Atch 3_B668 PEMB Drawings Set_DBKO_20181101.pdf

PDF 3 MB Posted Aug 17, 2021

Attached to: 129 RQW - VMF Crane Federal contract opportunity
Solicitation number: W50S8X21Q0015
Issued by: Department of the Army California Army National Guard

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Atch 4_B668 Electrical Equipment Wiring Schedule_MH_20160629.pdf	PDF	Aug 17, 2021
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DESIGN CRITERIA

CODE: 2012 INTERNATIONAL BUILDING CODE (IBC) AS MODIFIED BY UFC 3-301-01

AISC 360-10, DESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

AISC 341-10, SEISMIC PROVISIONS FOR STEEL BUILDINGS

MBMA DESIGN MANUALS (LATEST EDITIONS)

GRAVITY LOADS

COLLATERAL DEAD LOAD ON ROOF.............................. 5 PSF

ROOF LIVE LOAD................................................................ 20 PSF (REDUCIBLE) FLOOR LIVE LOAD.............................................................. 125 PSF - LIGHT STORAGE (MEZZANINE)

WIND LOADS

BUILDING CLASSIFICATION.............................................. II

BASIC WIND SPEED, V3S.................................................. 110 MPH

WIND EXPOSURE.............................................................. D

TOPOGRAPHIC FACTOR, Kzt........................................... 1.0 WIND ENCLOSURE............................................................ PARTIALLY ENCLOSED

SEISMIC LOADS

SEISMIC IMPORTANCE FACTOR, IE................................. 1.0

OCCUPANCY CATEGORY................................................. II

SOIL SITE CLASS .............................................................. D

SPECTRAL RESPONSE COEFFICIENT, SS ..................... 1.50

SPECTRAL RESPONSE COEFFICIENT, S1 .................. 0.60

SPECTRAL RESPONSE COEFFICIENT, SDS .................... 1.00

SPECTRAL RESPONSE COEFFICIENT, SD1 .................... 0.60

SEISMIC DESIGN CATEGORY........................................... D

STRUCTURAL SYSTEM (PRE-ENGINEERED BLDG. BY OTHERS)

R........................................................................................... 3.5 (OMRF) Ω0......................................................................................... 3.0 Cd......................................................................................... 3.0 ρ........................................................................................... 1.3

GENERAL CONDITIONS

1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY

THE STRUCTURAL ENGINEER IN WRITING OF ANY DISCREPANCIES FOUND BEFORE

PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS,

ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK.

2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING

DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE

STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED.

3. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND

TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER,

THE MORE STRINGENT REQUIREMENT SHALL APPLY.

4. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE

CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK.

5. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR

DETAILS ON THESE DRAWINGS.

6. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE

STRUCTURAL ENGINEER OF ANY CONDITION THAT, IN HIS OPINION, MIGHT

ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE

STRUCTURE.

7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY

RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND

PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL

MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR

TO INSTALLATION.

8. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE

GENERAL NOTES OR THE STRUCTURAL DRAWINGS OR APPROVED BY THE STRUCTURAL

ENGINEER OF RECORD.

9. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP

ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY AND IN

CONFORMANCE WITH THE PROVISIONS OF THE IBC AND STANDARDS REFERENCED

THEREIN.

10. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK-OUTS, ETC., SHALL NOT

BE PLACED IN SLABS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER BE

CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL

DRAWINGS.

11. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER

MAY REQUEST PAYMENT FOR REVIEW.

12. VERIFY ALL DIMENSIONS IN FIELD AND PROVIDE ADEQUATE SHORING AND BRACING OF ALL

STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD

CHANGES PRIOR TO INSTALLATION. DISCREPANCIES FOUND BETWEEN STRUCTURAL

DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING TO THE ENGINEER

PRIOR TO CONSTRUCTION.

GENERAL NOTES:

STRUCTURAL AND MISCELLANEOUS STEEL

FABRICATION AND ERECTION OF STEEL SHALL BE IN ACCORDANCE WITH THE FOLLOWING AMERICAN

INSTITUTE OF STEEL CONSTRUCTION (AISC) STANDARDS AND SPECIFICATIONS:

1. MANUAL OF STEEL CONSTRUCTION, 14TH EDITION

2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, LATEST EDITION.

3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.

STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:

HSS SHAPES - ASTM A500, GRADE B (Fy = 46,000 PSI)

WIDE FLANGE COLUMNS AND BEAMS - ASTM A992 GR50

COLD-FORMED LIGHT GAGE SHAPES - ASTM A653, A1011 (Fy = 60 KSI) ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)

BOLTS - ASTM A325 (STEEL-TO-STEEL CONNECTIONS)

ASTM A307 (LIGHT GAUGE STEEL CONNECTIONS)

PRETENSION ALL A325 BOLTS UNLESS NOTED OTHERWISE

STRUCTURAL STEEL WELDING

1. CONFORM TO THE AWS CODES D1.1 AND D1.3., AND USE ONLY CERTIFIED WELDERS.

2. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM.

3. USE DRY E70 ELECTRODES.

4. ALL FIELD WELDING TO BE DONE BY AWS CERTIFIED WELDERS.

5. ALL WELDS MUST MEET THE REQUIREMENTS OF AISC 341-10 AND AWS D1.8 CLAUSE 6.3 (FILLER METAL

MUST MEET THE TABLE BELOW) FOR ALL SHOP AND FIELD WELDS.

WELDED HEADED/THREADED STUDS

1. WELDED HEADED/THREADED STUDS SHALL BE MADE FROM COLD DRAWN BAR STOCK CONFORMING TO THE REQUIREMENTS OF ASTM A108. MECHANICAL PROPERTIES SHALL BE IN ACCORDANCE WITH

AWS D1.1, SECTION 7.

2. STUDS SHALL BE MANUFACTURED BY NELSON (OR APPROVED EQUAL). EMBEDMENT ANCHORS SHALL

BE NELSON HEADED ANCHORS WITH FLUXED ENDS (OR APPROVED EQUAL).

3. STUDS SHALL BE AUTOMATICALLY END WELDED WITH SUITABLE STUD WELDING EQUIPMENT IN THE SHOP AT SPACINGS INDICATED ON THE DRAWINGS. ALL WELDS SHALL BE MADE IN ACCORDANCE

WITH RECOMMENDATIONS OF THE MANUFACTURER AND AWS D1.1 SECTION 7.

STEEL DECK AND CONNECTIONS

DECK SHALL APPLY TO THE FOLLOWING CODES AND STANDARDS:

1. AISI "SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS"

2. AWS D1.3-89 "SPECIFICATIONS FOR WELDING SHEET STEEL IN STRUCTURES"

3. ASTM AS DESIGNATED

4. EVALUATION REPORT ER-0217 (IAPMO) OR APPROVED EQUAL.

DECK INSTALLATION:

1. POSITION ON SUPPORTING STEEL FRAMEWORK AND ADJUST TO FINAL POSITION WITH

ENDS BEARING MINIMUM OF 2 INCHES ON SUPPORTING MEMBERS.

2. PLACE UNITS END-TO-END BEFORE PERMANENTLY FASTENING.

3. ALIGN RIBS OVER ENTIRE LENGTH

JOBSITE SAFETY

1. THE ENGINEER (DBKO) HAS NOT BEEN RETAINED OR COMPENSATED

TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE

CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES

OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THEIR WORK. THE UNDERTAKING OF

PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF

ACTUAL CONSTRUCTION NOR MAKE THE ENGINEER RESPONSIBLE FOR PROVIDING A SAFE

PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS,

SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR

OCCUPANCY BY ANY PERSON. THE CONTRACTOR AND/OR HIS REPRESENTATIVES ARE

RESPONSIBLE FOR JOB SITE SAFETY AS WELL AS ACTIVITIES RELATED TO MEANS, METHODS,

TECHNIQUES, SEQUENCES AND PROCEDURES OF CONSTRUCTION.

SPECIAL INSPECTIONS

1. THE SPECIAL INSPECTOR/QC SPECIALIST FOR ALL WORK OUTLINED IN THE INTERNATIONAL BUILDING CODE SECTION 1704 SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE TO THE SATISFACTION OF THE BUILDING OFFICIAL FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION, AND SHALL BE CHARGED WITH THE

DUTIES AND RESPONSIBILITIES AS OUTLINED IN CBC 1704.

2. THE OWNER, CONTRACTOR, SPECIAL INSPECTOR OR INSPECTION AGENCY AND PROJECT ENGINEER AND/OR ARCHITECT SHALL COMPLETE THE SPECIAL INSPECTION AND TESTING AGREEMENT TO THE

SATISFACTION OF THE GOVERNING BUILDING DEPARTMENT.

3. THE SPECIAL INSPECTOR SHALL BE RESPONSIBLE FOR COMPLETING, MAINTAINING AND

RESUBMITTING ALL SPECIAL INSPECTION LOGS AND FORMS AS REQUIRED BY THE BUILDING

DEPARTMENT. ALL LOGS AND REPORTS ARE TO BE COMPLETED WITHIN ONE WEEK OF INSPECTIONS

PERFORMED.

4. CONTRACTOR RESPONSIBILITY: EACH CONTRACTOR OR SUB-CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION ITEMS OF THE WIND AND/OR SEISMIC RESISTING SYSTEM THAT ARE LISTED IN THE TABLE BELOW SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK REQUIRING SPECIAL INSPECTION. THE

CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:

A) ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINNED IN THE

SPECIAL INSPECTIONS TABLE BELOW.

B) ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE

WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL.

C) PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION,

THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS

D) IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL

AND THEIR POSITION(S) IN THE ORGANIZATION.

5. PROVIDE SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1704 AND AISC 360-10/341-10 FOR

THE FOLLOWING:

VERIFICATION AND INSPECTION

FABRICATION AND ERECTION

OF STRUCTURAL STEEL

WELDING OF STRUCTURAL STEEL FOR SINGLE PASS

FILLET WELDS < 5/16", AND FLOOR/ROOF DECK WELDS

HIGH STRENGTH BOLTING (PRETENSIONED)

COLD-FORMED STEEL DECK

POST-INSTALLED ANCHORS

NAILING, BOLTING, ANCHORING AND OTHER FASTENING

COMPONENTS WITHIN FLOOR/ROOF DIAPHRAGMS AND

SHEAR WALLS

TYPE OF CBC REFERENCE

INSPECTION

PERIODIC AISC 360-10,

SECT. N5.7

PERIODIC AISC 360-10, SECT. N5.4

AISC 341-10, SECT. J6

PERIODIC AISC 360-10, SECT. N5.6

RCSC SECTION 9.2

AISC 341-10, SECT. J7

PERIODIC IBC TABLE 1705.2.2

ITEM 1

PERIODIC IBC TABLE 1705.3

ITEM 4

ICC ESR-3187

PERIODIC SECTION 1705.11.2

ABBREVIATIONS

ALT

APPROX.

BTM/BOT

BRG

BTW

B/T

CLR

CMU

COL

CONC

CONN

CONST

CONT

CONTR

CTR

DCJ

DET

DIA

DIAG

DIM

ELEV

EOR

EQUIP

EXIST

EXT

FND

FLFR

FLG

FLR

FTG

GALV

HDG

HOR

HSS

INT

LOC

MAX

MECH

MFR/MNF

MIN

MISC

NTS

OPNG

OSF

PEMB

PSF

PSI

REF

REINF

REQ'D

SCH'D

SEC

SHT

SIM

SPA

SPCS

SPEC

STND

STL

STRUCT

THK

TOC

TOD

TOS

TOW

TYP

UNO

ANCHOR BOLT

ALTERNATE

APPROXIMATE

BOTTOM

BEARING

BETWEEN

CONTROL JOINT

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

CONTRACTOR

CENTER

DOWELED CONTROL JOINT

DETAIL

DIAMETER

DIAGONAL

DIMENSION

DEAD LOAD

EACH

EACH FACE

ELEVATION

ENGINEER OF RECORD

EQUAL

EQUIPMENT

EACH SIDE

EACH WAY

EXISTING

EXTERIOR

FOUNDATION

FINISHED GRADE

FLUSH FRAMED

FLANGE

FLOOR

FULL PENETRATION

FOOT

FOOTING

FAR SIDE

GAUGE

GALVANIZED

GRADE

HOT-DIPPED GALV.

HORIZONTAL

HEIGHT

HOLLOW STRUCT. SECTION

INCH

INTERIOR

JOINT

LIVE LOAD

LOCATION

MAXIMUM

MACHINE BOLT

MECHANICAL

MANUFACTURER

MINIMUM

MISCELLANEOUS

NUMBER

NEAR SIDE

NOT-TO-SCALE

ON-CENTER

OPPOSITE HAND

OPENING

OUTSIDE FACE

PRE-ENGINEERED METAL BLDG.

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

RADIUS

REFERENCE

REINFORCEMENT

REQUIRED

SLOPE

SCHEDULED

SECTION

SQUARE FOOT

SHEET

SIMILAR

SPACE

SPACES

SPECIFICATIONS

STANDARD

STEEL

STRUCTURAL

TOP

THICK

TOP OF CONCRETE

TOP OF DECK

TOP OF STEEL

TOP OF WALL

TUBE STEEL

TYPICAL

UNLESS NOTED OTHERWISE

WITH

WEIGHT

LANOISS

PROFE

AINROFILACFO

ETAT

R CU

ACCIORO

RT A. TAM

S5607

T U R A L

SHEET NUMBER

DATE

DRAWN BY

JOB NUMBER

A N

Y I

N F O

R M

A T

N O

R D

A T A O

N T

D R A W

I S N

O T I

N T E N

D E D

T O

B E S

A B L E F

O R R

E U

S E B

Y A

N Y P

E R

S O

C O

R P O

R A T

O R

A N

Y O

T H

E R S O

N E

X T E N

N S O

F T

P R O

C T O

R F

O R A

N Y U

S E O

N A

N Y O

T H

E R

A N

Y R

E U

S E W

O U

T W

T E N

V E R

A T

N A

N D

A D

A P T A T

N B

Y T

H E E

N G

E E R F

O R T

H E S

P E C

R P O

S E I

N T E N

D E D

L B

E A

T T

H E U

S E R 'S

S O

L E R

K A

N D

H O

U T L

Y O

R L

E G

A L E

X P O

S U

R E T

O T

E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

B K

O S h o p P

E M

F L

-8 \D ra w in g s \1

-M o ff e tt

V M

F -1

-3

.r v t

ST1.0

G E

N E

R A

L N

O T

E S

9/7/2018

18105

11/ 1/20

M O

F F

E T

T F

E D

E R

A L A

L D

H R

E S

C U

E W

M O

U N

T A

C A

A N

P E

M B

D R

A W

C O

X C

O N

S T

R U

C T

PEMB INDEX OF DRAWINGS.

SHEET

NUMBER

SHEET TITLE ISSUE DATE

CURRENT

REVISION

DATE

ST1.0 GENERAL NOTES 9/7/2018

ST2.0 ANCHOR BOLT PLAN 9/7/2018

ST2.1 ANCHOR BOLT DETAILS 9/7/2018

ST2.2.1 DESIGN REACTIONS 9/7/2018

ST2.2.2 DESIGN REACTIONS (CONT.) 9/7/2018

ST3.0 FRAMING PLAN - UPPER ROOF 9/7/2018 2 10/2/2018

ST3.1 FRMG PLAN - LOW ROOF & MEZZ 9/7/2018 2 10/2/2018

ST4.0 FRAMING ELEVATIONS 9/7/2018

ST4.1 FRAMING ELEVATIONS (CONT.) 9/7/2018

ST4.2 FRAMING ELEVATIONS (CONT.) 9/7/2018

ST5.0 SECONDARY ELEVATIONS 9/7/2018 4 11/1/2018

ST5.1 SECONDARY ELEVATIONS (CONT.) 9/7/2018 2 10/2/2018

ST5.2 SECONDARY ELEVATIONS (CONT.) 9/7/2018 4 11/1/2018

ST6.0 STEEL DETAILS 9/7/2018

ST6.1 STEEL DETAILS (CONT.) 9/7/2018

ST6.2 TYP. STEEL DETAILS 9/7/2018 2 10/2/2018

ST6.3 WALL SUB-FRAMING DETAILS 9/7/2018 4 11/1/2018

ST6.4 TYP. SECONDARY DETAILS 9/7/2018

PEMB DRAWINGS

CA ENG

MOFFETT FEDERAL AIRFILED

MOUNTAIN VIEW, CA

9/7/2018

1188005965N Highlight

ANCHOR BOLT PLAN NOTES:

1. FIELD VERIFY ALL DIMENSIONS WITH EXISTING BEFORE STARTING CONSTRUCTION.

2. DO NOT PLACE CONCRETE UNTIL ENGINEER-OF-RECORD (EOR) / FOUNDATION

DESIGNER HAS VERIFIED THAT THEY HAVE REVIEWED THE COLUMN LOAD

REACTIONS PROVIDED WITHIN THIS DRAWINGS SET FOR COMPATIBILITY WITH THEIR

DESIGN. DBKO HAS NOT REVIEWED AND IS NOT RESPONSIBLE FOR THE

FOUNDATION DESIGN OR ITS ADEQUACY FOR THE IMPOSED LOADING OF THE PEMB

STRUCTURE.

3. DX DENOTES ANCHOR BOLT GROUP

AND LAYOUT PER APPLICABLE

DETAILS ON SHEET S2.1

12345678

A A

C C

M M

B L D

G L

139' - 8"

12' - 0" 21' - 0" 22' - 0" 20' - 0" 13' - 10" 30' - 0" 20' - 10" 1' - 0"

B L D

G L

B L D

G L

1' - 0" 1' - 0"

B L D

G L

7.27.5

5' - 8" 4' - 0" 2' - 4"

PARTITION WALL

FACE OF GIRT

1' - 0"

PARTITION WALL

FACE OF GIRT

1' - 0"

D2 D3

D10D10

D10

D11

D3 D2

D2A

D3A

D9 D9 D9

NORTH

CLR.

5 1/2"

X55

X40

X35

X55

W 24X55

W 8X31

W 8X31 W

W 24X68

W 24X55 W

X55

W 24X55

W 18X40

W 18X35

W 8X31

W 8X24

X26

W 8X

W 8X18

W 10X26

X55

TAL

X55

TAL

W 18X55

TAL

W 24X55

TAL

W 24X55

TAL

(TYP

X55 P

O R

ST4.1

ST4.0

ST4.2

ST4.0

ST4.1

ST5.1

ST5.01

ST5.2

ST5.03 ST5.02

ST5.0 7

ST5.1

ST5.2

ST5.2 4

ST5.22

CMU WALLS

BY OTHERS

(TYP.)

CMU WALLS

BY OTHERS

(TYP.)

LANOISS

PROFE

AINROFILACFO

ETAT

R CU

ACCIORO

RT A. TAM

S5607

T U R A L

SHEET NUMBER

DATE

DRAWN BY

JOB NUMBER

A N

Y I

N F O

R M

A T

N O

R D

A T A O

N T

D R A W

I S N

O T I

N T E N

D E D

T O

B E S

A B L E F

O R R

E U

S E B

Y A

N Y P

E R

S O

C O

R P O

R A T

O R

A N

Y O

T H

E R S O

N E

X T E N

N S O

F T

P R O

C T O

R F

O R A

N Y U

S E O

N A

N Y O

T H

A N

Y R

E U

S E W

O U

T W

T E N

V E R

A T

N A

N D

A D

A P T A T

N B

Y T

H E E

N G

E E R F

O R T

H E S

P E C

R P O

S E I

N T E N

D E D

L B

E A

T T

H E U

S E R 'S

S O

L E R

K A

N D

H O

U T L

Y O

R L

E G

A L E

X P O

S U

R E T

O T

E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

B K

O S h o p P

E M

F L

-8 \D ra w in g s \1

-M o ff e tt

V M

F -1

-3

.r v t

ST2.0

A N

C H

O R

B O

L T

P L

A N

9/7/2018

18105

11/ 1/20

M O

F F

E T

T F

E D

E R

A L A

L D

H R

E S

C U

E W

M O

U N

T A

C A

A N

P E

M B

D R

A W

C O

X C

O N

S T

R U

C T

1/8" = 1'-0"ST2.0

1 ANCHOR BOLT PLAN

TOF ELEV.

PER FND

ENGINEER

E M

B E

P E

R F

N D

N G

GRID

FIN. FLR.

ELEV.

COL. PER

DBKO

ANCHOR BOLT

LAYOUT PER

PLAN

P R

O J

F1554 GR. 36 ANCHOR W/ DBL HEAVY HEX

NUTS TIGHTENED AGAINST OVERSIZED

WASHER AS SHOWN (DIA. PER SCHED.)

HAIRPIN AS REQUIRED AND

DEVELOPED TO RESIST

CONCRETE SHEAR BREAK-OUT

AT SLAB EDGES (DESIGNED BY

EOR / FOUNDATION ENGINEER)

CONCRETE

BY OTHERS

ANCHOR BOLT SCHEDULE

MARK

D2 / D2A

D3 / D3A

D10

D11

QUANTITY

& Ø

(4) 3/4"

(6) 3/4" / (8) 3/4"

(8) 3/4"

(6) 3/4"

(4) 3/4"

(2) 3/4"

(4) 5/8"

ANCHOR AND BASEPLATE NOTES:

1. MATERIALS:

ANCHORS: USE F1554, GR. 36 MIN. (MIN)

THREADED RODS W/ HEAVY NUTS

AND WASHERS AS SHOWN IN THE

DETAILS. GRADE 55 W/

SUPPLEMENTARY REQUIREMENT S1

MAY BE USED AT CONTRACTOR'S

OPTION. (DO NOT USE OTHER

GRADES W/O APPROVAL BY DBKO).

BASE PLATES: GRADE 50, A572

HOLES: D1 THRU D9 - 7/8"Ø

D10, D11 - 11/16"Ø

2. NOTE THAT ACTUAL CONFIGURATION MAY

BE OPPOSITE HAND WITH RESPECT

CONFIGURATION SHOWN. ADJUST AS

NOTED.

3. FOUNDATION MUST BE LEVEL, SQUARE AND

SMOOTH. ANCHOR RODS MUST BE ACCURATELY

PLACED AS SHOWN ON THIS DRAWING OR STEEL

WILL NOT FIT. DBKO IS NOT RESPONSIBLE FOR

THE ACCURATE SETTING OF ANCHOR RODS PER

AISC CODE OF STANDARD PRACTICE, SEC. 7.5.

TOLERANCES ARE AS BELOW:

A) CENTERS OF ANY TWO ANCHOR RODS

WITHIN A COLUMN BASE GROUP: ± 1/8"

B) CENTERS OF ADJACENT ANCHOR ROD

GROUPS: ± 1/4"

C) TOPS OF ANCHOR RODS: ± 1/2"

D) ACCUMULATED DIMENSION BETWEEN

CENTERS OF ANCHOR ROD GROUPS ALONG

COLUMN LINE: ± 1/4" PER 100 FT., NOT TO

EXCEED 1" TOTAL.

E) DIMENSION FROM CENTER OF ANY ANCHOR

ROD GROUP FROM COLUMN LINE: ± 1/4"

4. MARK D10, D11 TO BE HILTI KWIK BOLT TZ

INSTALLED PER ICC ESR-1917.

DETAIL

/12 ST2.1

/13 ST2.1

/12 ST2.1

/13 ST2.1

SIM.

TOF ELEV.

PER FND

ENGINEER

FIN. FLR.

ELEV.

COL. PER

DBKO

5/8"Ø HILTI KWIK BOLT TZ

ANCHORS INSTALLED IN

AFTER COL. PLACEMENT

PER ICC ESR-1917

CMU WALL AND

REINF. AT ADMIN.

BLDG. BY OTHERS

5 1/2" CLR.

H O

L E

D E

P T

-3 /4

NOTE - EMBED. REQUIREMENTS THE

SAME AT GRIDS 7.2 AND 7.5 COLS

(TYPE D10 BASEPLATES).

CONCRETE

BY OTHERS

C M

GRID

4" 4"

2 1/2" 2 1/2" 1/2" BASEPL.

1/4

TYP. ALL

BASEPLS.

7/8"Ø HOLES TYP.

AT ALL BASEPLS.

(UNLESS NOTED

OTHERWISE)

C M

GRID

THESE (2) HOLES REQ'D.

AT TYPE 2A ONLY (GRID 4)

2 1/2"

4" 4"

5/8" BASEPL.

NESTED PORTAL

COL. ABOVE

CONN. PL. PER

/1 ST6.1

C M

GRID

THESE (2) HOLES

REQ'D. AT TYPE 3A

ONLY (GRID 4)

2 1/2"

4" 4"

5/8" BASEPL.

NESTED PORTAL

COL. ABOVE

CONN. PL. PER

/1 ST6.1

C M

GRID

5/8" BASEPL.

2 1/2" 2 1/2"

9" 9"

4" 4"

NESTED PORTAL

COL ABOVE (TYP.)

CONN. PL. EA. SIDE OF

COL. WEB PER /1 ST6.1

NESTED PORTAL

COL. ABOVE

2 1/2" 2 1/2"

5" 4" 4"

1/2" BASEPL.

CONN. PL. PER

/1 ST6.1

2 1/2"

5" 4" 4"

1/2" BASEPL.

CONN. PL. PER

NESTED PORTAL

COL. ABOVE

C M

2 1/2" 2 1/2"

4" 4"

1/2" BASEPL.

WEB CONN. PL.

PER

INSTALL ON

RIGHT SIDE OF

WEB AT GRID C

AND LEFT SIDE OF

WEB AT GRID M

SO ACCESSIBLE

(DO NOT WELD

COL. TO BASEPL.)

/2 ST6.0

GRID

" 4

4" 4"

2 1/2" 2 1/2"1/2" BASEPL.

GRID

1/2" BASEPL.

2 1/2" 2 1/2"

4" 4"

CONN. PL. PER

DO NOT WELD COL.

TO BASEPLATE

(GRIDS 4 AND 6

ONLY)

/1 ST6.0

GRID

1/2" BASEPL.4" 4"

2 1/2" 2 1/2"

E Q

GRID

1/2" BASEPL.

2 3/4" 5" 2 3/4"

B L D

G L

5 1/2" 10 1/2"

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A L E

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SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

B K

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A L A

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C A

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M B

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C T

3/4" = 1'-0"ST2.1

12 TYPICAL CAST-IN-PLACE ANCHOR BOLT EMBEDMENT

3/4" = 1'-0"ST2.1

13 TYPICAL POST-INSTALLED ANCHORAGE ALONG GRID 8 (TYPE D11 BASEPLATES)

1/2" = 1'-0"ST2.1

1 BASEPLATE TYPE D1

1/2" = 1'-0"ST2.1

2 BASEPLATE TYPE D2/D2A

1/2" = 1'-0"ST2.1

3 BASEPLATE TYPE D3/D3A

1/2" = 1'-0"ST2.1

4 BASEPLATE TYPE D4

1/2" = 1'-0"ST2.1

5 BASEPLATE TYPE D5

1/2" = 1'-0"ST2.1

6 BASEPLATE TYPE D6

1/2" = 1'-0"ST2.1

7 BASEPLATE TYPE D7

1/2" = 1'-0"ST2.1

8 BASEPLATE TYPE D8

1/2" = 1'-0"ST2.1

9 BASEPLATE TYPE D9

1/2" = 1'-0"ST2.1

10 BASEPLATE TYPE D10

1/2" = 1'-0"ST2.1

11 BASEPLATE TYPE D11

C M

FRAME LINES 4, 5, AND 6

AC M

FRAME LINE 3

KFC M

FRAME LINE 2

KFC M

FRAME LINE 1

8 7

PORTAL FRAMES - GRIDS C AND M

4 3 3 2

RV RV

RH RH

RV RV RV RV RV RV

SEE NOTE 5 THIS SHEET

RZ RZRZ RZRZ

(2) EQP IS FOR SEISMIC LOADS IN THE POSITIVE RZ DIRECTION

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D R A W

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A B L E F

O R R

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S E B

Y A

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E R

S O

C O

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R A T

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A N

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N S O

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O R A

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A N

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T E N

V E R

A T

N A

N D

A D

A P T A T

N B

Y T

H E E

N G

E E R F

O R T

H E S

P E C

R P O

S E I

N T E N

D E D

L B

E A

T T

H E U

S E R 'S

S O

L E R

K A

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H O

U T L

Y O

R L

E G

A L E

X P O

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R E T

O T

E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

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O S h o p P

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D R

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C O

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O N

S T

R U

C T

1. ALL LOAD CASES ARE REPORTED ON THE NEXT SHEET ARE AT THE UNFACTORED

LEVELS. IT IS THE ENGINEER OF RECORDS RESPONSIBILITY TO APPROPRIATELY

FACTOR LOADS FOR FOUNDATION DESIGN. NOTE THE FOLLOWING IN ACCORDANCE WITH

THE APPROPRIATE LOAD COMBINATIONS FOR ASD AND USD LEVELS.

2. RH, RV AND RZ ARE THE HORIZONTAL, VERTICAL AND LATERAL REACTIONS, RESPECTIVELY, AT EACH COLUMN BASE WITH THE POSITIVE CONVENTION AS SHOWN. NOTE THAT

POSITIVE (+) LATERAL REACTION RZ IS "INTO THE PAGE" AND NEGATIVE (-) IS OUT OF THE

PLANE OF THE PAGE.

3. ALL WIND LOADS ARE CALCULATED IN ACCORDANCE WITH ASCE 7-10 AT STRENGTH

LEVEL AND GENERATED USING THE BASIC WIND SPEED PER CHAPTER 26.

4. SEISMIC LOADS, E, ARE PRESENTED AT THE UNFACTORED LEVEL PER ASCE7-10.

ENGINEER OF RECORD IS TO USE THE APPROPRIATE FACTORS FOR ASD OR USD DESIGN

AS WELL AS CONSIDERATION OF THE APPROPRIATE VALUE FOR PHO (ρ) AND

OVERSTRENGTH (Ω0).

5. PORTAL FRAMES ALONG GRIDS C AND M ARE NESTED INTO FRAME COLUMNS AT GRIDS 2,

3, 4, 7 AND 8. ANCHORAGE IS PROVIDED BY THE ANCHOR BOLT GROUPS ASSOCIATED

WITH THE FRAMES ALONG THE NUMERIC GRIDS. COMBINE REACTIONS AS REQUIRED.

REACTION NOTES:

DL = DEAD LOAD

CL = COLLATERAL DEAD LOAD

LLr = ROOF LIVE LOAD

LL = MEZZANINE LIVE LOAD

CLLr = CRANE LIVE LOAD - TO RIGHT CLLl = CRANE LIVE LOAD - TO LEFT WLr1 = WIND LOAD - TO RIGHT (CASE 1) WLr2 = WIND LOAD - TO RIGHT (CASE 2) WLl1 = WIND LOAD - TO LEFT (CASE 1) WLl2 = WIND LOAD - TO LEFT (CASE 2) WLpr1 = WIND LOAD - PARALLEL TO RIDGE (CASE 1) WLpr2 = WIND LOAD - PARALLEL TO RIDGE (CASE 2) WLpi = WIND LOAD - INTERNAL PRESSURE (1) EQr = SEISMIC LOAD - TO RIGHT EQl = SEISMIC LOAD - TO LEFT EQz = SEISMIC LOAD - INTO PAGE (2) EQp = SEISMIC LOAD, PORTAL FRAMES - TO RIGHT (2)

NOTES: (1) THIS CASE IS POSITIVE INTERNAL PRESSURE. REVERSE SIGN FOR

NEGATIVE INTERNAL PRESSURE.

(2) FOR THESE TWO SEISMIC CASES, REVERSE SIGN FOR ALTERNATE LOAD

DIRECTION.

LOAD CASE LEGEND:

1188005965N Rectangle

1188005965N Highlight

C M

FRAME LINE 7

C M

FRAME LINE 8

G J C M

FRAME LINE 7.5 - MEZZ. COLS

G JEC M

FRAME LINE 7.2 - MEZZ. COLS

G JE

RZ RZ

RV RV RV

RH RH RH RH

NOTE - THE BASEPLATES ASSOCIATED WTH THE

REACTIONS SHOWN FOR THE MEZZANINE COLUMNS

ALONG GRIDS 7.2 AND 7.5 WILL BE ANCHORED TO THE

FOUNDATION USING POST-INSTALLED ANCHORS.

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Y A

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A D

A P T A T

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E E R F

O R T

H E S

P E C

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D E D

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H E U

S E R 'S

S O

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K A

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H O

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A L E

X P O

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O T

E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

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\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

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(2) (2)

(2) COLUMNS AT G AND J WILL BE ANCHORED TO THE FOUNDATION

W/ POST-INSTALLED ANCHORS.

SEE PREVIOUS PAGE FOR NOTES AND REACTION LEGEND

1188005965N Highlight

12345678

A A

C C

M M

B L D

G L

139' - 8"

12' - 0" 21' - 0" 22' - 0" 20' - 0" 13' - 10" 30' - 0" 20' - 10" 1' - 0"

B L D

G L

B L D

G L

1' - 0" 1' - 0"

B L D

G L

PARTITION WALL

FACE OF GIRT

BELOW

1' - 0"

PARTITION WALL

FACE OF GIRT

1' - 0"

NORTH

ST4.1

W X

W8X13

W8X13 W8X13

W8X13

W8X13W8X13W8X13

W8X13

W8X13 W8X13W8X13

PERIMETER OF

ROOF DECK

HSS 4x4x3/16"

OUTRIGGER

(TYP.)

HSS4x4x3/16

OUTRIGGER

(TYP.)

3' - 4"3' - 4"

W X

RIDGE

(TYP.)

RAFTER

BRACE PER

TYP.

ST4.0

W24X55

W12x16 HIGH

PORTAL LOW

W24X55

W12x16 HIGH

PORTAL LOWPORTAL LOW

W24X55

W12x16 HIGH

PORTAL LOW

W24X55

W12x16 HIGH

ST4.0

3' - 4"3' - 0"

ST4.2

ST4.0

ST4.1

PORTAL

FRAMES

PORTAL

FRAMES

AT COL.

8" CLR.

10 1/2"

/7 ST6.0

LATERAL

BRACING PER

TYP./10 ST6.0

SEE

NOTE 2

HSS

HSSH

S X

H S

S X

SEE NOTE 5

H S

FRAMING PLAN NOTES

1. FIELD VERIFY ALL DIMENSIONS INCLUDING COORDINATION W/ EXISTING

CONDITIONS AND PROPOSED EQUIPMENT.

2. INDICATES METAL DECK TYPE A PER

SPAN DIRECTION AS SHOWN ON PLAN

3. METAL BUILDING STRUCTURE AND ROOF FRAMING HAS BEEN DESIGNED

FOR A 5 PSF COLLATERAL DEAD LOAD IN ADDITION TO THE POINT LOADS

SHOWN ON THE S-DRAWINGS BY MEAD & HUNT DRAWINGS. CONNECTION

DETAILS FOR COMPONENTS NOT SHOWN ARE BY OTHERS.

4. PROVIDE SHOP PRIMER ON ALL ROOF FRAMING AND COLUMNS UNLESS

NOTED OTHERWISE. THE BEAMS AND INTERIOR COLUMNS AT THE

MEZZANINE AREA ARE TO HAVE HOT-DIPPED GALVANIZED COATING.

5. THE HSS4x2x3/16 AT THE ROOF CORNERS ARE TO BE FULLY WELDED TO EA. HSS OUTRIGGER PER . WELD C4x5.4 EA. END

TO HSS MEMBERS.

6. AT RIDGE, PROVIDE CONT. 20 GA. x 8" RIDGE PLATE (4" EA. LEG) AND

PROVIDE #12 TEK SCREWS AT 12" SPACING EA. LEG TO METAL DECK

ST6.2

/7 ST6.0

DECK

RIDGE PL.

PROV. 1"Ø

HOLE AT

48" O.C.

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R A T

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A N

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O R A

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T H

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A D

A P T A T

N B

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O R T

H E S

P E C

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D E D

L B

E A

T T

H E U

S E R 'S

S O

L E R

K A

N D

H O

U T L

Y O

R L

E G

A L E

X P O

S U

R E T

O T

E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

B K

O S h o p P

E M

F L

-8 \D ra w in g s \1

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D R

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R U

C T

1/8" = 1'-0"ST3.0

1 UPPER ROOF FRAMING PLAN

/2 /2

R E

12345678

A A

C C

M M

7.27.5

ST4.1

PARTITION WALL

FACE OF GIRT

BELOW

W18X55

W12X16

W8X13

W12X16

W X

W10X26

W10X12

W X

W10X26

W X

B L D

G L

B L D

G L

B L D

G L

B L D

G L

139' - 8"

8" 12' - 0" 21' - 0" 22' - 0" 20' - 0" 13' - 10" 30' - 0" 20' - 10" 1' - 0"

PARTITION WALL

FACE OF GIRT

BELOW

3' - 4"

HSS4x4x3/16

OUTRIGGER

(TYP.)

PERIMETER OF

METAL DECK

RIDGE

W X

5' - 8" 4' - 0" 2' - 4"

T.O.S. = 16' - 10-1/2"

ALL MEZZ. BEAMS

THIS AREA

ALL MEZZ.

FRAMING TO BE

HDG (SEE NOTE 4)

C9X13.4 W18X40+

(SEE NOTE X)

C9X13.4 W18X40+

(SEE NOTE X)

EQ EQ EQ

EQ EQ

LATERAL

BRACING PER

TYP.

ST4.0

W24X55

W10x15 HIGH

PORTAL LOW

W24X55

W10x15 HIGH

PORTAL LOW

ST4.2

PORTAL

FRAMES

PORTAL

FRAMES

ST4.0

ST4.1

RAFTER BRACE

PER TYP./7 ST6.0

/10 ST6.0

L-BR

L-

H S

S X

H S

S X

HSS

SEE

NOTE 2

SEE

NOTE 6

NORTH

HSS4x 4x

3/16

TYP.

EA. END TO

BEAM WEB

AT MID-HT.

T Y

A X

SEE

NOTE 6

SEE

NOTE 6

H S

FRAMING PLAN NOTES

1. FIELD VERIFY ALL DIMENSIONS INCLUDING COORDINATION W/ EXISTING

CONDITIONS AND PROPOSED EQUIPMENT.

2. INDICATES METAL DECK TYPE A PER

SPAN DIRECTION AS SHOWN ON PLAN

3. METAL BUILDING STRUCTURE AND ROOF FRAMING HAS BEEN DESIGNED

FOR A 5 PSF COLLATERAL DEAD LOAD IN ADDITION TO THE POINT LOADS

SHOWN ON THE S-DRAWINGS BY MEAD & HUNT DRAWINGS. CONNECTION

DETAILS FOR COMPONENTS NOT SHOWN ARE BY OTHERS.

4. PROVIDE SHOP PRIMER ON ALL ROOF FRAMING AND COLUMNS UNLESS

NOTED OTHERWISE. THE BEAMS AND INTERIOR COLUMNS AT THE

MEZZANINE AREA ARE TO HAVE HOT-DIPPED GALVANIZED COATING.

5. THE HSS4x2x3/16 AT THE ROOF CORNERS ARE TO BE FULLY WELDED TO EA. HSS OUTRIGGER PER . WELD C4x5.4 EA. END

TO HSS MEMBERS.

6. AT RIDGE, PROVIDE CONT. 20 GA. x 8" RIDGE PLATE (4" EA. LEG) AND

PROVIDE #12 TEK SCREWS AT 12" SPACING EA. LEG TO METAL DECK

ST6.2

/7 ST6.0

DECK

6. ADD 4"SQ.x1/4" HORIZONTAL STIFFENER PLATE AT MID-

HT. COL. CONN. PL. AT BEAM CONNECTIONS ADJACENT

TO BOTH ENDS OF THE HSS BRACE. STIFFENER PLATE

LENGTH TO MATCH CONNECTION PLATE WIDTH.

RIDGE PL.

PROV. 1"Ø

HOLE AT

48" O.C.

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JOB NUMBER

A N

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D E D

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A B L E F

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Y A

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C T O

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O R A

N Y U

S E O

N A

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T H

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S E W

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T E N

V E R

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A D

A P T A T

N B

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E E R F

O R T

H E S

P E C

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S E I

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D E D

L B

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H E U

S E R 'S

S O

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K A

N D

H O

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Y O

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A L E

X P O

S U

R E T

O T

E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

B K

O S h o p P

E M

F L

-8 \D ra w in g s \1

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-3

.r v t

ST3.1

F R

M G

P L

A N

O W

R O

O F

E Z

9/7/2018

18105

11/ 1/20

M O

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A L A

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M O

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T A

C A

A N

P E

M B

D R

A W

C O

X C

O N

S T

R U

C T

1/8" = 1'-0"ST3.1

1 LOW ROOF & MEZZANINE FRAMING PLAN

/2 /2

R E

1ST FLR.

A C D L M

H EAVE

26' - 10 1/4"

L EAVE

20' - 4"

28' - 7"

10' - 0" 8' - 5" 32' - 8" 8' - 5"

59' - 6"

W18X35 W18X35

W X

19' - 0"

BOT. OF HSS

TRUSS BY OTHERS

(ARCH. TO VERIFY

ELEVATION)

ST6.0

BASEPL.

/7 ST2.1

BASEPL.

/8 ST2.1

BASEPL.

/8 ST2.1

BASEPL.

/7 ST2.1

INT. COL. CAPS

PER /- ---/6 ST6.0

HSS AND STRINGER

BEYOND PER PLAN

(TYP.)HSS OUTRIGGER

PER PLAN (TYP.)

MATCH W8 STRINGER

SPACING BEYOND

2' - 4"

20' - 4" 20' - 4"

LOW

EAVE

LOW

EAVE

ST6.0

TYP.

ST6.0

TYP.

4" / 12"4" / 1 2"

16' - 4" 16' - 4"

CMU WALL BY

OTHERS (TYP.)

FOR WEB STIFFENERS,

SEE TYP.

(GRID C AND M)

/7 ST6.3

(A L

L C

M U

1ST FLR.

A C F K M

L EAVE

20' - 4"

BOT. OF MONO

25' - 6"

28' - 7"

10' - 0" 49' - 6"

W18X35

W X

BASEPL.

/5 ST2.1

BASEPL.

/8 ST2.1

BASEPL.

/8 ST2.1

BASEPL.

/6 ST2.1

ST6.0

TYP.

2' - 4" 14' - 0" 21' - 6" 14' - 0" 2' - 4"

3" 7' - 9

1/2"

7' - 9 1/2"

1' - 9 " 1' - 9"

7' - 9 1/2"

7' - 9 1/2" 3"

ROOF STRINGERS EA. SIDE

OF WEB AND LATERAL

BRACES NEAR SIDE PER

PLAN PER /7 ST6.0

ST6.0

TYP.

PORTAL FRAME

BEYOND (TYP.)

PORTAL FRAME

BEYOND (TYP.)

STRINGER BRACING

WHERE OCCURS PER PLAN

PER TYP./10 ST6.0

4" / 12"4" / 1 2"

CMU WALL

BY OTHERS

(TYP.)

FOR WEB STIFFENERS,

SEE TYP.

(ALL COLS THIS FRAME)

/7 ST6.3

1ST FLR.

A C F K M

H EAVE

26' - 10 1/4"

T.O. RUNWAY

19' - 6"

BOT. OF MONO

25' - 6"

26' - 10 1/4"

3' - 8"

35' - 1 1/4"

26' - 10 1/4"

BASEPL.

/4 ST2.1

BASEPL.

/8 ST2.1

BASEPL.

/8 ST2.1

BASEPL.

/4 ST2.1

W18X35

W X

ST6.0

SIM.

ST6.0

TYP.

10' - 0" 49' - 6"

2' - 4" 14' - 0" 21' - 6" 14' - 0" 2' - 4"

PORTAL COL.

CONN. PER

TYP./1 ST6.1

7' - 9 1/2"

1' - 9 " 1' - 9"

7' - 9 1/2"

28' - 7" W24X55 W24X55

STRINGER BRACING

WHERE OCCURS PER PLAN

PER TYP./10 ST6.0

W18 RUNWAY

BEAM PER PLAN

ST6.1

PORTAL

FRAME

BEYOND

(TYP.)

TYP.

ROOF STRINGERS

NEAR SIDE OF WEB

AND LATERAL

BRACE PER PLAN

PER TYP.

STRINGER AND

BRACING FAR SIDE

AT UPPER RAFTER

/7 ST6.0

HSS OUTRIGGERS

NEAR SIDE (TYP.)

ST6.0

20' - 4" 20' - 4"

ST6.1

TYP.

4" / 12"4" / 1 2"

STIFFENER

EA. SIDE

OF WEB PER

/5 ST6.1

1ST FLR.

A C M

H EAVE

26' - 10 1/4"

T.O. RUNWAY

19' - 6"

7' - 9 1/2"

26' - 10 1/4"

7' - 9 1/2"

3' - 8" 3' - 8"

5' - 3 1/4"

35' - 1 1/4"

23' - 6 1/4"

2' - 4" 10' - 0" 49' - 6" 2' - 4"

BASEPL. 2A

/2 ST2.1

BASEPL.

/9 ST2.1

BASEPL. 3A

/3 ST2.1

ST6.1

TYP.

W X

ST6.1

8 ROOF STRINGERS

NEAR AND FAR SIDE

OF WEB AND

LATERAL BRACES

FAR SIDE PER PLAN

PER TYP./7 ST6.0

HSS

OUTRIGGERS

PER PLAN

ST6.1

24' - 9" 24' - 9"

ST6.1

PORTAL COL.

CONN. PER

TYP./1 ST6.1

4" / 12"4" / 1 2"

W24X55

W14X22

W24X55

LATERAL BRACE TO

WALL GIRT BEYOND AT

GRIDS C AND M

PER DETAIL /11 ST6.4

FOR WEB STIFFENERS,

SEE TYP.

(GRID C AND M)

/7 ST6.3

LANOISS

PROFE

AINROFILACFO

ETAT

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RT A. TAM

S5607

T U R A L

SHEET NUMBER

DATE

DRAWN BY

JOB NUMBER

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O R T

H E S

P E C

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S E I

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D E D

L B

E A

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H E U

S E R 'S

S O

L E R

K A

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H O

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Y O

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A L E

X P O

S U

R E T

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E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

B K

O S h o p P

E M

F L

-8 \D ra w in g s \1

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.r v t

ST4.0

F R

A M

E L

E V

A T

9/7/2018

18105

11/ 1/20

M O

F F

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T F

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A L A

L D

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C U

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M O

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T A

C A

A N

P E

M B

D R

A W

C O

X C

O N

S T

R U

C T

3/16" = 1'-0"ST4.0

1 FRAME - GRID 1

3/16" = 1'-0"ST4.0

2 FRAME - GRID 2

3/16" = 1'-0"ST4.0

3 FRAME - GRID 3

3/16" = 1'-0"ST4.0

4 FRAME - GRID 4

NOTE - ALL FRAMING

CONNECTIONS ARE NOT SHOWN

ON FRAMING ELEVATIONS

SEE APPLICABLE DETAILS

1188005965N Rectangle

Rectangle

A C M

H EAVE

26' - 10 1/4"

T.O. RUNWAY

19' - 6"

7' - 9 1/2"

26' - 10 1/4"

1' - 9

7' - 9 1/2"

7' - 9 1/2" 3" 3' - 2"

1' - 9"

3' - 8" 3' - 8"

5' - 3 1/4"

35' - 1 1/4"

26' - 10 1/4"

23' - 6 1/4"

W X

W24X55 W24X55

W X

W14X22

2' - 4" 10' - 0" 49' - 6" 2' - 4"

BASEPL.

/1 ST2.1

BASEPL.

/9 ST2.1

BASEPL.

/1 ST2.1

ROOF STRINGERS

NEAR AND FAR SIDE

OF WEB AND

LATERAL BRACES

FAR SIDE PER PLAN

PER TYP./7 ST6.0

ST6.1

TYP.

ST6.1

4 OPP.

HAND

ST6.1

24' - 9" 24' - 9"

4" / 12"4" / 1 2"

STIFFENER

EA. SIDE

OF WEB PER

(PROV. AT

GRID C AS

WELL)

/5 ST6.1

LATERAL BRACE TO

WALL GIRTS AT GRID M

AT 16' AND 21' ABV. FIN.

FLR. PER DETAIL

/11 ST6.4

FOR WEB STIFFENERS,

SEE TYP.

(GRID A AND M)

/7 ST6.3

1ST FLR.

A C M

H EAVE

26' - 10 1/4"

T.O. RUNWAY

19' - 6"

3' - 8" 3' - 8"

35' - 1 1/4"

26' - 10 1/4"

23' - 6 1/4"

2' - 4" 10' - 0" 49' - 6" 2' - 4"

BASEPL.

/1 ST2.1

BASEPL.

/9 ST2.1

BASEPL.

/1 ST2.1

ROOF STRINGERS

NEAR AND FAR SIDE

OF WEB AND

LATERAL BRACES

FAR SIDE PER PLAN

PER TYP./7 ST6.0

ST6.1

TYP.

ST6.1

4 OPP.

HAND

ST6.1

W24X55 W24X55

W X

4" / 12"

24' - 9" 24' - 9"

4" / 1 2"

W14X22

STIFFENER

EA. SIDE

OF WEB PER

/5 ST6.1LATERAL BRACE TO

WALL GIRTS AT GRIDS

C AND M PER DETAIL

/11 ST6.4

FOR WEB STIFFENERS,

SEE TYP.

(GRID A AND M)

/7 ST6.3

1ST FLR.

A C ME G J

H EAVE

26' - 10 1/4"

T.O. RUNWAY

19' - 6"

MEZZANINE

16' - 10 1/2"

26' - 10 1/4"

3' - 8" 3' - 8"

35' - 1 1/4"

26' - 10 1/4"

2' - 4" 10' - 0" 49' - 6" 2' - 4"

BASEPL. D3

/3 ST2.1

GRID 7.2

AND 7.5

BASEPL.

/10 ST2.1

BASEPL. D2

/2 ST2.1

GRID 7.2

BASEPL.

/10 ST2.1 /10 ST2.1

GRID 7.2

BASEPL.

ROOF STRINGERS

NEAR AND FAR SIDE

OF WEB AND

LATERAL BRACES

NEAR SIDE PER PLAN

PER TYP./7 ST6.0

PORTAL COL.

CONN. PER

TYP./1 ST6.1

11' - 6" 7' - 6" 10' - 6" 20' - 0"

W24X55 W24X55

W X

W10X12 W10X26

4" / 12"4" / 1 2"

ST6.1

PORTAL FRAME

BEYOND (TYP.)

ST6.1

TYP.

MEZZ. BEAM

BEYOND (TYP.)

MEZZ BEAM/COL

CONN. PER

SHEET ST6.2

(TYP.)

LATERAL BRACE TO

WALL GIRTS AT GRIDS

C AND M PER DETAIL

/11 ST6.4

FOR WEB STIFFENERS,

SEE TYP.

(GRID C AND M)

OMIT SIDE WHERE

PORTAL FRAME

OCCURS

/7 ST6.3

1ST FLR.

A C ME G J

H EAVE

26' - 10 1/4"

MEZZANINE

16' - 10 1/2"

26' - 10 1/4"

3' - 8" 3' - 8"

35' - 1 1/4"

26' - 10 1/4"

2' - 4" 10' - 0" 49' - 6"

BASEPL. D2

/2 ST2.1

BASEPL.

/11 ST2.1

BASEPL. D3

/3 ST2.1

BASEPL.

/11 ST2.1

ROOF STRINGERS

NEAR AND FAR SIDE

OF WEB AND

LATERAL BRACES

NEAR SIDE PER PLAN

PER TYP./7 ST6.0

PORTAL COL.

CONN. PER

TYP./1 ST6.1

2' - 4" 11' - 6" 7' - 6" 10' - 6" 20' - 0" 2' - 4"

W24X55 W24X55

W X

W10X12 W10X26W10X26

4" / 12"

4" / 1 2"

ST6.1

ST6.0

ST6.1

MEZZ BEAM/COL

CONN. PER

SHEET ST6.2

(TYP.)

1/4"x10"x3" STIFF.

EA. SIDE OF

COL. WEB (TYP.)

TYP. MEZZ. BEAM/COL

CONN. PER SHEET ST6.2

(TYP.)

ST6.1

31' - 1 3/8"

31' - 5 3/8"

TYP.

FOR WEB STIFFENERS,

SEE TYP.

(GRID C AND M)

OMIT SIDE WHERE

PORTAL FRAME

OCCURS

/7 ST6.3

LANOISS

PROFE

AINROFILACFO

ETAT

R CU

ACCIORO

RT A. TAM

S5607

T U R A L

SHEET NUMBER

DATE

DRAWN BY

JOB NUMBER

A N

Y I

N F O

R M

A T

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A T A O

N T

D R A W

I S N

O T I

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D E D

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A B L E F

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Y A

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S O

C O

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R A T

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C T O

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O R A

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S E O

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T H

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S E W

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A P T A T

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O R T

H E S

P E C

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S E I

N T E N

D E D

L B

E A

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H E U

S E R 'S

S O

L E R

K A

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H O

U T L

Y O

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A L E

X P O

S U

R E T

O T

E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

B K

O S h o p P

E M

F L

-8 \D ra w in g s \1

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ST4.1

F R

A M

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C O

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9/7/2018

18105

11/ 1/20

M O

F F

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T F

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A L A

L D

H R

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C U

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M O

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T A

C A

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D R

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C O

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3/16" = 1'-0"ST4.1

5 FRAME - GRID 5

3/16" = 1'-0"ST4.1

6 FRAME - GRID 6

3/16" = 1'-0"ST4.1

7 FRAME - GRID 7

3/16" = 1'-0"ST4.1

8 FRAME - GRID 8

NOTE - ALL FRAMING

CONNECTIONS ARE NOT SHOWN

ON FRAMING ELEVATIONS

SEE APPLICABLE DETAILS

1188005965N Rectangle

2 3 4 7 87.5

H EAVE

26' - 10 1/4"

L EAVE

20' - 4"

MEZZANINE

16' - 10 1/2"

ST4.0

ST4.1

W X

W24X55

W X

W24X55 W24X55

W10X26

W10X15

W12X16 W12X16

W X

NOTES:

1. NOT ALL FRAMING MEMBERS / CONNECTIONS

SHOWN. SEE APPLICABLE DETAILS AND FRAMING

PLANS.

2. MOMENT FRAME ELEVATION ALONG GRID M IS

OPPOSITE HAND.

ST6.1

TYP.

13' - 10"30' - 0" 8"5' - 8"6' - 4"

B L D

G L

CLR.

3/4"

29' - 10 1/2"

CLR.

3/4"

CLR.

3/4"

13' - 8 1/2"CLR.

3/4"

CLR.

3/4"

11' - 10 1/2"

CLR.

3/4"

5' - 0"3' - 6" 3' - 6"

3' - 6"6' - 10"3' - 6"

3' - 6" 3' - 6"11' - 6"11' - 6"

ST6.1

TYP.

ST6.1

TYP.

SHEAR PL.

(TYP.)

SHEAR PL.

(TYP.)

ROOF STRINGER CONN.

EA. END TO FRAME COL.

PER TYP.

(NOT SHOWN)

/7 ST6.0

HSS 4x4x1/4

OUTRIGGER PER

PLAN (TYP.)

ST6.1

TYP.

MEZZ

BEAM/COL.

CONN. PER

SHEET ST6.2

LANOISS

PROFE

AINROFILACFO

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T U R A L

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D R A W

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X T E N

N S O

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P R O

C T O

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O R A

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S E O

N A

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T H

A N

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S E W

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A T

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A D

A P T A T

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O R T

H E S

P E C

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D E D

L B

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S E R 'S

S O

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A L E

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R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

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\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

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O S h o p P

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ST4.2

F R

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9/7/2018

18105

11/ 1/20

M O

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C U

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M O

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T A

C A

A N

P E

M B

D R

A W

C O

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O N

S T

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C T

3/16" = 1'-0"ST4.2

1 PORTAL FRAME ELEVATION

C D L M

L EAVE

20' - 4"

9' - 4" 9' - 4"

C8x11.5 C8x11.5

ST6.3

TYP.

PROVIDE RETURN

ON C8 AT GRID C

AND M AND WELD

TO BACK OF

FRAME COL. PER

/7 ST6.3

1ST FLR.

C F K M

L EAVE

20' - 4"

49' - 6"

14' - 0" 21' - 6" 14' - 0"

Z1-2-4Z1-2-2 Z1-2-6

Z1-2-4Z1-2-1

Z1-2-3

Z1-2-5

C8x18.7C8x11.5 C8x11.5

ST6.3

TYP.

ST6.3

TYP.

ROOF STRINGERS

BEYOND (TYP.)

IMP PANELS TO BE

FLASHED AROUND

BEAMS AND BEAM

WEB CLOSURES PER

FABRICATOR

2 1/2"

GC2 GC2

GC3 GC3

GC2 GC2

GC1

#12 HWH TEK

SCREWS TYP.

SUB-FRAMING

TO GIRTS PER

/5 ST6.3

ST6.3

TYP.

1ST FLR.

C F K M

H EAVE

26' - 10 1/4"

L EAVE

20' - 4"

Z2-3-2 Z2-3-4Z2-3-3

BASE ANGLE

BASE

ANGLE

14' - 0" 21' - 6" 14' - 0"

49' - 6"

ST6.4

BASE

ANGLE

Z2-3-2 Z2-3-4Z2-3-3

Z2-3-1

2 1/2" 2 1/2"

WALL TO ROOF

FLASHING BY

MBCI

GC1

GC2

SIMPSON L30

FROM VERT.

SUBFRAMING TO

TOP TRACK (TYP.)

4" TOP

TRACK

(TYP.)

ANGLE

FASTENED TO

DECK (TYP.)TRACK INFILL

(TYP.)

ST6.3

1ST FLR.

CM GJ

H EAVE

26' - 10 1/4"

Z1-8-4

Z1-8-7

Z1-8-8

Z1-8-2

49' - 6"

20' - 0" 10' - 6" 19' - 0"

C1-8-5 TOP AND

BOT. OF OPNG.

(TYP.)

NOTE - GIRTS

CONNECT AT

CORNER PER

TYP./10 ST6.4

SEISMICALLY ISOLATED

CMU WALL AT ADMIN

BLDG. BY OTHERS

Z1-8-3

Z1-8-1

Z1-8-6

Z1-8-5

8' - 0 3/4" 4' - 0" 7' - 11 1/4"

C -8

-2

C -8

-1

21' - 8 1/8"

13' - 5 1/8"

Z1-8-4 C -8

-4

C -8

-3

6' - 11 1/4" 4' - 0" 8' - 0 3/4"

GC2 AT BEAM

MID-DEPTH

FOR CEE

CONN.

GC3 GC1 GC1

GC1 GC1

GC2GC2

GC3

GC4GC4

GC1 CLIPS FROM CEES

TO CEE'S/ZEE'S (TYP.)

" GC2

ROTATED

GC2

ROTATED

GC1

ROTATED

#12 HWH TEK

SCREWS TYP.

SUB-FRAMING

TO GIRTS PER

/5 ST6.3

SIMPSON L30

FROM VERT.

SUBFRAMING TO

TOP TRACK (TYP.)

4" TOP

TRACK

(TYP.)

ST6.3

TYP.

LANOISS

PROFE

AINROFILACFO

ETAT

R CU

ACCIORO

RT A. TAM

S5607

T U R A L

SHEET NUMBER

DATE

DRAWN BY

JOB NUMBER

A N

Y I

N F O

R M

A T

N O

R D

A T A O

N T

D R A W

I S N

O T I

N T E N

D E D

T O

B E S

A B L E F

O R R

E U

S E B

Y A

N Y P

E R

S O

C O

R P O

R A T

O R

A N

Y O

T H

E R S O

N E

X T E N

N S O

F T

P R O

C T O

R F

O R A

N Y U

S E O

N A

N Y O

T H

A N

Y R

E U

S E W

O U

T W

T E N

V E R

A T

N A

N D

A D

A P T A T

N B

Y T

H E E

N G

E E R F

O R T

H E S

P E C

R P O

S E I

N T E N

D E D

L B

E A

T T

H E U

S E R 'S

S O

L E R

K A

N D

H O

U T L

Y O

R L

E G

A L E

X P O

S U

R E T

O T

E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

B K

O S h o p P

E M

F L

-8 \D ra w in g s \1

-M o ff e tt

V M

F -1

-3

.r v t

ST5.0

S E

C O

N D

A R

Y E

L E

V A

N S

9/7/2018

18105

11/ 1/20

M O

F F

E T

T F

E D

E R

A L A

L D

H R

E S

C U

E W

M O

U N

T A

C A

A N

P E

M B

D R

A W

C O

X C

O N

S T

R U

C T

1/8" = 1'-0"ST5.0

1 SUB-FRAMING AT CMU - GRID 1

1/8" = 1'-0"ST5.0

2 SECONDARY FRAMING - GRID 2

1/8" = 1'-0"ST5.0

3 SECONDARY FRAMING - GRID 3

1/8" = 1'-0"ST5.0

7 SECONDARY FRAMING - GRID 8

/2 /2

R E

/1 /2

R E

LEGEND:

Z1 = 8"x2-1/8"x2-3/8" - 14 GAUGE (AISI ZEE)

Z2 = 8"x2-1/8"x2-3/8" - 16 GAUGE (AISI ZEE)

C1 = 8"x2-1/2" - 16 GAUGE (AISI CEE)

C2 = 8"x2-1/2" - 14 GAUGE (AISI CEE)

(ALL ZEE/CEE SECTIONS BASED ON MIN.

A653/A1011 GRADE 55 KSI)

RED LINES = 2-1/2" IMP PANEL EDGES (BACK FACE)

BLUE LINES = 250S125-68 GR. 50 SUBFRAMING

12345678

H EAVE

26' - 10 1/4"

L EAVE

20' - 4"

7 5/8" 17' - 4" 3' - 4" 4' - 0" 16' - 0" 3' - 4" 18' - 8" 2' - 0"

2' - 0"

3' - 4" 9' - 0" 14' - 0" 4' - 0" 7 5/8"

139' - 8"

8" 12' - 0" 21' - 0" 22' - 0" 20' - 0" 13' - 10" 30' - 0" 20' - 10" 1' - 0"

ARCH. CAN WE MOVE

THIS DOOR 8" TO CLEAR

PORTAL FRAME?

C12x25

C x .7

C10x15.3

C x .3

C8x11.5C8x11.5C8x11.5

ST6.3

TYP.

ST6.3 TYP.

TYP.

ST6.3

TYP.

ST6.3

TYP.

DETAIL AT

CHANNEL

BASES PER

TYP./2 ST6.3

ST6.3

TYP.

C-HDR TO FRAME

COL. PER

TYP.

/3 ST6.3

SEE SHEET ST6.3

FOR TYP. SUB-

FRAMING DETAILS

1ST FLR.

12345678

H EAVE

26' - 10 1/4"

L EAVE

20' - 4"

7 5/8" 17' - 4" 3' - 4" 4' - 0" 16' - 0" 3' - 4" 18' - 8" 2' - 0"

4' - 0" 3' - 8"

2' - 0"

3' - 4" 9' - 0" 14' - 0" 4' - 0" 7 5/8"

139' - 8"

12' - 0" 21' - 0" 22' - 0" 20' - 0" 13' - 10" 30' - 0" 20' - 10" 1' - 0"

ARCH. CAN WE MOVE

THIS DOOR 8" TO CLEAR

PORTAL FRAME?

C1-C-3

C -C

-2

C -C

-2

C -C

-4

C -C

-4

C -C

-2

C -C

-2

Z1-C-6

Z1-C-5Z1-C-3Z1-C-1

Z1-C-1

Z1-C-2 C1-C-1

LAP (TYP.)

2' - 0"

LAP (TYP.)

2' - 0"

1' - 0"

ST6.3

SEE SHEET ST6.4

FOR TYP. LIGHT

GAGE ZEE/CEE

FRAMING DETAILS

Z1-C-3

C1-C-5

Z1-C-7

GIRTS BEYOND)

2 1/2" (FACES OF

1' - 2 1/2"

Z1-C-8

1' - 2 1/2"

GC3

GC3GC3

GC3

Z1-C-4

GC1

(TYP.)

GC1

GC1 GC1

GC1

+GC3

GC1

+GC3

GC1

#12 HWH TEK

SCREWS TYP.

SUB-FRAMING

TO GIRTS PER

/5 ST6.3

1ST FLR.

H EAVE

26' - 10 1/4"

2' - 0"16' - 0"6' - 0"18' - 0"2' - 0"

42' - 0"

1' - 0"20' - 0"22' - 0"1' - 0"

GRID A

EAVE HT.

C -A

-2

C1-A-1

Z1-A-1

C1-A-3

ST6.3

SIM. SEE SHEET ST6.4

FOR TYP. LIGHT

GAGE ZEE/CEE

FRAMING DETAILS

Z1-A-2

LAP

2' - 0"

LAP

2' - 0"

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

GC3

GC3GC1

GC1

Z1-A-1 Z1-A-2

GC3GC1

GC1

GC3

GC1

GC3

GC1

C -A

-2

C -A

-2

C -A

-2Z1-A-3 Z1-A-4

1ST FLR.

H EAVE

26' - 10 1/4"

2' - 0"16' - 0"6' - 0"18' - 0"2' - 0"

42' - 0"

1' - 0"20' - 0"22' - 0"1' - 0"

" 2

GRID A

EAVE HT.

C x .5

C8x11.5C8x11.5

C8x11.5

ST6.3

TYP.

DETAIL AT

CHANNEL

BASES PER

TYP./2 ST6.3

SEE SHEET ST6.3

FOR TYP. SUB-

FRAMING DETAILS

LANOISS

PROFE

AINROFILACFO

ETAT

R CU

ACCIORO

RT A. TAM

S5607

T U R A L

SHEET NUMBER

DATE

DRAWN BY

JOB NUMBER

A N

Y I

N F O

R M

A T

N O

R D

A T A O

N T

D R A W

I S N

O T I

N T E N

D E D

T O

B E S

A B L E F

O R R

E U

S E B

Y A

N Y P

E R

S O

C O

R P O

R A T

O R

A N

Y O

T H

E R S O

N E

X T E N

N S O

F T

P R O

C T O

R F

O R A

N Y U

S E O

N A

N Y O

T H

A N

Y R

E U

S E W

O U

T W

T E N

V E R

A T

N A

N D

A D

A P T A T

N B

Y T

H E E

N G

E E R F

O R T

H E S

P E C

R P O

S E I

N T E N

D E D

L B

E A

T T

H E U

S E R 'S

S O

L E R

K A

N D

H O

U T L

Y O

R L

E G

A L E

X P O

S U

R E T

O T

E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

B K

O S h o p P

E M

F L

-8 \D ra w in g s \1

-M o ff e tt

V M

F -1

-3

.r v t

ST5.1

S E

C O

N D

A R

Y E

L E

V A

N S

O N

9/7/2018

18105

11/ 1/20

M O

F F

E T

T F

E D

E R

A L A

L D

H R

E S

C U

E W

M O

U N

T A

C A

A N

P E

M B

D R

A W

C O

X C

O N

S T

R U

C T

1/8" = 1'-0"ST5.1

3 SUB-FRAMING AT CMU/LARGE OPENINGS - GRID C

1/8" = 1'-0"ST5.1

1 SECONDARY FRAMING - GRID C

1/8" = 1'-0"ST5.1

2 SECONDARY FRAMING - GRID A

1/8" = 1'-0"ST5.1

4 SUB-FRAMING AT CMU/LARGE OPENINGS - GRID A

A P

P R

O V

A L

/2 /2

R E

LEGEND:

Z1 = 8"x2-1/8"x2-3/8" - 14 GAUGE (AISI ZEE)

Z2 = 8"x2-1/8"x2-3/8" - 16 GAUGE (AISI ZEE)

C1 = 8"x2-1/2" - 16 GAUGE (AISI CEE)

C2 = 8"x2-1/2" - 14 GAUGE (AISI CEE)

(ALL ZEE/CEE SECTIONS BASED ON MIN.

A653/A1011 GRADE 55 KSI)

RED LINES = 2-1/2" IMP PANEL EDGES (BACK FACE)

BLUE LINES = 250S125-68 GR. 50 SUBFRAMING

1 2 3 4 5 6 7 8

H EAVE

26' - 10 1/4"

L EAVE

20' - 4"

139' - 8"

8"12' - 0"21' - 0"22' - 0"20' - 0"13' - 10"30' - 0"20' - 10"1' - 0"

2' - 4"

3' - 4"8' - 8"14' - 0"6' - 0"18' - 0"6' - 0"16' - 0"26' - 8"16' - 0"3' - 4"

7 5/8"

ARCH. PLEASE VERIFY

MODULE DIMS. FOR 8" MODS

3' - 4"

ARCH. CAN WE MOVE THIS DOOR

8" TO CLEAR PORTAL FRAME?

4' - 2"4' - 0"3' - 8"

1' - 0"2 1/2"

LAP (TYP.)

2' - 0"

LAP (TYP.)

2' - 0"

C1-M-1

C -M

-2

C -M

-2

C -M

-4

C -M

-4

C -M

-2

C -M

-2

C -M

-2

C -M

-2

Z1-M-5

Z1-M-4

Z1-M-3 Z1-M-6 Z1-M-7 Z1-M-8 Z1-M-9

Z1-M-9

Z1-M-10C1-M-3 C1-M-5 C1-M-6

ST6.3

SEE SHEET ST6.4

FOR TYP. LIGHT

GAGE ZEE/CEE

FRAMING DETAILS

C -M

-2

C -M

-2

Z1-M-6 Z1-M-7 Z1-M-8Z1-M-1

1' - 2 1/2"

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

Z1-M-2

GC1

GC3

GC1

GC3

#12 HWH TEK

SCREWS TYP.

SUB-FRAMING

TO GIRTS PER

/5 ST6.3

1ST FLR.

1 2 3 4 5 6 7 8

H EAVE

26' - 10 1/4"

L EAVE

20' - 4"

139' - 8"

8"12' - 0"21' - 0"22' - 0"20' - 0"13' - 10"30' - 0"20' - 10"1' - 0"

2' - 4"

3' - 4"8' - 8"14' - 0"6' - 0"18' - 0"6' - 0"16' - 0"26' - 8"16' - 0"3' - 4"

7 5/8" 3' - 4"

C12x25

C x .7

C10x15.3

C x .3

C10x15.3

C x .3

C10x15.3

C x .3

4' - 2"4' - 0"

C8x11.5 C8x11.5 C8x11.5 C8x11.5

ST6.3

TYP.

ST6.3

TYP.

ST6.3

TYP.

ST6.3

TYP.

DETAIL AT

CHANNEL

BASES PER

TYP./2 ST6.3

ST6.3

TYP.

SEE SHEET ST6.3

FOR TYP. SUB-

FRAMING DETAILS

1ST FLR.

A C

10' - 0"

EQ EQ

4' - 0"

C8x11.5

1/4" FILLET WELD EA.

END TO ADJACENT

WALL C8'S

C.L.

OPN'G.

10' - 0" 2 1/2"

2 1/2"

GC3

C1-4-2

C -4

-1

C1-4-2

C -4

-1

Z1-4-1

Z1-4-3Z1-4-2

#12 HWH TEK

SCREWS TYP.

SUB-FRAMING

TO GIRTS PER

/5 ST6.3

ST6.3

1ST FLR.

C1-6-2

C -6

-1

C1-6-2

C -6

-1

4' - 0"

EQ EQ

10' - 0"

1/4"FILLET WELD EA.

END TO ADJACENT

WALL C8'S

C8x11.5

Z1-6-1

Z1-6-3 Z1-6-2

2 1/2" 10' - 0"

2 1/2"

GC3

#12 HWH TEK

SCREWS TYP.

SUB-FRAMING

TO GIRTS PER

/5 ST6.3

ST6.3

LANOISS

PROFE

AINROFILACFO

ETAT

R CU

ACCIORO

RT A. TAM

S5607

T U R A L

SHEET NUMBER

DATE

DRAWN BY

JOB NUMBER

A N

Y I

N F O

R M

A T

N O

R D

A T A O

N T

D R A W

I S N

O T I

N T E N

D E D

T O

B E S

A B L E F

O R R

E U

S E B

Y A

N Y P

E R

S O

C O

R P O

R A T

O R

A N

Y O

T H

E R S O

N E

X T E N

N S O

F T

P R O

C T O

R F

O R A

N Y U

S E O

N A

N Y O

T H

A N

Y R

E U

S E W

O U

T W

T E N

V E R

A T

N A

N D

A D

A P T A T

N B

Y T

H E E

N G

E E R F

O R T

H E S

P E C

R P O

S E I

N T E N

D E D

L B

E A

T T

H E U

S E R 'S

S O

L E R

K A

N D

H O

U T L

Y O

R L

E G

A L E

X P O

S U

R E T

O T

E E R

SEAL

R E V

D A T E

B Y

F O

T e a m

D ri v e s \D

B K

O m p a n y \P

R O

T S

\1 M o ff e tt M a in te n a n ce

F a c ili ty

M o u n ta in V ie w

A \P la n s C a lc s

S p e c s \D

B K

O S h o p P

E M

F L

-8 \D ra w in g s \1

-M o ff e tt

V M

F -1

-3

.r v t

ST5.2

S E

C O

N D

A R

Y E

L E

V A

N S

O N

9/7/2018

18105

11/ 1/20

M O

F F

E T

T F

E D

E R

A L A

L D

H R

E S

C U

E W

M O

U N

T A

C A

A N

P E

M B

D R

A W

C O

X C

O N

S T

R U

C T

1/8" = 1'-0"ST5.2

1 SECONDARY FRAMING - GRID M

1/8" = 1'-0"ST5.2

3 SUB-FRAMING AT CMU/LARGE OPENINGS - GRID M

1/8" = 1'-0"ST5.2

2 SECONDARY FRAMING - GRID 4

1/8" = 1'-0"ST5.2

4…

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