Bangor - Struct.pdf

FIBER REINFORCEMENT:

MACROSYNTHETIC FIBERS ENGINEERED

& DESIGNED FOR USE IN CONCRETE SLABS

COMPLYING WITH ASTM C 1116, TYPE III, 1-1/2'' TO 2-1/2'' LONG

REINFORCING STEEL:

ALL-ASTM A 615, GRADE 60, DEFORMED

STEEL WELDED WIRE REINFORCEMENT, FLAT SHEETS

STRUCTURAL STEEL:

ROLLED WIDE FLANGE SHAPES, ASTM A 992 GRADE 50

CHANNELS, ANGLES, & S SHAPES, ASTM A 36 GRADE 50

PLATE & BAR, ASTM A 36 GRADE 50

TUBE SHAPES, ASTM A 500 GRADE B

PIPE, ASTM A 53, TYPE E OR S, GRADE B

ALL OTHER ROLLED SHAPES, ASTM A 36 GRADE 50

COLD-FORMED METAL FRAMING

GAUGE STEEL:

18 GAUGE AND LIGHTER

16 GAUGE AND HEAVIER

ALL TRACK 16 GAUGE

GALVANIZED COATING

STRUCTURAL BOLTS:

HIGH STRENGTH BOLTS, NUTS, & WASHERS, ASTM A 325

ZINC-COATED HIGH STRENGTH BOLTS, NUTS, & WASHERS, ASTM A 325

STAINLESS STEEL BOLTS, NUTS, & WASHERS, ASTM F 593

SHEAR CONNECTORS, ASTM A 108 GRADES 1015 THRU 1020

THREADED RODS, ASTM A 36 GRADE 50

CLEVISES & TURNBUCKLES, ASTM A 108, GRADE 1035

EYE BOLTS & NUTS, ASTM A 108, GRADE 1030

ANCHOR BOLTS, ASTM F 1554, GRADE A 36

WELDED CONNECTIONS:

WELDING ELECTRODES

GROUT BELOW BASE PLATES & BEARING PLATES:

NONMETALLIC, SHRINKAGE-RESISTANT ASTM C 1107

ALLOWABLE SOIL BEARING PRESSURE:

REFER TO SOILS REPORT NO. 08-1181S

DATED NOVEMBER 24, 2009 BY S.W. COLE ENGINEERING INC. FOR

DESCRIPTION OF EXISTING SOIL CONDITIONS

AND RECOMMENDATIONS.

DESIGN:

APPLICABLE CODES/STANDARDS:

-INTERNATIONAL BUILDING CODE - 2006

-INTERNATIONAL EXISTING BUILDING CODE - 2006

-ASCE 7-05 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ASCE/SEI 2005

STRUCTURAL DESIGN STANDARDS:

-ACI 318-05 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY, 2005

-ACI 530/530.1-05 BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY

STRUCTURES (AND RELATED COMMENTARIES), 2005

-AISC-ASD/LRFD (ASD ONLY) STEEL CONSTRUCTION MANUAL, 13TH EDITION

-AISC SEISMIC DESIGN MANUAL

-WS D1.1/D1.1M STRUCTURAL WELDING CODE-SEEL, 2006 EDITION

-NDS-NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ASD/LRFD (ASD ONLY), 2005

EDITION

-NDS-NATIONAL DESIGN SPECIFICATION SUPPLEMENT, DESIGN VALUES FOR WOOD CONSTRUCTION, 2005 EDITION

BUILDING CLASSIFICATION CATEGORY:

BUILDING DESIGN LIVE LOADS/CRITERIA:

FLOOR LIVE LOADS:

FLOOR FRAMING (MECHANICAL PENTHOUSE)

ROOF SNOW LOADS & DESIGN DATA:

DESIGN ROOF SNOW LOAD

FLAT ROOF SNOW LOAD (Pf)=(0.7*Ce*Ct*Is*Pg) SNOW EXPOSURE FACTOR (Ce) SNOW LOAD IMPORTANCE FACTOR (Is) ROOF THERMAL FACTOR (Ct) GROUND SNOW (Pg)

RAIN ON SNOW SURCHARGE

SLOPED ROOF FACTOR (Cs)

WIND DESIGN DATA:

WIND IMPORTANCE FACTOR (Iw)

BASIC WIND SPEED (3-SECOND GUST)

WIND DIRECTIONALITY FACTOR (Kd)

MEAN ROOF HEIGHT

WIND EXPOSURE CATEGORY

WIND EXPOSURE CLASSIFICATION

INTERNAL PRESSURE COEFFICIENT

BUILDING LENGTH (L)

LEAST WIDTH (B)

VELOCITY PRESSURE EXPOSURE COEFFICIENT Kh (CASE 1) VELOCITY PRESSURE EXPOSURE COEFFICIENT Kh (CASE 2) TOPOGRAPHIC FACTOR Kzt EDGE STRIP (a) END ZONE (2a)

DESIGN PROCEDURE

WIND LOADS - COMPONENTS & CLADDING

ROOF

AREA

NEGATIVE ZONE 1

NEGATIVE ZONE 2

NEGATIVE ZONE 3

POSITIVE ALL ZONES

OVERHANG ZONE 1 & 2

OVERHANG ZONE 3

WALLS

AREA

NEGATIVE ZONE 4

NEGATIVE ZONE 5

POSITIVE ZONE 4 & 5

EARTHQUAKE DESIGN DATA:

OCCUPANCY CATEGORY

SEISMIC IMPORTANCE FACTOR (Ie) MAPPED SPECTRAL ACCELERATIONS AT SHORT PERIODS (Ss) MAPPED SPECTRAL ACCELERATIONS AT (1)-SECOND PERIODS (Sd1)

SITE CLASSIFICATION

DESIGN SPECTRAL RESPONSE COEFFICIENT AT SHORT PERIODS (Sds) DESIGN SPECTRAL RESPONSE COEFFICIENT AT (1)-SECOND PERIODS (Sd1)

SEISMIC DESIGN CATEGORY

BASIC SEISMIC-FORCE-RESISTING SYSTEM

DESIGN BASE SHEAR

SEISMIC RESPONSE COEFFICIENT (Cs)

SEISMIC MODIFICATION FACTOR (R)

ANALYSIS PROCEDURE FOR SEISMIC DESIGN

BUILDING IS IN PENOBSCOT COUNTY

EARTH PRESSURE:

SOIL UNIT WEIGHT

DESIGN LATERAL SOIL LOAD

100 PSF

IV

58.8 PSF

1.0 1.2 1.0

35 PSF

1.0

1.15

90 MPH

0.85

13.5 FT

60 PSF (BALANCED SNOW LOAD)

B

ENCLOSED

+/- 0.18

182 FT

182 FT

0.701 0.575 1.0

7.3 FT

14.6 FT

METHOD 1 (SIMPLIFIED PROCEDURE)

10.0 PSF

-42.3 PSF

-28.1 PSF

-16.8 PSF

10 SF

10.0 PSF

-25.4 PSF

-21.2 PSF

-15.8 PSF

50 SF

10.0 PSF

-18.2 PSF

-18.2 PSF

-15.3 PSF

100 SF

-24.1 PSF -23.1 PSF -22.7 PSF

-39.8 PSF -19.9 PSF -11.4 PSF

SURFACE PRESSURE (PSF)

15.3 PSF

-20.4 PSF

-16.6 PSF

10 SF

13.1 PSF

-15.9 PSF

-14.4 PSF

100 SF

11.5 PSF

-12.8 PSF

-12.8 PSF

500 SF

SURFACE PRESSURE (PSF)

110 PCF

60 PSF/FT OF DEPTH

MATERIAL STRENGTHS:

CAST-IN-PLACE CONCRETE:

FOOTINGS

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS

MAXIMUM WATER-CEMENTITIOUS RATIO

MAXIMUM AGGREGATE SIZE

SLUMP LIMIT

AIR CONTENT

FOUNDATION FROST WALLS

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS

MAXIMUM WATER-CEMENTITIOUS RATIO

MAXIMUM AGGREGATE SIZE

SLUMP LIMIT

AIR CONTENT

EXPOSED WALLS

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS

MAXIMUM WATER-CEMENTITIOUS RATIO

MAXIMUM AGGREGATE SIZE

SLUMP LIMIT

AIR CONTENT

INTERIOR SLABS

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS

MAXIMUM WATER-CEMENTITIOUS RATIO

MAXIMUM AGGREGATE SIZE

SLUMP LIMIT

AIR CONTENT

EXTERIOR SLABS ON GRADE

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS

MAXIMUM WATER-CEMENTITIOUS RATIO

MAXIMUM AGGREGATE SIZE

SLUMP LIMIT

AIR CONTENT

SLABS ON METAL DECK

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS

MAXIMUM WATER-CEMENTITIOUS RATIO

MAXIMUM AGGREGATE SIZE

SLUMP LIMIT

AIR CONTENT

PIERS

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS

MAXIMUM WATER-CEMENTITIOUS RATIO

MAXIMUM AGGREGATE SIZE

SLUMP LIMIT

AIR CONTENT

SLURRY

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS

MAXIMUM WATER-CEMENTITIOUS RATIO

MAXIMUM AGGREGATE SIZE

SLUMP LIMIT

AIR CONTENT

ALL OTHER CONCRETE

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS

MAXIMUM WATER-CEMENTITIOUS RATIO

MAXIMUM AGGREGATE SIZE

SLUMP LIMIT

AIR CONTENT

0.55 1 1/2'' 5'' +/- 1''

NO

f'c = 3500 PSI

0.55 3/4'' 4'' +/- 1''

NO

f'c = 4000 PSI

0.42 3/4'' 4'' +/- 1''

YES 4 TO 6 %

f'c = 4000 PSI

0.47 3/4'' 4'' +/- 1''

NO

f'c = 3500 PSI

0.42 3/4'' 4'' +/- 1''

YES 4 TO 6 %

f'c = 3500 PSI

0.47 3/8'' 4'' +/- 1''

NO

f'c = 3500 PSI

0.47 3/4'' 4'' +/- 1''

NO

f'c = 4000 PSI

0.55 3/4'' 6'' +/- 1''

NO

f'c = 1000 PSI

0.47 3/4'' 4'' +/- 1''

NO

f'c = 4000 PSI

Fy = 60,000 PSI Fy = 60,000 PSI

Fy = 36,000 PSI Fy = 50,000 PSI

Fy = 36,000 PSI Fy = 46,000 PSI Fy = 46,000 PSI Fy = 36,000 PSI

Fy = 33,000 PSI Fy = 50,000 PSI Fy = 50,000 PSI G90

E70XX

1500 PSF (REPORT)

1.50 0.267 0.076 D 0.282 0.122 C

EQUIVALENT LATERAL

FORCE ANALYSIS

IV

NOT SPECIFICALLY DESIGNED

FOR SEISMIC RESISTANCE

0.141W 0.141

DEFLECTION LIMITS:

ROOF MEMBERS

SUPPORTING GYPSUM BOARD CEILINGS

SUPPORTING GYPSUM BOARD CEILINGS

NOT SUPPORTING CEILING

SUPPORTING RIGID MATERIALS (BRICK, MASONRY, ETC.)

FLOOR MEMBERS

SUPPORTING RIGID MATERIALS (BRICK, MASONRY, ETC.)

SUPPORTING FLEXIBLE MATERIALS

LINTEL/HEADER/BEAM MEMBERS

SUPPORTING RIGID MATERIALS (BRICK, MASONRY, ETC.)

SUPPORTING FLEXIBLE MATERIALS (EIFS, SIDING, ETC.)

EXTERIOR WALLS

WITH RIGID FINISHES (BRICK, MASONRY, ETC.)

WITH FLEXIBLE FINISHES (EIFS, SIDING, ETC.)

L/600 OR 0.3 in L/240 L/240 L/360

LIVE

L/600 OR 0.3 in L/240 L/240 L/360

SNOW OR WIND

L/600 OR 0.3 in L/180 L/240 L/360

DEAD + LIVE OR SNOW

L/360 L/600 OR 0.3 in

L/240 L/600 OR 0.3 in

L/360 L/600 OR 0.3 in

L/240 L/600 OR 0.3 inL/600 OR 0.3 in

L/600 OR 0.3 in

L/360

L/360

GENERAL:

ALL MATERIALS, CONSTRUCTION, AND DETAILS SHALL CONFORM WITH THE FOLLOWING:

PLANS AND SPECIFICATIONS

INTERNATIONAL BUILDING CODE - 2006

OSHA REGULATIONS

THE GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL BE FAMILIAR WITH THE ENTIRE SET

OF CONSTRUCTION DOCUMENT (ARCHITECTURAL, CIVIL, ELECTRICAL, PLUMBING, STRUCTURAL, ETC.) IN ORDER TO PROVIDE ALL CONSTRUCTION AND MATERIALS FOR THIS PROJECT.

THE CONTRACTOR SHALL REFER TO OTHER DRAWINGS CONTAINED IN THE CONSTRUCTION

DOCUMENTS FOR ADDITIONAL SPECIFIED MEMBERS, DIMENSIONS, ELEVATIONS, DETAILS,

OPENINGS, INSERTS, SLEEVES, DEPRESSIONS, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS

REQUIRED TO CONSTRUCT THIS PROJECT.

DETAILS SHOWN ON STRUCTURAL DRAWINGS SHALL BE APPLICABLE TO ALL PORTIONS OF THE

CONTRACT DOCUMENTS UNLESS NOTED OTHERWISE.

DIMENSIONS AND ELEVATIONS SHOWN ON ARCHITECTURAL DRAWINGS SUPERSEDE DIMENSIONS

AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS.

DO NOT SCALE PLANS.

IN NO CASE SHALL STRUCTURAL ALTERATIONS OR WORK AFFECTING A STRUCTURAL MEMBER BE

MADE UNLESS APPROVED BY THE STRUCTURAL ENGINEER.

IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND

CONSTRUCTION SEQUENCE IN ORDER TO INSURE THE SAFETY OF THE BUILDING AND WORKMEN

DURING CONSTRUCTION (MEANS & METHODS OF CONSTRUCTION). THIS INCLUDES, BUT IS NOT

LIMITED TO: SHORING, UNDERPINNING, TEMPORARY BRACING, ETC.

CONSTRUCTION DOCUMENTS SHOW DIMENSIONS AND ELEVATIONS TO SIGNIFICANT WORKING

POINTS (COLUMN CENTERLINES, OUTSIDE FACE OF WALLS, TOP OF FRAMING MEMBERS, ETC.)

MATERIAL SUPPLIERS AND DESIGNERS ARE RESPONSIBLE FOR ALL OTHER INFORMATION IN ORDER

TO DETAIL/FABRICATE THEIR WORK. CONTACT THE ARCHITECT WITH ANY DISCREPANCIES.

IN THE EVENT OF ANY DISCREPANCIES BETWEEN THE STRUCTURAL DRAWINGS AND ANY OTHER

PLANS CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS, THE CONTRACTOR SHALL BRING THE DISCREPANCY TO THE ARCHITECTS ATTENTION IN WRITING IMMEDIATELY OR SHALL BID THE

MOST EXPENSIVE INSTALLATION SPECIFIED.

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FOUNDATION & EARTHWORK:

ALL EXTERIOR FOOTINGS MUST BEAR AT A MINIMUM DEPTH OF 4'-0'' BELOW ADJACENT FINISH

EXTERIOR GRADE.

DO NOT PLACE ANY FOOTINGS ON FROZEN SUBGRADE.

BACK FILLING SHALL BE DONE SIMULTANEOUSLY ON BOTH SIDES OF FOUNDATION WALLS.

REMOVE ANY EXISTING CONCRETE 2'-0'' BELOW NEW CONCRETE FOOTINGS AND SLABS ON GRADE.

CENTER PIER AND COLUMN FOOTINGS ON COLUMN CENTERLINES AND WALL FOOTINGS ON WALL

CENTERLINES UNLESS SPECIFICALLY NOTED OTHERWISE.

TOP OF FOOTING ELEVATIONS SHOWN ON THESE CONSTRUCTION DOCUMENTS REPRESENT

MINIMUM FOOTING DEPTHS FOR FROST PROTECTION AND BEST JUDGMENT OF A SUITABLE

BEARING STRATUM. ACTUAL GRADE CONDITIONS AND SUITABLE BEARING STRATUM MUST BE

VERIFIED BY THE CONTRACTOR AND A SOILS ENGINEER AT THE TIME OF EXCAVATION.

FOOTING EXCAVATIONS MUST EXTEND TO COMPETENT BEARING MATERIAL. CONTRACTOR SHALL

HIRE A SOILS ENGINEER TO FIELD VERIFY NET ALLOWABLE SOIL BEARING CAPACITY STATED ON

THESE CONSTRUCTION DOCUMENTS AND IN GEOTECHNICAL REPORT FOR THIS PROJECT. IF

SUITABLE BEARING STRATUM DOES NOT EXIST AT FOOTING ELEVATIONS STATED ON

CONSTRUCTION DOCUMENTS, EXCAVATIONS SHALL BE EXTENDED UNTIL SOIL WITH STATED

BEARING CAPACITY IS REACHED. PLACE COMPACTED FILL BELOW FOOTINGS OR EXTEND

FOOTINGS DOWN TO SUITABLE BEARING STRATUM. ENGINEERED FILL BELOW SLABS ON GRADE

AND FOOTINGS SHALL BE FREE DRAINING GRANULAR MATERIAL COMPACTED TO 95% MODIFIED

PROCTOR AND PLACED PER THE SOIL ENGINEERS RECOMMENDATIONS.

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CAST-IN-PLACE REINFORCED CONCRETE:

CONCRETE WORK SHALL CONFORM TO THE CURRENT EDITION OF ACI 318 (BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE) AND ACI 302 (GUIDE FOR CONCRETE FLOOR AND SLAB

CONSTRUCTION).

CONTRACTOR SHALL SUBMIT FIVE SETS OF STEEL REBAR SHOP DRAWINGS FOR APPROVAL PRIOR TO CONSTRUCTION. CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS BEFORE SUBMITTING

TO THE ARCHITECT.

GROUT BELOW BASE PLATES AND BEARING PLATES SHALL BE NON-SHRINK, NON-METALLIC GROUT 3/4''

THICK MINIMUM AND 2'' MAXIMUM.

STEEL REINFORCING BARS SHALL CONFORM TO ASTM A615 (GRADE 60). DEFORMED WELDED WIRE

FABRIC SHALL CONFORM TO ASTM A185.

CONTRACTOR SHALL PROVIDE SUITABLE WIRE SPACERS, CHAIRS, TIES, ETC FOR SUPPORTING

REINFORCING STEEL IN THE PROPER POSITION WHILE PLACING CONCRETE.

PROVIDE (2)-#5 BARS AROUND ALL OPENINGS AND (2)-#5 BARS DIAGONALLY AT ALL OPENING CORNERS.

EXTEND BARS 2'-6'' PAST OPENING.

PROVIDE 1/2'' EXPANSION JOINT MATERIAL AT INTERIOR LOCATIONS WHERE SLABS ABUT WALLS, COLUMNS, AND OTHER VERTICAL SURFACES UNLESS NOTED OTHERWISE.

PROVIDE A 1'' CHAMFER ON EXPOSED CORNERS OF CONCRETE UNLESS NOTED OTHERWISE.

DO NOT PLACE CONDUITS, PIPES, DUCTS, OR FIXTURES IN STRUCTURAL CONCRETE UNLESS NOTED

OTHERWISE.

SLEEVES, CONDUITS, OR PIPING PASSING THROUGH CONCRETE SLABS AND WALLS SHALL BE PLACED SO THAT THEY ARE NOT CLOSER THAN THREE DIAMETERS ON CENTER AND SO THAT THEY DO NOT

DISPLACE REINFORCING.

PROVIDE SAW CUT CONTROL JOINTS IN CONCRETE SLABS ON METAL DECK SPACED NO MORE THAN 20'- 0'' APART. PLACE CONTROL JOINTS ON COLUMN CENTER LINES IN EACH DIRECTION. REFER TO CONTROL

JOINT LAYOUT SHOWN ON FOUNDATION PLAN FOR REFERENCE.

CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY IRREGULARITIES OR DEFECTS IN CONCRETE SLABS (CRACKS, BUMPS, FLOOR CURLING, ETC.) BEFORE ANY FLOOR FINISHES ARE APPLIED.

ALL LAPS IN REINFORCING STEEL SHALL BE CLASS ''B'' LAP SPLICES UNLESS OTHERWISE NOTED.

CONTRACTOR SHALL HIRE A MATERIALS TESTING LABORATORY TO CAST AND TEST CONCRETE

CYLINDERS. ALL TESTING SHALL BE IN ACCORDANCE WITH ACI 318.83 SECTION 4.7. RESULTS OF CYLINDER TESTS SHALL BE SUBMITTED TO THE ARCHITECT. CONCRETE TEST REPORTS SHALL STATE

THE FOLLOWING INFORMATION:

LOCATION ON PROJECT WHERE THE CONCRETE IS USED

7 DAY COMPRESSIVE STRENGTH

28 DAY COMPRESSIVE STRENGTH

AIR CONTENT

SLUMP

AMOUNT OF WATER ADDED ON JOB SITE

MIX USED

CONCRETE TEST REPORTS SHALL DIRECTLY STATE WHETHER OR NOT THE TEST RESULT COMPLIES WITH

THE CONSTRUCTION DOCUMENTS AND SPECIFICATIONS.

CLASS C FLY ASH OR SLAG MAY BE SUBSTITUTED FOR CEMENT ON A POUND TO POUND BASIS UP TO

10% OF THE TOTAL CEMENTITIOUS CONTENT.

ALL CONCRETE SLABS SHALL BE WET CURED PER ACI RECOMMENDATIONS FOR NO LESS THAN SEVEN

DAYS.

CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE ARE NOT PERMITTED IN ANY

CONCRETE MIX.

PROVIDE THE FOLLOWING CLEAR COVER DISTANCES FOR REINFORCEMENT IN CONCRETE:

FOOTINGS - BOTTOM & SIDES

FOOTINGS - TOP

SLABS - BOTTOM & SIDES

SLABS -TOP

INTERIOR WALLS

EXTERIOR WALLS - OUTSIDE FACE

EXTERIOR WALLS - INSIDE FACE

PIERS

CONTRACTOR SHALL USE SMOOTH FORMS FOR EXPOSED CONCRETE SURFACES. ANY CONCRETE

SURFACE REPAIRS SHALL BE PERFORMED BY THE CONTRACTOR AS REQUIRED. REPAIR AND PATCH

DEFECTIVE AREAS WITH PROPRIETARY PATCHING COMPOUND IMMEDIATELY AFTER REMOVAL OF

FORMS.

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3'' 2'' 1'' 3/4'' 1'' 1 1/2'' 1'' 2''

STRUCTURAL STEEL:

DESIGN, FABRICATION, AND ERECTION SHALL CONFORM TO THE CURRENT EDITION OF AISC (AMERICAN

INSTITUTE OF STEEL CONSTRUCTION) ''MANUAL OF STEEL CONSTRUCTION''.

STEEL DETAILING AND CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT

EDITION OF AISC ''SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, ALLOWABLE STRESS DESIGN

AND PLASTIC DESIGN''.

WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS HOLDING CURRENT AWS CERTIFICATES IN

THE TYPES OF WELDING SPECIFIED ON THESE CONSTRUCTION DOCUMENTS.

CONTRACTOR SHALL SUBMIT FIVE SETS OF STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO

FABRICATION. CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS BEFORE SUBMITTING TO

THE ARCHITECT.

CONTRACTOR SHALL DESIGN AND PROVIDE ANY TEMPORARY BRACING OR GUYS REQUIRED TO ERECT STEEL MEMBERS. TEMPORARY BRACING SHALL BE LEFT IN PLACE UNTIL THE PERMANENT STRUCTURE

IS IN PLACE AND SECURE.

PROVIDE 3/16'' CAP PLATE AT THE ENDS OF ALL EXPOSED TUBE AND PIPE MEMBERS.

STAIRS, HANDRAILS, AND GUARDRAILS SHALL BE DESIGNED BY THE STEEL SUPPLIER.

ALL STEEL BEAMS SHALL BE FABRICATED WITH THE NATURAL CAMBER (WITHIN MILL TOLERANCE).

THE STEEL SUPPLIER SHALL COORDINATE HIS WORK WITH THE STEEL JOIST SUPPLIER ON THE

PROJECT.

CAPACITY OF BOLTED OR WELDED CONNECTIONS SHALL BE EQUAL TO OR EXCEED 120% OF BEAM

REACTION PRODUCED BY MAXIMUM ALLOWABLE UNIFORM LOAD ON THE GIVEN MEMBER SPAN.

UNLESS OTHERWISE NOTED ON CONSTRUCTION DOCUMENTS, ALL BEAM CONNECTIONS SHALL BE

DOUBLE ANGLE CONNECTIONS WITH 3/4" DIAMETER A325N BOLTS. AT BEAM TO BEAM AND BEAM TO COLUMN CONNECTIONS, PROVIDE AS MANY BOLTS AS POSSIBLE INTO THE SUPPORTING MEMBER.

DOUBLE ANGLE WELDED CONNECTIONS MAY BE SUBSTITUTED FOR BOLTED CONNECTIONS. WELDED

CONNECTIONS MUST DEVELOP THE SAME LOAD CAPACITY AS BOLTED CONNECTION SPECIFIED.

ALTERNATE CONNECTIONS FROM WHAT IS SPECIFIED ON THE CONSTRUCTION DOCUMENTS WILL NOT

BE ACCEPTED WITH-OUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER.

USE STANDARD AISC DOUBLE ANGLE CONNECTIONS WHERE POSSIBLE. ALL STANDARD DOUBLE

ANGLE CONNECTIONS SHALL BE IN ACCORDANCE WITH ASD NINTH EDITION AND SHALL BE TYPE 2

FRAMING CONNECTIONS UNLESS NOTED OTHERWISE.

PROVIDE STIFFENER PLATES ON BOTH SIDES OF BEAM WEBS AT ALL CONCENTRATED LOADS ABOVE

AND BELOW A BEAM. UNLESS NOTED OTHERWISE, FRAME THE LARGEST BEAM OVER COLUMNS AT

BEAM TO BEAM INTERSECTIONS.

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STEEL JOISTS:

DESIGN, FABRICATION, AND ERECTION SHALL CONFORM TO THE CURRENT EDITION OF ''STEEL JOIST

INSTITUTE SPECIFICATIONS''.

JOIST MANUFACTURER SHALL BE A MEMBER OF THE SJI (STEEL JOIST INSTITUTE).

CONTRACTOR SHALL SUBMIT FIVE SETS OF STEEL JOISTS SHOP DRAWINGS FOR APPROVAL PRIOR

TO FABRICATION. CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS BEFORE

SUBMITTING TO THE ARCHITECT.

PROVIDE SJI STANDARD BRIDGING AS SHOWN ON THE CONSTRUCTION DOCUMENTS OR AS

REQUIRED BY DESIGN.

DO NOT CUT OR DRILL THROUGH ANY JOIST.

ALL CONCENTRATED LOADS SHALL BE APPLIED AT A JOIST PANEL POINT UNLESS SPECIFICALLY

NOTED OTHERWISE.

JOIST MANUFACTURER SHALL DESIGN JOISTS FOR ROOF TOP UNIT LOADS AND SUSPENDED UNIT

LOADS SHOWN ON CONSTRUCTION DOCUMENTS. COORDINATE EXACT LOCATION OF APPLIED

LOAD WITH CONTRACTOR.

DESIGN JOISTS AND BRIDGING TO RESIST A NET WIND UPLIFT LOAD OF 5 PSF.

PROVIDE CAMBER IN JOIST AS RECOMMENDED BY SJI SPECIFICATIONS.

JOIST SUPPLIER SHALL COORDINATE HIS WORK WITH THE STEEL SUPPLIER ON THE PROJECT.

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METAL DECK:

DECK, ACCESSORIES, AND ATTACHMENTS SHALL CONFORM WITH THE CURRENT EDITION OF ''STEEL

DECK INSTITUTE SPECIFICATIONS''.

PROVIDE SUPPORT AT COLUMNS AS REQUIRED FOR DECK SUPPORT. PROVIDE L2x2x3/16 MINIMUM.

AT OPENINGS IN DECK LESS THAN 12''x12'', PROVIDE A 16 GAUGE COVER PLATE FASTENED TO DECK

WITH #12 TEK SCREWS.

AT CHANGE IN DECK DIRECTION, PROVIDE A 22 GAUGE x 12'' WIDE CONTINUOUS PLATE. PROVIDE

SAME PLATE AT ALL RIDGES, VALLEYS, AND HIPS BENT TO MATCH PROFILE OF ROOF.

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COLD-FORMED METAL FRAMING

LIGHT GAUGE STEEL CONTRACTOR SHALL SUBMIT (5)-SETS OF LIGHT GAUGE SHOP DRAWINGS

WITH STRUCTURAL CALCULATIONS STAMPED BY A PROFESSIONAL ENGINEER REGISTERED IN THE

STATE OF MAINE TO THE ARCHITECT AND ENGINEER FOR APPROVAL.

ALL LIGHT GAUGE MEMBERS SPECIFIED ON THE CONSTRUCTION DOCUMENTS ARE MINIMUM SIZES.

LIGHT GAUGE DESIGNER TO VERIFY ALL SIZES.

REFER TO MATERIAL STRENGTHS ON SHEET S001 COLD-FORMED METAL FRAMING YIELD STREE

(Fy).

ALL LIGHT GAUGE STEEL MEMBERS SHALL BE CLARK STEEL FRAMING SYSTEMS PRODUCTS OR

APPROVED EQUAL.

ALL STUDS SHALL BE GALVANIZED.

DESIGN, SUPPLY, AND INSTALL ANY HOT-ROLLED OR COLD-ROLLED SECTION NEEDED TO PROVIDE

A COMPLETE EXTERIOR CLADDING SYSTEM.

REFER TO DEFLECTION LIMIT CRITERIA ON SHEET S001 FOR ALL COLD-FORMED FRAMING

DEFLECTION REQUIREMENTS.

OTHER CLADDING MATERIALS.

THE NAME, ADDRESS, PHONE NUMBER, & FAX NUMBER OF THE SUPPLIER. ALL DESIGN LOADS.

PLANS & ELEVATIONS KEYING IN ALL SECTIONS.

CONNECTION DETAILS SPECIFYING ALL FASTENER TYPES, QUANTITY, & LOCATIONS.

ALL REQUIRED BRIDGING, BRACING, & OTHER LIGHT GAUGE COMPONENTS.

ALL WELDING SHALL BE AWS D1.3. WELDERS SHALL BE CERTIFIED FOR THE THICKNESS OF

MATERIAL BEING WELDED.

SCREW PENETRATION THROUGH JOINED MATERIALS SHALL NOT BE LESS THAN THREE EXPOSED

SCREW THREADS. REFER TO INSTALLATION INSTRUCTIONS OF THE SCREW MANUFACTURER

AND/OR ASTM C-954 FOR MINIMUM SPACING AND EDGE DISTANCE AND TORQUE REQUIREMENTS.

INSTALL CONTINUOUS TRACKS SIZED TO MATCH STUDS. ALIGN TRACKS ACCURATELY TO LAYOUT

AT BASE AND TOPS OF STUDS. SECURE TRACKS AS RECOMMENDED BY STUD MANUFACTURER

FOR TYPE OF CONSTRUCTION INVOLVED, EXCEPT DO NOT EXCEED 24'' o/c SPACING FOR POWDER- DRIVEN FASTENERS, OR 16'' o/c FOR OTHER TYPES OF ATTACHMENT. PROVIDE FASTENERS AT

CORNERS AND END OF TRACKS.

WHERE SPLICING OF TRACK IS NECESSARY BETWEEN STUD SPACINGS, PROVIDE A PIECE OF STUD

PLACED BETWEEN ADJACENT TRACKS AND FASTENED BY WELD OR SCREW TO EACH SIDE OF THE

TRACK EACH END.

AT NON-LOAD BEARING WALLS, PROVIDE A SLIP TRACK AT TOP OF WALL.

FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR BY WELDING. SCREWS

AND WELDS SHALL BE SUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE CONNECTION.

ALL WELDS SHALL BE TOUCHED UP WITH ZINC-RICH PAINT.

INSTALL LIGHT GAUGE FRAMING MEMBERS IN ACCORDANCE WITH MANUFACTURERS PRINTED OR

WRITTEN INSTRUCTIONS AND RECOMMENDATIONS UNLESS NOTED OTHERWISE.

FIELD CUTTING OF LIGHT GAUGE MEMBERS SHALL BE BY SAW OR SHEAR. TORCH CUTTING IS NOT

PERMITTED.

TEMPORARY BRACING OF LIGHT GAUGE MEMBERS SHALL BE PROVIDED AND REMAIN IN PLACE

UNTIL WORK IS PERMANENTLY STABILIZED. ALL BRACING REQUIRED SHALL BE DESIGNED AND

SUPPLIED BY THE LIGHT GAUGE CONTRACTOR.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

18.

21675 LONG VIEW DRIVE

SUITE 500

WAUKESHA, WI 53186

FAX (262) 798.7001

PHONE (262) 798.7000

E-MAIL welman@welmanarch.com

PROJECT NO.

DATE:

REVISION / ISSUES:

SHEET NAME:

SHEET NO:

C COPYRIGHT BY WELMAN

ARCHITECTS INC.

CONTRACTOR:

PROJECT:

CERTIFICATION:

4035 N 127th Street Brookfield, WI 53005

Fax: (262) 373-0860Tel: (262) 373-0680

Project #: 09-174

Inc.

Structural Dimension

03-19-2010 FTG/FND SUBMITTAL

03-26-2010 Design Development Review I & II

04-02-2010 75% VA Review

04-16-2010 City Submittal

05-21-2010 CB #1

05-21-2010 100% VA Review

35 State Hospital Drive

Bangor, ME 04401

S001

GENERAL NOTES

VA

Outpatient

Clinic

03-19-10

28112

B

2 3 4 5 6 7

C

D

E

F

G

H

F.8' 5.8'

7.8'

E.8'

3.9

A

4.7 5.6 6.6

2.5'

1.5'

C.3'

C.5'

D.5'

0.5'

3.5'

1.3'

2.3'

D.4

C.4

6.8'

E.4

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

W20 96'-0''

W

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

SIM.

C J

C J

C J

C J

W20 96'-0''

W20 96'-0''

W15 96'-0''

W

W

W15 96'-0''

W20 96'-0''

W20 87'-6''

W20 96'-0''

W

7' - 6" 46' - 2" 6' - 4" 122' - 0" 23' - 0" 2' - 0"

7' - 8" 1' - 0" 14' - 4" 32' - 0" 15' - 0"

1' - 4" 29' - 8" 30' - 0" 28' - 8" 1' - 4" 19' - 8" 1' - 6" 9' - 0" 11' - 7 1/2" 5' - 8 1/2" 8' - 8 3/8" 3' - 9 5/8" 18' - 0" 11' - 8" 1' - 4" 24' - 0"

182' - 0"

/4

/8

/8

146' - 7 3/4"

/4

/4

3/ 4"

8' 9"

0"

8' 9"

3/ 4"

/2

2' - 0"

14' - 8"

7' - 6"

W

24' - 7 3/8"

1' - 4 3/8"

23' - 9 5/8"

1' 4"

1' 4"

C.2

C.6

1' - 0"

1' - 0" 5' - 8"

1' 0"

1' - 0"

1' 0"

1' - 0"

1' - 0"

5' - 0"

1' - 0"

1' - 0"

9'

9' " 6

1' - 0"

1' - 0"

6" 6"

6" 6"

1' - 0"

T/L=99'-9-1/4"

T/W=100'-0"

T /L -1 /4

T /W

T /L -1 /4

T /W

T/L=99'-9-1/4"

T/W=100'-0"

T/L=99'-9-1/4"

T/W=100'-0"

T/L=99'-9-1/4"

T/W=100'-0"

T /L -1 /4

T /W

T/L=99'-9-1/4"

T/W=100'-0"

4'' CONCRETE SLAB ON GRADE

w/ 6x6-W1.4xW1.4 WWF

REINFORCEMENT.

REFER TO 1/S400 FOR SLAB ON

GRADE CONSTRUCTION.

T/SLAB ELEV=100'-0''

S400

S400

S400

S400

S400

S400

S400

S400

S400

S400

S400

F80 99'-4''

BP1

F90A 98'-0''

BP4

F100A 99'-4''

BP4

F80 98'-0''

BP1

F80A 99'-4''

BP4

F80A 99'-4''

BP4

F80A 99'-4''

BP4

F80 99'-4''

BP1

F80 99'-4''

BP1

F80 99'-4''

BP1

F80A 99'-4''

BP4

F80A 98'-0''

BP4

F80A 99'-4''

BP4

F80A 99'-4''

BP4

F90A 99'-4''

BP4

F80A 99'-4''

BP4

F80A 99'-4''

BP4

F80A 98'-0''

BP4

F80A 99'-4''

BP4

F80A 99'-4''

BP4

F80A 99'-4''

BP4

F80 98'-0''

BP1

F100A 99'-4''

BP4

F80 98'-0''

BP1

F80A 99'-4''

BP4

F60 98'-0''

BP1

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 87'-6''

P1 99'-0''

F50 87'-6''

P1 99'-4''

F50 87'-6''

P1 99'-4''

F90A 87'-6''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4'' F90A 96'-0''

P1 99'-4''

F90A 96'-0''

P1 99'-4''

F100A 96'-0''

P1 99'-4''

F50 96'-0''

P1 99'-4''

F50 96'-0''

P1 99'-4''

F110A 96'-0''

P1 99'-4''

F100A 96'-0''

P1 99'-4''

F100A 96'-0''

P1 99'-4''

F100A 96'-0''

P1 99'-4''

F50 96'-0''

P1 99'-4''

F50 96'-0''

P1 99'-4''

F40 96'-0''

P1 99'-4'' F40 96'-0''

P1 99'-4''

F40 96'-0''

P1 99'-4''

F40 96'-0''

P1 99'-4''

F40 96'-0''

P1 99'-4''

S400

S400

S400

S400

135.00°

.0

.0

.00

2' - 0" 24' - 4" 2' - 0" 28' - 6" 2' - 0" 12' - 0"

9' 1"

2' 0" 11

0" 2' 0"

9' 1"

F.9

5.9

24' - 7 3/8"

7' - 6"

8"

8"

F80A 99'-4''

BP4

T/W=99'-4"

T /W

T /W

T /W

T/W =99'-4"

T/W =99'-4"

E.6

F.3

F80A 99'-4"

BP4

F90A 99'-4"

BP4

F80A 99'-4"

BP4

F80A 99'-4''

BP4

F80A 99'-4"

BP4

5.54.6

F110A 96'-0''

P1 99'-4''

T/SLAB

ELEV 99'-6"

T/SLAB

ELEV 99'-6"

6"

6"

6"

6"

S400

S400

S400

15' - 8" 2' - 3 7/8"

/8

8' - 5 1/2"

15' - 8"

F50 87'-6''

P1 99'-4''

/8

S400

S400

S400

S400

6' - 0"

3' - 0"

1' - 0" 4' - 6"

RW-1 87'-6''

W

W

S T E P

S T E P

S T E P

S T E P

W

W

W20 93'-6''

W20 91'-6''

STEP 2'-6''

STEP 2'-0''

STEP 2'-0''

STEP 2'-0''

W20 89'-6''

PROVIDE 15# FELT PAPER

(BOND BREAKER) BETWEEN

RETAINING WALL FTG &

BLDG FTG

129' - 8" 4' - 0" 4' - 0" 4' - 0"

/4

T/W=99'-4''

T/W=99'-4''

5' - 0" 1' - 0"

4' - 0"

1' - 0"

T/W=99'-4"

5' 4"

S400

SIM.

S400

S400

S400

S400

S400

S400

1' - 0"

S400

S400

10' - 4" 51' - 0"

1' - 0"

W20 96'-0''

T/L=99'-8"

REFER TO CIVIL PLANS

REFER TO CIVIL PLANS

R E F E R T O C

IV

IL

P L A N S

R E F E R T O C

IV

IL

P L A N S

REFER TO CIVIL PLANS

NEW 12'' CONRETE MRI PAD ON

GRADE w/ NOVA MESH E3 AT

DOSAGE RATE OF 24 #/CU YD

ON 8" FREE DRAINING SUB-

BASE.

T /W

T /W

T /W

T /W

T/W=100'-0"

T/W=100'-0''

T/L=99'-9-1/4"

T/W=100'-0"

T/W=100'-0"

T/W=100'-0''

T/L=99'-9-1/4''

T/L=99'-9-1/4"

T/W=100'-0''

T/L=99'-9-1/4"

T/L=99'-9-1/4"

T /W

T /W

T /L -1 /4

T /W

T /W

T /L -1 /4

T /W

T /L -1 /4

T /L -1 /4

T /L -1 /4

T /W

T /W

T /W

T /L -1 /4

T /L -1 /4

T /W

T /W

T /W

T /L -1 /4

T /L -1 /4

T/L=99'-9-1/4"

T/L=99'-9-1/4"

T/L=99'-9-1/4"

T/W=100'-0"

T/W=100'-0"

T/W=100'-0"

T/W=100'-0"

T/L=99'-9-1/4"

T/L=99'-9-1/4"

T/L=99'-9-1/4"

T/L=99'-9-1/4"

T/W =100'-0''

T/L=99'-9-1/4"

T/W =100'-0''

T/W =100'-0''

T/W =100'-0''

T/W =99'-4''

T/W =100'-0''

T /L -1 /4

T /W

T/W=100'-0"

4" 8"

REFER TO SHEET

S300 FOR SMOKING

SHELTER PLANS

W20 100'-0''

7' - 6"

17' - 0"

1' - 4"

6" 5' - 10" 1' - 0"

2.9

2"

2.7'

3/ 4"

7' 6"

7' 6"1.0'

3/ 4"

7' 6"

7' 6"

2"

C.7

BP6

BP6

BP2

BP2

BP5

BP3

BP1

BP1

BP3

BP5

BP4

BP4

BP4

BP4BP4 BP4

BP4 BP4

BP4

BP1

BP1

BP1

BP4

BP4

BP4

BP4

BP4

BP4BP4BP4

BP4

BP1

BP1 BP1

BP1

BP1

S403

S403

S403

S403

S403

18''Wx18''D DUCT BANK

REFER TO ELECTRICAL

DWG E0.10 FOR SPECIFICS

& LOCATION

B-1 R.W.

B-4 S.W.

B-3 S.W.

B-2 S.W.

B-2 R.W.

B-1 S.W.

B-5 S.W.

/4

11' - 10 1/2" 7' - 10 1/4"

SIM.

COLUMN FOOTING SCHEDULE

SCHEDULE NOTES:

1. REFER TO GENERAL NOTES ON SHEET S001 FOR MINIMUM COVER REQUIREMENTS.

2. REFER TO FOUNDATION PLAN FOR TOP OF FOOTING ELEVATIONS.

3. NET ALLOWABLE SOIL BEARING CAPACITY = 1500 PSF. CONTRACTOR TO HIRE SOILD ENGINEER

FIELD VERIFY AT TIME OF FOOTING EXCAVATION.

4. LAP REINFORCEMENT 30'' MINIMUM.

FOOTING

MARK

FOOTING SIZE

(WIDTH x LENGTH)

THICKNESS BOTTOM REINFORCEMENT TOP REINFORCEMENT REMARKS

LONG SHORT LONG SHORT

F40

F50

F60

4'-0''x4'-0''

5'-0''x5'-0''

6'-0''x6'-0''

12''

12''

12''

(6)-#5

(6)-#5

(6)-#5

(6)-#5

(6)-#5

(6)-#5

BOTT OR TOP

REINF-LONG

BOTT OR TOP

REINF-SHORT

TOP REINF

BOTT REINF

FTG WIDTH

2" CLR 2" CLR

EQ EQ E

Q

E Q

E Q

E Q

C L R

F T G L E N G T H

C L R

FTG WIDTH

C L R

C L R

F T G

T H

IC

K N E S S

F80

F80A

F90A

8'-0''x8'-0''

8'-0''x8'-0''

9'-0''x9'-0''

14''

14''

14''

(7)-#6

(7)-#6

(10)-#6

(7)-#6

(7)-#6

(10)-#6

F100A 10'-0''x10'-0'' 16'' (8)-#7 (8)-#7

F110A 11'-0''x11'-0'' 18'' (9)-#7 (9)-#7

(6)-#5

(7)-#5

(6)-#5

(7)-#5

(8)-#5 (8)-#5

(8)-#5 (8)-#5

96'-0''F30

99'-4''P1

96'-0''W20

TOP OF FTG

ELEVATION

WALL FTG MARK

REFER TO SCHED

ON S001

COLUMN FTG

MARK. REFER

TO SCHED ON

S001

TOP OF FTG

ELEVATION

CONCRETE PIER

MARK. REFER TO

SCHED ON S001

TOP OF CONC

PIER MARK.

TOP OF WALL

ELEVATION

TOP OF LEDGE

ELEVATION.

FOUNDATION LEGEND

T/W=100'-0'' T/L=99'-4''

PIER SCHEDULE - CONCRETE

P1 24''x24'' (8)-#6 #4 AT 12'' o/c (4)-#5 (10''x39'')

SCHEDULE NOTES:

1. REFER TO GENERAL NOTES ON SHEET S001 FOR MINIMUM COVER REQUIREMENTS.

2. AT TOP OF CONCRETE PIER, PROVIDE (3)-#4 TIES AT 3'' o/c.

3. HOOK ALL VERTICAL REINFORCEMENT AT TOP OF CONCRETE PIERS WITH A 90 DEGREE HOOK 8''.

4. WHERE NO DOWELS ARE SHOWN FROM THE CONCRETE PIER TO THE CONCRETE FOOTING, EMBED VERTICAL

PIER REINFORCEMNT INTO FOOTING 9'' MINIMUM AND PROVIDE A 90 DEGREE HOOK 10''.

5. CONTINUE HORIZONTAL WALL REINFORCING THROUGH THE CONCRETE PIER.

6. CENTER CONCRETE PIER BELOW COLUMN ABOVE.

7. ALIGN VERTIVAL CONCRETE PIER REINFORCEMENT WITH VERTICAL MASONRY PIER/WALL REINFORCEMENT ABOVE.

8. LAP VERTICAL REINFORCEMENT 30 BAR DIAMETERS OR 24'', WHICH EVER IS GREATER.

PIER

MARK

SIZE

(WIDTH x CONT)

VERTICAL

REINFORCEMENT

PIER

TIES

DETAIL DOWELS REMARKS

P2 24'' DIA x 48''D (8)-#6 #4 AT 12'' o/c

REINFORCEMENT

LONGITUDINAL TRANSVERSE

REMARKS

W15 1'-6''xCONT 12'' (2)-#5xCONT

W20 2'-0''xCONT 12'' (2)-#5xCONT

WALL FOOTING SCHEDULE

SCHEDULE NOTES:

1. REFER TO GENERAL NOTES ON SHEET S001 FOR MINIMUM COVER REQUIREMENTS.

2. REFER TO FOUNDATION PLAN FOR TOP OF FOOTING ELEVATIONS.

3. NET ALLOWABLE SOIL BEARING CAPACITY = 1500 PSF. CONTRACTOR TO HIRE SOILD

ENGINEER TO FIELD VERIFY AT TIME OF FOOTING EXCAVATION.

4. LAP REINFORCEMENT 30'' MINIMUM.

FOOTING

MARK

FOOTING SIZE

(WIDTH x CONT)

THICKNESS

FOUNDATION PLAN NOTES:

REFER TO S001 FOR ADDITIONAL

STRUCTURAL NOTES AND FOUNDATION

REQUIREMENTS.

ELEVATION 100'-0'' ON STRUCTURAL

DRAWINGS CORRESPONDS TO FF

ELEVATION SHOWN ON SITE PLAN.

TYPICAL.

SLAB DEPRESSIONS: VERIFY ALL SLAB

DEPRESSIONS (SIZE, DEPTH, LOCATION)

w/ ARCHITECTURAL DRAWINGS.

MASONRY PIERS: MASONRY PIERS

SHOWN ON THE FOUNDATION PLAN ARE

ABOVE THE CONCRETE FOUNDATION.

REFER TO FRAMING PLANS & SCHEDULE

FOR PIER DESIGNATION AND SIZE.

PROVIDE DWLS MATCHING VERTICAL

MASONRY PIER REINFORCEMENT INTO

FOUNDATION.

REFER TO FRAMING PLANS FOR

LOCATION, SIZE, & SPACING OF MASONRY

WALL REINFORCEMENT.

REFER TO FRAMING PLANS FOR STEEL

COLUMN SIZES.

REFER TO BASE PLATE SCHEDULE ON

S002 FOR COLUMN BASE PLATE SIZE AND

NUMBER OF ANCHOR BOLTS &

ORIENTATION.

"RW-X" INDICATES CONCRETE RETAINING

WALL TYPE. REFER TO SCHEDULE ON

S002 FOR WALL AND FOOTING SIZE &

REINFORCEMENT.

'' '' INDICATES SOILS BORING

LOCATION. REFER TO GEOTECHNICAL

PLANS FOR SPECIFICS.

''BPX'' INDICATES STEEL COLUMN BASE

PLATE. REFER TO BASE PLATE SCHEDULE

ON S002 FOR COLUMN BASE PLATE SIZE

AND NUMBER OF ANCHOR BOLTS AND

ORIENTATION.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

FOUNDATION KEYED NOTES:

5'' THICK REINFORCED STRUCTURAL

CONCRETE STOOP SLAB w/ #4 AT 12'' o/c EACH WAY. PROVIDE #4 DWLS 12''x12'' AT 12'' o/c AT PERIMETER ALL AROUND. LOCATE

REINFORCEMENT 1-1/2'' FROM BOTTOM OF

SLAB.

(2)-#5x4'-0'' CENTERED IN THICKNESS OF SLAB

ON GRADE AND LOCATED AT RE-ENTRANT

CORNERS. TYPICAL.

(8)-#5x4'-0'' CENTERED IN THICKNESS OF SLAB

ON GRADE AND LOCATED AROUND STEEL

COLUMNS AS SHOWN ON PLAN REFER TO

2/S400. TYPICAL.

21675 LONG VIEW DRIVE

SUITE 500

WAUKESHA, WI 53186

FAX (262) 798.7001

PHONE (262) 798.7000

E-MAIL welman@welmanarch.com

PROJECT NO.

DATE:

REVISION / ISSUES:

SHEET NAME:

SHEET NO:

C COPYRIGHT BY WELMAN

ARCHITECTS INC.

CONTRACTOR:

PROJECT:

CERTIFICATION:

4035 N 127th Street Brookfield, WI 53005

Fax: (262) 373-0860Tel: (262) 373-0680

Project #: 09-174

Inc.

Structural Dimension

03-19-2010 FTG/FND SUBMITTAL

03-26-2010 Design Development Review I & II

04-02-2010 75% VA Review

04-16-2010 City Submittal

05-21-2010 CB #1

05-21-2010 100% VA Review

35 State Hospital Drive

Bangor, ME 04401

S100

FOUNDATION PLAN

VA

Outpatient

Clinic

03-19-10

28112

SCALE: 3/32" = 1'-0"

FOUNDATION PLAN

THE FOLLOWING ARE ITEMS THAT

HAVE BEEN REVISED SINCE THE

FOOTING & FOUNDATION SUBMITTAL

DATED 3-19-2010 THAT ARE NOT

CLOUDED ON THIS PLAN.

1. BRICK LEDGE HAS BEEN OMITTED

AT ALL OPNGS IN EXTERIOR WALL.

B

2 3 4 5 6 7

C

D

E

F

G

H

F.8' 5.8'

7.8'

E.8'

3.9

A

4.7 5.6 6.6

2.5'

1.5'

C.3'

C.5'

D.5'

0.5'

3.5'

1.3'

2.3'

D.4

C.4

6.8'

24K7 24K7 24K7 24K7 24K7

24K7 24K7 24K7

24K7 24K7

24K7

24K7 24K7

18K3

18K5

18K5

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7 24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

22K4

22K4

22K4

22K4

22K4

22K4

22K4

22K4

22K4

12K1

12K1

12K1

12K1

12K1

12K1

E.4

C.2

C.6

F.9

5.9

E.6

F.324K7 24K7 24K7

24K7 24K7 24K7

24K7 24K7 24K7

24K7

24K7

24K7

24K7

24K7

24K7

24KCS3

24KCS3

24KCS3

24KCS3

24KCS3

24KCS3

24K7 24K7 24K7

24K724K724K7

24K7 24K7 24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

12KCS1

12KCS1

12K1

5.54.6

5" 7 3/4" 3 3/4"

1' - 2"3 3/4"

/8

/8

7 3/4" 5"

K

K

K

K

K

K

K

K

K

K

K

K

W16X26 ( 115' - 6" )

W16X26 ( 115' - 6" )

W X

/2

W X /2

W X

24K7

24K7

24K7 24K7 24K7 24K7 24K7 24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

16KCS2 24K7 24K7 24K7 24K7 24K7

24K7 24K7 24K7 24K7 24K7 24K7

24K7 24K7 24K7 24K7 24K7 24K7

24K724K724K724K724K718K4

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

24K7

12KCS1

W X

W X

W X

W X

W X2

( 1

W X2

( 1

W X

W X

W X

W X5

( 1

W14X22

W16X26 ( 113' - 6 1/2" )

W X

W18X35 ( 113' - 6 1/2" ) W18X35 ( 113' - 4" ) W18X35 ( 113' - 4" ) W18X35 ( 113' - 4" )

W18X35 ( 113' - 6 1/2" ) W18X35 ( 113' - 6 1/2" ) W18X35 ( 113' - 6 1/2" ) W18X35 ( 113' - 6 1/2" )

W16X26 ( 113' - 1" ) W16X26 ( 113' - 1" )

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

( 1 /2

W X4 0( 1

/2 ( 1 /2

W X4

( 1 /2

W X

/8

( 1

W X2

( 1

( 1

W X2

( 1

W X

( 112' - 10 1/2" )

W24X55

( 113' - 6 1/2" )

W X

/2

/2

W X

/2

24K7

W X

/2

/2

W X

( 113' - 6 1/2" )W18X55

( 112' - 11" )

( 112' - 11" ) W18X55( 113' - 6 1/2" )

W X

/2

/2

W X

W X

/2

/2

W X

W X

/2

/2

W X

/2

W X

/2

/2 W X

/2

/2

W X

( 113' - 6 1/2" )W18X55 ( 112' - 11" )

( 112' - 11" )

W18X55( 113' - 6 1/2" )

/2

W X

/2

W X

/2

W18X55

( 113' - 6 1/2" )

W18X55

( 113' - 6 1/2" )

W18X55

( 113' - 6 1/2" )

W18X55

( 113' - 6 1/2" )

W12X65

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2 HSS8X8X1/2

HSS5X5X1/4

HSS5X5X1/4 HSS5X5X1/4

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS6X6X1/4

HSS6X6X1/4

HSS8X8X1/2

HSS6X6X1/4

HSS8X8X1/2

HSS8X8X1/2HSS8X8X1/2HSS8X8X1/2HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS6X6X1/4

HSS6X6X1/4

HSS6X6X3/8

HSS6X6X3/8

HSS6X6X1/4

HSS6X6X1/4

HSS6X6X3/8

HSS6X6X3/8

HSS6X6X3/8

HSS8X8X1/2

HSS8X8X1/2

HSS6X6X3/8

HSS8X8X1/2

HSS8X8X1/2

HSS6X6X3/8 HSS6X6X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2 HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS6X6X3/8

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS5X5X1/4

HSS5X5X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS6X6X1/4

1 1 1 1 1 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

(6 E Q U A L S P A C E S

(4 E Q U A L S P A C E S

(2 E Q S P

(2 E Q S P

(2 E Q S P

(3 E Q U A L S P A C E S

(4 E Q U A L S P A C E S

(3 E Q U A L S P A C E S

(2 E Q S P

/8

(2 E Q S P

/8

(3 E Q U A L S P A C E S

(6 E Q U A L S P A C E S

W X5

( 1

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401 R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

C x x C O N T B E L O W M T L S T U D W A L L

C x x C O N T B E L O W M T L S T U D W A L L

_8

_8

_8

W x F O L D

IN

G P A R T

IT

IO

N

S U P P O R T B E A M B E L O W

V E R

IF

Y B M E L E V w A R C H

5 5

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

10 3/8"

/8

10 3/8"

4 4 4

REFER TO PENTHOUSE

FLOOR FRAMING PLAN ON

S201 FOR THIS AREA.

W12X65

/8

7 3/4" 5"

/8

10"

8"

W 24X117

( 113' - 3 1/2" )

( 113' - 3 1/2" )

W 24X117

W X1 ( 1 /2

W X

/2

( 113' - 3 1/2" )W24X117

W X1

( 1 /2

( 112' - 11 1/2" )

W 14X22

( 113' - 3 1/2" )

( 113' - 3 1/2" )

W 14X22

( 112' - 11 1/2" )

W X

( 113' - 3 1/2" )

( 113' - 6 1/2" ) ( 113' - 6 1/2" )

( 113' - 3 1/2" )

( 113' - 3 1/2" )

( 113' - 6 1/2" )

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S402

S402

S402

S402

S402

S402

S402

S402

S402

S402

S402

S402

( 112' - 11 1/2" ) W 16X26

( 113' - 6 1/2" )

( 112' - 11 1/2" )

W 16X26

( 113' - 6 1/2" )

/2 W X

( 113' - 6 1/2" ) W18X35 ( 112' - 11 1/2" )

24K7

24K7

24K7

/8

/8

( 113' - 6 1/2" )

( 113' - 2" )

( 113' - 4" )

( 113' - 6 1/2" )

( 113' - 4 1/2" )

1 1

1 1

2.9

2.7'

1.0'

C.7

HSS4X3X1/4

H

SS4X3X

1/4

HSS4X3X1/4

HSS4X3X1/4

7' - 7 1/2"

12' - 10"

/2

0"

/2

6'' MASONSY WALL w/ #5 VERT AT 72" o/c.

EXTEND WALL TO

BOTTOM OF

STRUCTURE.

S402

S402

S402

S402

S402

S402

S402

S402

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

R.D. SEE

2/S401

SURGICAL

LIGHT BY

OTHERS

_5 11

G

E.6

F.3

5.54.6

HSS8X8X1/2

18K4

18K4

18K4

18K4

18K4

18K4

18K4

18K3

18K3

18K3

18K3

18K3

18K3

18K3

W16X36 ( 128' - 0" ) W16X36 ( 128' - 0" )

W X /2

W X /2

W16X36 ( 128' - 0" )W16X36 ( 128' - 0" )

W X

/2

W X /2

W X /2

W X /2

1 1 1 1111 2 2

/8

/2

/4

HSS8X8X1/2HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

S401

S401

S401

S401

S401

W16X36

( 128' - 0" )

W16X36

( 128' - 0" )

S401

S401

ROOF OPNG

REFER TO 2/S401

ROOF OPNG

REFER TO 2/S401

/4

7 1/4"

7 1/4"

/4

LOW ROOF FRAMING PLAN NOTES:

ALL ROOF DECK SHALL BE VULCRAFT TYPE

1.5B (WIDE RIB) 22 GAUGE PAINTED METAL

ROOF DECK OR APPROVED EQUAL.

REFER TO DETAIL 1/S401 FOR ATTACHMENT

TO ROOF STRUCTURE.

(XXX'-XX'') INDICATES THE TOP OF STEEL

BEAM ELEVATION.

REFER TO 2/S401 FOR FRAMING AROUND

ROOF DRAIN OPENINGS AND OTHER ROOF

OPENINGS. COORDINATE SIZE, LOCATION,

& QUANTITY OF STEEL FRAMES WITH

MECHANICAL CONTRACTOR ON PROJECT.

VERIFY ALL MECHANICAL EQUIPMENT

WEIGHTS, SIZES, & LOCATIONS PRIOR TO

PREPARING SHOP DRAWINGS &

FABRICATING MATERIALS. CONTRACTOR

TO COORDINATE ANY CHANGES w/ JOIST

SUPPLIER.

ALL MECHANICAL EQUIPMENT SHALL BEAR

ON (2)-JOISTS MINIMUM.

DO NOT RUN JOIST BRIDGING THROUGH

ANY DECK OPENINGS. JOIST SUPPLIER

SHALL REVIEW AND PROVIDE ALTERNATE

LOCATION FOR BRIDGING ALONG JOIST

SPAN AS REQUIRED.

'' '' INDICATES A RIGID WIND

FRAME CONNECTION.

1.

2.

3.

4.

5.

6.

7.

LOW ROOF FRAMING PLAN KEYED NOTES:

CONTINUOUS HORIZONTAL JOIST BRIDGING AT

THE TOP & BOTTOM CHORDS WITH X-

BRIDGING AS SHOWN ON THE FRAMING PLAN.

PROVIDE ADDITIONAL BOTTOM CHORD

BRIDGING AS REQUIRED TO RESIST A

UNIFORM UNFACTORED UPLIFT WIND LOAD

OF 5 PSF.

ROOF TOP UNIT w/ A 3000 LB MAXIMUM

WEIGHT (INCLUDING ROOF CURB).

ROOF TOP UNIT w/ A 6000 LB MAXIMUM

WEIGHT (INCLUDING ROOF CURB).

PROVIDE HSS2-1/2x2-1/2x1/4 ON TOP OF WIDE

FLANGE BEAM BETWEEN JOISTS FOR DECK

SUPPORT.

LIGHT GAUGE BUILT-UP BOX HEADER

DESIGNED BY LIGHT GAUGE SUPPLIER.

PENTHOUSE FLOOR CONSTRUCTION:

PROVIDE 3-1/2" CONCRETE OVER 1-1/2" 22 GA

GALVD METAL DECK (5" TOTAL THICKNESS)

WELDED TO FLOOR STRUCTURE PER

MANUFACTURERS RECOMMENDATIONS (3-

SPAN MINIMUM) w/ W1.4xW1.4 WWF (FLAT

SHEET STOCK) LOCATED 3/4" FROM TOP OF

SLAB.

VULCRAFT 2.5VS3 SERIES JOIST SUBSTITUTE

OR EQUIVALENT.

TYPE R1 TOP CHORD JOSIT EXTENSION.

LIGHT GAUGE ROOF JOISTS AT 16'' o/c MAX.

DESIGNED BY LIGHT GAUGE SUPPLIER.

6''x8'' BOND BEAM LINTEL w/ (2)-#5xCONT.

BEAR 8'' EACH END ON AN 8''x8'' MASONRY PIER w/ (1)-#5 VERTICAL GROUTED SOLID

FULL HEIGHT.

PROVIDE 5/16''x5-1/2''x5-1/2'' BENT PLATE VENEER SUPPORT w/ 1/4'' STIFFENER PLATE AT 48'' o/c MAX. WELD PLATE TO LT GAUGE HEADER w/ 1/8'' x 2'' LONG FILLET WELD AT 12'' o/c.

PENTHOUSE ROOF FRAMING PLAN NOTES:

ALL ROOF DECK SHALL BE VULCRAFT TYPE

1.5B (WIDE RIB) 22 GAUGE PAINTED METAL

ROOF DECK OR APPROVED EQUAL. REFER

TO DETAIL 1/S402 FOR ATTACHMENT TO

ROOF STRUCTURE.

(XXX'-XX'') INDICATES THE TOP OF STEEL

BEAM ELEVATION.

REFER TO 2/S401 FOR FRAMING AROUND

ROOF DRAIN OPENINGS AND OTHER ROOF

OPENINGS. COORDINATE SIZE, LOCATION, &

QUANTITY OF STEEL FRAMES WITH

MECHANICAL CONTRACTOR ON PROJECT.

DO NOT RUN JOIST BRIDGING THROUGH ANY

DECK OPENINGS. JOIST SUPPLIER SHALL

REVIEW AND PROVIDE ALTERNATE LOCATION

FOR BRIDGING ALONG JOIST SPAN AS

REQUIRED.

'' '' INDICATES A RIGID WIND FRAME

CONNECTION.

1.

2.

3.

4.

5.

PENTHOUSE ROOF FRAMING PLAN KEYED

NOTES:

CONTINUOUS HORIZONTAL JOIST

BRIDGING AT THE TOP & BOTTOM CHORDS

WITH X-BRIDGING AS SHOWN ON THE

FRAMING PLAN. PROVIDE ADDITIONAL

BOTTOM CHORD BRIDGING AS REQUIRED

TO RESIST A UNIFORM UNFACTORED

UPLIFT WIND LOAD OF 5 PSF.

PROVIDE AN L2x2x1/4 DIAGONAL BRACE

FROM THE BOTTOM FLANGE OF BEAM TO

TOP CHORD OFJOIST LOCATE BRACE AT

FIRST TOP CHORD PANEL POINT.

LIGHT GAUGE BUILT-UP BOX HEADER

DESIGNED BY LIGHT GAUGE SUPPLIER.

21675 LONG VIEW DRIVE

SUITE 500

WAUKESHA, WI 53186

FAX (262) 798.7001

PHONE (262) 798.7000

E-MAIL welman@welmanarch.com

PROJECT NO.

DATE:

REVISION / ISSUES:

SHEET NAME:

SHEET NO:

C COPYRIGHT BY WELMAN

ARCHITECTS INC.

CONTRACTOR:

PROJECT:

CERTIFICATION:

4035 N 127th Street Brookfield, WI 53005

Fax: (262) 373-0860Tel: (262) 373-0680

Project #: 09-174

Inc.

Structural Dimension

03-19-2010 FTG/FND SUBMITTAL

03-26-2010 Design Development Review I & II

04-02-2010 75% VA Review

04-16-2010 City Submittal

05-21-2010 CB #1

05-21-2010 100% VA Review

35 State Hospital Drive

Bangor, ME 04401

S200

LOW ROOF & PENTHOUSE

ROOF FRAMING PLANS

VA

Outpatient

Clinic

03-19-10

28112

SCALE: 3/32" = 1'-0"

LOW ROOF FRAMING PLAN

SCALE: 3/32" = 1'-0"

PENTHOUSE ROOF FRAMING PLAN

THE FOLLOWING ARE ITEMS THAT

HAVE BEEN REVISED SINCE THE

FOOTING & FOUNDATION SUBMITTAL

DATED 3-19-2010 THAT ARE NOT

CLOUDED ON THIS PLAN.

1. ALL T/BEAM ELEVATIONS HAVE BEEN

REVISED

4 5 6 7

F

G

3.9 4.7 5.6 6.6

E.4

F.9

5.9

E.6

F.3

5.54.6

S401

S401

S401

S401

20K4 20K4

W24X55 ( 113' - 6 1/2" ) W24X55 ( 113' - 6 1/2" )

W X

W X

W24X55 ( 113' - 6 1/2" )W24X55

( 113' - 6 1/2" )

W X

W X

W X

W X

W X

HSS6X6X1/2

HSS8X8X1/2

HSS8X8X1/2HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2

HSS8X8X1/2HSS8X8X1/2

HSS8X8X1/2

(4 E Q U A L S P A C E S /8

(8 E Q U A L S P A C E S

(3 E Q U A L S P A C E S

(4 E Q U A L S P A C E S

(4 E Q U A L S P A C E S

C6x13 NESTED

INTO DECK

FLUTES AT

48'' o/c MAX.

C6x13 NESTED

INTO DECK

FLUTES AT

48'' o/c MAX.

C x x C O N T B E L O W M T L S T U D W A L L

C x x C O N T B E L O W M T L S T U D W A L L

S401

S401

S401

W12X16

20K4

20K4

20K4

20K4

W X

W X

W X

W12X14

W12X14 W12X142

/2

/2

(7 E Q U A L S P A C E S

(9 E Q U A L S P A C E S

C6x13 BELOW

RTU CURB.

TYPICAL.

C6x13 BELOW

RTU CURB.

TYPICAL.

10' - 5" 10' - 0" 1' - 8 1/2"

13' - 4 1/2" 8' - 9"

10' - 3 1/4" 7' - 4" 4' - 6 1/4"

24KCS2

24KCS2

24KCS5

24KCS5

24KCS5

24KCS5

24KCS3

24KCS3

24KCS3

24KCS3

24KCS3

24KCS2

24KCS2

24KCS5

24KCS5

( 112' - 10 1/2" ) W24X55 ( 113' - 6 1/2" )

W12X16

W12X14

W12X16

W X

20K4

20K4

20K4

12" W x 6" H CONCRETE CURB w/ (2)-#5xCONT AT

PERIMETER OF MECHANICAL

UNIT. TYPICAL.

6" W x 6" H CONCRETE CURB w/ (2)-#5xCONT AT

PERIMETER OF MECHANICAL

UNIT. TYPICAL.

OPNG

OPNG

OPNG

6" W x 6" H CONCRETE CURB w/ (2)-#5xCONT AT

PERIMETER OF MECHANICAL

UNIT. TYPICAL.

6" W x 6" H CONCRETE CURB w/ (1)-#5xCONT AT

PERIMETER OF MECHANICAL

UNIT. TYPICAL.

24KCS5

24KCS524KCS5

24KCS5

24KCS4

24KCS4

24KCS4

24KCS4

24KCS4

24KCS4

24KCS4

24KCS4

1 1

S401

S401

S402

S402

S402

S402

24KCS5

24KCS5

20K4

20K4

20K4

20K4

20K4

20K4

20K4

20K4

20K4

20K4

20K4

20K4

20K4

20K4

20K4

1 1 1

1 1

4'' CONC PAD

REFER TO

MECHANICAL

DWGS FOR

SIZE AND

LOCATION

12" W x 6" H CONCRETE CURB w/ (2)-#5xCONT AT

PERIMETER OF MECHANICAL

UNIT. TYPICAL.

W12X14

W X

W12X14

400 LB TRANSFORMER

BELOW. REFER TO

ELECTRICAL DWGS

FOR SPECIFICS

W12X16

4'' CONC PAD

REFER TO

MECHANICAL

DWGS FOR

SIZE AND

LOCATION

PENTHOUSE FLOOR FRAMING PLAN NOTES:

ALL ROOF DECK SHALL BE VULCRAFT TYPE

1.5B (WIDE RIB) 22 GAUGE PAINTED METAL

ROOF DECK OR APPROVED EQUAL. REFER

TO DETAIL 1/S401 FOR ATTACHMENT TO

ROOF STRUCTURE.

(XXX'-XX'') INDICATES THE TOP OF STEEL

BEAM ELEVATION.

REFER TO 2/S401 FOR FRAMING AROUND

ROOF DRAIN OPENINGS AND OTHER ROOF

OPENINGS. COORDINATE SIZE, LOCATION, &

QUANTITY OF STEEL FRAMES WITH

MECHANICAL CONTRACTOR ON PROJECT.

VERIFY ALL MECHANICAL EQUIPMENT

WEIGHTS, SIZES, & LOCATIONS PRIOR TO

PREPARING SHOP DRAWINGS &

FABRICATING MATERIALS. CONTRACTOR

TO COORDINATE ANY CHANGES w/ JOIST

SUPPLIER.

ALL MECHANICAL EQUIPMENT SHALL BEAR

ON (2)-JOISTS MINIMUM.

DO NOT RUN JOIST BRIDGING THROUGH ANY

DECK OPENINGS. JOIST SUPPLIER SHALL

REVIEW AND PROVIDE ALTERNATE

LOCATION FOR BRIDGING ALONG JOIST

SPAN AS REQUIRED.

'' '' INDICATES A RIGID WIND FRAME

CONNECTION.

1.

2.

3.

4.

5.

6.

7.

PENTHOUSE FLOOR FRAMING PLAN KEYED

NOTES:

CONTINUOUS HORIZONTAL JOIST BRIDGING

AT THE TOP & BOTTOM CHORDS WITH X-

BRIDGING AS SHOWN ON THE FRAMING

PLAN. PROVIDE ADDITIONAL BOTTOM

CHORD BRIDGING AS REQUIRED TO RESIST

A UNIFORM UNFACTORED UPLIFT WIND

LOAD OF 5 PSF.

ROOF TOP UNIT w/ A 3000 LB MAXIMUM

WEIGHT (INCLUDING ROOF CURB).

ROOF TOP UNIT w/ A 6000 LB MAXIMUM

WEIGHT (INCLUDING ROOF CURB).

PENTHOUSE FLOOR CONSTRUCTION:

PROVIDE 3-1/2" CONCRETE OVER 1-1/2" 22

GA GALVD METAL DECK (5" TOTAL

THICKNESS) WELDED TO FLOOR

STRUCTURE PER MANUFACTURERS

RECOMMENDATIONS (3-SPAN MINIMUM) w/ W1.4xW1.4 WWF (FLAT SHEET STOCK)

LOCATED 3/4" FROM TOP OF SLAB.

TOP OF PENTHOUSE FLOOR CONCRETE SLAB

ELEVATION = 113'-9 1/2"

TOP OF PENTHOUSE FLOOR BEAMS

SUPPORTING METAL DECK

ELEVATION = 113'-6 1/2"

TOP OF PENTHOUSE FLOOR BEAMS AT JOIST

BEARING ELEVATION = 113'-4"

21675 LONG VIEW DRIVE

SUITE 500

WAUKESHA, WI 53186

FAX (262) 798.7001

PHONE (262) 798.7000

E-MAIL welman@welmanarch.com

PROJECT NO.

DATE:

REVISION / ISSUES:

SHEET NAME:

SHEET NO:

C COPYRIGHT BY WELMAN

ARCHITECTS INC.

CONTRACTOR:

PROJECT:

CERTIFICATION:

4035 N 127th Street Brookfield, WI 53005

Fax: (262) 373-0860Tel: (262) 373-0680

Project #: 09-174

Inc.

Structural Dimension

03-19-2010 FTG/FND SUBMITTAL

03-26-2010 Design Development Review I & II

04-02-2010 75% VA Review

04-16-2010 City Submittal

05-21-2010 CB #1

05-21-2010 100% VA Review

35 State Hospital Drive

Bangor, ME 04401

S201

PENTHOUSE FLOOR

FRAMING PLAN

VA

Outpatient

Clinic

03-19-10

28112

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

PENTHOUSE FLOOR FRAMING PLAN