W911SA-19-Q-2007_Attachment_2_-_Drawings_Updated_4_18_19.pdf

PDF 7 MB Posted Apr 19, 2019

Attached to: Construct Concrete Ammo Storage
Solicitation number: W911SA19Q2007
Issued by: Department of the Army Materiel Command Mission and Installation Contracting Command Fort McCoy

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W911SA-19-Q-2007_Attachment_2_-_Drawings_Amended_4_26_19.pdf	PDF	Apr 29, 2019
W911SA-19-Q-2007_Solicitation_Amendment_0003.docx	DOCX document	Apr 29, 2019
W911SA-19-Q-2007_Solicitation_Amendment_0002.docx	DOCX document	Apr 24, 2019
W911SA-19-Q-2007_Amendment_0001.docx	DOCX document	Apr 19, 2019
W911SA-19-Q-2007_Site_Visit_Signed_in_Sheet.pdf	PDF	Apr 9, 2019
W911SA-19-Q-2007_Attachment_3_-_AT_OPSEC.pdf	PDF	Mar 14, 2019
W911SA-19-Q-2007_Solicitation.docx	DOCX document	Mar 14, 2019
W911SA-19-Q-2007_Attachment_2_-_Drawings.pdf	PDF	Mar 14, 2019
W911SA-19-Q-2007_Attachment_1_-_Specifications.pdf	PDF	Mar 14, 2019
W911SA-19-Q-2007_Attachment_4_-_Wage_Determination.docx	DOCX document	Mar 14, 2019
W911SA-19-Q-2007_Attachment_5_-_SF_24.pdf	PDF	Mar 14, 2019

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AMMO BREAKDOWN

BUIDLING

RANGE 026

Fort McCoy, Wisconsin

GENERAL UTILITY NOTES

A. ANY UTILITIES AND STRUCTURES SHOWN ON PLAN DRAWINGS ARE

APPROXIMATE IN LOCATION AND DESCRIPTION AND ARE BASED ON

RECORDS AVAILABLE TO THE GOVERNMENT OR ON SURFACE FEATURES

INDICATING THEIR EXISTENCE. THERE MAY BE OTHER UTILITIES WITHIN

THE PROJECT AREA WHICH ARE NOT SHOWN. THE LACK OF UTILITIES ON

PLAN DRAWINGS IS NOT AN INDICATION OF A UTILITY-FREE PROJECT SITE.

B. NOTIFY ALL AFFECTED UTILITY COMPANIES OF CONSTRUCTION

OPERATIONS AT LEAST THREE WORKING DAYS BEFORE BEGINNING WORK

NEAR THEIR FACILITIES. DO NOT BEGIN EXCAVATION WORK UNTIL

UNDERGROUND UTILITY LOCATIONS HAVE BEEN MARKED OR THE UTILITY

COMPANY HAS SENT NOTICE THAT THE AREA IS CLEAR.

C. SCALES SHOWN ONLY APPLY WHEN THESE DRAWINGS ARE PRINTED

ON 22" x 34" PAPER. SCALES ARE HALF SIZED WHEN PRINTED ON 11" x 17"

PAPER.

G0.1

Sheet List Table

Sheet Number Sheet Title

G0.1

COVER SHEET

C1.0

SITE PLAN

S1.0

STRUCTURAL NOTES

S1.1

FOUNDATION-FLOOR-SLAB

S2.0

MASONRY ELEVATIONS

S3.0

FOUNDATION SECTIONS

S3.1

ROOF SECTIONS

S5.0

TYPICAL MASONRY DETAILS

A1.0

FLOOR PLAN - ROOF PLAN - REFLECTED CEILING PLAN

A2.0

BUILDING ELEVATIONS

A3.0

BUILDING SECTIONS

A3.1

WALL SECTIONS

A5.0

DOOR SCHEDULE, TYPES, FRAMES , & DETAILS

A5.1

ROOF DETAILS

A5.2

ROOF DETIALS

A6.1

SIGNAGE DETAILS & SCHEDULE

A6.0

SCHEDULES

E1.0

ELECTRICAL POWER

E5.0

LIGHTING SCHEDULE

E6.0

PANEL SCHEDULE

EG1.0

LIGHTNING PROTECTIONS PLANS & DETAILS

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2171 SOUTH 8TH AVE.

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FORT MC COY, WI 54656

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MOD #

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DATE

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DPW FORT MCCOY, WI

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DIRECTORATE OF PUBLIC WORKS

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FACILITY

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LOADING DOCK

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NEW AMMO

STORAGE

FACILITY

FFE 884.20

ELEVATION REFERENCE

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DETAIL TITLE

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NEW UNDERGROUND SECONDRY

EXISTING UNDERGROUND SECONDRY

EXISTING LIGHTNING PROTECTION

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2171 SOUTH 8TH AVE.

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FORT MC COY, WI 54656

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DATE

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DPW FORT MCCOY, WI

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DEC 2019

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FACILITY

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RNAGE 026

BAR SIZE DEVELOPMENT, in. LAP SPLICE, in.

DEVELOPMENT / LAP SPLICE LENGTH IN CONCRETE

15 19

19 25

24 31

29 37

42 54

48 62

54 70

60 78

67 87

NOTE: FOR HORIZONTAL REINFORCEMENT SO PLACED THAT MORE

THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE

REINFORCEMENT, MULTIPLY THE VALUES BY 1.3.

12. CHEMICAL ANCHORS SHALL CONSIST OF AN EQUAL TWO-

COMPONENT STRUCTURAL GRADE EPOXY INJECTION MATERIAL

CONFORMING TO ASTM C881. ANCHORAGE SYSTEMS SHALL BE

APPROVED BY THE ENGINEER OF RECORD. ANCHOR RODS SHALL

BE GALVANIZED, FURNISHED WITH CHAMFERED ENDS, AND SHALL

MEET STRENGTH AND DUCTILITY REQUIREMENTS EQUIVALENT

ASTM A36 MATERIAL UNLESS NOTED OTHERWISE. NUTS AND

WASHERS SHALL BE COMPATIBLE WITH THE ANCHOR ROD MATERIAL.

INSTALLATION SHALL BE IN CONFORMANCE WITH MANUFACTURER'S

PRINTED LITERATURE AND SHALL INCLUDE THE BRUSHING AND

CLEANING OF DRILLED HOLES WITH COMPRESSED AIR. INSTALLERS

SHALL BE TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.

EMBEDMENT DEPTH SHALL BE AS INDICATED ON THE STRUCTURAL

DRAWINGS.

CONTRACTOR SHALL TAKE PRECAUTIONS NECESSARY DURING THE

DRILLING PROCESS TO AVOID DAMAGING EXISTING REINFORCEMENT

OR FACE SHELL MATERIAL OF MASONRY. ABANDON HOLES WITH

INCORRECT DIAMETER, SPALLING DAMAGE, OR ADJACENT TO LOOSE

BLOCK; REPAIR AND/OR FILL WITH GROUT IN ACCORDANCE WITH THE

CONTRACTING OFFICER. DRILL NEW HOLES AS REQUIRED.

MASONRY WALLS:

1. MASONRY WALLS SHALL CONSIST OF ASTM C-90, GRADE N, HOLLOW

CONCRETE MASONRY UNITS WITH A DESIGN STRENGTH AS INDICATED

IN THE DESIGN CRITERIA, SECTION 01 07 00. MORTAR SHALL COMPLY WITH

ASTM C-270. COREFILL GROUT SHALL COMPLY WITH ASTM C-476.

MASONRY SHALL BE LAID IN A RUNNING BOND PATTERN UNLESS

NOTED OTHERWISE.

2. VERTICAL REINFORCEMENT SIZE, LOCATION AND SPACING SHALL

BE AS INDICATED ON THE STRUCTURAL DRAWINGS. WALLS SHALL BE

REINFORCED FULL HEIGHT IN GROUT FILLED CELLS AT ALL WALL CORNERS,

INTERSECTIONS, ENDS, AND ADJACENT TO OPENINGS. PROVIDE

REINFORCING STEEL DOWELS INTO STRUCTURE ABOVE AND BELOW

WITH SIZE AND SPACING TO MATCH VERTICAL REINFORCEMENT, UNO.

PROVIDE HOOKED REINFORCING DOWELS TO THE FOUNDATIONS WITH

SIZE AND SPACING TO MATCH VERTICAL REINFORCING. MINIMUM LAP

SPLICE LENGTH SHALL BE (48) BAR DIAMETERS. VERTICAL

REINFORCEMENT SHALL BE CENTERED IN GROUT FILLED CELLS UNO.

3. HORIZONTAL JOINT REINFORCEMENT SHALL CONSIST OF AT LEAST TWO

LONGITUDINAL 9 GAGE GALVANIZED LADDER TYPE WIRES.

4. BOND BEAMS SHALL BE POURED AFTER BLOCK WALLS BELOW HAVE

BEEN CONSTRUCTED BELOW EACH LEVEL. REINFORCING SHALL BE

CONTINUOUS OVER VERTICAL CONTROL JOINTS. PROVIDE CORNER BARS

AT WALL CORNERS AND INTERSECTIONS. MINIMUM LAP SPLICE LENGTH

SHALL BE FORTY-EIGHT (48) BAR DIAMETERS.

5. MASONRY LINTELS SHALL BEAR A MINIMUM OF 8" EACH SIDE OF

OPENING. SEE PLANS FOR SCHEDULE.

STRUCTURAL STEEL:

1. STRUCTURAL STEEL SHAPES SHALL CONFORM TO THE STRENGTH

AND GRADE REQUIREMENTS AS STATED IN THE DESIGN CRITERIA.

2. CONNECTIONS. AISC MANUAL STANDARD CONNECTIONS UNLESS NOTED.

a. HIGH-STRENGTH BOLTS: ALL BOLTS SHALL BE ASTM A325, " DIAMETER

(UNLESS NOTED OTHERWISE), BEARING TYPE INSTALLED IN

CONFORMANCE WITH "SPECIFICATIONS FOR STRUCTURAL JOINTS

USING ASTM A325 OR A490 BOLTS", RESEARCH COUNCIL ON RIVETED

AND BOLTED STRUCTURAL JOINTS. U.N.O., STANDARD AISC "USUAL

GAGE" DIMENSIONS SHALL BE USED FOR LOCATING HOLES FOR BOLTS,

EXPANSION ANCHORS, ETC. IN ALL ANGLES, BEAM FLANGES, ETC.

b. WELDS: AWS D1.1, SERIES E70XX. ALL WELDS SHALL BE SUBJECT TO

INSPECTION AND NONDESTRUCTIVE EXAMINATION AS REQUIRED IN

SPECIFICATIONS. WHERE WELD SIZE IS NOT INDICATED ON THE

DRAWINGS, USE MINIMUM SIZE FOR PREQUALIFIED JOINTS PER AWS

D1.1. WELDING SHALL BE DONE BY WELDERS WITH CURRENT

AWS CERTIFICATION PER DEFINED WELD.

c. ANCHOR RODS: ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36.

d. SIMPLE SHEAR CONNECTIONS: STEEL FABRICATOR SHALL DESIGN

BEAM CONNECTIONS FOR 50% OF THE FULL CAPACITY OF THE BEAM.

STEEL DECK:

1. DECK SIZE, TYPE AND ATTACHMENT SHALL BE AS SHOWN ON THE

CONSTRUCTION DOCUMENTS. DECK SHALL CONFORM TO THE

PROVISIONS OF THE STEEL DECK INSTITUTE (SDI) SPECIFICATIONS

FOR STEEL DECK. STEEL DECK SHALL BE GALVANIZED (G90), UNO.

2. METAL FORM DECK SHALL BE 1.0C, 24 GAGE, GALVANIZED

WITH THE FOLLOWING SECTION PROPERTIES:

Ix = 0.057 in4/ft; S(+) = 0.098 in3/ft; S(-) = 0.103 in3/ft

3. DECK ATTACHMENT REQUIREMENTS:

WELDS WITH WELDING WASHERS 30/4 PATTERN (TYPICAL)

WITH w/ (2) #10 TEK SCREW SIDE LAP FASTENERS EACH SPAN

WELDS WITH WELDING WASHERS 12" O.C. AT PERIMETER

SUPPORT CONDITIONS

WELDS WITH WELDING WASHERS 6" O.C. AT OPENING SUPPORT

CONDITIONS

E. STRUCTURAL STEEL DESIGN:

PER 13TH EDITION AISC (ALLOWABLE STRESS DESIGN)

WIDE FLANGE SHAPES: ASTM A992 (GRADE 50)

STEEL PIPE: ASTM A53, GR. B OR ASTM A500 (Fy = 35 ksi)

STEEL TUBE: ASTM A500, GR. B (Fy = 46 ksi)

OTHER MISC. STEEL: ASTM A36

WELDED STUDS: ASTM A108, TYPE B (Fy = 60 ksi)

ANCHOR BOLTS: ASTM F1554, (Fy = 36 ksi)

STRUCTURAL BOLTS: ASTM A325-N

DEFORMED BAR ANCHORS: ASTM A496

SPECIAL INSPECTIONS:

1. SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS

OF 2009 IBC, TABLE 1704.3, 1704.4 AND 1704.5.1. SEE SPEC.

SECTION 01 45 35 FOR ADDITIONAL REQUIREMENTS.

10 CAST-IN-PLACE CONCRETE:

1. DESIGN CODE. ACI 318 - STRENGTH DESIGN. REFERENCE STANDARD:

ACI 301. CONTRACTOR TO MAINTAIN COPY AT JOB SITE.

2. MIX DESIGN SHALL BE DOCUMENTED IN ACCORDANCE WITH

THE PROJECT SPECS AND ACI 301, CHAPTER 3

"PROPORTIONING". MIX DESIGNS WHICH ARE SUBMITTED WITHOUT THE

REQUIRED DOCUMENTATION WILL BE REJECTED. FIELD SLUMPS

RECORDED AT JOB SITE SHALL NOT EXCEED THE SLUMP ESTABLISHED

FOR THE MIX DESIGN.

3. CONCRETE. REFER TO SPECS.

a. ALL CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 4000 psi

AT 28 DAYS.

b. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE NORMAL

WEIGHT CONCRETE.

c. ALL CONCRETE EXCEPT INTERIOR FLOOR SLABS SHALL BE AIR-

ENTRAINED. SEE SPECS.

4. FORMWORK

a. SEE SPECS.

b. KEYS INDICATED ARE TO BE 2" x 4" NOMINAL CONTINUOUS, U.N.O.

c. RUSTICATION STRIPS, CHAMFERS, DRIPS, MISC. EMBEDS, ETC. SEE

PLANS AND/OR ARCHITECTURAL DRAWINGS.

d. OPENINGS FOR MP&E TRADES. ALL HOLES FOR OTHER TRADES WHICH

MUST BE CUT OR FORMED AND WHICH ARE NOT SHOWN ON THE

STRUCTURAL DESIGN(S) DRAWINGS SHALL BE SUBMITTED TO THE

CONTRACTING OFFICER FOR REVIEW AND APPROVAL.

5. REINFORCEMENT

a. REINFORCING BARS. DEFORMED, GRADE 60, ASTM A615. ASTM A706

WHERE SPECIFIED FOR WELDING APPLICATIONS.

1. FABRICATION: ACI 315 "DETAILS AND DETAILING OF CONCRETE

REINFORCEMENT" OR CRSI "REINFORCING BAR DETAILING" (MANUAL

OF STANDARD PRACTICE).

b. WELDED SMOOTH WIRE FABRIC - ASTM A185. FLAT SHEETS.

c. WELDING - ACI 301, SECTION 3.2.2.2.

d. CORNER BARS. PROVIDE CORNER BARS SAME SIZE AND SPACING AS

HORIZONTAL REINFORCEMENT AT INTERSECTIONS OF ALL WALLS AND

WALL FOUNDATIONS.

e. SPLICES. CONTINUOUS REINF. BARS INCLUDING CORNER BARS SHALL

BE LAPPED THE LENGTH SHOWN IN THE DEVELOPMENT / LAP SPLICE

TABLE SHOWN ON THE DESIGN DRAWINGS.

f. MINIMUM COVER FOR PROTECTION TYPICAL, U.N.O.

1. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH - 3"

2. FORMED SURFACE EXPOSED TO EARTH OR WEATHER

#6 THROUGH #18 BARS - 2"

#5 AND SMALLER - 1

3. STRUCTURAL SLABS AND WALLS NOT EXPOSED TO WEATHER OR IN

CONTACT WITH GROUND -

6. SLAB & WALL OPENINGS. COORDINATE WITH MECHANICAL, PLUMBING AND

ELECTRICAL TRADES. FIELD REQUIREMENTS NOT SHOWN ON STRUCTURAL

PLANS MUST BE APPROVED BY THE CONTRACTING OFFICER. ANY

STRENGTHENING OR ADDITIONAL REINFORCEMENT REQUIRED SHALL BE

FURNISHED BY THE CONTRACTOR WITHOUT ADDITIONAL COST TO THE

GOVERNMENT. PLUMBING SLOTS ARE TO BE FILLED WITH CONCRETE TO

THE SAME THICKNESS AS SLAB OR WALL AFTER PIPING HAS BEEN INSTALLED.

SEE TYPICAL SLAB PENETRATION DETAILS FOR REQUIREMENTS.

7. EMBEDDED PIPES OR CONDUIT. MAXIMUM DIAMETER -

x SLAB OR

WALL THICKNESS, SPACED MINIMUM OF 3 DIAMETERS ON CENTER.

8. GROUT. HIGH STRENGTH, NON-SHRINK STRUCTURAL GROUT. SEE SPECS.

9. CONCRETE FINISHES. SEE SPECS.

a. FORMED SURFACES:

1. PAINTED OR EXPOSED TO VIEW: RUBBED, U.N.O. ON PLANS

2. COVERED OR AS NOTED ON PLANS: AS-CAST

b. FLATWORK SURFACES:

1. EXPOSED TO VIEW: TROWELED WITH SURFACE TREATMENT

2. TILED OR CARPETED: TROWELED

3. STAIRS OR RAMPS: NON-SLIP

4. SIDEWALKS, DRIVEWAYS: BROOMED OR BELTED

10. CURING AND PROTECTION. SEE SPECS.

11. SLABS ON GRADE

a. STRIP CAST WITH CONTROL/CONSTRUCTION JOINTS TO ALIGN WITH

COLUMN CENTERLINES. CONTROL JOINTS SHALL BE PLACED AS

SHOWN ON PLANS.

b. CONTRACTOR SHALL SUBMIT A CONTROL/CONSTRUCTION JOINT

LAYOUT PLAN WITH JOINT CONSTRUCTION DETAILS AND POUR

SEQUENCE FOR REVIEW.

c. SEE CONTROL JOINT AND CONSTRUCTION JOINT DETAILS. JOINT

MAXIMUM SPACING IS 25'-0".

ENGINEERED WOOD TRUSSES:

1. UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS. MEMBER SIZES

INDICATED ON THE STRUCTURAL DRAWINGS ARE NOMINAL SIZES.

2. WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND WHERE

INDICATED ON THE STRUCTURAL DRAWINGS, SHALL BE PRESSURE

TREATED IN ACCORDANCE WITH THE MANUAL OF RECOMMENDED

PRACTICE OF THE AMERICAN WOOD PRESERVERS ASSOCIATION

STANDARDS (AWPA).

3. DESIGN, MANUFACTURE, AND SUPPLY WOOD TRUSSES AS SPECIFIED

ON THE CONSTRUCTION DOCUMENTS. ENGINEERED WOOD TRUSS

SYSTEM SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL

ENGINEER IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF

THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATION FOR

WOOD CONSTRUCTION. ENGINEERED WOOD TRUSSES SHALL BE

DESIGNED FOR THE SUPERIMPOSED LOADS STATED IN THE LOAD

DESIGN CRITERIA.

4. SUBMIT TRUSS SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR

TO FABRICATION OR CONSTRUCTION. SHOP DRAWINGS SHALL

PROVIDE MEMBER SIZES, SPAN, CAMBER, DIMENSIONS, CHORD PITCH,

BRACING REQUIREMENTS AND LOADINGS. INDICATE ALL TRUSS TO

TRUSS CONNECTIONS, CONNECTIONS AMONG TRUSS MEMBERS, AND

ANY CONNECTORS RELATED TO ITEMS PROVIDED AS PART OF THE

ENGINEERED TRUSS SYSTEM. SHOP DRAWINGS SHALL INCLUDE AN

ERECTION PLAN TO IDENTIFY ALL ROOF TRUSS COMPONENTS AND

ALL PERMANENT BRACING REQUIRED FOR TRUSS DESIGN. SHOP

DRAWINGS SHALL BEAR THE ORIGINAL SIGNATURE AND SEAL OF A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WISCONSIN.

5. CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT

BRACING AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF

THE TRUSSES PER THE SHOP DRAWING REQUIREMENTS. TRUSS

MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED

OR ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE

CONTRACTING OFFICER.

6. PLYWOOD SHALL BE A.P.A. EXTERIOR GRADE RATED PANEL

SHEATHING, EXP. 1, UNO. MAXIMUM SPAN SHALL BE NO GREATER THAN

2'-0", UNO. MINIMUM WIDTH OF SUPPORTING FRAMING SHALL BE 2x

MEMBERS. REFER TO PLANS FOR THICKNESS, LOCATIONS AND

ATTACHMENT SCHEDULES. ROOF DIAPHRAGMS SHALL CONFORM TO

THE PROVISIONS OF CHAPTER 23 OF THE INTERNATIONAL BUILDING CODE.

ATTACHMENT OF PLYWOOD, INCLUDING BLOCKING REQUIREMENTS, SHALL

CONFORM TO NAILING SCHEDULES WHERE INDICATED ON STRUCTURAL

DRAWINGS. INSTALL ALL PLYWOOD SHEATHING WITH THE LONG

DIMENSION OF THE PANEL ACROSS SUPPORTS AND WITH PANEL

CONTINUOUS OVER TWO OR MORE SPANS. STAGGER PANEL END

JOINTS.

7. FOR MINIMUM WOOD FASTENING SCHEDULE, REFER TO IBC 2009,

TABLE 2304.9. ALL NAILS SHALL BE COMMON NAILS.

DEVELOPMENT / LAP SPLICE LENGTH 8" IN MASONRY

DEVELOPMENT LENGTH, in.BAR SIZE LAP SPLICE LENGTH, in.

# OF BARS

GENERAL:

1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION

WITH THE DRAWINGS OF ALL OTHER DISCIPLINES AND PROJECT

SPECIFICATIONS. THE CONTRACTOR SHALL VERIFY THAT WORK

IS IN CONFORMANCE WITH THE MOST RECENT SET OF CONSTRUCTION

DOCUMENTS AND JOB SPECIFICATIONS.

2. THE CONTRACTING OFFICER SHALL BE NOTIFIED FOR ANY PLAN

OR FIELD DISCREPANCIES PRIOR TO PROCEEDING WITH THE WORK

THAT IT WILL EFFECT.

LOAD DESIGN CRITERIA:

1. THE STRUCTURAL DESIGN IS PREPARED IN COMPLIANCE WITH

THE 2009 INTERNATIONAL BUILDING CODE.

A. SUPERIMPOSED DEAD LOADS:

DEAD LOAD INCLUDES PROVISIONS FOR HANGING LOADS

INCLUDING CEILING AND OTHER MISCELLANEOUS COMPONENTS.

ROOF AND CANOPIES: 12 psf

ROOF MINIMUM DEAD LOAD: 5 psf

B. WOOD TRUSS LOADING CRITERIA:

DEAD LOAD: 26 psf (10 psf TOP CHORD / 16 psf BOTTOM CHORD)

DEAD LOAD TO RESIST UPLIFT: 15 psf

LIVE LOAD: 20 psf (20 psf TOP CHORD / 0 psf BOTTOM CHORD)

DEFLECTION CRITERIA:

LIVE LOAD L/360

TOTAL LOAD L/240

C. SUPERIMPOSED LIVE LOADS:

ROOFS AND CANOPIES: 20 psf

SECOND FLOOR: 100 psf

GROUND FLOOR: 150 psf

D. WIND LOADS:

BASIC WIND SPEED = 90 mph (3-SEC. GUST)

WIND DIRECTIONALITY FACTOR = 1.00

WIND IMPORTANCE FACTOR = 1.00

WIND EXPOSURE = CATEGORY C

INTERNAL PRESSURE COEFFICIENTS - SEE PLANS

BUILDING ENCLOSURE STATUS - SEE PLANS

E. SNOW LOADS:

GROUND SNOW LOAD, Pg = 40 psf

SNOW EXPOSURE FACTOR, Ce = 0.9

SNOW LOAD IMPORTANCE FACTOR, Is = 1.0

THERMAL FACTOR, Ct = 1.0 (HEATED), Ct = 1.2 (UNHEATED)

FLAT-ROOF SNOW LOAD, Pf = 26 psf (HEATED), Pf = 31 psf (UNHEATED)

SLOPED-ROOF SNOW LOAD, Ps = 26 psf (HEATED), Ps = 31 psf (UNHEATED)

UNBALANCED-ROOF SNOW LOAD, Ps = 40 psf / 0 psf

F. SEISMIC

a. OCCUPANCY CATEGORY II, IMPORTANCE FACTOR=1.0

b. MAPPED SPECTRAL RESPONSE ACCELERATIONS

SS = 0.064g S1 = 0.033g

c. SITE CLASSIFICATION - F

d. DESIGN SPECTRAL RESPONSE ACCELERATIONS

SDS = 0.107g SD1 = 0.077g

e. SEISMIC DESIGN CATEGORY - B

f. INTERMEDIATE MASONRY SHEAR WALLS, R = 3.5

g. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

MATERIAL DESIGN CRITERIA:

1. THE STRUCTURAL MATERIALS ARE THE FOLLOWING:

A. CONCRETE DESIGN:

PER CURRENT EDITION OF ACI 318

ALL CONCRETE, f'c = 4000 psi

B. REINFORCING STEEL:

PLAIN DEFORMED BARS: ASTM A615, GRADE 60

WELDABLE GRADE BARS: ASTM A706 OR ASTM A496

WELDED WIRE FABRIC: ASTM A185

C. CONCRETE MASONRY DESIGN:

PER CURRENT EDITION OF ACI 530

COMPRESSIVE STRENGTH, f'm = 1500 psi, UNO

TYPE S MORTAR

COMPRESSIVE GROUT STRENGTH, f'c = 2500 psi

D. TIMBER DESIGN

PER CURRENT EDITION OF NDS (ALLOWABLE STRESS DESIGN)

STRUCTURAL LUMBER: No. 2 DOUGLAS FIR (UNO)

S1.0

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RNAGE 026

FF EL=100'-0"

1'-0"

12'-0"

HSS 6x6x

STEEL

COLUMN

10'-0"

1'-0"

12'-0"

14'-4"

S2.0

S3.0

4" THICK CONCRETE

SLAB OVER 6"

AGGREGATE BASE

SPREAD FOOTING

6" THICK CONCRETE

SLAB OVER 6"

AGGREGATE BASE

R I D

G E

W12x30

W x

A_________ B_________

1_________

2'-2"

3'-2"

16'-4"

ENGINEERED

WOOD TRUSSES

@ 2'-0" O.C. MAX

2x WOOD BLOCKING

(AS REQ'D BY

TRUSS MFR)

12'-0" 2'-2"

10'-0" 3'-2"

T/STEEL

ELEVATION

= 108'-8"

S3.1

LEGEND

a a a

INDICATES SPAN OF PLYWOOD SHEATHING

GT GIRDER TRUSS

10ft

20ft

100ft

1__

2__

3__

2__

3__

-20.2-21.7

-33.7 -31.9

ZONE (NEGATIVE)

ZONE OVERHANG

(NEGATIVE)

ZONE OVERHANG

(NEGATIVE)

POSITIVE PRESSURE

(ALL ZONES)

-63.7

-41.2

-45.4

-61.6

15.3 12.7

-45.7

-41.2

-38.2

-26.2

PRESSURES (psf)

EFFECTIVE

WIND AREA

-21.5

HIP GIRDER TRUSS

-47.2 a

3__

2__

1__

3__ 2__

2__

1__

2__

1__

2__

1__ a = 3'-0" WIDTH OF EDGE AND RIDGE STRIPS a a a a

3__

2__

3__

-41.2

15.7

1. SEE SHEETS S0.1 FOR GENERAL NOTES AND TRUSS DESIGN CRITERIA.

2. ROOF SYSTEM SHALL CONSIST OF

" APA RATED EXTERIOR GRADE PLYWOOD SHEATHING (EXP. 1) OVER

ENGINEERED WOOD TRUSSES AT 2'-0" OC MAXIMUM SPACING. ROOF FRAMING SYSTEM SHALL

BE DESIGNED FOR 2x BLOCKED CONSTRUCTION.

3. ALL PLYWOOD SHALL BE 4'-0"x8'-0" SHEETS EXCEPT AT EDGES WHERE MINIMUM DIMENSION SHALL BE 2'-0"

UNLESS ALL EDGES OF UNDERSIZED SHEETS ARE SUPPORTED BY FRAMING MEMBERS OR 2x SOLID BLOCKING.

4. PLYWOOD SHEATHING SHALL BE NAILED USING 10d COMMON NAILS. NAILS SHALL BE PLACED NOT LESS

THAN

" FROM PANEL EDGE, NOT MORE THAN 1'-0" OC ALONG INTERMEDIATE SUPPORTS, AND 6" ALONG

PANEL EDGE. SUPPORTS SHALL BE CAREFULLY DRIVEN (NOT OVERDRIVEN) INTO FRAMING MEMBERS.

5. PANEL EDGES SHALL BEAR ON FRAMING MEMBERS AND BUTT ALONG THEIR CENTER LINES.

6. JOINTS IN THE NEXT ROW OF PLYWOOD PANELS SHALL BE STAGGERED ON DIFFERENT FRAMING

MEMBERS IN A RUNNING BOND TYPE PATTERN.

7. PROVIDE HURRICANE SEISMIC TRUSS CONNECTORS TO RESIST AN UPLIFT FORCE OF 600LB AND A LATERAL

FORCE OF 150LB. FINISH ON CONNECTORS SHALL BE GALVANIZED.

8. ROOF SYSTEM SHALL BE DESIGNED FOR WIND UPLIFT AS INDICATED ON THE COMPONENT & CLADDING

PRESSURES SCHEDULE THIS SHEET.

NOTES:

1. BUILDING HAS BEEN DESIGNED AS A PARTIALLY ENCLOSED STRUCTURE.

2. EFFECTIVE WIND AREAS FOR COMPONENT AND CLADDING MEMBERS IS THE SPAN LENGTH

MULTIPLIED BY AN EFFECTIVE WIDTH, NOT TO EXCEED ONE-THIRD THE SPAN LENGTH. FOR

CLADDING FASTENERS, THE EFFECTIVE AREA SHALL NOT EXCEED THE TRIBUTARY AREA TO

THE INDIVIDUAL FASTENER.SEE ASCE 7-05, SECTION 6.2

3. PROVIDE LINEAR INTERPOLATION BETWEEN EFFECTIVE AREAS AS SCHEDULED.

Scale: NONE

ROOF UPLIFT PRESSURE DIAGRAM

Scale: 1/4"= 1'-0"

FOUNDATIONA & FLOOR SLAB PLAN

Scale: 1/4"= 1'-0"

ROOF FRAMING PLAN

TYPICAL HIP ROOF

S1.1

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RNAGE 026

FF EL = 100'-0"

T/MASONRY = 108'-8"

12'-0"

T/ BOND BEAM = 103'-4"

T/ BOND BEAM = 108'-8"

(1)#4@32" O.C. MAX

16" LINTEL

w/ (2) #5 T&B

FF EL = 100'-0"

T/MASONRY = 108'-8"

10'-0"

T/ BOND BEAM = 103'-4"

T/ BOND BEAM = 108'-8"

(1)#4@32" O.C. MAX

FF EL = 100'-0"

T/MASONRY = 108'-8"

12'-0"

T/ BOND BEAM = 103'-4"

T/ BOND BEAM = 108'-8"

(1)#4@32" O.C. MAX

16" LINTEL

w/ (2) #5 T&B

FF EL = 100'-0"

T/MASONRY = 108'-8"

10'-0"

T/ BOND BEAM = 103'-4"

T/ BOND BEAM = 108'-8"

(1)#4@32" O.C. MAX

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NOTES

1. ALL MASONRY WALLS SHALL BE REINFORCED WITH (1) #4@32",

CENTERED IN A FULLY GROUTED CELL, UNO.

2. PROVIDE (2) FULLY GROUTED CELLS w/ (1)#4 CENTERED IN EACH

CELL ON EACH SIDE OF OPENINGS

3. ALL BOND BEAMS SHALL BE REINFORCED WITH (2)#5 BARS, CONT.

4. COORDINATE ALL WALL OPENINGS WITH ARCHITECTURAL

AND MECHANICAL DRAWINGS

LINTEL SCHEDULE

1. LINTELS SHALL BE PROVIDED FOR ALL OPENINGS AS INDICATED

ON THE STRUCTURAL AND ARCHITECTURAL DRAWINGS. IN ADDITION,

LINTELS ARE REQUIRED FOR ANY MECHANICAL, ELECTRICAL OR

PLUMBING OPENING IN A MASONRY WALL WIDTH A WIDTH GREATER

THAN 1'-0".

2. LINTELS SHALL HAVE A MINIMUM BEARING OF 8" FOR SPANS

UP TO 8'-0" AND 16" FOR SPANS GREATER THAN 8'-0".

UNLESS NOTED, THEY SHALL BE OF THE SIZES LISTED BELOW.

3. LINTEL REINFORCING SHALL EXTEND FORTY (40) BAR DIAMETERS

PAST OPENING IN GROUTED CELL (2'-0" MINIMUM) OR PROVIDE

STANDARD HOOK TO TERMINATE ENDS.

SPAN LINTEL FOR 8" CMU

4'-0"........................8" LINTEL BLOCK w/ (2) #4

4'-0" TO 6'-0".......16" LINTEL BLOCK w/ (2) #4

GREATER THAN 6'-0"..............SEE PLAN

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ELEVATIONS

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1/4 "

1'-4" SQ.

2" 1'-0" 2"

1 1/2 " 9" 1 1/2 "

4 1/2 " 4 1/2 "

5/8 " NOM. DIA.

F1554 A.B.

STEEL PLATE

12"x12"x 3/4 "

ON 1" NON-SHRINK GROUT

1'-8"

COLUMN (SEE

PLAN)

L R

#3 CLOSED TIES

(11 REQ'D)

4-#6 BARS

SECTION

CONC SLAB w/

#3@12" EW

4" THICK CONCRETE FLOOR

6" CAPILLARY

WATER BARRIER

(3) #4 CONT.

(1) #4 ACROSS

DOOR OPENING

1'-2"

3'-0"

CMU WALL, BEYOND

#4@12"

VAPOR BARRIER

2x4 KEY

1" EXP. JT. MAT'L.

8" 1'-2"

#4@32" MAX.

#4@12"

SECTION

(3) #4 CONT.

6" CAPILLARY

WATER BARRIER

CONC SLAB w/

#3@12" EW

#5 @ 2'-0" O.C.

DOWELS AND

VERTICAL

REINFORCEMENT

L A

Y P

" EXP.

JT. MAT'L.

I N

FINISH

GRADE

#4@12" O.C.

1'-2"

3'-0"

8" CMU WALL

#4@32" MAX.

2x4 KEY

8" 1'-2"

VAPOR BARRIER

#4@12"

4" THICK CONCRETE

FLOOR

#6 BARS @ 12" EW

5'-0" SQUARE

L R

I N

FINISH GRADE

P C

(SEE PLAN)

4" THICK CONCRETE

(SEE PLAN)

ANCHOR BOLTS

(SEE PLAN)

COLUMN

COL

LINE

1 1/2 "

" EXP.

JT. MAT'L.

FLOOR

1/8 "

SAWCUT/TOOLED

CONTROL

JOINT, TYP.

JOINT

SEALANT

REINF, SEE

PLAN

6 MIL VAPOR

BARRIER

6" MIN CAPILLARY

WATER BARRIER

1- #5 BAR x 2'-0"

PLACE IN MIDDLE OF

SLAB @ 1'-6" O.C.

6" CAPILLARY

WATER BARRIER

SEE PLAN

TOP OF SLAB

{ JT

JT SEALER

REINF.

(BREAK @ JT)

6 MIL VAPOR BARRIER

COMPACTED

SUBGRADE

1. d=SLAB THICKNESS (SEE PLAN)

NOTE:

1'-0"

GRAPHIC SCALE:

"=1'-0"

4'3'2'1'06"1'

S1.1

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

SECTION

S1.1

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

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SECTION

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SCALE - NONE

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SCALE - NONE

TYP. SLAB-ON-GRADE CONTRACTION JOINT DETIAL

S3.0

SCALE - NONE

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S3.0

SCALE - NONE

SECTION

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TRUSS BEARING1242'-2"TRUSS TO BE SUPPLIED& DESIGNED BY THECONTRACTOR SEESPECIFICATIONS.8" BOND BM.,w/ (2) #5 CONT.34" EXTERIOR GRADEPLYWOOD ROOFSHEATHINGELEV. 108'-11"2x WOODBLOCKINGHURRICANE/SEISMIC TIE,EACH SIDE OF TRUSS58" "J" TYPE ANCHOR BOLT@ 4'-0" O.C. (HOOK UNDERBOND BEAM REINFORCEMENT)HURRICANE/SEISMICTIE, EACH SIDE OF TRUSS58" "J" TYPE ANCHOR BOLT@ 4'-0" O.C. (HOOK UNDERBOND BEAM REINFORCEMENT)(2) 2x6SILL PLATE(2) 2"x6" (NOMINAL)CONTINUOUSBEARING PLATENAILING AT INTERMEDIATESUPPORTS, SEE FRAMINGPLAN NOTES FOR SPACINGNAILING AT EDGESUPPORT, SEE FRAMINGPLAN NOTES FOR SPACINGPROVIDE JOINTSAT ROOF PER SPECSROOF & WALL SUPPORTFRAMING, SEE PLANUNSUPPORTED(UNBLOCKED)@ PANEL EDGE,SEE PLAN NOTESWHERE SPECIFIEDSUPPORTED(BLOCKED)@ PANEL EDGESEE PLAN NOTESWHERE SPECIFIEDDIAPHRAGM PANEL4'-0" x 8'-0"STAGGER JOINTPATTERNTRUSS BEARING124TRUSS TO BE SUPPLIED& DESIGNED BY THECONTRACTOR SEESPECIFICATIONS.34" EXTERIOR GRADEPLYWOOD ROOFSHEATHINGELEV. 108'-11"STEEL BEAM,SEE PLAN3'-2"CL(2) 2x6BOLTED TOTOP FLANGEHSS 6x6x14W12x30W12x308" CMU WALLTYP.TYP.6"x6"x12" STEELPLATE w/ (2) 34"DIA. x8" LONG STUDSL4x4x14"x6" LONGTO CMU WALL/STEELBEAM ELEV. = 108'-8"L4x3x14(TYP)(2) 2x612" CAP PLATE3"112"112"316"TO CMU WALL/STEELBEAM ELEV. = 108'-8"L4x3x14(TYP)W12x30(2) 2x612" NOM. DIA. A307BOLTED TO BEAM@ 4'-0" OC

TRUSS BEARING

2'-2"

TRUSS TO BE SUPPLIED

& DESIGNED BY THE

CONTRACTOR SEE

SPECIFICATIONS.

8" BOND BM.,

w/ (2) #5 CONT.

" EXTERIOR GRADE

PLYWOOD ROOF

SHEATHING

ELEV. 108'-11"

2x WOOD

BLOCKING

HURRICANE/SEISMIC TIE,

EACH SIDE OF TRUSS

" "J" TYPE ANCHOR BOLT

@ 4'-0" O.C. (HOOK UNDER

BOND BEAM REINFORCEMENT)

HURRICANE/SEISMIC

TIE, EACH SIDE OF TRUSS

" "J" TYPE ANCHOR BOLT

@ 4'-0" O.C. (HOOK UNDER

BOND BEAM REINFORCEMENT)

(2) 2x6

SILL PLATE

(2) 2"x6" (NOMINAL)

CONTINUOUS

BEARING PLATE

NAILING AT INTERMEDIATE

SUPPORTS, SEE FRAMING

PLAN NOTES FOR SPACING

NAILING AT EDGE

SUPPORT, SEE FRAMING

PLAN NOTES FOR SPACING

PROVIDE JOINTS

AT ROOF PER SPECS

ROOF & WALL SUPPORT

FRAMING, SEE PLAN

UNSUPPORTED

(UNBLOCKED)

@ PANEL EDGE,

SEE PLAN NOTES

WHERE SPECIFIED

SUPPORTED

(BLOCKED)

@ PANEL EDGE

SEE PLAN NOTES

WHERE SPECIFIED

DIAPHRAGM PANEL

4'-0" x 8'-0"

STAGGER JOINT

PATTERN

TRUSS BEARING

TRUSS TO BE SUPPLIED

& DESIGNED BY THE

CONTRACTOR SEE

SPECIFICATIONS.

" EXTERIOR GRADE

PLYWOOD ROOF

SHEATHING

ELEV. 108'-11"

STEEL BEAM,

SEE PLAN

3'-2"

(2) 2x6

BOLTED TO

TOP FLANGE

HSS 6x6x

W12x30

8" CMU WALL

TYP.

6"x6"x

" STEEL

PLATE w/ (2)

DIA. x8" LONG STUDS

L4x4x x6" LONG

TO CMU WALL/STEEL

BEAM ELEV. = 108'-8"

L4x3x

(TYP)

(2) 2x6

" CAP PLATE

TO CMU WALL/STEEL

BEAM ELEV. = 108'-8"

L4x3x

(TYP)

W12x30

(2) 2x6

" NOM. DIA. A307

BOLTED TO BEAM

@ 4'-0" OC

S3.1

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SECTION

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TYPICAL WOOD ROOF DIAPHRAGM DETAIL

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NOTE:

1. TRUSSES, BLOCKING, BRACING AND

CONNECTIONS BY TRUSS MFG'R SHALL BE

DESIGNED FOR AN OUT-OF-PLANE LATERAL

SEISMIC LOAD (SERVICE) OF 70 PLF.

PARALLEL TO TRUSS

NOTE:

GROUT ALL REINF.

CELLS SOLID

NOTE:

GROUT ALL REINF.

CELLS SOLID

0 TO 10'-0" 1 #4 CTR'D 32"

BAR SIZE

SPACING

NO. BARSWALL HEIGHT

CASE 1. WALLS: W AND L<2'-0" AND WL>100 SQ. IN.

CASE 2. WALLS: W OR L>2'-0" BUT <4'-0"

CASE 3. WALLS: W OR L>4'-0"

NOTES:

1. J.B. (JAMB BARS): (1) #4 VERTICAL WITH LENGTH AND SPLICE SAME AS

VERTICAL WALL REINFORCEMENT.

2. H.B. (HORIZONTAL BARS): (1) #4 HORIZONTAL WITHIN 8" OF OPENING.

3. J.B.'S AND H.B.'S MAY BE REPLACED BY REINFORCEMENT JAMB SECTIONS,

LINTELS, BOND BEAMS, OR COMPARABLE HORIZONTAL WALL REINFORCEMENT

IMMEDIATELY ADJACENT TO OPENING.

4. VERT. BARS EXTEND 6" INTO BOND BEAM AND HOOK END.

CASE 2 CASE 3

E A

I D

E A

I D

CASE 1

E A

I D

EA. SIDE

LENGTH SCHED.

TOP OF SLAB

T/WALL

SEE PLAN

TRUSS BRG.

SEE PLAN

SEE NOTE 1

SPLICE SCHED.

S P

L I C

NOTES:

1. SEE MASONRY ELEVATIONS FOR CMU

CONTROL JOINT LOCATIONS, UNO.

2. BOND BEAM REINFORCING SHALL BE

CONTINUOUS THROUGH CONTROL JOINT

SPECIFIED WALL

WIDTH, SEE PLAN

HORIZ. JT. REINF

"LADDER TYPE".

PROVIDE PREFABRICATED

L's AND T's AT WALL

INTERSECTIONS. SEE SPECS

WIRE LATHE OVER

NON GROUTED CELLS,

SHEET METAL OR

FELT ARE NOT

PERMITTED

MIN. SPLICE LAP

(48) BAR DIAMETER

CMU BOND BEAM,

REINFORCING CONT.

ACROSS VERTICAL

CONTROL JOINTS

ENGINEERED BLOCKING

BY TRUSS MFG'R.

VERT. REINF. SPACING,

SEE ELEVATIONS.

2x8 PLATE (PT)

BOND BEAM AT

TOP OF WALL

HORIZ. OR BOND BEAM

REINF.-ALTERNATE

DIRECTION OF HOOKS.

HORIZ. OR BOND BEAM

REINF.-ALTERNATE

DIRECTION OF HOOKS.

2x TRUSS BOTTOM

CHORD, (TYP.)

SEE DEVELOPMENT

(1) J.B. (2) J.B.(1) J.B.

S E

A P

SEE LAP

PROVIDE VERT

REINF IN GROUT

FILLED CELL EA

SIDE OF JOINT

(TYPICAL)

S E

I N

T E

C H

E D

U L

MIN. REINF. IN WALLS

(4) #4 AT CORNER

CELLS (1 EA. CELL)

NOTE: NON-LOAD

BEARING WALLS SHALL

CONFORM TO

MINIMUMS NOTED

PLACEMENT OF 2ND

VERTICAL REBAR IN

CMU WALL

CONC. FDN,

SEE PLAN

CONC. FDN,

SEE PLAN

SEALANT w/

BACKER ROD

(TYP.), SEE ARCH.

CENTERLINE

CONTROL

JOINT

PREFORMED

GASKET

FULLY BONDED

INTERSECTION

FULLY BONDED

INTERSECTION

SHEAR TIE,

ALTERNATE

LEG AS REQ'D.

8" BOND BM

w/ (2) #4 CONT.

CONNECTIONS PER

TRUSS MFG'R (TYP.)

VERT REINF. SEE ELEVATIONS

AND GEN. NOTES. WHERE

REINF TERMINATES AT

HIGHEST BOND BEAM, PROVIDE

STD 90 HOOK. REINF. SIZE

SHALL MATCH FDN. DOWELS

AND RUN CONT. THROUGH

INTERMEDIATE BOND BEAM

LEVELS. PROVIDE VERT. REINF.

POSITIONER HARDWARE.

GROUT FILL CELLS AT VERT.

REINF., MORTAR CROSS WEBS

ADJACENT TO FILLED CELLS.

LOW LIFT GROUTING SHALL

BE USED.

FIRST COURSE SHALL

BE SET IN FULL

MORTAR BED.

GALVANIZED LADDER

TYPE JOINT REINF

@ 1'-4" OC, STOP

AT ALL CJ's

M U

MIN. REINF. IN

WALLS (3) #4

AT CORNER CELLS

(1 EA. CELL)

" "J" TYPE A.B.

@ 4'-0" O.C., HOOK

UNDER BOND BM.

REINFORCEMENT

L4x4x

" CONT.

(1) BAR AT GROUTED CELL,

SEE MASONRY ELEVATIONS

S5.0

SCALE - NONE

TYP. REINFORCEMENT@ INTERIOR MASONRY OPENINGS

S5.0

SCALE - NONE

TYP.MASONRY CONSTRUCTION DETAIL

S5.0

SCALE - NONE

CMU WALL PARALLEL TO TRUSS

S5.0

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TYP. CMU LINTEL

S5.0

SCALE - NONE

TYP. CMU WALL END

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SCALE - NONE

TYP.MASONRY WALL CORNER

S5.0

SCALE - NONE

TYP. CMU CONTROL JOINT

S5.0

SCALE - NONE

TYP. MASONRY WALL INTERSETION

S5.0

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1__

8"x8"x16" SPLIT

FACE CMU

WATER

REPELLENT

CORNER OF

BUILDING

AT CORNER OF BUILDING

2'-0"

AT CORNER OF STOOP

CORNER OF

STOOP

2'-0"

6" DIA STEEL

BOLLARDS

FILL WITH

CONCRETE

6" DIA STEEL

BOLLARDS

FILL WITH

CONCRETE

A1.1

SCALE - NONE

BOLLARD DETAILS

GENERAL NOTES

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12_

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SHEET NOTES

EMERGENCY REMOTE FIXTURE

LEGEND

CEILING/WALL MOUNTED LIGHTING FIXTURE

PRE-FINISHED METAL SOFFIT PANEL

5/8" EXTERIOR GRADE GYPSUM BOARD CEILING

14_

15_

16_

17_

18_

EXTERIOR DIMENSIONS ARE FROM FACE OF CMU TO FACE OF CMU.

INTERIOR DIMENSIONS ARE TAKEN FROM FACE OF CMU.

REFER TO STRUCTURAL MASONRY ELEVATIONS FOR LOCATIONS OF

CONTROL JOINTS.

WALL TYPES INDICATED WITH , REFER TO THIS SHEET.

DOORS INDICATED WITH , REFER TO SHEET 5A-500 FOR DOOR SCHEDULE

& DETAILS.

REFER TO SHEET 5A-610 FOR FINISH SCHEDULE.

SIGNAGE INDICATED WITH , SEE SHEET A6.1 FOR SIGN TYPE.

ALL EXTERIOR CMU TO RECEIVE WATER REPELLENT ON EXTERIOR FACE.

LINE OF ROOF ABOVE.

CONCRETE FLOOR SLAB, REFER TO STRUCTURAL DRAWINGS.

METAL ROLLING COUNTER DOOR, FINISH TO MATCH MAN DOOR.

PLYWOOD SHELF FINISHED WITH GALVANIZED SHEET METAL. (TYPICAL ALL

THREE SIDES)

3'-0" x 7'-0" INSULATED METAL DOOR AND FRAME.

PRE-CAST CONCRETE SPLASH BLOCK.

4" x 5" PRE-FINISHED METAL OPEN FACED DOWNSPOUT.

5" x 6" PRE-FINISHED METAL GUTTER.

LINE OF EXTERIOR WALL BELOW.

PRE-FINISHED STANDING SEAM METAL ROOF.

PRE-FINISHED METAL RIDGE VENT, REFER TO DETAILS ON SHEET 5A-560.

PRE-FINISHED METAL HIP CAP, REFER TO DETAILS ON SHEET 5A-560.

CONCRETE STOOP. TOP OF CONCRETE SHALL BE 1/2" BELOW FINISH FLOOR AND

SLOPE AWAY FROM BUILDING. REFER TO CIVIL DRAWINGS.

STEEL COLUMN, REFER TO STRUCTURAL DRAWINGS.

6" DIAMETER CONCRETE FILLED GALVANIZED STEEL BOLLARD, PAINT SAFETY

YELLOW. REFER TO DETAIL 1/5A-110.

PRE-FINISHED CONTINUOUS ALUMINUM ANGLE SNOW GUARD. SECURE

ALUMINUM "T" CLIP TO BATTENS WITH NO PENETRATIONS. FINISH TO MATCH

ROOF AROUND ENTIRE PERIMETER. REFER TO DETAIL 1/5A5.2.

PRE-FINISHED METAL SOFFIT PANEL.

" EXTERIOR GRADE GYPSUM BOARD.

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G E

S L

O P

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4:12

SLOPE

4:12

S L

O P

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12_

__81__

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APRON 101

CEILING HEIGHT

EL. 108'-8 1/2"

AMMO

BREAKDOWN 100

CEILING HEIGHT

EL. 108'-8 7/8"

A1.1

SCALE - 1" = 1'-0"

WALL TYPE

A1.1

SCALE - 1/4" = 1'-0"

REFLECTED CEILING PLAN

A1.1

SCALE - 1/4" = 1'-0"

FLOOR PLAN

A1.1

SCALE - 1/4" = 1'-0"

ROOF PLAN

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GENERAL NOTES

SHEET NOTES

REFER TO STRUCTURAL DRAWINGS FOR MASONRY

DETAILS.

REFER TO SHEET A6.0 FOR EXTERIOR COLORS.

SIGNAGE INDICATED WITH . REFER TO SHEET A6.1 FOR

DETAILS.

REFER TO STRUCTURAL MASONRY ELEVATIONS FOR

LOCATIONS OF CONTROL JOINTS.

INSULATED METAL DOOR WITH HOLLOW METAL

DOOR FRAME.

8" x 8" x 16" SPLIT FACE CMU (FIELD).

PRE-FINISHED METAL FASCIA TRIM.

PRE-FINISHED STANDING SEAM METAL ROOF.

LIGHT FIXTURES, REFER TO ELECTRICAL DRAWINGS.

8" x 8" x 16" SMOOTH FACE CMU (BANDING).

PRE-FINISHED METAL RIDGE VENT.

PRE-FINISHED METAL HIP CAP.

PRECAST CONCRETE SPLASH BLOCK TYPICAL

AT ALL DOWNSPOUTS.

5" X 6" PRE-FINISHED GUTTER.

4" X 6" PRE-FINISHED METAL OPEN FACED DOWNSPOUT (TYPICAL).

PRE-FINISHED CONTINUOUS ALUMINUM ANGLE SNOW GUARD.

SECURE ALUMINUM "T" CLIP TO BATTENS WITH NO PENETRATIONS.

FINISH TO MATCH ROOF AROUND ENTIRE PERIMETER. REFER TO

DETAIL 1/5A-561.

METAL ROLLING COUNTER DOOR, FINISH TO MATCH MAN DOOR.

STEEL COLUMN, REFER TO STRUCTURAL DRAWINGS.

FINISH FLOOR

EL.= 100'-0"

TOP OF MASONRY

EL.= 108'-8"

4 __

5 __

7__

6 __

4__

FINISH FLOOR

EL.= 100'-0"

TOP OF MASONRY

EL.= 108'-8"

3__

4 __

5 __

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FINISH FLOOR

EL.= 100'-0"

TOP OF MASONRY

EL.= 108'-8"

6 __

9__

4 __

5 __

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FINISH FLOOR

EL.= 100'-0"

TOP OF MASONRY

EL.= 108'-8"

7__

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A2.0

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BUILDING ELEVATION

A2.0

SCALE - 1/4" = 1'-0"

BUILDING ELEVATION

A2.0

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BUILDING ELEVATION

A2.0

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BUILDING ELEVATION

A2.0

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CONCRETE FOUNDATION. REFER TO STRUCTURAL DRAWINGS FOR

SIZE AND REINFORCING.

AGGREGATE, REFER TO STRUCTURAL DRAWINGS.

8" CMU (BEYOND.)

VENTILATION BAFFLE BETWEEN TRUSSES.

COMPACTED EARTH.

PRE-FINISHED METAL FASCIA TRIM.

METAL ROLLING COUNTER DOOR

1X4 WOOD TRIM.

PRE-FINISHED…

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