/1

6

2016-1013

AS

C1-1

4

GJ

T

8/5/16

CHECK

BY

GE

NE

RA

L N

OT

ES

DE

TIA

LS

---

---

0" 1'

1

1

A B C

1

3

4

D E F G

2

FOUNDATION NOTES:

1. FOLLOW ALL RECOMMENDATIONS OF SOIL AND FOUNDATION INVESTIGATION REPORT BY COMPLETE ENGINEERING SERVICES, INC.

DATED FEBRUARY 17, 2016 REPORT NO. 16-10264. OPEN HOLE OBSERVATION TO BE PERFORMED AFTER EXCAVATION.

2. CONCRETE SLAB SHALL BE 4" THICK REINFORCED WITH 6x6 W1.4xW1.4

3. ANCHOR BOLTS SHALL BE

1

2

" DIAMETER x 10" LONG w/ 3"x3"x0.229" STEEL PLATE WASHER AT 4' ON CENTER MAXIMUM AND 1' FROM ENDS

TYPICAL UNLESS OTHERWISE NOTED

4. ANCHOR BOLTS SHALL BE LOCATED AS FOLLOWS"

4.1. WITHIN 12" OF A SPLICE ON EXTERIOR WALLS

4.2. WITHIN 12" OF THE END OF A SHEAR PANEL INTERIOR & EXTERIOR

4.3. MINIMUM OF TWO BOLTS PER SPLICE

5. DO NOT POUR SLAB UNTIL UNDER FLOOR UTILITIES HAVE BEEN VERIFIED

6. COORDINATE LOCATIONS OF ANCHOR BOLTS HOLD DOWNS AND POST BASES ETC... WITH FRAMING CONTRACTOR PRIOR TO POURING

FOOTING AND SLAB.

7. ALL HOLD DOWNS TO BE SIMPSON STRONG-TIE OR EQUIVALENT.

SECOND FLOOR FRAMING PLAN

3/16" = 1'-0"

FOUNDATION PLAN

3/16" = 1'-0"

W10x19

1

W10x100

2

W10x54

3

4

11

7

8

" T

JI 110 @

16"o.c. T

YP

1

11

L

S

T

H

D

8

L

S

T

H

D

8

L

S

T

H

D

8

L

S

T

H

D

8

5

W

1

2

x

2

2

W

1

2

x

2

2

W12x26

6

L

S

T

H

D

8

L

S

T

H

D

8

L

S

T

H

D

8

L

S

T

H

D

8

L

S

T

H

D

8

L

S

T

H

D

8

L

S

T

H

D

8

L

S

T

H

D

8

3 4

"

Ø

A

B

3 4

"

Ø

A

B

28.00' F.F.28.25' F.F.28.90' F.F.30.15' F.F.30.60' F.F.30.60' F.F.

STEP T.O.W.

DOWN 3"

STEP T.O.W.

DOWN 8"

STEP T.O.W.

DOWN 15"

STEP T.O.W.

DOWN 5"

SLOPE

1

8

" PER FOOT

SLOPE

1

8

" PER FOOT

SLOPE

1

8

" PER FOOT

SLOPE

1

8

" PER FOOT

SLOPE

1

8

" PER FOOT

SLOPE

1

8

" PER FOOT

5'-5

3

4

"

5'-11"

3'-7

1

2

"

1'-4

1 2

"

10'-10

1

2

"

3'-2

1

4

"

6'-2"

5'-3"

1'-4"

8'-2

3

4

"

1'-4"

3'-6

1

2

"

3'-2

1

4

"

6'-2"

5'-3"

1'-4"

8'-2

3

4

"

1'-4"

3'-6

1

2

"

3'-2

1

4

"

6'-2"

5'-3"

1'-4"

8'-2

3

4

"

1'-4"

3'-6

1

2

"

3'-2

1

4

"

6'-2"

5'-3"

1'-4"

8'-2

3

4

"

1'-4"

3'-6

1

2

"

2'-10

3

4

"

6'-2"

6'-1

1

2

"

1'-4"

7'-6"

1'-4"

3'-4

1

2

"

4' 15'-9" 8' 11'-8

3

4

" 8' 11'-6

3

8

" 4' 3'-1

1

4

" 4' 11'-6

3

8

" 8' 11'-8

3

4

" 8' 15'-9" 4'

4'

10

'-1

1 2

"

8"

10'-5

1 2

"

2'-2

1 2

"

5"

5'-5

1 2

"

H

S

S

3

.

0

0

0

x

0

.

1

2

5

W10x191

W10x100

2

5W10x15

W10x100

2

I

T

S

1

.

8

1

/

1

1

.

8

8

T

Y

P

11

7

8

" T

JI 110 @

16"o.c. T

YP

55

W

1

2

x

2

2

W

1

2

x

2

2

W12x26

6

H

S

S

3

.

0

0

0

x

0

.

1

2

5

H

S

S

3

.

0

0

0

x

0

.

1

2

5

(

2

)

2

x

4

W10x191

W10x100

2

5W10x15

W10x100

2

I

T

S

1

.

8

1

/

1

1

.

8

8

T

Y

P

11

7

8

" T

JI 110 @

16"o.c. T

YP

55

W

1

2

x

2

2

W

1

2

x

2

2

W12x26

6

H

S

S

3

.

0

0

0

x

0

.

1

2

5

H

S

S

3

.

0

0

0

x

0

.

1

2

5

(

2

)

2

x

4

111

W10x191

W10x100

2

5 W10x15

W10x100

2

I

T

S

1

.

8

1

/

1

1

.

8

8

T

Y

P

11

7

8

" T

JI 110 @

16"o.c. T

YP

5 5

W

1

2

x

2

2

W

1

2

x

2

2

W12x26

6

H

S

S

3

.

0

0

0

x

0

.

1

2

5

H

S

S

3

.

0

0

0

x

0

.

1

2

5

W10x191

W10x100

2

5 W10x15

W10x100

2

I

T

S

1

.

8

1

/

1

1

.

8

8

T

Y

P

11

7

8

" T

JI 110 @

16"o.c. T

YP

5 5

W

1

2

x

2

2

W

1

2

x

2

2

W12x26

6

H

S

S

3

.

0

0

0

x

0

.

1

2

5

H

S

S

3

.

0

0

0

x

0

.

1

2

5

W10x19

1

W10x100

2

W10x54

3

4 W10x15

I

T

S

1

.

8

1

/

1

1

.

8

8

T

Y

P

11

7

8

" T

JI 110 @

16"o.c. T

YP

1

1

5

W

1

2

x

2

2

W

1

2

x

2

2

W12x26

6

H

S

S

3

.

0

0

0

x

0

.

1

2

5

I

T

S

1

.

8

1

/

1

1

.

8

8

T

Y

P

W10x15

8

1

4

"4

3

4

" 3'-1

3

8

" 8

1

4

" 3'-1

3

8

"8

1

4

"8

1

4

"4

3

4

"3'-1

3

8

"8

1

4

"3'-1

3

8

" 8

1

4

"

10'-8

1 2

"

7'-7

3

4

" 12'-6" 7'-10

7

8

" 12'-5

3

4

" 7'-10

7

8

"12'-5

3

4

" 7'-7

3

4

"12'-6"7'-10

7

8

"12'-5

3

4

"7'-10

7

8

" 12'-5

3

4

"

8" 19'-11

3

4

"

10

1

2

"

20'-2

1

2

"

10

1

2

"

20'-2

1

2

"

10

1

2

"

20'-2

1

2

"

10

1

2

"

20'-2

1

2

"

10

1

2

"

19'-11

3

4

" 8"

8"

12'-2

1 2

"

1

C1.1

2

C1.1

3

C1.1

4

C1.1

5

C1.1

6

C1.17

C1.1

8

C1.1

9

C1.1

C1.1

11

C1.1

12

C1.1

(

2

)

2

x

4

(

2

)

2

x

4

(

2

)

2

x

4

(

2

)

2

x

4

SHEAR WALL KEY:

1

KEY PLYWOOD FIELD EDGED

7

16

OSB

8d @ 6" o.c.8d @12"o.c.

2

7

16

OSB

8d @ 12"o.c. 8d @ 4"o.c.

5

5

8

" GYPSUM 1

3

4

" TYPE W OR S @ 7"o.c. 1

3

4

" TYPE W OR S @ 7"o.c.

4

3

7

16

OSB

8d @ 3"o.c. 8d @ 3"o.c.

1

2

" GYPSUM 1

1

2

" TYPE W OR S @ 7"o.c. 1

1

2

" TYPE W OR S @ 7"o.c.

H

S

S

3

.

0

0

0

x

0

.

1

2

5

1

5"

1'-11

1 2

"

H

S

S

3

.

0

0

0

x

0

.

1

2

5

(3) 1

3

4

" x 7

1

4

" 2.0E LVL

H

U

C

6

8

H

U

C

6

8

L

U

S

2

6

THA213

1

H

U

C

6

8

L

U

S

2

6

THA213

H

U

C

6

8

10

H

S

S

3

.

0

0

0

x

0

.

1

2

5

SISTER 2x8 @ 16" o.c.

SISTER 2x8 @ 16" o.c.

1

3

4

" x 7

1

4

" 2.0E

LV

L

1

3

4

" x 7

1

4

" 2.0E

LV

L

(3) 1

3

4

" x 7

1

4

" 2.0E LVL

7

7

3 4

"

Ø

A

B

3 4

"

Ø

A

B

3 4

"

Ø

A

B

3 4

"

Ø

A

B

3 4

"

Ø

A

B

3 4

"

Ø

A

B

3 4

"

Ø

A

B

3 4

"

Ø

A

B

3 4

"

Ø

A

B

3 4

"

Ø

A

B

1'-4

"1

'-4

"

---

---

---

---

SHEET

DATE

OF

JOB NO.

BY

REVISIONS

1

DATE

2

3

DL

E

NG

IN

EE

RIN

G IN

C.

27

50

S

. W

AD

SW

OR

TH

B

LV

D.

UN

IT

D

-1

15

DE

NV

ER

, C

O 8

02

27

72

0-4

40

-9

45

0

WW

W.D

LE

NG

IN

EE

R.C

OM

TO

WN

H

OU

SE

S A

T

27

20

F

ED

ER

AL

B

LV

D

DE

NV

ER

, C

O 8

02

11

OW

NE

R: ---

3/1

4/1

6

2016-1013

AS

S1-1

4

GJ

T

8/5/16

CHECK

BY

FO

UN

DA

TIO

N P

LA

N

SE

CO

ND

F

LO

OR

F

RA

MIN

G P

LA

N

---

---

0" 4'

1

A B C

1

3

4

2

D E F G

A B C

1

3

4

2

D E F G

THIRD FLOOR FRAMING PLAN

3/16" = 1'-0"

ROOF DECK FRAMING PLAN

3/16" = 1'-0"

(4) 1

3

4

" x 11

7

8

" 2.0E LVL2

(2) 1

3

4

" x 11

7

8

" 2.0E

LV

L

1

3

11

7

8

" TJI 360 @ 16"o.c.

11

7

8

" TJI 110 @ 16"o.c.

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

(2) 1

3

4

" x 11

7

8

" 2

.0E

LV

L

1

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

11

7

8

" TJI 360 @ 16"o.c.

1

3

4

" x 11

7

8

" 2.0E LVL

11

7

8

" TJI 110 @ 16"o.c.

2

3

5

4

(3)2x6

TY

P

(

2

)

2

x

6

T

Y

P

(

3

)

2

x

6

SHEAR WALL KEY:

1

KEY PLYWOOD FIELD EDGED

7

16

OSB

8d @ 6" o.c.8d @12"o.c.

2

7

16

OSB

8d @ 12"o.c. 8d @ 4"o.c.

5

5

8

" GYPSUM 1

3

4

" TYPE W OR S @ 7"o.c. 1

3

4

" TYPE W OR S @ 7"o.c.

4

3

7

16

OSB

8d @ 3"o.c. 8d @ 3"o.c.

1

2

" GYPSUM 1

1

2

" TYPE W OR S @ 7"o.c. 1

1

2

" TYPE W OR S @ 7"o.c.

1

1

1

1

11

1

M

S

T

A

4

9

M

S

T

A

4

9

M

S

T

A

4

9

1

1

11

1

1

1

1

4

4

1

1

S1.3

2

S1.3

3

S1.3

4

S1.3

11

7

8

" TJI 360 @ 16"o.c.

11

7

8

" TJI 110 @ 16"o.c.

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

(2) 1

3

4

" x 11

7

8

" 2

.0E

LV

L

1

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

1

3

4

" x 11

7

8

" 2.0E LVL

2

3

M

S

T

A

4

9

M

S

T

A

4

9

M

S

T

A

4

9

1

1

1

4

4

1

1

M

S

T

A

4

9

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

(2) 1

3

4

" x 11

7

8

" 2

.0E

LV

L

1

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

11

7

8

" TJI 360 @ 16"o.c.

1

3

4

" x 11

7

8

" 2.0E LVL

11

7

8

" TJI 110 @ 16"o.c.

2

3

M

S

T

A

4

9

M

S

T

A

4

9

M

S

T

A

4

9

1

1

1 1

1

1

1

4

1

11

7

8

" TJI 360 @ 16"o.c.

11

7

8

" TJI 110 @ 16"o.c.

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

(2) 1

3

4

" x 11

7

8

" 2

.0E

LV

L

1

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

1

3

4

" x 11

7

8

" 2.0E LVL

2

3

M

S

T

A

4

9

M

S

T

A

4

9

M

S

T

A

4

9

1

1

1

4

4

1

1

M

S

T

A

4

9

(4) 1

3

4

" x 11

7

8

" 2.0E LVL2

(2) 1

3

4

" x 11

7

8

" 2.0E

LV

L

1

3

11

7

8

" TJI 360 @ 16"o.c.

11

7

8

" TJI 110 @ 16"o.c.

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

1

11

11

4

4

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

(4) 1

3

4

" x 11

7

8

" 2.0E LVL2

(2) 1

3

4

" x 11

7

8

" 2.0E

LV

L

1

3

11

7

8

" TJI 360 @ 16"o.c.

11

7

8

" TJI 110 @ 16"o.c.

5

4

(3)2x6

TY

P

(

2

)

2

x

6

T

Y

P

(

3

)

2

x

6

1

1

1

1

1 1

1

4

11

7

8

" TJI 360 @ 16"o.c.

11

7

8

" TJI 110 @ 16"o.c.

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

1

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

1

3

4

" x 11

7

8

" 2.0E LVL

2

3

M

S

T

A

4

9

M

S

T

A

4

9

M

S

T

A

4

9

1

1

1

4

4

1

1

M

S

T

A

4

9

11

7

8

" TJI 360 @ 16"o.c.

11

7

8

" TJI 110 @ 16"o.c.

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

(2) 1

3

4

" x 11

7

8

" 2

.0E

LV

L

1

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

1

3

4

" x 11

7

8

" 2.0E LVL

2

3

M

S

T

A

4

9

M

S

T

A

4

9

M

S

T

A

4

9

1

1

1

4

4

1

1

M

S

T

A

4

9

SISTER 2x8 @ 16" o.c. SISTER 2x8 @ 16" o.c.

(2

) 1

3

4

" x 7

1

4

" 2.0

E LV

L

4

(2

) 1

3

4

" x 7

1

4

" 2.0

E LV

L

4

(3

)2x6

TY

P

(

3

)

2

x

6

5

(

3

)

2

x

6

NOTE: ALL STRAPS AND HOLD

DOWNS SHOWN ARE TO BE

INSTALLED FROM THE 2ND

FLOOR WALL TO THE 2ND FLOOR

SYSTEM OR THE FIRST FLOOR

WALL.

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

(4) 1

3

4

" x 11

7

8

" 2.0E LVL2

(2) 1

3

4

" x 11

7

8

" 2.0E

LV

L

1

3

11

7

8

" TJI 360 @ 16"o.c.

11

7

8

" TJI 110 @ 16"o.c.

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

1

11

11

4

4

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

(4) 1

3

4

" x 11

7

8

" 2.0E LVL2

(2) 1

3

4

" x 11

7

8

" 2.0E

LV

L

1

3

11

7

8

" TJI 360 @ 16"o.c.

11

7

8

" TJI 110 @ 16"o.c.

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

1

1 1

1 1

4

4

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

(4) 1

3

4

" x 11

7

8

" 2.0E LVL2

(2) 1

3

4

" x 11

7

8

" 2.0E

LV

L

1

3

11

7

8

" TJI 360 @ 16"o.c.

11

7

8

" TJI 110 @ 16"o.c.

(2) 1

3

4

" x 11

7

8

" 2.0E LVL

1

1 1

1 1

4

4

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

M

G

U

3

.

6

3

(

H

1

=

9

.

2

5

)

I

U

S

1

.

8

1

/

1

1

.

8

8

T

Y

P

I

U

S

2

.

3

7

/

1

1

.

8

8

I

U

S

2

.

3

7

/

1

1

.

8

8

I

U

S

2

.

3

7

/

1

1

.

8

8

I

U

S

2

.

3

7

/

1

1

.

8

8

I

U

S

2

.

3

7

/

1

1

.

8

8

I

U

S

2

.

3

7

/

1

1

.

8

8

6

S1.3

6

S1.3

(

2

)

2

x

6

T

Y

P

7

S1.3

(2) 1

3

4

" x 11

7

8

" 2

.0E

LV

L

8

S1.3

---

---

---

---

SHEET

DATE

OF

JOB NO.

BY

REVISIONS

1

DATE

2

3

DL

E

NG

IN

EE

RIN

G IN

C.

27

50

S

. W

AD

SW

OR

TH

B

LV

D.

UN

IT

D

-1

15

DE

NV

ER

, C

O 8

02

27

72

0-4

40

-9

45

0

WW

W.D

LE

NG

IN

EE

R.C

OM

TO

WN

H

OU

SE

S A

T

27

20

F

ED

ER

AL

B

LV

D

DE

NV

ER

, C

O 8

02

11

OW

NE

R: ---

3/1

4/1

6

2016-1013

AS

S1-2

4

GJ

T

8/5/16

CHECK

BY

TH

IR

D F

LO

OR

F

RA

MIN

G P

LA

N

RO

OF

D

EC

K F

RA

MIN

G P

LA

N

---

---

0" 4'

1

A

4

B C

1

3

2

D E F G

THIRD FLOOR FRAMING PLAN

3/16" = 1'-0"

9

1

2

" T

JI 110

@

2

4" o.c.

9

1

2

" T

JI 110

@

2

4" o.c.

9

1

2

" T

JI 110

@

2

4" o.c.

9

1

2

" T

JI 110

@

2

4" o.c.

9

1

2

" T

JI 110

@

2

4" o.c.

9

1

2

" T

JI 110

@

2

4" o.c.

(2)2x6 T

YP

(

2

)

2

x

6

T

Y

P

5

S1.3

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

SHEAR WALL KEY:

1

KEY PLYWOOD FIELD EDGED

7

16

OSB

8d @ 6" o.c.8d @12"o.c.

2

7

16

OSB

8d @ 12"o.c. 8d @ 4"o.c.

5

5

8

" GYPSUM 1

3

4

" TYPE W OR S @ 7"o.c. 1

3

4

" TYPE W OR S @ 7"o.c.

4

3

7

16

OSB

8d @ 3"o.c. 8d @ 3"o.c.

1

2

" GYPSUM 1

1

2

" TYPE W OR S @ 7"o.c. 1

1

2

" TYPE W OR S @ 7"o.c.

SECTION 2

1" = 1'-0"

TJI PER PLAN

2x6 STUDS @16" o.c.

2x6 STUDS @ 16" o.c.

SIDING NOT

SHOWN FOR

CLARITY

OSB JOINT AT

RIM BOARD

1

1

8

" TJI RIM

11

7

8

" TJI 360

@ 16" o.c.

2x4 STUD @ 16" o.c.

2x4 SOLE PLATE

SOUND PROOFING &

FIRE RATING SEE

SEE ARCH. PLANS

1 1/8" TJ RIM BOARD

2x4 STUD @ 16" o.c.

SECTION 3

1" = 1'-0"

SECTION 1

1" = 1'-0"

TJI PER PLAN

2x6

2x6

SIDING NOT

SHOWN FOR

CLARITY

MSTA49

w/ (13) 10d

EACH END

1

1

8

" RIM

SECTION 5

1" = 1'-0"

TJI PER PLAN

2x6 @ 16" o.c.

1

1

8

" TJI RIM

H2.5T

TJI BLOCKING

(2)1

3

4

" x 11

7

8

" 2.0E LVL

SECTION 7

1" = 1'-0"

11

7

8

" TJI PER PLAN

1

1

8

" TJI RIM

2x6 @ 16" o.c.

SECTION 6

1" = 1'-0"

TJI PER PLAN

w/ FILLED WEB

2x6 STUDS @16" o.c.

2x6 STUDS @ 16" o.c.

SIDING NOT

SHOWN FOR

CLARITY

1

1

8

" TJI BLOCKING

2x8 RIM

BOARD

METAL RAILING

BY OTHERS

SISTERED 2x8 @ 16" o.c.

w/ 6'6" BACK SPAN

3" 8d NAILS @ 4" o.c.

STAGGER TOP AND BOTTOM

HANDRAIL BY OTHERS

23/32" OSB T&G

GLUE AND NAIL

23/32" OSB T&G

GLUE AND NAIL

LU24

SECTION 4

1" = 1'-0"

TJI PER PLAN

2x6 @ 16" o.c.

SIDING NOT

SHOWN FOR

CLARITY

SLOPED ROOF

MEMBRANE2x6 BLOCKING

7

16

" OSB

NOTE:

SEE ARCH DRAWING

FOR SCUPPER

LOCATIONS

(3) 4" LEDGERLOK @

16" o.c.

1

3

4

" x 11

7

8

" 2.0E LVL LEDGER

HANGER PER PLAN

2x4 STUD @ 16" o.c.

2x4 SOLE PLATE

SOUND PROOFING &

FIRE RATING SEE

SEE ARCH. PLANS

2x4 STUD @ 16" o.c.

SECTION 8

1" = 1'-0"

FULL LENGTH

CANTILEVERED

1

3

4

" x 11

7

8

" 2.0E LVL RIM

INFILL

INFILL

SEE ARCH FOR

TAPERED INSULATION

& ROOF MEMBRANE

---

---

---

---

SHEET

DATE

OF

JOB NO.

BY

REVISIONS

1

DATE

2

3

DL

E

NG

IN

EE

RIN

G IN

C.

27

50

S

. W

AD

SW

OR

TH

B

LV

D.

UN

IT

D

-1

15

DE

NV

ER

, C

O 8

02

27

72

0-4

40

-9

45

0

WW

W.D

LE

NG

IN

EE

R.C

OM

TO

WN

H

OU

SE

S A

T

27

20

F

ED

ER

AL

B

LV

D

DE

NV

ER

, C

O 8

02

11

OW

NE

R: ---

3/1

4/1

6

2016-1013

AS

S1-3

4

GJ

T

8/5/16

CHECK

BY

RO

OF

F

RA

MIN

G P

LA

N

DE

TA

IL

S

---

---

0" 4'

1

1