1232 cvr - cmc-wpengine.netdna-ssl.com · 8.metal timber connectors shall be simpson strong-tie or...

(E) W16x26

T.O.S.=111'-9"

T.O.S.=111'-214"+/-

T.O.S.=111'-214"+/-

(E) W12x14

T.O.S.=111'-9"

T.O.

S.=1

11'-2

1 4"

(E) W

18x3

5

T.O.

S.=1

11'-6

1 2"

(E) C8x11.5

T.O.S.=111'-9"

(E) W

16x2

6

T.O.

S.=1

11'-6

1 2"

(E) W

14x2

2

T.O.

S.=1

11'-6

1 2"

1 4"x22

"x2"

(ROL

LED)

(E)W10x15 TO BE REMOVED


W12x16

T.O.S.=111'-8"

W12x16

T.O.S.=111'-8"



W12x16

T.O.S.=111'-8"

W12x16

T.O.S.=111'-8"

(E)W10x15 TOBE REMOVED

W12

x14

T.O.

S.=1

11'-8

"

W12x14

T.O.S.=111'-8"

(E)W14x22 BELOW TO BEREMOVED

HSS

12x3

x1 4"

T.O.

S.=1

11'-8

"

8" CSJ 16 GA JOISTS @ 24" o.c.-TYP

(E) 212" T.S. JOISTS TO REMAIN

T.O.

S.=1

11'-6

1 2"

S0.09

S0.012

S0.010

(E) W

14x2

2 - R

EMOV

ER &

REP

LACE

w/ W

8x28

- AD

D AL

TERN

ATE

#1

S0.02

S0.011

S0.06

S0.05

S0.03

S0.04

S0.07

S0.08

C8x11.5 LEDGER

C8x1

1.5 LE

DGER

ROOF FRAMING NOTES:

1) REFER TO SHEET S0.0 FOR GENERAL NOTES & DETAILS.2) ALL DIMENSIONS SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS & FIELD VERIFIED BY CONTRACTOR.3) LIGHT GAGE JOISTS SSMA STD. DESIGNATION = 800 S 162-54

(E) W

8x24

T.O.

S.=1

11'-2

" (V.

I.F.)

(E) W

8x24

T.O.

S.=1

11'-2

" (V.

I.F.)

(E) W

8x24

T.O.

S.=1

11'-2

" (V.

I.F.)

(E) W

8x24

T.O.

S.=1

11'-2

" (V.

I.F.)

T.O.S.=111'-2"(V.I.F.) T.O.S.=111'-2"(V.I.F.)

(E)W8x24 TO BEREMOVED



CUT (E) W8x24AS REQ'DCUT (E) W8x24

AS REQ'D W12x14

T.O.S.=111'-6"

W12x14

W12x14

T.O.S.=111'-6"

@ 24

" o.c.

(TYP

)

T.O.S.=111'-6"

S0.02

S0.013

S0.012

C8x11.5 LEDGER

8" C

SJ 16

GA

JOIS

TS

ROOF FRAMING NOTES:

1) REFER TO SHEET S0.0 FOR GENERAL NOTES & DETAILS.2) ALL DIMENSIONS SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS & FIELD VERIFIED BY CONTRACTOR.3) LIGHT GAGE JOISTS SSMA STD. DESIGNATION = 800 S 162-54

S1.0

REVISIONS:

DATE: 6/7/13

CM

C SIG

NAG

E

802 G

RAN

D AVE.

GLEN

WO

OD

SPRIN

GS, CO

PROJECT # : 13.012C

DRAWN BY : JH

CHECKED BY : JH/SM

ASCALE: 3 8" = 1'-0"

BSCALE: 3 8" = 1'-0"

1. ROOF SHEATHING SHALL BE AS FOLLOWS: WOOD STRUCTURAL PANELS CERTIFIED BY THE APA FOR USE AS ROOF SHEATHING, LABELED

"EXTERIOR" OR "EXPOSURE 1", RATED SHEATHING, 40/20, 5/8" THICK

2. ROOF SHEATHING LAYOUT:3-SPAN CONTINUOUS - MIN,PERP TO FRAMING MEMBERS FRAMING MEMBERS

4. FASTENERS:

SHEATHINGAPPLICATION FASTENERS

WOOD SHEATHING TO STRUCTURAL STEEL .138"Ø P.A.F. 12"12"

@ INTERMEDSUPPORTS

NAIL SPACINGSHEETEDGES

6"6" WOOD SHEATHING TO LIGHT GAGE STEEL

DESIGN LOADS1. ROOF LOADS

Dead Load ............................. 20 psf

Live Load (Snow) ................... 40 psf *

2. LATERAL LOADS

Seismic Design Category....... C

Wind Speed........................... 90 mph, Exposure B

Importance Factor ................. 1

* No Duration of Load increase was used in design

STRUCTURAL GENERAL NOTES

GENERAL1. All construction shall conform to the 2009 editions of the International Building Code (IBC), and

the Garfield County amendments.

2. Details not specifically shown on these drawings shall be similar to details for like construction as

shown on these drawings.

3. The Contractor shall verify all dimensions and conditions at the job site, and shall report any

discrepancies to the Architect before proceeding with work.

4. Dimensions shown are approximate and are provided as an aid in interpreting the drawings.

They must be verified with the Architectural drawings. In the event of conflict, dimensions shown

on the Architectural drawings shall govern. Scaled dimensions shall not be used.

5. No structural members shall be cut, notched or otherwise penetrated unless specifically approved

by the Architect in advance or as shown on these drawings.

6. Provide openings, curbs, framing and/or supports for items indicated on Architectural,

Mechanical, Electrical or other drawings included in the Construction Documents.

7. Refer to Architectural drawings for dimensions and other information not specifically shown on

Structural Drawings.

8. Where these General Notes and typical details are in conflict with the Specifications, these Notes

and Details shall govern.

STRUCTURAL STEEL1. All detailing, fabrication, and erection of structural and miscellaneous steel shall be in accordance

with the requirements of the American Institute of Steel Construction (AISC) Code of Standard

Practice, latest edition, and the American Welding Society (AWS) Specifications.

2. All structural steel rolled shapes, except angles and plates, shall conform to ASTM A992, 50 ksi.

3. Angles & plates shall conform to ASTM A36, 36 ksi, unless otherwise noted on the Drawings.

4. Pipes shall conform to ASTM A53, Grade B, 35 ksi.

5. Tube shapes (HSS) shall conform to ASTM A500, Grade B, rectangular shapes = 46 ksi & round

shapes = 42 ksi.

6. All connection bolts shall conform to ASTM A325, unless otherwise noted on the Drawings.

7. All anchor bolts shall conform to ASTM F1554, Gr. 36 unless otherwise noted on the Drawings.

8. All welding shall be in accordance with the requirements of the IBC and the Structural Welding

Code, AWS D1, latest edition, by the American Welding Society. Shop welding shall be performed

in shops approved by the Building Official, per IBC Section 1704.2.2. Welding shall be done using

E70XX electrodes, unless noted otherwise on the Drawings.

9. Expansion bolts and epoxy anchors called for on the Drawings shall be Hilti or approved

equivalent, with embedment as shown on the Drawings. Epoxy shall be Hilti HY 150/HIT or

approved equivalent, unless otherwise noted on the Drawings.

10. Steel in contact with earth, or as otherwise noted on the Drawings, shall be galvanized or prime

painted. Do not paint within 3" of field welds until welds are completed.

WOOD AND TIMBER FRAMING1. All wood and heavy timber construction shall conform to the American Institute of Timber

Construction (AITC) and National Design Specification (NDS) Standards, latest edition.

2. Structural framing lumber shall be as noted below, unless noted otherwise, and shall have a

maximum moisture content of 19% at time of delivery.

TYPE SPECIES GRADE

a. 2x Structural Joists/Rafters/Headers Douglas Fir Larch No. 2

b. 2x Studs/Posts/Plates Douglas Fir Larch No. 2

c. Beams and Stringers Douglas Fir-Larch No. 1

d. Posts (4x & greater) Douglas Fir-Larch No. 2

3. Provide solid blocking at supports between joists and rafters. Within floor joist spaces beneath

solid or built-up posts, provide solid blocking with area same as post above.

4. All plywood shown on these drawings shall be minimum C-D grade with exterior glue in

accordance with DOC PS 1, per IRC Section R604.1

5. Sill plates shall be of naturally durable wood, or Zinc Borate treated LSL or Douglas Fir-Larch per

IRC Section R319 with Fc perp = 625 psi, min and shall be protected for dry use.

6. All wood framing shall be preservative pressure treated when in contact with concrete or masonry

foundation or exposed to exterior conditions. All fasteners used to connect pressure-treated wood

shall be HDG galvanized or stainless steel.

7. Except as noted otherwise, provide minimum nailing as specified in IRC Table R602.3(1) or

R602.3(2). Nails exposed to weather shall be galvanized. Nails used to connect preservative

treated wood shall be hot dipped galvanized (HDG) or stainless steel. Structural nailing shall be

with common nails, unless otherwise noted on the Drawings.

8. Metal timber connectors shall be Simpson Strong-Tie or equivalent. Connector conditions not

otherwise noted on the Drawings shall utilize Type U or HU hangers specifically designed for the

member supported. Simpson connectors for preservative treated wood shall be ZMAX or HDG, or

as otherwise recommended by specific connector supplier. Install all connectors in accordance

with manufacturer's instructions for maximum rated loads.

9. Bolts used as timber connectors shall be ASTM A307 unless noted otherwise on the Drawings.

Bolts shall be installed in accordance with the requirements of the latest edition of the National

Design Specification for Wood Construction (NDS) by the National Forest Products Assoc. Bolts

used to connect pressure-treated wood shall be HDG galvanized or stainless steel.

10. Lag screws shall be ASTM A307. Holes for lag screws shall be bored the same depth and

diameter as the bolt shank. The remaining depth of penetration shall be bored per NDS

requirements. Lag screws used to connect pressure-treated wood shall be HDG galvanized or

stainless steel.

11. Provide malleable iron washers or equivalent cut plate washers under all nuts, bolts or lag screw

heads which bear on wood.

12. Wood screws shall be steel, as per the requirements of the NDS. Pre-drill holes to prevent

splitting as recommended in the NDS.

13. Wood members shall be cut or notched only as shown on the Structural Drawings.

14. Provide cross bridging, solid bridging or other lateral support for all framing members in

accordance with the requirements of IRC Section R502.7 or R802.8.

15. Except where more stringent construction is shown on the Drawings, wood construction shall

comply with the requirements of the IRC, latest edition, as a minimum.

STRUCTURAL ERECTION AND BRACING REQUIREMENTS1. The Structural Drawings illustrate the completed structure with all elements in their final positions,

properly supported and braced.

2. The Contractor, in the proper sequence, shall provide shoring and bracing as required during

construction to achieve the final completed structure. Design, sequencing, location, placement,

etc. of bracing and shoring is the responsibility of the Contractor.

3. The Contractor shall be responsible for the safety of the building and workers during construction.

The Contractor shall comply with all applicable safety regulations.

SHOP AND ERECTION DRAWINGS1. The Contractor shall furnish (2) sets of shop and erection drawings for review to the Architect

prior to fabrication for the following items:

a. Wood roof trusses

b. Structural steel

c. Structural Insulated Panels (SIP's)

d. Concrete and masonry reinforcing steel

e. Concrete mix designs

2. The manufacture, fabrication or erection of above noted items prior to written review by the

Architect and/or Engineer of Record is at the sole risk of the Contractor.

ROOF SHEATHINGSCALE: N.T.S.

1S0.0

#8 SELF-DRILLING SCREWS

SCALE: 3 4" = 1'-0"

2S0.0

SECTION

316"

3 SIDESTYP

316"

STEEL BEAM PER PLAN

SIMPSON S/JCT8-14HANGER

BOTTOM OF BEAM BEYOND

8" JOIST PER PLAN

L3x3x38"x1'-6" VERT

14" PLATE FASCIA

BENT/WELDED ANDROLLED PER ARCH

(2) 3 4" THRU BOLTS

C10x15.3 - FIELDCUT TO LENGTH

L2x2x14"xCONT

LEDGER (ROLLED)

ROOF SHEATHING PER 1/S0.0

316" 3"@6"

HSS BEAM PER PLANSTEEL BEAM PER PLAN

LINE OF JOIST BEYOND

PL 3 8"x3"x0'-10"TOP AND BOTTOM

14" ROOF SHEATHING PER 1/S0.0

HSS STEEL BEAM PER PLAN

SIMPSON S/JCT8-14 HANGER

STEEL JOIST EASIDE PER PLAN


(E) STEEL BM PER PLAN -REPLACE PER PLAN FORALTERNATE #1

2x OR LVL OUTER PLY

STEEL JOIST PER PLAN

(E) JOISTS, DECK ANDSLAB TO REMAIN

14 GAx0'-7" CLIP ANGLE

SCALE: 3 4" = 1'-0"

3S0.0

SECTIONSCALE: 3 4" = 1'-0"

4S0.0

SECTION

SCALE: 3 4" = 1'-0"

5S0.0


6S0.0


7S0.0


8S0.0

SECTION

SCALE: 3 4" = 1'-0"

9S0.0


10S0.0


11S0.0


12S0.0

SECTION

SCALE: 3 4" = 1'-0"

13S0.0

SECTION

2x4 BLOCKING BTWN JOISTS


(E) STEEL BM PER PLAN -REPLACE PER PLAN FORALTERNATE #1

(E) JOISTS, DECK ANDSLAB TO REMAIN


NEW STEEL BEAM PER PLAN

(E) STEEL BEAM/BRACEFRAME PER PLAN

(E) MASONRYVENEER TO REMAIN

C8x11.5LEDGERxCONTBOLTED TO CONN PL ASSHOWN


SIMPSON S/JCT8-14 HANGER

ROOF SHEATHINGPER PLAN

PL38"x6"xAS REQ'D

PL 3 8"x3"x0'-8" w/(2) 3 4"ØTHREADED STUDSWELDED TO FACE

14"

(E) 4x6 STEEL COL- VERIFYORIENTATION IN FIELD

STD 5 16" SHEAR TAB w/(3) 3 4"Ø THRU BOLTS

STD 516" SHEAR TAB w/(3) 3 4"Ø THRU BOLTS

STL BMPER PLAN

RE: 2/S0.0

PL 3 8"x6"x0'-8" - COPEAROUND (E) COL TYPTOP AND BOTTOM

14"

14"

PL 3 8"x3"x0'-5" T&B CONNPER 11/S0.0 (SIM)

316"

TYP T&BTYP T&B

L TO END OF BM

(E) BRICK VENEER

(E) MASONRY WALLCONSTRUCTION - V.I.F.

PL 3 8"x6"x2'-0"ROLLED L LEDGERPER 2/S0.0

PL 3 8"x1'-8"xAS REQ'D - FIELDBEND FOR FASCIA CONN

316"

316"

3 SIDES

(2)34"Ø THRU BOLTS

14" ROLLED PL FASCIA

(6) 5 8"Øx4" EMBED INFULLY GROUTED CELLSEXP ANCHORS

(E) STEEL COLUMN - V.I.F.

NEW HSS BEAMPER PLAN

SEAT L2x2x38"x0'-4"

14"

14"

14"

PL38"x4"x0'-4"

NEW STL BM PERPLAN - TYP

ROOF SHTG PER 1/S0.0

NEW STL JOISTSPER PLAN


PL 3 8"x3"x1'-0"TYP T&B

14"

TYP

(E) BRICK VENEER

(E) MASONRY WALLCONSTRUCTION - V.I.F.

C8x11.5xCONTLEDGER

SIMPSON S/JCT8-14HANGER

(2) 3 4"Øx4"EMBED EXPANCHORS IN FULLY GROUTEDCELLS @ 3'-0" o.c. MAX


PL 3 8"x3"x1'-0"TOP ANDBOTTOM

(E) BEAM PER PLAN - V.I.F.

STL JOISTSPER PLAN

HSS4x4x14"x0'-6"

14" 6"

CUT AND REMOVE (E)BM AS REQ'D-TYP

NEW STL BMPER PLAN

14"

TYP


ROOF SHTG PER 1/S0.0

LIGHT GAGE FRAMING1. Light gage metal framing shall be the size and gage shown on the drawings.

2. Framing rolled from steel 18 gage and lighter shall conform to ASTM A570, latest edition, with a

minimum yield stress of 33,000 psi.

3. Framing rolled from steel 16 gage and heavier shall conform to ASTM A570, latest edition, with a

minimum yield stress of 50,000 psi.

4. Alol work shall conform to the recognized standards and codes for light gage metal framing.

(2) ROWS 12"Ø THRU BOLTS @ 48" o.c. - MIN(4) BOLTS PER PACKOUT MEMBER

FILL/PACK OUT SOLIDBEAR ON BTM FLG

3" 312" MIN

PL 3 8"x3"x3" - GROUTBELOW TO BEAR ONVENEER

S0.0

REVISIONS:

DATE: 6/7/13

CM

C SIG

NAG

E

802 G

RAN

D AVE.

GLEN

WO

OD

SPRIN

GS, CO

PROJECT # : 13.012C

DRAWN BY : JH

CHECKED BY : JH/SM