24 x 36 - paulbriggsarchitect.compaulbriggsarchitect.com/projects/dentist/03 Bound structural.pdf · BUILDING CODE SUMMARY STRUCTURAL DESIGN ... All weld material and procedures shall

GENERALINFORMATION

Date:

Sheet:

Revisions

Mk Date Description

MAR. 04, 2016

15-019

Drawn: Check:

Job Number:

3 / 04 / 16

4921 F

OX

C

HA

SE

R

OA

D

GR

EE

NS

BO

RO

, N

OR

TH

C

AR

OLIN

A 27410

(336) 430-6684 engineerm

ike@

triad.rr.com

MIK

E N

. W

AG

ON

ER

P

.E

.

ST

RU

CT

UR

AL E

NG

IN

EE

R

RAH MNW

NC H

ighwa

y 135

Mayo

dan,

North

Car

olina

270

27

P A U LB R I G G SA R C H I T E C T

11500 S. HWY 8, SUITE CLEXINGTON, NC, 27292PHONE: 336-248-2030FAX: 336-248-6355

BUILDING CODE SUMMARY

STRUCTURAL DESIGN

DESIGN LOADS:Wind (I )Importance Factors: W

Snow (I )S

Seismic (I )E

111

Roof 20Live Loads: psfMezzanine N/A psfFloor 50 psf work space

20 psfGround Snow Load:

Wind Load: Basic Wind Speed 90 mph (ASCE-7)Exposure Category B

Wind Base Shears (for MWFRS) 42 V =V = 20

SEISMIC DESIGN CATEGORY: BA C DProvide the following Seismic Design Parameters:

(Table 1604.5)Occupancy CategorySpectral Response Acceleration %gS %gS 1S

III III IV

Site Classification (Table 1613.5.2) BA C D E FData Source: Field Test Presumptive Historical Data

Basic structural system (check one)Dual w/ Special Moment FrameBearing WallDual w/ Intermediate R/C or Special SteelBuilding FrameInverted PendulumMoment Frame

Seismic base shear: 19 V =V = 19

Analysis Procedure: Equivalent Lateral ForceSimplified DynamicArchitectural, Mechanical, Components anchored? NoYes

X Y

X Y

LATERAL DESIGN CONTROL: WindEarthquake

SOIL BEARING CAPACITIES:Field Test (provide copy of test report)Presumptive Bearing capacityPile size, type, and capacity

psf2,500 psf

N/A

SPECIAL INSPECTIONS REQUIRED: NoYes

K K

STRUCTURAL NOTES

1. SOIL BEARING TO BE 2,500 PSF.

2. THE 28-DAY COMPRESSIVE STRENGTH IS 3,000 PSI FOR ALL

FOOTINGS AND SLABS.

3. ALL REINFORCING STEEL TO BE ASTM A615 GRADE 60; LAP 24 BAR

MINIMUM UNLESS NOTED OTHERWISE.

4. REFERENCED FINISHED FLOOR ELEVATION: 710.0' UNLESS NOTED

OTHERWISE

5. THE FIRST FLOOR AND ATTIC FLOOR IS A STRUCTURAL DIAPHRAGM

AND PART OF THE LATERAL FORCE RESISTING SYSTEM.

6. ALL WALLS TO BE BRACED UNTIL ALL SYSTEMS ARE IN PLACE.

DRAWING INDEX

GENERAL INFORMATION

FOUNDATION PLAN

1st FLOOR FRAMING PLAN

ATTIC FRAMING PLAN

ROOF FRAMING PLAN

FOUNDATION DETAILS

FRAMING DETAILS

ATTIC FRAMING DETAILS

S0.0

S1.0

S1.1

S1.2

S1.3

S2.0

S3.0

S3.1

A. General Conditions

A1. The contractor is responsible for means and methods of construction to erect

the structure indicated on the drawings.

A2. The structure is designed to act in whole as a completed unit. The contractor

shall design and provide temporary bracing, shoring, and supports as required

until all structural elements are installed.

A3. The contractor shall notify the engineer of any deviations to be made from the

construction documents. Such notification shall be made in writing and clearly

identified if included on shop drawings/product data submittals. The contractor

shall not proceed with installation of alternate construction until receipt of written

confirmation of the change from the engineer.

A4. The contractor is responsible for the design of concrete formwork and

shoring.

A5. The contractor shall not impose loads on the structure during construction

that exceeds the capacity of the structure. Design loads are indicated on the

drawings.

A6. All structural openings for materials handling, conveying, mechanical,

electrical, and/or plumbing equipment shall be verified with the actual equipment

purchased before proceeding with the structural work.

B.

Foundation and Earthwork

B1. All footings shall be founded on solid undisturbed soil or on field controlled,

compacted fill. Footings bearing surfaces shall be mechanically tamped and

consolidated. A soil bearing pressure of 2,500 psf was used to design footings.

B2. If footing subgrade soils are wet, disturbed, unstable, or unsuitable material

the engineer shall be notified. Foundation excavations shall be cleared of all

debris, trash, and loose material prior to pouring concrete.

B3. Steps in wall footings shall not exceed a slope of one (1) vertical to two (2)

horizontal unless specifically noted otherwise on the drawings.

C. Concrete Work

C1. Concrete work shall comply with provisions of ACI 301 and ACI 318.

Concrete construction tolerances shall be as set forth in ACI 117. Provisions of

ACI 305 and/or ACI 306 shall apply as weather conditions warrant. Formwork

shall be in compliance with provisions of ACI 347.

C2. Unless otherwise shown on drawings, minimum cover for reinforcing steel

shall be as follows:

Concrete cast against earth .............................................................. 3"

Walls and piers (over vertical reinforcing) ........................................ 2"

C3. All reinforcing shall be held securely in position with standard accessories

during concrete placement in conformance with the provisions of the CRSI

manual of Standard Practice and ACI 315. Reinforcing steel shall be clean of

dirt, mud, hardened cementations materials, rust, grease or oil, or other matter

which may prevent proper bond and development.

C4. Unless otherwise noted, splices in reinforcing where permitted shall be as

follows:

Deformed reinforcing bars ............................................. 24 bar diameters

Welded wire fabric .......................................................... 6 inch overlap

C5. All hooks in reinforcing bars shall be ACI standard hooks unless otherwise

shown or noted on the drawings.

C6. Ready mixed concrete shall conform to ASTM C94 and ACI 304. Concrete

shall be placed as near as practicable to its final location. Concrete shall not be

allowed to fall freely for a height of more than 4 feet. Concrete shall be

consolidated to prevent voids and honeycombs. Concrete vibrators shall not be

used to move concrete to its final location.

C7. Concrete shall be placed continuously to prevent cold joints in the work.

Should a disruption occur during placement the work shall be stopped and a

construction joint installed.

C8. Concrete shall be cured using wet curing or curing compounds for the

durations stipulated in the ACI building code.

D Steel Work

D1. Block to comply with ASTM C90 type II with a compressive strength of 1,500

psi.

D2. Bond beams, pilasters, retaining walls, shear walls and all other reinforced

brick walls shall be poured with high slump, pea gravel, concrete grout mix with a

compressive strength of 3,000 psi in 28 days.

D3. Cement-lime mortar shall be type "S" with a minimum compressive strength

of 1,800 psi in 28 days.

E Steel Work

E1. Structural steel shall be primed with gray primer

E2. All angles, bars, anchors, anchor bolts, etc. embedded in concrete that are

exposed to weather or view shall be hot-dipped galvanized after fabrication

E3. All bolts shall be ¾ inch diameter, ASTM a325, unless otherwise

E4. High strength bolts not designated as slip critical (SC) may be installed snug

tight as per AISC specifications for structural joints using ASTM 325 or A490 bolts,

section SC

E5. Minimum size of all fillet welds shall conform to section J2.2b AISC

specifications even though shown otherwise on architectural or structural drawings

E6. All welds along the length of members indicated on architectural or structural

drawings but not sized shall be a minimum of 3/16" fillet, 2" at 12" c-c, both sides.

E7. All weld material and procedures shall conform to AWS D1.1 welds to primary

members shall be made with E70xx electrodes.

E8. See architectural, mechanical, electrical, and plumbing drawings for openings,

sleeves, etc. not shown on the structural drawings.

E9. All metal stud for first floor wall shall be 18 gage 6" CSJ spaced at 16" o.c.

with 18 ga. bottom and top track. See sections for attachment requirements at

shear walls.

F Structural Wood

F1. All wood construction shall be in accordance with State and Local Codes,

Industry's standard of good workmanship, and the plans. Wood for general use,

joist, headers, etc. shall conform to the National Design Specifications for Wood

Construction (NDS) and be grade mark No. 2 K.D. Southern Yellow Pine, or

better. Wood studs use shall conform to (NDS) and shall be grade marked #2

K.D. Spruce-Pine-Fir or better unless noted on plans.

F2. All wood plates, sills, beams, columns, etc. resting on concrete or masonry

shall be pressure treated wood as per the AWPI Specifications and NC State

Building Code.

F3. Roof sheathing shall be 5/8” CDX plywood. Attached to roof structure with

10d nails at 6” c/c at all supported edges & 12” c/c along intermediate support

members in center of building. Attached to roof structure with 10d nails at 4” c/c at

all supported edges & 4” c/c along intermediate support members within 8 feet of

perimeter of building and building ridge. All edges shall be blocked within 4' of

edge of building.

F4. All plywood shall be identified with a grade-trademark as per the latest APA

Specifications. Panel thickness, grade, and group number, span index or

identification index shall be equal to or better than the recommendations of the

APA in the Plywood Construction Guide.

F5. Metal connectors shall be Simpson, model number shown on plans.

Connectors shall be installed according to the manufacturer's specifications and

recommendations and per the NC State Building Code.

F6. An Engineer registered in the state of North Carolina shall design roof

trusses. Sealed design drawings shall be submitted for approval. Design of wood

trusses, including bracing and all necessary framing for roof mounted equipment

shall be provided by the truss manufacturer and shall conform to the following

minimum loading:

Roof:

i.Live Load………………… 20 psf

ii. Dead Load, top chord…….10 psf

iii. Dead Load, bottom chord.. 10 psf

iv. Total Truss Loading………40 psf

F7. Limit roof truss live load deflection to L/360.

F8. Provide all temporary and permanent truss bracing as per truss

manufacturer's requirements.

F9. Provide all temporary and permanent truss bracing as per truss

manufacturer's requirements

F10. Limit roof truss live load deflection to L/360.

F11. Trusses to be designed to resist a net uplift of 15 psf.

G Cold Formed Metal

G1. All studs and accessories shall conform to the type, size, gauge and spacing

shown on the drawings and shall be manufactured by Marino-Ware or approved

equal. Structural studs and joists shall conform to the Marino-Ware SW series

with 1 5/8” widths

G2. All structural members shall be designed and fabricated in accordance with

the American Iron and Steel Institute (AISI) “Specifications for the Design of

Cold-Formed Steel Structural Members”.

G3. All structural members shall be formed from corrosion-resistant steel

corresponding to the requirements of ASTM A446, with a minimum yield of 33 ksi

(50 ksi for 18 ga. Material and thicker) and shall have a zinc coating meeting

ASTM A525 requirements.

100 psf lobby and atticFloor

FOUNDATION PLAN1SCALE: 3/16"=1'-0"

8"

57

'-9

1

2"

8"

8"

38'-10

3

4"

8"

24'-0"

8"

38'-10

3

4"

8"

4'-6" 6'-4" 13'-2"

29

'-1

0

3

4"

8"

29

'-2

3

4"

29

'-1

0

3

4"

8"

23

'-8

"2

'-6

3

4"

3'-0

"

A

E

10

1

1

E

A

DD

C

C.1

C

B

A.9

B.6

-

32 4 5 7 8 8.2 96 6.3

32 4 5 7 8 8.2 96 6.3

B.7

B

1

S2.0

3

S2.0

4

S2.0

2

S2.0

6

S2.0

8" C.M.U. (TYPICAL

BELOW GRADE)

12" C.M.U. (TYPICAL

BELOW GRADE)U BLOCK LINTEL w/ (2)

#4 BARS IN BOTTOM

CRAWL SPACE GRADE

EL. 704.00'

CRAWL SPACE GRADE

EL. 707.00' ±

CRAWL SPACE GRADE

EL. 706.00' ±

CRAWL SPACE GRADE

EL. VARIES

8.1

B.9

ALL COLUMNS ARE TS 4x4x1/4 w/ 10"x10"x1/2" BASE PLATE.

ELEVATION OF TOP OF PIERS = 706.5'

ELEVATIONS OF FOOTINGS ARE SHOWN ( )

NO PIERS REQUIRED IN MECHANICAL ROOM

SEE APPROXIMATE GRADES OF CRAWL SPACE

F1

F2

F1

F2

F1 F1 F1

F1

F2

F1

F1 F1

F2

F4 F4

25

'-4

"

F3

F3

F3 F3 F3 F3 F3 F3

F3

F3

F3

F3

MECHANICAL ROOM FLOOR

EL. 701.47

4.6 6.2

2

S1.0

3

S2.0

3

S2.0

3

S2.0

(-72")

3

S2.0

(703.64') (702.32') (701.4') (700.97') (701.64') (702.31') (703.64')

(7

04

.6

4')

1

S2.0

(706.97')

(706.97')

(7

04

.6

4')

70

0.9

7'

70

0.9

7'

(704.0') (704.75')

PIERS ARE:

12" x 12" x (SEE PLAN FOR

HEIGHT) REINFORCE w/ (4) #4

VERTICAL DOWELS w/ #3 TIES

AT 12" O.C.

(SEE PLAN FOR LENGTH OF

DOWEL)

12

SE

E P

LA

N

TYPICAL PIER REINFORCING

8.1

B.4

B.6

B.8

(7

04

.3

1')

(7

04

.6

4')

(7

04

.9

7')

(7

06

.3

')

(7

06

.9

7')

(706.97')

(7

06

.9

7')

(7

06

.3

')

(7

04

.9

7')

(704.75')

(704.75')

(7

04

.3

1')

2

S1.0

(700.97')

(700.97')

(704.0')(704.75')

(704.75')

ALL FOOTING ELEVATIONS

ARE (705.0' ±) UNLESS

NOTED OTHERWISE

4

S2.0

(708.0') (708.0')

8" C.M.U.

SIM.

18'-9

5

8"16'-8" 11'-9

1

8" 10'-8" 12'-6

1

4" 12'-4

1

4" 12'-1

1

2"9'-6

3

4"

21

'-9

7

8"

10

'-0

"1

0'-0

"

17

'-3

5

8"

13

'-1

1"

10

'-7

1

2"

17

'-3

3

8"

17

'-3

5

8"

STONE FACE

STONE FACE

W10x17

(704.75')

104'-5

1

2" OUT TO OUT C.M.U.

1'-1

1

1

4"

5

8"

5

8"

9'-2

1

4" 9'-7

3

8" 16'-2" 12'-3

1

8" 7'-9

5

8" 12'-4

1

4" 3'-2

1

8"

1'-0"

7'-11

3

8" 9'-6

3

4"

59

'-1

1

2" O

UT

T

O O

UT

C

.M

.U

.

5

8"

13

'-1

1"

7'-1

0

7

8"

7

5

8"

1'-0

3

4"

7'-3

5

16"

10

'-0

"1

7'-3

5

8"

5

8"

TO

C

.M

.U

.T

O C

.M

.U

.

TO C.M.U.TO C.M.U.

9'-6

1

8"9'-1

5

8"

9'-1

1

2" 6'-3

1

8"

59

'-1

1

2" O

UT

T

O O

UT

C

.M

.U

.

8"

57

'-9

1

2"

8"

13

'-1

1"

8'-6

1

2"

1'-0

3

4"

4

5

8"

7'-1

0

15

16"

2'-1

1

16"

7'-1

0

15

16"

2'-1

"1

5'-2

5

8"

TO

C

.M

.U

.

13

'-1

0

3

8"

15

'-2

"

TO

C

.M

.U

.

5

8"

5

8"

104'-5

1

2" OUT TO OUT C.M.U.

8"

46'-0"8"

10'-5

1

2" 8" 24'-0"8"

10'-10

1

2"8"

9'-1

1

2"8"

9'-2

1

4" 9'-7

3

8" 16'-2" 8'-1

1

8" 4'-2" 7'-9

5

8" 6'-8

3

8" 2'-5

1

8" 6'-3

1

8" 12'-4

1

4" 3'-2

1

8"

1'-0"

7'-11

3

8" 9'-6

3

4" TO C.M.U.TO C.M.U.

5

8"

9'-1

5

8" 9'-6

1

8"

5

8"

5'-4

"

5'-8

"

8"

46'-8" 11'-9

1

2" 24'-8" 10'-10

1

2" 10'-5

1

2"

43'-0

3

4" 18'-8" 42'-8

3

4" TO C.M.U.TO C.M.U.

F3

CRAWL SPACE GRADE

EL. 706.00'

46'-0" TO C.M.U.

TO C.M.U.

SIM.

1

S2.0

5

S2.0

4

"

x

4

"

x

1

/

4

"

P

O

S

T

4

"

x

4

"

x

1

/

4

"

P

O

S

T

11'-1

1

2"

4

"

x

4

"

x

1

/

4

"

P

O

S

T

4

"

x

4

"

x

1

/

4

"

P

O

S

T

11'-5"

C

L

C

L

C

L

C

L

3

S2.0

(704.64')

COLUMING BASE

PLATE BEARING

AT 709'-1 1/8"

CRAWL SPACE GRADE

EL. 705.00' ±

SIM. SIM.

B.8

1'-0

1

4"

9'-4

3

8"

2SCALE: 1 1/2"=1'-0"

4"

1'-0

"

7"

12" x 12"

PIER

TS 4" x 4"

COLUMN

BASE PLATE IS

1/2" x 10" x 10" w/

(4) 3/4" ANCHOR

RODS

3/16 3"

FOUR

SIDES

T/ PIER

EL. 706.5'

FOUNDATIONPLAN

Date:

Sheet:

Revisions

Mk Date Description

MAR. 04, 2016

15-019

Drawn: Check:

Job Number:

3 / 04 / 16

4921 F

OX

C

HA

SE

R

OA

D

GR

EE

NS

BO

RO

, N

OR

TH

C

AR

OLIN

A 27410

(336) 430-6684 engineerm

ike@

triad.rr.com

MIK

E N

. W

AG

ON

ER

P

.E

.

ST

RU

CT

UR

AL E

NG

IN

EE

R

RAH MNW

NC H

ighwa

y 135

Mayo

dan,

North

Car

olina

270

27



FOOTING SCHEDULE

MARK SIZE REINFORCING COMMENTS

(5) #5 EACH WAY

(4) #5 EACH WAY TOP AND BOTTOM

(4) #5 EACH WAYF2

F3

-

-

-

-

4'-0" x 4'-0" x 1'-2"

F4

F1

REQ'D.

4

13

2

9

(3) #5 EACH WAY

5'-0" x 5'-0" x 1'-2"

4'-0" x 4'-0" x 2'-0"

3'-0" x 3'-0" x 1'-2"

FLOOR FRAMING PLAN1SCALE: 3/16"=1'-0"

A

E

10

1

1

E

A

DD

C

C.1

C

B

A.9

B.6

-

32 4 5 7 8 8.2 96 6.3

32 4 5 7 8 8.2 96 6.3

B.7

B

SHEAR WALL

FINISH FLOOR

ELEVATION: 710.00'

8.1

SHEAR WALL

B.9

59

'-0

1

4" O

UT

T

O O

UT

M

ET

AL

S

TU

DS

21

'-9

1

4"

7

5

8"

19

'-4

3

8"

17

'-3

"

59

'-0

1

4" O

UT

T

O O

UT

M

ET

AL

S

TU

DS

13

'-1

0

3

8"

8'-6

1

2"

19

'-4

3

8"

17

'-3

"

9'-1

1

15

16"

19

'-1

1

15

16"

15

'-2

"

9'-1

1

15

16"

10

'-0

"

2'-1

"1

'-5

7

16"

1'-0

3

4"

4

5

8"

10

'-7

1

2"

1'-0

3

4"

7

5

8"

10

'-0

"

4.6 6.2

104'-4

1

4" OUT TO OUT METAL STUDS

104'-4

1


9'-1

5

8" 9'-7

3

8" 16'-8" 11'-9

1

8" 7'-9

5

8" 9'-1

1

2" 6'-3

1

8" 12'-4

1

4" 4'-2

1

8" 7'-11

3

8" 9'-6

1

8"

9'-1

5

8" 9'-7

3

8" 16'-8" 11'-9

1

8" 7'-9

5

8" 9'-1

1

2" 6'-3

1

8" 12'-4

1

4" 4'-2

1

8" 7'-11

3

8" 9'-6

1

8"

5'-4

"

43'-0

1

8" 18'-8"

42'-8

1

8"

46'-8" 11'-8

1

4"24'-8"

10'-11

3

4" 10'-4

1

4"

1) 5/8" UNDERLAYMENT

2) 3/4" TONGUE AND GROOVE SUB FLOORING

FLOOR CONSTRUCTION

8.1

B.4

B.6

B.8

5

S3.0

1

S3.0

3

S2.0

11

S3.0

5

S3.0

W10x12 W10x12

W10x12W10x22W10x12 W10x22 W10x22 W10x12

W10x22

W10x19

* W

10

x1

7

W10x15 W10x12 W10x12 W10x15 W10x12

W10x15

W1

0x1

2

W10x17 W10x12 W10x12 W10x17 W10x12 W10x12 W10x12

10

T

JI 2

10

12 T

JI 110 A

T 1

6"

O.C

.

W1

0x1

2

W10x17 W10x12

W10x12W10x12W10x17

10 T

JI 210 A

T 1

6"

O.C

.

10 T

JI 230 A

T 1

2"

O.C

.

10 TJI 1

10 AT 1

6" O.C

.

10 T

JI 110 A

T 1

6"

O.C

.

10 T

JI 230 A

T 1

6"

O.C

.

10 T

JI 110 A

T 1

6"

O.C

.

10 T

JI 110 A

T 1

6"

O.C

.

W10x12

1

S2.0

14

S3.0

12

S3.0

12

S3.0

W1

0x1

2

14

S3.0

W1

0x1

2

5

S3.0

1

S2.0

9

S2.0

11

S2.0

3

S2.0

3

S2.0

3

S2.0

9

S2.0

1

S2.0

SHEAR WALL

SHEAR WALL

SHEAR WALL

SIM. SIM.

5

S2.0

4

"

x

4

"

x

1

/

4

"

P

O

S

T

4

"

x

4

"

x

1

/

4

"

P

O

S

T

4

"

x

4

"

x

1

/

4

"

P

O

S

T

7

S3.1

1

S2.0

SLAB ON

GRADE

4

"

x

4

"

x

1

/

4

"

P

O

S

T

SIM.

1

S2.0

SHEAR WALL

SHEAR WALL

DIAGONAL

BRACE

4

"

x

4

"

x

1

/

4

"

P

O

S

T

4

"

x

4

"

x

1

/

4

"

P

O

S

T

DIAGONAL

BRACE

5

S3.0 6

S3.1

6

S3.1

6

S3.1

4

"

x

4

"

x

1

/

4

"

P

O

S

T

* DO NOT USE WOOD NAILER

* W

10

x1

7

* W

10

x1

7

B.8

1'-0

1

4"

FIRST FLOORFRAMING PLAN

Date:

Sheet:

Revisions

Mk Date Description

MAR. 04, 2016

15-019

Drawn: Check:

Job Number:

3 / 04 / 16

4921 F

OX

C

HA

SE

R

OA

D

GR

EE

NS

BO

RO

, N

OR

TH

C

AR

OLIN

A 27410

(336) 430-6684 engineerm

ike@

triad.rr.com

MIK

E N

. W

AG

ON

ER

P

.E

.

ST

RU

CT

UR

AL E

NG

IN

EE

R

RAH MNW

NC H

ighwa

y 135

Mayo

dan,

North

Car

olina

270

27



ATTIC FRAMING PLAN1SCALE: 3/16"=1'-0"

A

E

10

1

1

E

A

DD

C

C.1

C

B

A.9

B.6

-

32 4 5 7 8 8.2 96 6.3

32 4 5 7 8 8.2 96 6.3

B.7

B

W10x22 W10x39 W10x26 W10x17 W10x39 W10x39 W10x17

W1

0x1

7W

10

x1

7W

10

x2

2

W10x12W10x26W10x39

* W

10

x2

6

W10x12W10x22

* W

10

x2

6

W10x39

* W

10

x2

6

W10x22

W1

0x1

7W

10

x1

7

1

2

T

J

I 1

1

0

A

T

1

2

" O

.C

.

1

2

T

J

I

1

1

0

A

T

1

2

"

O

.

C

.

1

2

T

J

I 3

6

0

A

T

1

2

"

O

.C

.

8.1

W10x15

B.9

59

'-0

1

4" O

UT

T

O O

UT

M

ET

AL

S

TU

DS

29

'-6

1

8"

29

'-6

1

8"

RID

GE

11

'-4

5

8"

36

'-3

"1

1'-4

5

8"

21

'-9

1

4"

7

5

8"

19

'-4

3

8"

17

'-3

"

13

'-1

0

3

8"

8'-6

1

2"

19

'-4

3

8"

17

'-3

"

9'-7

1

4"

20

'-4

5

8"

15

'-2

"

10

'-4

5

8"

10

'-0

"

2'-1

"1

'-0

3

4"

W1

0x1

2

10

'-7

9

16"

1'-0

3

4"

7

5

8"

10

'-0

"

W10x15

10'-7"

W10x15

JOIST

HEADER

JOIST

HEADER

4.6 6.2

(

2

)

2

x

1

0

(

2

)

2

x

1

0

104'-4

1


104'-4

1


9'-1

5

8" 9'-7

3

8" 16'-2" 12'-3

1

8" 7'-9

5

8" 9'-1

1

2" 6'-3

1

8" 12'-4

1

4" 4'-2

1

8" 7'-11

3

8" 9'-6

1

8"

9'-1

5

8" 9'-7

3

8" 16'-2" 12'-3

1

8" 7'-9

5

8" 9'-1

1

2" 6'-3

1

8" 12'-4

1

4" 4'-2

1

8" 7'-11

3

8" 9'-6

1

8"

43'-0

1

8" 18'-8" 42'-8

1

8"

46'-8" 11'-8

1

4" 24'-8" 10'-11

3

4" 10'-4

1

4"

5'-4

"

SHEAR WALL

1

S3.0

2

S3.0

STAIR

OPENING

(DJ)

HIP AND RIDGE

LINES (ABOVE)

SHEAR WALL (TYPICAL)

SHEAR WALL (TYPICAL)

STAIR

OPENING

W1

0x1

5

W1

0x1

5

W8x10

W8x10

30'-9

1

2" ±13'-0" ±

7'-1" ±

3'-6" ±

8'-9" ±

CL

EA

R

26'-6" ±

TJI JOISTS ARE SPACED AT 12" O.C. UNLES NOTED

LBW & SHEAR WALL

1

2

T

J

I

1

1

0

A

T

1

2

"

O

.

C

.

(D

J)

(D

J)

12 T

JI 360 A

T 1

2"

O.C

.

(D

J)

1

2

T

J

I

1

1

0

A

T

1

2

"

O

.

C

.

LBW = LOAD BEARING WALL BELOW

(DJ) = DOUBLE JOIST

LBW & SHEAR WALL

LBW

LBW

1

2

T

J

I

2

1

0

A

T

1

2

"

O

.

C

.

(D

J)

12 T

JI 560 A

T 1

2"

O.C

.

7

S3.0

1

0

T

J

I

1

1

0

1

4

T

J

I

1

1

0

3

S3.0

1

0

T

J

I

1

1

0

A

T

1

2

"

O

.

C

.

1

0

T

J

I

1

1

0

A

T

1

2

"

O

.

C

.

3

S3.0

(D

J)

1

2

T

J

I 3

6

0

A

T

1

2

"

O

.C

.

8.1

B.4

B.6

B.8

6

S3.0

22

'-4

7

8"

(DJ)

1

2

T

J

I 1

1

0

A

T

1

2

"

O

.

C

.

W1

0x1

2

A

T

1

2

"

O

.

C

.

10TJI 110

AT 12" O.C.

1

2

T

J

I

3

6

0

A

T

1

2

"

O

.

C

.

81'-1"

DO

UB

LE

JO

IS

TS

THREE 8" WIDE DUCT

OPENING LOCATIONS PER

H.V.A.C. CONTRACTOR

1'-8"

1'-10"

1'-8

"

1'-6"

1'-6"

1'-8

"

1'-10"

1'-10"

1'-10"

8"

LOAD BEARING WALL

LOAD BEARING WALL

6

S3.0

W1

0X

12

10

S3.0

10

S3.0

8

S3.0

8

S3.0

WS

TR

UT

W1

0X

12

ST

RU

T

W10x12 STRUT - NO NAILER REQ'D.

(NOT TOBE USED AS FLOOR JOIST)

- TYPICAL.

W1

0X

12

WS

TR

UT

W1

0X

12

WS

TR

UT

W1

0X

12

WS

TR

UT

W1

0X

12

WS

TR

UT

8'-6

9

16"

1'-0

9

16"

11'-7

3

4" ±11'-7

3

4" ±

4'-2

1

8" 8'-9

7

8"

16'-8" 11'-9

1

8" 7'-9

5

8"

11

S3.0

1

S3.0

FIELD VERIFYFIELD

VERIFY

14

S3.0

11

S3.0

SHEAR WALL

1'-4

"

11

S3.0

4

S3.0

SHEAR WALL1

2

T

J

I 1

1

0

A

T

1

2

" O

.C

.

9

S3.0

9

S3.0

4

S3.0

14

S3.0

11

S3.0

4

"

x

4

"

x

1

/

4

"

P

O

S

T

4

"

x

4

"

x

1

/

4

"

P

O

S

T

4

"

x

4

"

x

1

/

4

"

P

O

S

T

4

"

x

4

"

x

1

/

4

"

P

O

S

T

4

"

x

4

"

x

1

/

4

"

P

O

S

T

4

"

x

4

"

x

1

/

4

"

P

O

S

T

DIAGONAL

BRACE

DIAGONAL

BRACE

* NO NAILER ON

TRANSFER BEAMS

9

S3.0SIM.

FINISH FLOOR

ELEVATION = 722'-8"

5

S3.1

ENTRANCE

FRAMING

(ABOVE)

59

'-0

1

4" O

UT

T

O O

UT

M

ET

AL

S

TU

DS

4

5

8"

B.8

ATTICFRAMING PLAN

Date:

Sheet:

Revisions

Mk Date Description

MAR. 04, 2016

15-019

Drawn: Check:

Job Number:

3 / 04 / 16

4921 F

OX

C

HA

SE

R

OA

D

GR

EE

NS

BO

RO

, N

OR

TH

C

AR

OLIN

A 27410

(336) 430-6684 engineerm

ike@

triad.rr.com

MIK

E N

. W

AG

ON

ER

P

.E

.

ST

RU

CT

UR

AL E

NG

IN

EE

R

RAH MNW

NC H

ighwa

y 135

Mayo

dan,

North

Car

olina

270

27



ROOF FRAMING PLAN1SCALE: 3/16"=1'-0"

2'-0"

(TYP.)

TRUSSES AT 24" O.C.

LOAD BEARING WALL

LOAD BEARING AND SHEAR WALL

RIDGE

2 x 8 AT 24" O.C.2 x 8 AT 24" O.C.

2

S3.1

1

S3.1

2

S3.1

TR

US

S S

EC

TIO

N S

HO

WIN

G V

AR

RY

IN

G T

RU

SS

L

EN

GT

HS

T

R

U

S

S

O

N

E

LOAD BEARING

AND SHEAR WALL

12" GLULAM BEAM

CAPC. = 300 PLF

TYP. AT (4) HIPS

1

S3.0

10

S.3.1

10

S3.0

2 x 8 RAFTERS AT 24" O.C.

2 x 4 BLOCKING AT ALL RIDGE AND VALLEY LINES

1

S3.0

4

S3.0

1

S3.0

4

S3.1

2 x 8 RAFTERS AT 24" O.C.

W1

2x2

2

W12x22

W1

2x2

2

W12x22

T

S

4

"

x

4

"

x

1

4

"

T

Y

P

.

T

S

4

"

x

4

"

x

14

"

T

Y

P

.

T

S

4

"

x

4

"

x

1

4

"

T

Y

P

.

T

S

4

"

x

4

"

x

1

4

"

T

Y

P

.

2 x 8 RAFTERS

2 x 8

RAFTERS

TRUSS 4

TRUSS 3

TRUSS 3

TRUSS 3

TRUSS 3

TRUSS 3

TRUSS 3

TRUSS 3

TRUSS 3

(

2

)

2

x

1

0

(

2

)

2

x

1

0

4'-6" 18'-8" 4'-6"

25

'-4

"

59

'-0

1

4" O

UT

T

O O

UT

M

ET

AL

S

TU

DS

104'-4

1


A

E

10

1

1

E

A

DD

C

C.1

C

B

A.9

B.6

13

'-1

0

3

8"

8'-6

1

2"

1'-0

3

4"

8'-3

5

8"

10

'-0

"1

7'-3

"

13

'-1

0

3

8"

8'-6

1

2"

1'-0

3

4"

7'-1

1"

15

'-2

"

10

32 4 5 7 8 8.2 96 6.7

6

B.8

B

2'-1

"

4'-5

1

2"

8.1

B.9

4.6 6.3

4'-5

1

2" 43'-6" 18'-8" 42'-8

1

8" 4'-5

1

2"

4'-5

1

2" 11'-4

5

8" 81'-7" 11'-4

5

8" 4'-5

1

2"

DOUBLE 2x10 RAFTERS

15

'-1

0

1

8"

36

'-3

"1

5'-1

0

1

8"

STICK FRAME

1) -

ROOF CONSTRUCTION

1

S3.0

81'-1"

1

S3.0

4

S3.0

10

S3.0

3'-9

1

4" 11'-1

1

2" 3'-9

1

4"

4

S3.1

5

S3.1

B.6

B.4

2'-1

"

7'-1

0

15

16"

B.8

4

5

8"

59

'-0

1

4" O

UT

T

O O

UT

M

ET

AL

S

TU

DS

104'-4

1


ROOFFRAMING PLAN

Date:

Sheet:

Revisions

Mk Date Description

MAR. 04, 2016

15-019

Drawn: Check:

Job Number:

3 / 04 / 16

4921 F

OX

C

HA

SE

R

OA

D

GR

EE

NS

BO

RO

, N

OR

TH

C

AR

OLIN

A 27410

(336) 430-6684 engineerm

ike@

triad.rr.com

MIK

E N

. W

AG

ON

ER

P

.E

.

ST

RU

CT

UR

AL E

NG

IN

EE

R

RAH MNW

NC H

ighwa

y 135

Mayo

dan,

North

Car

olina

270

27



SECTION AT FOUNDATION WALL3SCALE: 3/4"=1'-0"

2'-6"

T/ FOOTING

EL. (SEE PLAN)

T/ BOND BEAM

EL. 708'-11 5/8"

3/4" TONGUE & GROOVE

PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

2x8 WOOD BLOCKING

BOND BEAM

#4 REBAR AT 32" O.C.

8" C.M.U. (6) COURSES

1'-0

"

CRAWL SPACE

EL. VARIES

T/ FLOOR

EL. 710'-0"

FINISH GRADE

4'-0

"

(2) #4 CONT.

w/ #4 TIES AT

48" O.C.

#4 AT 48" O.C.

GRADE

EL. 709'-0" ±

COMPACTED EARTH

10" RIM BOARDS

6" METAL STUDS

5/8" G.W.B.

9 1/2" TJI AT 12" O.C.

7

5

8"

SEE FOUNDATION

PLAN FOR

ELEVATION

SECTION "1"1SCALE: 3/4"=1'-0"

SECTION "2"2SCALE: 3/4"=1'-0"

2'-6"

BOND BEAM


8" C.M.U.

T/ FLOOR

EL. 710'-0"

#4 AT 48" O.C.

(3) #4 CONT.

STONE FACING

(SEE ARCH.)

7

5

8"

16 GA. TRACK


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

5/8" G.W.B.

9

1

2

" TJI (SEE PLAN

FOR SPACING

T/ FOOTING

EL. (SEE PLAN)

GRADE VARIES

w/ G

RA

DE

3/8" ANCHOR AT 24"

O.C.

2'-6"

T/ FOOTING

EL. 700'-11 5/8"

T/ BOND BEAM

EL. 708'-11 5/8"

2x8

BOND BEAM w/ (2)

#4 REBAR CONT.


12" C.M.U. (11) COURSES

1'-0

"

FINISH FLR.

EL. 701'-5 5/8"

T/ FLOOR

EL. 710'-0"

8'-0

"

#4 AT 48" O.C.

COMPACTED

EARTH

(3) #4 CONT.

w/ #4 TIES AT

48" O.C.


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

4" CONC. FLOOR SLAB w/

6-6 10/10 WELDED WIRE

MESH

MECHANICAL

ROOM

7'-7

1

2"

10

7

8"

VAPOR

BARRIER

9 1/2 TJI

AT 12" O.C.

(3) 2 x 10

T/ FLOOR

EL. 710'-0"

1

3

8"

1

3

8"

9

1

2"

8'-6

3

8"

1'-0

3

8"

#4 AT 32" O.C.

#4 AT 32" O.C.

1'-0" x 2'-6" CONC.

FOOTING w/ (3) #4 CONT.

1'-4

"

6"

7

5

8"

701.33' ± GRADE

AT DOOR

6'-8" ±

BLOCK COURSING

EL. 708'-11 5/8"

1'-0

3

8"

1'-0

"

W10 BEAM

6

5

8"

6

5

8"

5/8" G.W.B.

18 GA. 6" METAL STUDS AT

16" O.C. (TYPICAL)

6"

5

8"

6"

5

8"

18 GA. 6" METAL STUDS AT

16" O.C. (TYPICAL)

16 GA. TRACK

3/8" ANCHOR AT 24" O.C.

(TYPICAL)

SECTION 66SCALE: 3/4"=1'-0"

2'-6"

T/ FOOTING

EL. 700'-11 5/8"

2x8 WOOD BLOCKING

BOND BEAM


8" C.M.U.

1'-0

"

FINISH FLR.

EL. 701'-5 5/8"

T/ FLOOR

EL. 710'-0"

8'-1

1

2"

#4 AT 48" O.C.

CRAWLSPACE

EL. 705.0 ±

COMPACTED

EARTH

(2) #4 CONT.

w/ #4 TIES AT

48" O.C.

7

5

8"


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT


6-6 10-10 WIRE MESH

MECHANICAL

ROOM

7'-7

1

2"

10

7

8"

FINISH GRADE

VAPOR

BARRIER

B/ TJI

EL. 709'-1 1/8"

10 TJI AT 12" O.C.

CONTINUOUS

T/ MASONRY

EL. 708'-11 5/8"

10 TJI AT 12" O.C.

CONTINUOUS

8'-6

3

8"


2'-6"

T/ FOOTING

EL. 700'-11 5/8"

2x8 WOOD BLOCKING

BOND BEAM w/ (1) #4 CONT.


8" C.M.U.

1'-0

"

FINISH FLR.

EL. 701'-5 5/8"

T/ FLOOR

EL. 710'-0"

13

C

OU

RS

ES

A

T 8

" =

8

'-8

1

4"

#4 AT 48" O.C.

CRAWLSPACE

EL. VARIES

COMPACTED

EARTH

(2) #4 CONT.

w/ #4 TIES AT

48" O.C.


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT


6-6 10-10 WIRE MESH

MECHANICAL

ROOM

7'-7

1

2" ±

10

7

8"

FINISH GRADE

VAPOR

BARRIER

B/ TJI

EL. 709'-1 1/8"

10 TJI AT 12" O.C.

10 TJI AT 12" O.C.

8'-6

3

8"

6"

T/ BOND BEAM

EL. 709'-7 5/8"

BLOCKING BETWEEN

JOISTS

STONE FACING

(SEE ARCH.)

6'-1

0"

STONE FACING

(SEE ARCH.)

9

1

2"

CRAWL SPACE ELEVATION

VARIES

T/ FLOOR

EL. 710'-0"


1" PROTECTION

BOARD

WATERPROOF

MEMBRANE

2 x 6 WOOD NAILER

2 x 6 WOOD NAILER

2 x 6 WOOD NAILER

AT

L

IN

E E

VA

RIE

SA

T L

IN

E A

2'-6"

T/ FOOTING

EL. 706'-11 5/8"

1'-0

"

(2) #4 CONT.

w/ #4 TIES AT

48" O.C.

T/ BOND BEAM

EL. 708'-3 5/8"

(2) 3/4" ANCHOR BOLTS

GRADE

EL. 707'-0" ±

PLATE 1/2" x 10" x 10"

(SEE DETAIL 7)

T/ FLOOR

EL. 710'-0"

C

L

10 TJI10 TJI

T/ BOND BEAM

EL. 708'-11 5/8"

COPE

B/ BEAM

EL. 708'-1 5/8"

W10 x 17

B/ TJI

EL. 709'-1 1/8"

11'-1

1

2"

11'-9

1

2" OUT TO OUT OUTSIDE

STUD WALL

4" x 4" x 1/4" POST

1 1/2" NAILER

ON LINE 6 & 6.1

EL. 709'-7 5/8"

T/ BOND BEAM

ON LINE E

5/8" CDX PLYWOOD

(TYPICAL)

5/8" CDX PLYWOOD

(TYPICAL)

1" PROTECTION

BOARD

WATERPROOF

MEMBRANE

VA

RIE

S

5/8" CDX PLYWOOD

(TYPICAL)

7

5

8"

8

A2.0

BASE PLATE DETAIL7SCALE: 1 1/2"=1'-0"

8" WALL

C

L

4"x4"x1/4" POST

1/2" BASE PLATE

8" W

AL

L

MODIFY BOND BEAM TO

PROVIDE BASE PLATE

BEARING AT 708'-3 5/8"

4"

6"

11'-1

1

2"

11'-9

1

2"

10

"

10"

TYP. TJI CONNECTION TO BOTTOM PL.8SCALE: 1 1/2"=1'-0"

8d x 2 1/2"

EACH SIDE

1

1

2"

MIN.

FOUNDATIONDETAILS

Date:

Sheet:

Revisions

Mk Date Description

MAR. 04, 2016

15-019

Drawn: Check:

Job Number:

3 / 04 / 16

4921 F

OX

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NS

BO

RO

, N

OR

TH

C

AR

OLIN

A 27410

(336) 430-6684 engineerm

ike@

triad.rr.com

MIK

E N

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ST

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CT

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NG

IN

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NC H

ighwa

y 135

Mayo

dan,

North

Car

olina

270

27




2 x 6 NAILER. STAGGER 3/8"

DIA. NAILER BOLTS AT 12" O.C.

(TYPICAL)


2 x 6

W10x12

2 x 10 BOCKING BETWEEN

JOISTS

6" METAL STUDS x 18 GA. AT

12" O.C. (LOCATE WALL PER

ARCHITECT'S DRAWINGS)

12 TJI (11

7

8

")

10

1

W10x22

(2) 11 7/8" RIM

BOARDS OR LSL

2 x 6 TOP PLATE

(FASTEN TO STUD)

OUTSIDE OF

6" METAL STUD

ATTIC FLOOR


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

SECTION AT WIND FRAME LINE 1 & 1014SCALE: 3/4"=1'-0"

FIRST FLOOR

EL. 710'-0"

ATTIC FLOOR

EL. 722'-8"

A B

11

S3.0

W10x22

12

S3.0

TS

4

"x4

"x1

/4

"

TS

4

"x4

"x1

/4

"

T

S

4

"

x

4

"

x

1

/

4

"

1

5

k



2

W10X17

12TJI 110 (11

7

8

")

2 x 6 BLOCKING

12TJI 360


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

ATTIC FLOOR


12TJI 360 AT 12" O.C.

(2) 2 x 6

SHEAR WALL

TRUSS ONE AND

SPECIAL TRUSSES

AT 24" O.C.

12

5

2 x 8 AT 24" O.C.

17'-6

1

8"

5

12

EAVE DETAIL1SCALE: 3/4"=1'-0"

6" x 18 GA. METAL STUDS AT

16" O.C.

(2) 2 x 6 WOOD BLOCKING

5/8" CDX PLYWOOD

(SEE ARCH.)

EXTERIOR TRIM

(SEE ARCH)

2 x 4 WD. BLK'G.

AS REQ'D.

2 x 4

2 x 8

3/4" PLYWOOD

SHEATHING

ROOFING MATERIAL

(SEE ARCH.)

SIMPSON

H25A

G.W.B.

(2) 11 7/8" RIM BOARDS OR LSL

9

1'-0"

6" x 18 GA. METAL

STUDS AT 16" O.C.

4'-5

1

2"

4'-2

1

2" 3"

1'-2

3

4"


10

1

3"

TS 4 x 4 x 1/4" COLUMN

8" C.M.U.

BOND BEAM W/ (1) #4 CONT.

BASE PLATE 1/2" x 7" x 10"

T/ MASONRY

EL. 709'-7 5/8"

(2) 5/8" x 1'-4" ANCHORS

(SEE SECTION 5 TOP

WALL SECTION)

T/ FLOOR

EL. 710'-0"

(2) 2x8 PLATES

(B/ COL. BASE PLATE

& T/ BOND BEAM )

T/ FLOOR

EL. 722'-8"

10 TJI


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

2

9

B

D

W10 FLOOR BEAM

TIE DOWN CONNECTION

AT 24" O.C.

12 TJI (11

7

8

")

6" x 18 GA.

METAL STUDS

LOAD

BEARING

SHEAR WALL

ATTIC FLR.

EL. 722'-8"


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

ATTIC FLOOR

SEE PLAN FOR SPACING AT

DUCT PENETRATIONS

(2) 11 7/8" RIM BOARDS

OR LSL

ATTIC FLR.

EL. 722'-8"

T/ BOND BM.

EL. 709'-7 5/8"

T/ W10x22

EL. 721'-5 1/4"

11

'-5

1

4"

A.9

15'-2"

B

A.9

AT LINE

AT LINE

36'-3" OUT TO OUT LOAD BEARING WALLS

12 TJI

(2) 11 7/8" RIM

BOARDS OR LSL

1'-0"1'-0"1'-0"1'-0"

6" METAL STUDS x 18 GA. AT

12" O.C. (LOCATE WALL PER

ARCHITECT'S DRAWINGS)



PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

ATTIC FLOOR


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

ATTIC FLOOR

8'-0

"

ATTIC FLR.

EL. 722'-8"

T/ STUD

EL. 730'-8"


12TJI 360 AT 12" O.C.

1/2" FILLER

SHEAR WALL

6" x 18 GA. METAL

STUDS AT 16" O.C.

(2) 2 x 6

1/2" FILLER (TYP.)

12

5

2 x 8 AT 16" O.C.

HGA10

AT 32" O.C.

LSU8 OR

LRU28Z

6" x 18 GA. METAL

STUDS AT 16" O.C.


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

ATTIC FLOOR

8'-0

"

ATTIC FLR.

EL. 722'-8"

T/ STUD

EL. 730'-8"

(2) TJI 110s

TRUSS


12TJI

(2) 2 x 6

6" x 18 GA. METAL

STUDS AT 16" O.C.


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

ATTIC FLOOR

6" x 12 GA. METAL

STUDS AT 16" O.C.

1'-0" ±

ATTIC FLR.

EL. 722'-8"

1

10


W10x15


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

ATTIC FLOOR

12 TJI

SECTION AT LINE E2SCALE: 3/4"=1'-0"

W10x15

C

L POST

ATTIC FLR.

EL. 722'-8"

11'-9

1

2"

4"11'-1

1

2"

12 TJI 560

2x4 NAILER

(BEYOND)

3/8" PLATE

TS 4"x4"x1/4" POST

6" x 12 GA. METAL

STUDS AT 16" O.C.

3/4" T & G

PLY. SUBFLR.

5/8" UNDERLAYMENT

DETAIL 1313SCALE: 3/4"=1'-0"

W10x15

ATTIC FLR.

EL. 722'-8"

TJI 560

2x4

NAILER

3/8" PLATE

TS 4"x4"x1/4" POST

3/4" T & G

PLY. SUBFLR.

1'-2

3

4"

C

L POST

TS 4"x4"x1/4"

BRACE

CHIP AND CUT NEAR SIDE

FLANGE OF W10x22

C

L

3/16 2 @ 12"

3/16 3"

13

A3.0

13

A3.0 SIM.

C

L

1'-0" O.C.

TYP.

5/8" CDX PLYWOOD

E

T/ FLOOR

EL. 722'-8"

T/ FLOOR

EL. 722'-8"


5/8" EXT. SHEATHING

(SEE ARCH.)

(2) 11 7/8" RIM BOARDS

OR LSL

T/ FLOOR

EL. 710'-0"

6" x 12 GA. METAL

STUDS AT 16" O.C.

ATTIC FLOOR

(BEYOND)

(2) 2 x 6

2 x 12

6" x 18 GA. METAL

STUDS AT 16" O.C.

5/8" G.W.B.

5/8" G.W.B. (EACH SIDE)

5/8" CDX PLYWOOD

(1 SIDE ONLY)

5/8" CDX PLYWOOD

5/8" CDX PLYWOOD

11 7/8" RIM BD.

OR LSL

5/8" CDX

PLYWOOD

11

"

LSU 28 OR

LRU28Z

ELEV.

731'-8 1/2"

(2) 2 x 6

(2) TBE 6

SIMPSON L 70

2 x 10

5/8" CDX

PLYWOOD

(2) 2 x 6

1/2" FILLER

3/8" BOLT

AT 24" O.C.

S/H2.5A

AT 16" O.C.

3/8" BOLT AT

24" O.C. (TYP.)

(2) 2 x 6

1/2" FILLER

S/H2.5A

AT 16" O.C.

(2) 2 x 6

S/H2.5A

AT 16" O.C.

ELEV. 731'-8

1

2

"

2 x 4 STRUT

AT 32" O.C.

ST6224

PROVIDE 2

1

16

" WIDE x 16 GA. STRAP

ANCHOR x 23

3

16

" (ST6224) AT 32" O.C.

SIMPSON CONNECTION

CLIP

FRAMINGDETAILS

Date:

Sheet:

Revisions

Mk Date Description

MAR. 04, 2016

15-019

Drawn: Check:

Job Number:

3 / 04 / 16

4921 F

OX

C

HA

SE

R

OA

D

GR

EE

NS

BO

RO

, N

OR

TH

C

AR

OLIN

A 27410

(336) 430-6684 engineerm

ike@

triad.rr.com

MIK

E N

. W

AG

ON

ER

P

.E

.

ST

RU

CT

UR

AL E

NG

IN

EE

R

RAH MNW

NC H

ighwa

y 135

Mayo

dan,

North

Car

olina

270

27



TRUSS T1 (AT 24" O.C. TYPICAL)1SCALE: 1/4"=1'-0"

7'-6

1

4"

5

12

TYPICAL HIP TRUSS 2SCALE: 1/4"=1'-0"WEB MEMBER PATTERN PER TRUSS MANUF.

36'-3" OUT TO OUT WALL

BOTTOM CHORD DEAD LOAD 12 PLF

TOP CHORD DEAD LOAD 20 PLF

UPLIFT 90 MPH (NC CODE) 90.625

VA

RIE

S

36'-3" OUT TO OUT WALL

VARIES VARIES VARIES

HIP WEB MEMBER PATTERN PER TRUSS MANUF.

5

12

LIVE LOAD 40 PLF




LIVE LOAD 40 PLF

TRUSS T3 and T4 (AT 24" O.C. TYPICAL)3SCALE: 1/4"=1'-0"

5'-9" ±

5

12

WEB MEMBER PATTERN PER TRUSS MANUF.




LIVE LOAD 40 PLF

27'-8"

27'-8"

4'-6" 18'-8" 4'-6"

1500 # FOR

T4 ONLY

ALL TRUSSES ARE TO BE

DESIGNED FOR 40 PSF MIN.

NOTE:

SUPPORTSUPPORT

BOTTOM OF

TRUSS AT EL.

724'-1 1/4"

BOTTOM OF

TRUSS AT EL.

730'-8"

BOTTOM OF

TRUSS AT EL.

730'-8"

1'-0

1

2"

ELEV.

731'-8 1/2"

739'-2 3/4"

8'-6

3

4"

SECTION AT ENTRANCE CANOPY4SCALE: 3/4"=1'-0"

5

12

2x6

2x10

4'-2

1

2"

4'-5

1

2"

3"

C

L

2x4

W12x22

TRUSS T3 OR T4

PLYWOOD

SHEATHING

12

5


2 x 8 AT 24" O.C.

H

W10x15


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

ATTIC FLOOR

12 TJI

T/ FLOOR

EL. 722'-8"


5/8" EXT. SHEATHING

(SEE ARCH.)

5/8" PLYWOOD FILLER

(2) 2 x12 WOOD BAND

W12x22

W12x22 (12

1

4

")

C

L

TRUSS

T3

4'-3

1

4"

6" x 18 GA. METAL

STUDS AT 16" O.C.

726'-11 1/4"

5'-9

1

8"

T/ BEAM

EL. +13'-11 3/4"

14

'-1

1

/4

"

TO

F

IN

IS

H F

LO

OR

T/ BEAM

723'-11 3/4"

B/ TRUSS

EL. 724' 1 1/4"

TRUSS T3

2 x 4 NAILER


2 x 6

W10 BEAM

2 x 10 BOCKING BETWEEN

JOISTS

10 TJI


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT

SIMPSON CLIP


2 x 6 NAILER

W10 x 15 BEAM

2 x 6 BOCKING

10 TJI

CONTINUOUS


PLYWOOD SUBFLOOR

5/8" UNDERLAYMENT


(2) 2 x 6

TRUSS C

AT 24" O.C.

12

5

2 x 8 AT 24" O.C.

SIMPSON L 70

B/ TRUSS

EL. 730'-8"

6" x 18 GA. METAL

STUDS AT 16" O.C.

2 x 10

1'-0

1

2"

LSU 28

(2) TBE 6

ELEV.

731'-8 1/2"

36'-3"

5

12

DETAIL 1010SCALE: 3/4"=1'-0"

2 x 4

2 x 8 SKEWED

3/4" PLYWOOD

SHEATHING

ROOFING MATERIAL

(SEE ARCH.)

5'-11

1

4"

5'-8

1

4" 3"

12" GLULAM BEAM

(CUT AS REQ'D. FOR

OVERHANG)

SUR / L26

1'-3

3

4"

3

1

2"

5/8" CDX PLYWOOD

SIMPSON H2.5 (TYP.)

2 x 6

RAFTERS

2 x 8 RIDGE

STICK

FRAME

NOT USED9SCALE: 1 1/2"=1'-0"

ATTICDETAILS

Date:

Sheet:

Revisions

Mk Date Description

MAR. 04, 2016

15-019

Drawn: Check:

Job Number:

3 / 04 / 16

4921 F

OX

C

HA

SE

R

OA

D

GR

EE

NS

BO

RO

, N

OR

TH

C

AR

OLIN

A 27410

(336) 430-6684 engineerm

ike@

triad.rr.com

MIK

E N

. W

AG

ON

ER

P

.E

.

ST

RU

CT

UR

AL E

NG

IN

EE

R

RAH MNW

NC H

ighwa

y 135

Mayo

dan,

North

Car

olina

270

27



Documents

24 x 36 - paulbriggsarchitect.compaulbriggsarchitect.com/projects/dentist/03 Bound structural.pdf · BUILDING CODE SUMMARY STRUCTURAL DESIGN ... All weld material and procedures shall