Drawings - 7p20-23.pdf

R

Q

P.2

P

M.4

M.3

M

L.4

L.2

J.7

J.4

H.6

H.4

H.2

H

G

F

E

D

C

G.9

15.3

14.2 13 12 10 9

8 7 6 5 4 3 2 1

B

A

L

NEW LIGHT FIXTURES, SEE ELEC.

EXISTING LIGHT FIXTURES IN

NURSE STATION SOFFIT TO

REMAIN, TYP. OF (4)

APC-1B

P4

8' - 0"

APC-1B

8' - 0"

APC-1B

9' - 0"

APC-1B

8' - 0"

CORRIDOR

APC-1B

9' - 0"

(E) GYP.

P4

8' - 6"

RESIDENT

LOUNGE

CORRIDOR

CORRIDOR

CORRIDOR

CORRIDOR

CORRIDOR

CORRIDOR

NURSE STATION

(E) GYP.

P3

8' - 0"

(E) GYP.

P4

8' - 6"

APC-1B

9' - 0"

APC-1B

9' - 0"

NEW LIGHT FIXTURES, SEE ELEC.

EXISTING LIGHT FIXTURES IN

NURSE STATION SOFFIT TO

REMAIN, TYP. OF (2)

(E) GYP.

8' - 0"

RECESSED INDIRECT FIXTURE - 2x2 OR 2x4 AS

INDICATED

WALL-MOUNTED FIXTURE

UTILITY LIGHT - SUSPENDED LINEAR FIXTURE

LIGHTING FIXTURE SYMBOLS

RECESSED DOWNLIGHT FIXTURE.

CEILING GRAPHICS

ACOUSTIC PANEL CEILING - 2x2 OR 2x4 AS

INDICATED.

GYP. BD. CEILING

AREA NOT IN PROJECT SCOPE

APC #

P#

9'-0"

CEILING TYPE, SEE

CEILING SCHEDULE

FINISH TYPE, WHERE

APPLICABLE

CEILING HEIGHT

NOTES

1. COORDINATE WITH ELECTRICAL DRAWINGS.

2. PAINT INDICATED FOR SOFFITS SHALL WRAP ALL EXPOSED SURFACES

OF SOFFIT, U.N.O.

3. REFER TO MATERIALS LIST ON FLOOR PLANS FOR PAINT INFORMATION.

4. CLEAN ALL WALL / CEILING MOUNTED MECHANICAL LOUVERS / DIFFUSERS

IN WALLS / CEILINGS TO BE REPAINTED.

REMOVE EXISTING LIGHT FIXTURE HEAD ONLY. LIGHT

POLE AND BASE TO REMAIN. SEE ELECTRICAL FOR

FIXTURE TYPE.

KEYNOTE SYMBOLS

ADD ALTERNATE NO. 3: NEW LIGHT BOLLARDS, SEE

ELECTRICAL

2A

REMOVE EXISTING HANDRAIL, CLEAN PAINT OFF

BRACKETS, AND SALVAGE FOR REUSE. WHERE WALL

PROTECTION IS TO BE INSTALLED, FLOAT TEXTURED WALL

TO SMOOTH SURFACE. REINSTALL HANDRAIL AT SAME

HEIGHT / LOCATION.

REMOVE EXISTING EXTERIOR WINDOW AND WOOD

WINDOW STOOL. REPLACE WITH NEW WINDOW PER

TYPE INDICATED ON PLAN. PATCH AND REPAIR

SURROUNDING GYP. BOARD, RETEXTURE, AND REPAINT

AS REQUIRED.

4A

ADD ALTERNATE NO. 1 & 5: REPLACE EXISTING EXTERIOR

WINDOW AND WOOD WINDOW STOOL. REPLACE WITH

NEW WINDOW PER TYPE INDICATED ON PLAN. PATCH

AND REPAIR SURROUNDING GYP. BOARD, RETEXTURE,

AND REPAINT AS REQUIRED.

REMOVE EXISTING CEILING TILES AND LIGHT FIXTURES,

UNLESS NOTED OTHERWISE. ALL NEW FIXTURES TO BE

MOUNTED IN SAME LOCATION AS EXISTING FIXTURE.

ALL CEILING MOUNTED DEVICES TO REMAIN.

REMOVE SUSPENDED LIGHT FIXTURES. MOUNT NEW

FIXTURES AT SAME MOUNTING LOCATION AS EXISTING

SUSPENDED RODS. REPAINT CEILING AS INDICATED ON

CEILING PLANS.

REMOVE EXISTING CORNER GUARDS AND MILLWORK

BASE. MOUNT NEW CORNER GUARDS ON TOP OF

BASE. ALIGN TOP OF CORNER GUARD WITH TOP OF

NEW WALL PROTECTION.

ADD ALTERNATE NO. 4: REMOVE EXISTING LIGHT POLE

AND BASE. PROVIDE NEW POLE BASE AND LIGHT

FIXTURE HEAD. REUSE EXISTING POLE. SEE ELECTRICAL

FOR FIXTURE TYPE.

1A

8A

ADD ALTERNATE NO. 2: REPLACE FLOORING AND BASE

IN LOBBY 201 TO MATCH EXISTING AT NEW AUTOMATIC

SLIDIGN DOOR. REPAINT ADJACENT WALLS TO NEAREST

INSIDE CORNER.

PROJECT NUMBER

DRAWN BY

DATE

REVISIONS

SHEET TITLE

SHEET NUMBER

Boulder Associates, Inc.

www.boulderassociates.com

Architecture + Interior Design

1426 Pearl Street, Suite 300

Boulder , Colorado 80302

303.499.7795

PROJECT

REV

T T

L B v .2

T H

IS

L

IN

E

I S

I N

C H

L O

N G

W H

E N

P R

IN

T

E D

T O

F U

L L S

C A

L E

ADDRESS

/2

/2

:3

:5

A

M C

R e v it L o c a l F ile s \1

.0

S

V N

H a t R if le

R e m o d e l

A d d it io n

A C e n tr a l_ m b la s e r.

rv t

152732.00

MTB

February 1, 2017

FLOOR 1 -

REFLECTED

CEILING PLAN

A9.1

SVCLC AT RIFLE

RESIDENT

SAFETY &

ACCESSIBILITY

IMPROVEMENTS

851 E. 5th STREET

RIFLE, CO 81650

100%

CONSTRUCTION

DOCUMENTS

3/32" = 1'-0"A9.1

1 FLOOR 1 - REFLECTED CEILING PLAN

CEILING TYPES

TYPE DESCRIPTION MANUFACTURER MODEL COMMENTS

(E) GYP. (E) GYP. BOARD CEILING SEE MATERIALS LIST ON A2.1 FOR PAINT INFORMATION.

APC-1B 2'x4' ACOUSTIC PANEL CEILING ARMSTRONG DUNE SECOND LOOK II, SCORED TEGULAR, FINE TEXTURE, 24" X 48" X 3/4" ANGLED TEGULAR.

EXISTING GRID TO REMAIN, CLEAN THOROUGHLY BEFORE INSTALLING PANELS

GYP-1 GYP. BOARD CEILING

LIGHT FIXTURE LEGEND

DESCRIPTION DATE

R

17 16 15

Q

P.2

P

M.4

M.3

M

L.4

L.2

J.7

J.4

H.6

H.4

H.2

H

G

F

E

D

C

G.9 15.3

14.2 13 12 10 9

8 7 6 5 4 3 2 1

B

A

S

S.4

T

U

L

7.6 7.3

X2

X1

Y1

Y2 A1.2

(E) GYP.

P4

8' - 6"

APC-1B

9' - 0"

NEW LIGHT FIXTURES , SEE ELEC.

EXISTING LIGHT FIXTURES IN

NURSE STATION SOFFIT TO

REMAIN, TYP. OF (4)

CORRIDOR

CORRIDOR

RESIDENT

LOUNGE

CORRIDOR

CORRIDOR

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

(E) GYP.

P3

APC-1B

9' - 0"

NURSE STATION

COMMONS

CLERICAL

ENTRY

EXPOSED ROUND METAL DUCT,

PAINT P6. SEE INTERIOR FINISH

SCHEDULE. TYPICAL OF (4).

EXPOSED ROUND METAL DUCT,

PAINT P6. SEE INTERIOR FINISH

SCHEDULE. TYPICAL OF (4).

(E) GYP.

P1

8' - 0"

X1.4

X1.6

Y1.4

Y1.6

PAINT EXISTING CANOPY SOFFIT TO

MATCH NEW DIRECT APPLIED

FINISH AT PORTE COCHERE

RECESSED INDIRECT FIXTURE - 2x2 OR 2x4 AS

INDICATED

WALL-MOUNTED FIXTURE

UTILITY LIGHT - SUSPENDED LINEAR FIXTURE

LIGHTING FIXTURE SYMBOLS

RECESSED DOWNLIGHT FIXTURE.

CEILING GRAPHICS

ACOUSTIC PANEL CEILING - 2x2 OR 2x4 AS

INDICATED.

GYP. BD. CEILING

AREA NOT IN PROJECT SCOPE

APC #

P#

9'-0"

CEILING TYPE, SEE

CEILING SCHEDULE

FINISH TYPE, WHERE

APPLICABLE

CEILING HEIGHT

NOTES

1. COORDINATE WITH ELECTRICAL DRAWINGS.

2. PAINT INDICATED FOR SOFFITS SHALL WRAP ALL EXPOSED SURFACES

OF SOFFIT, U.N.O.

3. REFER TO MATERIALS LIST ON FLOOR PLANS FOR PAINT INFORMATION.

4. CLEAN ALL WALL / CEILING MOUNTED MECHANICAL LOUVERS / DIFFUSERS

IN WALLS / CEILINGS TO BE REPAINTED.

REMOVE EXISTING LIGHT FIXTURE HEAD ONLY. LIGHT

POLE AND BASE TO REMAIN. SEE ELECTRICAL FOR

FIXTURE TYPE.

KEYNOTE SYMBOLS

ADD ALTERNATE NO. 3: NEW LIGHT BOLLARDS, SEE

ELECTRICAL

2A

REMOVE EXISTING HANDRAIL, CLEAN PAINT OFF

BRACKETS, AND SALVAGE FOR REUSE. WHERE WALL

PROTECTION IS TO BE INSTALLED, FLOAT TEXTURED WALL

TO SMOOTH SURFACE. REINSTALL HANDRAIL AT SAME

HEIGHT / LOCATION.

REMOVE EXISTING EXTERIOR WINDOW AND WOOD

WINDOW STOOL. REPLACE WITH NEW WINDOW PER

TYPE INDICATED ON PLAN. PATCH AND REPAIR

SURROUNDING GYP. BOARD, RETEXTURE, AND REPAINT

AS REQUIRED.

4A

ADD ALTERNATE NO. 1 & 5: REPLACE EXISTING EXTERIOR

WINDOW AND WOOD WINDOW STOOL. REPLACE WITH

NEW WINDOW PER TYPE INDICATED ON PLAN. PATCH

AND REPAIR SURROUNDING GYP. BOARD, RETEXTURE,

AND REPAINT AS REQUIRED.

REMOVE EXISTING CEILING TILES AND LIGHT FIXTURES,

UNLESS NOTED OTHERWISE. ALL NEW FIXTURES TO BE

MOUNTED IN SAME LOCATION AS EXISTING FIXTURE.

ALL CEILING MOUNTED DEVICES TO REMAIN.

REMOVE SUSPENDED LIGHT FIXTURES. MOUNT NEW

FIXTURES AT SAME MOUNTING LOCATION AS EXISTING

SUSPENDED RODS. REPAINT CEILING AS INDICATED ON

CEILING PLANS.

REMOVE EXISTING CORNER GUARDS AND MILLWORK

BASE. MOUNT NEW CORNER GUARDS ON TOP OF

BASE. ALIGN TOP OF CORNER GUARD WITH TOP OF

NEW WALL PROTECTION.

ADD ALTERNATE NO. 4: REMOVE EXISTING LIGHT POLE

AND BASE. PROVIDE NEW POLE BASE AND LIGHT

FIXTURE HEAD. REUSE EXISTING POLE. SEE ELECTRICAL

FOR FIXTURE TYPE.

1A

8A

ADD ALTERNATE NO. 2: REPLACE FLOORING AND BASE

IN LOBBY 201 TO MATCH EXISTING AT NEW AUTOMATIC

SLIDIGN DOOR. REPAINT ADJACENT WALLS TO NEAREST

INSIDE CORNER.

PROJECT NUMBER

DRAWN BY

DATE

REVISIONS

SHEET TITLE

SHEET NUMBER

Boulder Associates, Inc.

www.boulderassociates.com

Architecture + Interior Design

1426 Pearl Street, Suite 300

Boulder , Colorado 80302

303.499.7795

PROJECT

REV

T T

L B v .2

T H

IS

L

IN

E

I S

I N

C H

L O

N G

W H

E N

P R

IN

T

E D

T O

F U

L L S

C A

L E

ADDRESS

/2

/2

:3

:0

A

M C

R e v it L o c a l F ile s \1

.0

S

V N

H a t R if le

R e m o d e l

A d d it io n

A C e n tr a l_ m b la s e r.

rv t

152732.00

MTB

February 1, 2017

FLOOR 2 -

REFLECTED

CEILING PLAN

A9.2

SVCLC AT RIFLE

RESIDENT

SAFETY &

ACCESSIBILITY

IMPROVEMENTS

851 E. 5th STREET

RIFLE, CO 81650

100%

CONSTRUCTION

DOCUMENTS

3/32" = 1'-0"A3.1 A9.2

1 FLOOR 2 - REFLECTED CEILING PLAN

LIGHT FIXTURE LEGEND

CEILING TYPES

TYPE DESCRIPTION MANUFACTURER MODEL COMMENTS

(E) GYP. (E) GYP. BOARD CEILING SEE MATERIALS LIST ON A2.1 FOR PAINT INFORMATION.

APC-1B 2'x4' ACOUSTIC PANEL CEILING ARMSTRONG DUNE SECOND LOOK II, SCORED TEGULAR, FINE TEXTURE, 24" X 48" X 3/4" ANGLED TEGULAR.

EXISTING GRID TO REMAIN, CLEAN THOROUGHLY BEFORE INSTALLING PANELS

GYP-1 GYP. BOARD CEILING

X2

X2

X1

X1

Y1 Y1

Y2 Y2

W16X36

W

X

W

X

W16X36

W8X21

W8X21

W 8X

W 8X

HSS6X6X3/16 POST

HSS6X6X3/16 POST HSS6X6X3/16 POST

HSS6X6X3/16 POST

GIRDER TRUSSES

BELOW COLUMNS

(8" WIDE)

GIRDER TRUSS (LOW)

GIRDER TRUSS (LOW)

PE LT GAGE STEEL

TRUSSES @ 24", TYP UNO

20GA MIN STEEL UNO

HIP TRUSS HIP

T

RUSS

HIP

T

RUSS HIP TRUSS

HIP

T

RUSS HIP TRUSS

HIP TRUSS HIP

T

RUSS

G

IR

D E

R T

R U

S S

G

IR

D E

R T

R U

S S

30'-0"

'-6

8' -7

/4

8'

-2

/8

8' -7

/4

8'-7 3/4"12'-8 5/8"8'-7 3/4"

'-6

30'-0"

[126'-3"]

[126'-3"]

[1

'-3

[1

'-3

[1

'-5

[1

'-5

[133'-5"]

[133'-5"]

S1.1

TYP

S1.1

TYP

TYPICAL ROOF SHEATHING:

19/32" APA 40/20 RATED SHEATHING FASTENED WITH #10 SDST

SCREWS @ 6" ALONG PANEL EDGES AND @ 12" ALONG

INTERMEDIATE FRAMING MEMBERS. LAY PANELS PERPENDICULAR

TO FRAMING MEMBERS AND STAGGER PANEL JOINTS.

ALL SHEATHING TO BE FIRE TREATED

S1.2

S1.2

S1.2

S1.2

S1.2

S1.2

S1.2

S1.2

4 1/4:12

SLOPE TYP

AT 8" WIDE TRUSSES PROVIDE MIN 16GA

BOTTOM CHORD AND 18 GA TOP CHORD,

PROVIDE 6" OF WELD EA SIDE TO STEEL

BEAM EA END OF TRUSS,TYP

X2

X2

X1

X1

Y1 Y1

Y2 Y2

30'-0"30'-0"

'-6

HSS12X12X1/4 HSS12X12X1/4

HSS12X12X1/4HSS12X12X1/4

TO (E) WALL ~108'-0" VIF

TO (E) WALL ~109'-4" VIF

TO (E) WALL ~108'-6" VIF

TO (E) WALL ~109'-6" VIF

'-8

/2

V

IF

4'-5 3/4" VIF

(110'-2) = TOP OF FOOTING

S1.2

________ 1 S1.2

S1.2

________ 1 S1.2

(110'-2) = TOP OF FOOTING

(110'-8) = TOP OF FOOTING

(110'-8) = TOP OF FOOTING

4'-3" SQ FOOTING,

TYP. SEE DETAIL.

RIGID FRAME BEAM TO HSS COLUMN CONNECTION

COMPLETE

JOINT

PENETRATION

AT TOP AND

BOT FLANGES

3/8

CONTINUITY PLATE TO PASS COMPLETELY

THROUGH COLUMN AT BOTH BEAM

FLANGES (THICKNESS TO MATCH OR

EXCEED ADJACENT BEAM FLANGE

THICKNESS, MINIMUM WIDTH SHALL BE

LARGER OF BEAM FLANGE WIDTH OR

COLUMN WIDTH + 1", MINIMUM LENGTH OF

PL = COLUMN WIDTH/DEPTH + 1")

HSS COLUMN, SEE PLAN

STRUCTURAL GENERAL NOTES

DESIGN LOADS: 2015 International Building Code with City of Rifle amendments to the code &

ASCE 7-10

Risk Category III Substantial Hazard

Roofs:

Roof Dead Load 15 psf Roof Live Load 20 psf, 200 lbs Ground Snow Load Pg 40 psf Flat-roof Snow Load Pf 40 psf Snow Exposure Factor Ce 1.0 Snow Importance Factor I 1.0 Thermal Factor Ct 1.1

Wind:

Ultimate Design Wind Speed, Vult, (3-second gust) 120 mph Nominal Design Wind Speed, Vasd, (3-second gust) 90 mph Internal Pressure Coefficient 0.18 (Enclosed) Wind Exposure C Wind Importance Factor 1.10 Components and Cladding Ultimate Design Wind Pressures Walls:

Within 3 feet of corners +39 psf -49 psf Away from corners +39 psf -42 psf Roofs:

Within 3 feet of corners +23 psf -90 psf Within 3 feet of edges +23 psf -63 psf Away from edges +23 psf -42 psf Overhangs Within 3 feet of corners +23 psf -90 psf Away from corners +23 psf -61 psf Pressures may be reduced for effective wind areas larger than 10 square feet, but not below 16 psf.

Seismic:

Spectral Response Acceleration Parameters Short Period Ss 0.299g SDS 0.311g One Second S1 0.079g SD1 0.126g Soils Site Class D Seismic Importance Factor 1.25 Seismic Design Category B Basic Seismic-Force-Resisting System(s) Steel frames not specifically deisgned for seismic Design Base Shear(s) 3.4 kips Seismic Response Coefficient(s), Cs 0.171 Response Modification Coefficient(s), R 3 Analysis Procedure Equivalent Lateral Force

FOUNDATION DESIGN:

Refer to Soils Report no. 116 250A by HP Geotech dated June 13, 2016, as well as report no.

82-0035 by CN Soils Engineering Service, Inc, dated December 14, 1982, with supplemental letter dated May 17, 1983 for the original design geotechnical information.

Geotechnical Engineer shall verify soil conditions and types during excavation and prior to placement of formwork or concrete.

FOOTINGS:

Design of footings is based on maximum allowable bearing pressure 1500 psf minimum dead load pressure 500 psf.

Bear on the natural undisturbed soil or compacted structural fill. Exterior footings shall bear below frost depth; minimum frost depth shall be 3'-0 below exterior grade.

REINFORCED CONCRETE:

Design is based on ACI 318 "Building Code Requirements for Reinforced Concrete."

Concrete work shall conform to ACI 301 "Standard Specifications for Structural Concrete."

Structural concrete shall have the following properties:

| | Max | | Slump, | Entrained | | | |f'c, psi| W/C | Maximum | inches |Air, percent|Cement|Admixtures,| Intended Use | 28 day | Ratio | Aggregate |(+/- 1")| (+/- 1.5%)| Type | Comments | Footings | 4,000 | 0.52 | 3/4" Stone | 5 | 2 | I/II | |

Detailing, fabrication, and placement of reinforcing steel shall be in accordance with ACI 315 "Details and Detailing of Concrete Reinforcement."

Reinforcing bars shall conform to ASTM A615, Grade 60, except ties or bars shown to be field-bent, which shall be Grade 40.

Unless noted otherwise on the Structural Drawings, lap bars 50 diameters (minimum).

At corners and intersections, make horizontal bars continuous or provide matching corner bars for each layer of reinforcement.

Except as noted on the drawings, concrete protection for reinforcement in cast-in-place concrete shall be as follows:

Cast against and permanently exposed to earth: 3" Exposed to earth or weather:

#6 through #18 bars 2" #5 bar, W31 or D31 wire, and smaller 1-1/2" Not exposed to weather or in contact with ground:

Slabs, walls, joists: #11 bars and smaller 3/4" Beams and columns:

Primary reinforcement 1-1/2" Stirrups, ties, spirals 1-1/2" Anchor bolts and rods for beam and column-bearing plates shall be placed with setting templates.

STRUCTURAL STEEL:

Structural steel shall be detailed, fabricated, and erected in accordance with the "Specification for Structural Steel Buildings" (AISC 360) and the "Code of Standard Practice for Steel Buildings and Bridges" (AISC 303) by the American Institute of Steel Construction (AISC).

Structural steel wide flange beams shall conform to ASTM A992, 50 ksi yield.

Other rolled shapes, including plates, channels, WTs, and angles shall conform to ASTM A36, 36 ksi yield.

Hollow structural section (HSS) rectangular shapes shall conform to ASTM A500, Grade B, 46 ksi yield.

Except as noted, framed beam connections shall be bearing-type with 3/4" diameter, snug tight, ASTM A325 bolts, detailed in conformance with the Structural Drawings and the "Steel Construction Manual" by the AISC, 13th Edition. Install bolts in accordance with AISC's "Specification for Structural Joints Using ASTM A325 or A490 Bolts".

All beams shall have full depth web stiffeners each side of webs above and below columns.

Anchor rods shall conform to ASTM F1554, Grade 55 as noted on the Structural Drawings with weldability supplement S1.

Headed anchor studs (HAS) shall conform to ASTM A108 and shall be connected to structural steel with equipment approved by the stud manufacturer according to the stud manufacturer's recommendations.

Welding shall be done by a certified welder in accordance with the AISC documents listed above, the American Welding Society (AWS) D1.1: Structural Welding Code, and the recommendations for use of weld E70 electrodes. Where not specifically noted, minimum weld shall be 3/16" fillet by length of contact edge.

All post-installed anchors shall have current International Code Council Evaluation Service (ICC-ES) reports and shall be installed in accordance with the manufacturer's requirements.

Expansion anchors shall be approved "wedge" type unless specifically noted to be "sleeve" type as noted on the Structural Drawings.

Grout beneath column base and beam bearing plates shall have a minimum 28-day, compressive strength of 7,500 psi and shall be non-shrink, non-metallic, and tested in accordance with ASTM C1107.

LIGHT GAUGE STRUCTURAL STEEL FRAMING:

Member forming shall conform to AISI North American Specification for the Design of Cold-Formed Steel Structural Members.

All structural framing (studs, joists, track, runners, bracing, and bridging) shall be galvanized G-60 sheet steel conforming to ASTM A1003.

Studs and joists 54 mils (16 gauge) and heavier shall be 50 ksi yield. 43 mils (18 gauge) and lighter shall be 33 ksi yield unless noted.

Subcontractor shall provide bridging and blocking at a maximum of 6 foot spacing or as required for stability and stiffness of the final assembly wherever sheathing does not provide adequate bracing.

Where punchouts are within 8" of member ends, install unpunched stiffeners with 4-#10 screws each edge to the stiffened member.

Parallel members in contact shall have #10 screws @ 16" max along each contact edge in the field of the member.

The SSMA product identification codes are used to label members on the drawings:

[Member Depth in 1/100 inches][Style][Flange Width in 1/100 inches]- [Material Thickness in mils] [Yield Strength ksi]

| Minimum Thickness (mils) | Reference Only Gauge No. | Style | Section | | 33 | 20 - Structural | S | Stud or Joist | | 43 | 18 | T | Track | | 54 | 16 | U | Channel | | 68 | 14 | F | Furring Channel | | 97 | 12 | | |

WOOD SHEATHING:

Plywood and oriented strand board (OSB) floor and roof sheathing shall be APA rated with stamp including APA trademark and panel span rating.

Minimum Roof Sheathing: 19/32" OSB or CDX Plywood, APA 40/20, nailed.

Minimum Wall Sheathing: 7/16" OSB or CDX Plywood, APA 24/16, blocked and nailed.

Nail wall sheathing with minimum 8d common or 10d box at 6" at panel edges, and 12" at intermediate framing except as noted. Block and nail all edges between studs.

Minimum (3) 8d nails per stud. Nail all plates using edge nail spacing indicated.

Sheathe all exterior walls. Sheathe interior walls as designated on the drawings.

Sheathing shall be continuous from bottom plate to top plate. Cut in "L" and "T" shapes around openings. Lap sheathing over single 2x plate member at rim joist. At rim joist provide a minimum of 3" between sheathing edge and top/bottom edge of rim.

Minimum height of sheathing panels shall be 16" to ensure that plates are tied to studs.

All sheathing sheets shall have 1/8" gap at all edges and joints.

Fully nail floor sheathing immediately after gluing (do not spot nail).

Provide (1) panel sheathing clip at all unsupported roof sheathing panel edges. Where spans are greater than 24" provide (2) clips.

LIGHT-GAGE STRUCUTRAL STEEL TRUSSES:

All pre-engineered gable end trusses or trusses with integrated parapets shall be designed for wind forces perpendicular to the truss.

All pre-engineered trusses shall be fabricated such that they incorporate all roof Full height blocking shall be placed between trusses at all supports.

Cross bridging design shall be provided by truss manufacturer as required for lateral effects.

Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written approval of a registered design professional.

Pre-engineered, prefabricated trusses shall be designed by a Professional Engineer registered in the state to carry the loads indicated on the Structural Drawings in which the project is located.

Trusses shall be designed to support the full dead loads and the superimposed design loads noted above or on the drawings.

The fabricator shall determine truss web arrangements and member forces.

Truss to truss connections specified shall be by truss supplier, unless specifically noted on the drawings.

Truss fabricator shall specify all roof truss bracing and bridging.

Calculations and shop drawings, including member sizes, grades, and substantiating data for connector capacities, shall be submitted to the Architect, GC,and Structural Engineer for review prior to fabrication.

Truss design shall include a 250 lbs load per NFPA to support sprinkler loads located anywhere along the bottom chord of the truss.

Deflection limits for trusses shall not exceed the following deflection criteria:

Roof Live Load = L/360 Roof Total Load = L/240 (1" Maximum) Floor live Load = L/480 Floor Total Load = L/240 (1" Maximum)

SHOP DRAWINGS:

The Structural Drawings are copyrighted and shall not be copied for use as erection plans or shop details. Use of JVA's electronic files as the basis for shop drawings requires prior approval by JVA, a signed release of liability by the General Contractor and/or his subcontractors, and deletion of JVA's name and logo from all sheets so used.

The General Contractor shall submit in writing any requests to modify the Structural Drawings or Project Specifications.

All shop and erection drawings shall be checked and stamped (after having been checked) by the General Contractor prior to submission for Structural Engineer's review;

shop drawing submittals not checked by the General Contractor prior to submission to the Structural Engineer will be returned without review.

Furnish two (2) prints of shop and erection drawings to the Structural Engineer for review prior to fabrication for reinforcing steel structural steel concrete mix design pre-engineered light-gage steel trusses Submit in a timely manner to permit 10 working days for review by the Structural Engineer.

Shop drawings submitted for review do not constitute "request for change in writing" unless specific suggested changes are clearly marked. In any event, changes made by means of the shop drawing submittal process become the responsibility of the one initiating the change.

FIELD VERIFICATION OF EXISTING CONDITIONS:

The General Contractor shall thoroughly inspect and survey the existing structure to verify conditions that affect the work shown on the drawings.

The General Contractor shall report any variations or discrepancies to the Architect and Structural Engineer before proceeding.

STRUCTURAL ERECTION AND BRACING REQUIREMENTS:

The Structural Drawings illustrate and describe the completed structure with elements in their final positions, properly supported, connected, and/or braced.

The Structural Drawings illustrate typical and representative details to assist the General Contractor. Details shown apply at all similar conditions unless otherwise indicated. Although due diligence has been applied to make the drawings as complete as possible, not every detail is illustrated and not every exceptional condition is addressed.

All proprietary connections and elements shall be installed in accordance with the manufacturers' recommendations.

All work shall be accomplished in a workmanlike manner and in accordance with the applicable codes and local ordinances.

The General Contractor is responsible for coordination of all work, including layout and dimension verification, materials coordination, shop drawing review, and the work of subcontractors. Any discrepancies or omissions discovered in the course of the work shall be immediately reported to the Architect and Structural Engineer for resolution.

Continuation of work without notification of discrepancies relieves the Architect and Structural Engineer from all consequences.

Unless otherwise specifically indicated, the Structural Drawings do not describe methods of construction.

The General Contractor, in the proper sequence, shall perform or supervise all work necessary to achieve the final completed structure, and to protect the structure, workmen, and others during construction. Such work shall include, but not be limited to temporary bracing, shoring for construction equipment, shoring for excavation, formwork, scaffolding, safety devices and programs of all kinds, support and bracing for cranes and other erection equipment.

Do not backfill against basement or retaining walls until supporting slabs and floor framing are in place and securely anchored, unless adequate temporary bracing is provided.

Temporary bracing shall remain in place until all floors, walls, roofs and any other supporting elements are in place.

The Architect and Structural Engineer bear no responsibility for the above items, and observation visits to the site do not in any way include inspections of these items.

PRECAUTIONARY NOTES ON STRUCTURAL BEHAVIOR:

Interior architectural finish detailing must accommodate the relative differential movements of supporting structural elements.

Where the roof framing element spans are long, applied loading will naturally cause substantial deflection. Interior elements hung from the roof structure will deflect with the roof.

The floor is a floating concrete slab-on-grade and may experience movements independent of the structural foundations. Interior elements supported on the slab-on-grade floor will move with the floor. Interior elements supported on foundations and columns will not experience similar or measurable movements.

Exterior/perimeter wall assemblies hung from the edge of the building structure will be directly affected (to some degree) by changes in external temperature and floor deflection.

Exterior/perimeter and interior architectural finish details should allow for relative movements between elements with different support conditions.

DEFERRED SUBMITTALS:

Portions of the structure have elements of proprietary design and fabrication, which shall be submitted by the supplier for approval after award of contract.

These items shall conform to the load, capacity, size, geometry, connection, and support criteria noted on the Structural Drawings.

Shop drawings and calculations shall be prepared by an engineer registered in the state of Colorado. Final shop drawing submittals shall be stamped and signed.

Furnish deferred submittals for:

supplier engineered steel trusses supplier engineered light-gauge steel framing Submittals will be reviewed by the Structural Engineer of Record for compliance with the specified design requirements, stamped as "Reviewed," and forwarded to the local building authority for review as required.

Final issue of the Building Permit may, at the approval authority's option, be contingent on its approval of the deferred submittal documents.

Deferred submittal items shall not be installed until their design calculations and drawings have been reviewed by the Architect, Structural Engineer, and/or local building authority as required.

LETTERS OF CONSTRUCTION COMPLIANCE:

The General Contractor shall determine from the local building authority, at the time the building permit is obtained, whether any letters of construction compliance will be requested from the Structural Engineer.

The Contractor shall notify the Structural Engineer of all such requirements in writing prior to the start of construction.

Two day advance notice shall be given when requesting site visits necessary as the basis for the compliance letter.

The General Contractor shall provide copies of all third-party testing and inspection reports to the Architect and Structural Engineer a minimum of one week prior to the date that the compliance letter is needed.

SPECIAL INSPECTIONS:

The following Special Inspections and Testing shall be performed by a qualified Special Inspector, retained by the Owner, in accordance with the following sections of IBC Chapter 17:

Section 1705 Special Inspections, Contractor Responsibility, and Structural Observations and the following sub-sections:

1705.2 Steel Construction

1705.3 Concrete Construction

1705.6 Soils

The Special Inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. The approved inspector must be independent from the contractor responsible for the work being inspected.

Duties and responsibilities of the Special Inspector shall be to inspect and/or test the work outlined above and within the Statement of Special Inspections in accordance with Chapter 17 of the IBC for conformance with the approved construction documents.

All discrepancies shall be brought to the immediate attention of the contractor for correction.

Per Section 1704.2.4 the Special Inspector shall furnish regular reports to the building official and the Structural Engineer. Progress reports for continuous inspection shall be furnished weekly. Individual reports of periodic inspections shall be furnished within one week of inspection dates. The reports shall note uncorrected deficiencies, correction of previously reported deficiencies, and changes to the approved construction documents authorized by the Structural Engineer of Record.

The Special Inspector shall submit a final signed report within 10 days of the final special inspection stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved construction documents and the applicable workmanship provisions of the IBC.

Work not in compliance shall be noted in the report.

The Contractor shall submit a written statement of responsibility to the Building Official and the Owner prior to the commencement of work on a main wind- or seismic-force-resisting system per section 1704.4. The statement shall acknowledge the awareness of the special listed requirements of designated seismic system or a wind- or seismic-resisting component in the Statement of Special Inspections per section 1705.

Except as noted, the special inspections outlined above are in addition to, and beyond the scope of, periodic Structural Observations as defined in section 1704.5. Structural Observations are included in the structural engineering design and construction administration services provided by the Structural Engineer.

PROJECT NUMBER

DRAWN BY

DATE

REVISIONS

SHEET TITLE

SHEET NUMBER

Boulder Associates, Inc.

www.boulderassociates.com

Architecture + Interior Design

1426 Pearl Street, Suite 300

Boulder , Colorado 80302

303.499.7795

PROJECT

REV

T T

L B v .2

ADDRESS

/2

/2

:0

:3

A

M C

U s e rs

\e js

\D o c u m e n ts

\1 C

E N

T R

A L R e s c h u lt z jv a jv a .c o m

.r v t

152732.00

BMW

February 1, 2017

PORTE COCHERE -

GN & FRAMING

S1.1

SVCLCAT RIFLE

RESIDENT

SAFETY &

ACCESSIBILITY

IMPROVEMENTS

100%

CONSTRUCTION

DOCUMENTS

1/4" = 1'-0"S1.1

ROOF FRAMING PLAN1

1/4" = 1'-0"S1.1

FOUNDATION PLAN2

3/4" = 1'-0"S1.1

SECTION3

Detail Editing Notes Date 1

GRID

1'-6"

4'-3" SQ x 3'-0" DEEP CONC FOOTING, REINF w/ (12) #5 VERTS (4

PER FACE) & (4) #5 BARS EA WAY

TOP AND BOTTOM. PROVIDE #4

SQUARE TIES @ 3" AT BOLTS THEN

@ 12", TYP

3/4" x 1'-6" SQ BASE PLATE ON 1 1/2"

STEEL SHIM & GROUT. PROVIDE (4)

3/4" DIA (ASTM F1554 GRADE 55) ALL

THREAD A.B.'s x 24" (TOTAL LENGTH) w/ HEAVY HEX NUT TACK WELDED TO

END EMBEDDED IN CONCRETE.

PROVIDE 5" PROJECTION, TYP

STEEL COLUMN,

SEE PLAN

1/4

8" M

A X

0" M

IN

3'

-0

6" 3'-3" 6"

3" C

LR

2" CLR

2'-1 1/2" 2'-1 1/2"

4'-3"

2" C

LR

3625S162-43 STUDS @ 16", PROVIDE

DEEP LEG DEFLECTION TRACK

FASTENED TO FRAMING ABOVE W/

(2) 0.157"Ø x 1 1/4" LONG DRIVE PINS

SPACED @ 16" OR (2) #10 SCREWS

AT LT GAGE

3625S162-43 BLOCKING STUDS TO

EA SIDE OF STEEL COLUMN @ 8'-0"

ATTACH TO STEEL w/ (2) #12 SDST

SCREWS.

TYP VENEER TIES AT BRICK VENEER:

HB D/A 213, 3/16"Ø TWO-PIECE

ADJUSTABLE WIRE TIES (OR

EQUIVALENT) @ 16" x 16", CONNECT TO

STUDS W/ (2) #10 SDST SCREWS

STANDARD LEG STUD TRACK w/

(2) 0.157"Ø x1 1/4" LONG DRIVE PINS

THROUGH BOTTOM TRACK INTO

SUPPORTING CONCRETE, PAIRS @ 16",

TYPICAL; CONNECT STUDS TO EA

FLANGE OF TRACK WITH #10 SDST

SCREWS EA SIDE

STANDARD LEG TRACK,

ATTACH TO EA STUD AND EA

BLOCKING STUD w/ (2) #10

SDST SCREWS.

4 1/4

GRID

FIRE TREATED ROOF

SHEATHING, SEE PLAN

STEEL BEAM,

SEE PLAN

PE LT GAGE STEEL

TRUSSES @ 24" BY

TRUSS MANUF

PE FULL HEIGHT LT

GAGE BLOCKING

BTWN TRUSSES BY

TRUSS MANUF

PANEL EDGE SCREWS

INTO BLOCKING

8" WIDE PE GIRDER

TRUSS BY MANUF

PROVIDE 18GA MIN TOP

CHORD FOR BASE PLATE

ATTACHMENT

PE LT GAGE STEEL

TRUSSES @ 24" BY

TRUSS MANUF

TRUSS TO TRUSS

CONNECTION BY

TRUSS MANUF

SEE SECTION

FOR CONNECTION OF

BEAM TO COLUMN

3/S1.1

3/8"x8" WIDE x

BASE PLATE, EA

CORNER

(2) ROWS OF (4) 1/4" DIA

SDST SCREWS @ 2" EA

SIDE AT CORNER (16)

TOTAL SCREWS

12"

SIMPSON FCB43.5, EA TRUSS,

(2) AT GIRDER TRUSSES.

ATTACH TO STEEL BEAM w/ (2)

#12 SDST SCREWS, ATTACH TO

LIGHT GAGE w/ (4) #12 SCREWS

SIMPSON SFC2.25 @ 48" TO

BLOCKING, ATTACH TO STEEL

BEAM w/ (2) #10 SDST SCREWS, ATTACH TO LIGHT GAGFE w/ (2)

#10 SCREWS

1'-10 1/2"

4 1/4

GRID

FIRE TREATED ROOF

SHEATHING, SEE PLAN

STEEL BEAM,

SEE PLAN

PE LT GAGE STEEL

TRUSSES @ 24" BY

TRUSS MANUF

PE FULL HEIGHT LT

GAGE BLOCKING

BTWN TRUSSES BY

TRUSS MANUF

PANEL EDGE SCREWS

INTO BLOCKING

SIMPSON FCB43.5, EA TRUSS,

(2) AT GIRDER TRUSSES.

ATTACH TO STEEL BEAM w/ (2)

#12 SDST SCREWS, ATTACH TO

LIGHT GAGE w/ (4) #12 SCREWS

SIMPSON SFC2.25 @ 48" TO

BLOCKING, ATTACH TO STEEL

BEAM w/ (2) #10 SDST SCREWS, ATTACH TO LIGHT GAGFE w/ (2)

#10 SCREWS

2'-3"

PROJECT NUMBER

DRAWN BY

DATE

REVISIONS

SHEET TITLE

SHEET NUMBER

Boulder Associates, Inc.

www.boulderassociates.com

Architecture + Interior Design

1426 Pearl Street, Suite 300

Boulder , Colorado 80302

303.499.7795

PROJECT

REV

T T

L B v .2

ADDRESS

/2

/2

:0

:3

A

M C

U s e rs

\e js

\D o c u m e n ts

\1 C

E N

T R

A L R e s c h u lt z jv a jv a .c o m

.r v t

152732.00

Author

February 1, 2017

PORTE COCHERE -

DETAILS

S1.2

SVCLCAT RIFLE

RESIDENT

SAFETY &

ACCESSIBILITY

IMPROVEMENTS

100%

CONSTRUCTION

DOCUMENTS

1 1/2" = 1'-0"S1.2

SECTION1

1 1/2" = 1'-0"S1.2

SECTION2

1 1/2" = 1'-0"S1.2

SECTION3

Detail Editing Notes Date 1