S-001 · ufc 1-200-01 "general building requirements" 16 aug 2010 including change 2 28 november 2011 ufc 3-301-01 "structural engineering" 27 jan 2010 including

THE STRUCTURAL GENERAL NOTES SHALL BE USED AS A SUPPLEMENT TO THE

PROJECT SPECIFICATIONS AND OTHER CONTRACT DOCUMENTS. WHERE

DIFFERENCES BETWEEN CONTRACT DRAWINGS, SPECIFICATIONS, OR EXISTING

CONDITIONS OCCUR, THE CONTRACTOR SHALL REQUEST CLARIFICATION FROM THE

CONTRACTING OFFICER REPRESENTATIVE IMMEDIATELY UPON DISCOVERY AND

BEFORE PROCEEDING.

THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE REQUIRED VERTICAL AND

LATERAL FORCES AFTER ALL BUILDING ELEMENTS ARE INSTALLED. THE STRUCTURE

HAS NOT BEEN INTENTIONALLY DESIGNED TO REMAIN STABLE DURING

CONSTRUCTION. THE GENERAL CONTRACTOR SHALL BE ENTIRELY RESPONSIBLE FOR

PROTECTING AND STABILIZING THE STRUCTURE DURING CONSTRUCTION. THIS

RESPONSIBILITY INCLUDES, BUT IS NOT LIMITED TO JOB SITE SAFETY, TEMPORARY

SHORING, ERECTION MEANS AND METHODS, ERECTION SEQUENCING, FORMWORK,

TEMPORARY BRACING, USE OF CONSTRUCTION EQUIPMENT, AND TEMPORARY FALL

PROTECTION. AS A MINIMUM, THE CONTRACTOR SHALL SHORE AND/OR BRACE THE

STRUCTURE TO RESIST TEMPORARY CONSTRUCTION LOADS DEFINED BY ASCE 37-02

"DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION."

TYPICAL DETAILS MAY NOT BE NECESSARILY SHOWN ON THE PLANS, BUT APPLY AS

REFERENCED IN THE STRUCTURAL DRAWINGS AND DETAILS UNLESS NOTED

OTHERWISE. WHERE NO DETAIL IS INDICATED, THE CONTRACTOR SHALL REQUEST

CLARIFICATION FROM THE ENGINEER PRIOR TO SHOP DRAWING PRODUCTION,

FABRICATION, AND CONSTRUCTION.

THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS

PRIOR TO CONSTRUCTION. ANY DISCREPANCIES OR UNSOUND CONDITIONS SHALL BE

REPORTED TO THE CONTRACTING OFFICER REPRESENTATIVE FOR RESOLUTION.

THE CONTRACTOR SHALL ESTABLISH, COORDINATE, AND VERIFY ALL OPENINGS AND

INSERTS REQUIRED FOR ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING,

SECURITY, AND OTHER TRADES PRIOR TO CONSTRUCTION. NO PENETRATIONS

THROUGH STRUCTURAL MEMBERS ARE PERMITTED UNLESS SHOWN ON THE

STRUCTURAL DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER IN WRITING

CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR VERIFICATION

OF DESIGN ASPECTS ONLY, AND IS NOT INTENDED IN ANY WAY TO REVIEW THE

CONTRACTOR'S CONSTRUCTION PROCEDURES.

ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE SPECIFIED BUILDING CODE

AND STANDARDS. IN THE CASE OF CONFLICTING CODES AND STANDARDS, THE

BUILDING CODE SHALL GOVERN.

ENGINEERED COMPONENT SYSTEMS SHALL BE ENGINEERED BY A QUALIFIED

PROFESSIONAL ENGINEER WHO IS RETAINED BY THE PRODUCT MANUFACTURER. ALL

ENGINEERED COMPONENT DESIGN DRAWINGS AND CALCULATIONS SHALL BEAR THE

STAMP OF A LICENSED PROFESSIONAL ENGINEER, AND SHALL BE SUBMITTED TO THE

CONTRACTING OFFICER REPRESENTATIVE FOR REVIEW PRIOR TO FABRICATION.

THE CONTRACTOR SHALL BE ENTIRELY RESPONSIBLE FOR SELECTING PRODUCTS

THAT MEET THE "BUY AMERICAN ACT" WHEN REQUIRED BY THE CONTRACT.

DESIGN CRITERIA:

CODES AND STANDARDS:

BUILDING CODE: INTERNATIONAL BUILDING CODE 2009 AS AMENDED BY

UFC 1-200-01

DEPARTMENT OF DEFENSE STANDARDS:

UFC 1-200-01 "GENERAL BUILDING REQUIREMENTS" 16 AUG 2010 INCLUDING CHANGE

2 28 NOVEMBER 2011

UFC 3-301-01 "STRUCTURAL ENGINEERING" 27 JAN 2010 INCLUDING

CHANGE 3, 31 JAN 2012

UFC 3-310-04 "DESIGN: SEISMIC DESIGN FOR BUILDINGS", 1 MAY 2012

STANDARDS:

ACI 318

"BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE", 2008

AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", 2010

ASCE 7"MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", 2010

AWS D1.1 "STRUCTURAL WELDING CODE-STEEL", 2004

AWS D1.4 "STRUCTURAL WELDING CODE-REINFORCING STEEL", 1998

RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR

A490 BOLTS", 2004

SDI ANSI/RD1.0 "STANDARD FOR STEEL ROOF DECK", 2006

DESIGN LOADS:

ASCE 7 RISK CATEGORY FOR BUILDINGS = IV (EMERGANCY AIRCRAFT HANGAR)

SEISMIC LOADS:

V = Cs W (BASE SHEAR EQUATION)

SITE CLASS = E

Ss = 0.92g (.2 SECOND MCE SPECTRAL ACCELERATION)

S1 = 0.32g (1.0 SECOND MCE SPECTRAL ACCELERATION)

SEISMIC IMPORTANCE FACTOR Ie = 1.5

SITE COEFFICIENT Fa = 1.128

SITE COEFFICIENT Fv = 0.563

Sds = 0.699

Sd1 = 0.375

LATERAL FRAME SYSTEM: MOMENT RESISTING FRAME SYSTEMS: STEEL INTERMEDIATE MOMENT FRAME

R 3.25

OVERSTRENGTH FACTOR

=

2

DEFL AMPLIFICATION FACTOR Cd

=

3.25

W

SEISMIC DEAD LOAD

WIND LOADS:

BASIC WIND SPEED (3 SECOND GUST) = 90 (MPH)

WIND EXPOSURE = C

=

ENCLOSURE CLASSIFICATION = ENCLOSED & PARTIALLY ENCLOSED

SNOW LOADS:

FROST PENETRATION = 24"

GROUND SNOW LOAD = 25 PSF

SNOW EXPOSURE FACTOR Ce = 1.0

SNOW LOAD IMPORTANCE FACTOR, Is = 1.0

ROOF THERMAL FACTOR, Ct = 1.2

SEISMIC DESIGN CATEGORY = D

=

GENERAL

THE PRIMARY LATERAL FORCE RESISTING SYSTEM CONSISTS OF A CONSISTS OF A PRE-ENGINEERED METAL

BUILDING SYSTEM WITH MOMENT FRAMES IN THE TRANSVERSE DIRECTION AND BRACED FRAMES IN THE

LONGITUDINAL DIRECTION. LATERAL FORCES ARE TRANSFERRED FROM THE

PRIMARY STRUCTURAL FRAME INTO THE FOUNDATION WHERE THE FORCES ARE

ULTIMATELY RESISTED BY SOIL PASSIVE PRESSURE AND FRICTION. OVERTURNING

FORCES ARE RESISTED BY THE STRUCTURE DEAD LOAD.

LATERAL FORCE RESISTING SYSTEM

FOUNDATION DESIGN IS BASED UPON GEOTECHNICAL REPORT: "REPORT OF GEOTECHNICAL ENGINEERING

SERVICES, PANG - AIRCRAFT HANGER, PORTLAND, OREGON", DATED MAY 2013, PREPARED BY GEODESIGN, INC.

PORTLAND, OREGON. THE FOUNDATION SYSTEM FOR THE STRUCTURE WILL BE SPREAD FOOTING TYPE.

FOUNDATION DESIGN CRITERIA

CONCRETE MIX DESIGN:

NOTES:

1) DESIGN STRENGTH SHALL BE ASSUMED AS THE MINIMUM 28 DAY STRENGTH

2) FLY ASH OR OTHER POZZOLONS CONFORMING TO ASTM C 618 SHALL CONSTITUTE NO MORE THAN

25 PERCENT OF THE TOTAL CEMENTITIOUS CONTENT MEASURED BY WEIGHT.

3) THE TOTAL AIR CONTENT SHALL BE + 1 1/2% TO - 1 1/2% OF THE INDICATED VALUES. AIR CONTENT

SHALL BE MEASURED AT THE DISCHARGE END OF HOSE WHEN USING A CONCRETE PUMP, OR AT THE

TRUCK DISCHARGE WHEN THE CONCRETE IS NOT PLACED USING A PUMP

4) THE MAXIMUM SLUMP REQUIREMENT MAY BE INCREASED TO A MORE FLOWABLE LEVEL ONLY WHEN

WATER REDUCING ADMIXTURES AND/OR SUPER-PLASTICIZER ADMIXTURES ARE UTILIZED. ANY SUCH

REQUEST FOR VARIANCE SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR

REVIEW PRIOR TO BIDDING.

LOCATION

FOOTINGS

INTERIOR SLABS

fc (1)

MIN

(PSI)

4000

3000

ft (1)

MIN

(PSI)

-

-

MAX (2)

W/C

RATIO

.45

.40

MAXIMUM

AGGREGATE

SIZE

3/4"

3/4"

% TOTAL (3)

AIR

CONTENT

6

6

MAXIMUM

SLUMP (4)

5

5

CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 304 "GUIDE FOR MIXING,

TRANSPORTING, AND PLACING CONCRETE." ALL REINFORCED CONCRETE SHALL BE

MECHANICALLY VIBRATED. CONCRETE PLACING SHALL CONFORM TO SPECIFICATION 03 31 00.00

10

FORMWORK AND SHORING OF FORMWORK SHALL BE DESIGNED BY THE CONTRACTOR.

FORMWORK SHALL CONFORM TO ACI 301. RESHORING, WHEN REQUIRED, SHALL BE IN

ACCORDANCE WITH ACI 301. SUBMIT PROPOSED RESHORING PLANS TO THE STRUCTURAL

ENGINEER FOR INFORMATION ONLY. FORMWORK SHALL CONFORM TO SPECIFICATION 03 11 13.00 10

"STRUCTURAL CAST-IN-PLACE CONCRETE FORMING"

CONSTRUCTION JOINTS IN CONCRETE SHALL BE PREPARED TO ENHANCE BONDING BY

USING MECHANICAL KEYS, OR BY INTENTIONALLY ROUGHENING THE SURFACE OF THE

EXISTING CONCRETE UNLESS NOTED OTHERWISE. MECHANICAL-KEYED SURFACES SHALL BE

THE SIZE AND TYPE INDICATED ON THE CONTRACT DRAWINGS. IN LOCATIONS WHERE MECHANICAL

KEYS ARE NOT SPECIFIED, THE EXISTING CONCRETE SURFACE SHALL BE MECHANICALLY

ROUGHENED TO EXPOSE THE EXISTING AGGREGATE TO A 3/8" AMPLITUDE. INTENTIONALLY

ROUGHENED SURFACES SHALL BE THOROUGHLY CLEANED TO REMOVE ALL LAITANCE AND

OTHER LOOSE DEBRIS. THE CONTRACTOR SHALL APPLY WATER TO ALL EXISTING

CONCRETE SURFACES, AND SHALL REMOVE ALL STANDING WATER IMMEDIATELY PRIOR TO

PLACING NEW CONCRETE. CONSTRUCTION JOINTS FOR CONCRETE WALL SHALL BE

LIMITED TO A MAXIMUM SPACING OF 30' VERTICALLY, OR LESS AS LIMITED BY CONCRETE

FORM STRENGTH. CONSTRUCTION JOINTS FOR SLABS ON GRADE, AND ELEVATED

CONCRETE SLABS, SHALL BE IN ACCORDANCE WITH THE DETAILS ON THE CONTRACT

DRAWINGS.

THE CONTRACTOR SHALL NOT CUT OR DRILL THROUGH ANY HARDENED CONCRETE WITHOUT

FIRST IDENTIFYING SPECIFIC STRUCTURAL REINFORCEMENT LOCATIONS DETERMINED BY

NON-DESTRUCTIVE TESTING. WHEN DRILLED HOLES OR PENETRATIONS ARE REQUIRED IN

HARDENED CONCRETE, THE CONTRACTOR SHALL SUBMIT DETAILED INFORMATION INCLUDING

PENETRATION SIZE, SPECIFIC LOCATIONS MEASURED TO GRID-LINES AND ELEVATIONS, AND

REINFORCING LOCATIONS INCLUDING BAR LENGTHS TO THE STRUCTURAL ENGINEER FOR

REVIEW AND EVALUATION PRIOR TO PERFORMING THE WORK.

GROUT SHALL BE A CEMENTITIOUS, NON-SHRINK, NATURAL AGGREGATE FORMULATION THAT

CONFORMS TO CORPS OF ENGINEERS CRD-621 AND ASTM C-1107, GRADE A, B, OR C.

GROUT SHALL BE DELIVERED TO THE JOB-SITE IN DRY, PRE-MIXED FACTORY PACKAGING

THAT REQUIRES ONLY THE ADDITION OF WATER. GROUT SHALL BE CAREFULLY MIXED AND

INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS.

SURFACES WHICH RECEIVE GROUT SHALL BE FREE OF DIRT, OIL, GREASE, OR OTHER

DELETERIOUS SUBSTANCES WHICH MAY INHIBIT BOND. CONCRETE SURFACES SHALL BE

ROUGH AND SATURATED (PONDED) WITH CLEAN WATER FOR 4 HOURS MINIMUM JUST PRIOR

TO GROUTING. REMOVE ALL FREE WATER PRIOR TO GROUTING. PLACE GROUT IN A

MANNER TO RESULT IN FULL CONTACT BETWEEN THE BEARING SURFACES. AFTER PLACING,

THE CONTRACTOR SHALL CURE EXPOSED EDGES OF GROUT USING CLEAN, WET RAGS OR

CLEAN SAND SATURATED WITH WATER FOR AT LEAST 8 HOURS. AFTER REMOVING THE WET

RAGS OR SAND. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF f'c = 7000 PSI

AT 28 DAYS.

EPOXY GROUT SHALL BE A TWO-COMPONENT, 100% SOLIDS EPOXY, THAT IS MANUFACTURED

FOR THE PURPOSE OF ANCHORING DOWELS INTO HARDENED CONCRETE. EPOXY SHALL BE

MIXED AND DISPENSED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS. EPOXY SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM C-881

SPECIFICATION FOR TYPE I, II, IV, AND V, GRADE 3 (NON-SAGGING), CLASS "A" WHEN THE

SURFACE OF THE HARDENED CONCRETE TEMPERATURE IS LESS THAN 40 DEGREES

FAHRENHEIT, CLASS "B" WHEN THE HARDENED CONCRETE TEMPERATURE 40<T<60 DEGREES

F, AND CLASS "C" WHEN THE HARDENED CONCRETE TEMPERATURE EXCEEDS 60 DEGREE F.

THE EPOXY MUST DEVELOP A MINIMUM BOND STRENGTH OF 1500 PSI AFTER A 14-DAY CURE

(ASTM C-882), A MINIMUM COMPRESSIVE YIELD STRENGTH OF 10,000 PSI AFTER A 7-DAY

CURE (ASTM D-695), A MINIMUM COMPRESSIVE MODULUS OF 200 KSI AFTER A 7-DAY CURE

(ASTM D-695), AND A MINIMUM TENSILE STRENGTH OF 6310 PSI AFTER A 7-DAY CURE (ASTM D-

638). EPOXY SHALL HAVE A HEAT DEFLECTION TEMPERATURE OF 120 DEGREES FAHRENHEIT

MINIMUM AFTER A 7-DAY CURE (ASTM D-648).

CONCRETE PLACING

FORMWORK AND SHORING

CONCRETE CONSTRUCTION JOINTS

CUTTING AND DRILLING EXISTING CONCRETE

NON-SHRINK GROUT:

EPOXY GROUT (DOWEL TYPE):

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 GRADE 60

UNLESS NOTED OTHERWISE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH

"MANUAL OF STANDARD PRACTICE FOR DETAILING OF REINFORCED CONCRETE STRUCTURES."

THE CONTRACTOR SHALL COORDINATE REINFORCING STEEL PLACING DETAILS AND SHALL

PROVIDE TEMPLATES FOR PLACING STEEL IN CONGESTED AREAS AS NECESSARY. THE

CONTRACTOR SHALL PROVIDE LAP SPLICES, DOWELS, AND COUPLERS AS REQUIRED TO ALLOW

FOR PROPER PLACEMENT OF REINFORCING. THE CONTRACTOR SHALL SUBMIT SHOP

DRAWINGS TO INDICATE PLACING PLANS AND ELEVATIONS TO THE ENGINEER FOR REVIEW

PRIOR TO FABRICATION.

ALL REINFORCING STEEL SHALL BE SPLICED USING CONTACT LAP SPLICES UNLESS OTHERWISE

REQUIRED. PROVIDE 48 BAR DIAMETER MINIMUM LAP SPLICE UNLESS NOTED OTHERWISE.

REINFORCING STEEL SHALL CONFORM TO SPECIFICATION 03 20 01.00 10 "CONCRETE REINFORCING"

REINFORCING STEEL COUPLERS SHALL DEVELOP THE TENSILE AND COMPRESSIVE

STRENGTH OF THE CONNECTING BARS, AND SHALL QUALIFY AS "TYPE 2" MECHANICAL

SPLICES AS DEFINED BY ACI 318 CHAPTER 21. REINFORCING STEEL COUPLERS SHALL BE

PREQUALIFIED BY ICC TEST REPORT, AND SUBMITTED TO THE STRUCTURAL ENGINEER

FOR REVIEW PRIOR TO INSTALLATION. REINFORCING STEEL COUPLERS SHALL NOT BE

USED UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER IN WRITING

REINFORCING STEEL:

REINFORCING STEEL COUPLERS:

THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR ALL

REINFORCING STEEL PLACED WITHIN NON-PRESTRESSED CAST-IN-PLACE CONCRETE

UNLESS NOTED OTHERWISE:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH

4"

CONCRETE EXPOSED TO EARTH OR WEATHER

2" FOR #6 AND LARGER

1 1/2" FOR #5 AND SMALLER

CONCRETE NOT EXPOSED TO EARTH, WEATHER, OR GROUND

3/4" FOR SLABS, WALLS, JOISTS WITH #11 BAR AND SMALLER

1 1/2" FOR SLABS, WALLS, JOISTS WITH #14 BAR AND LARGER

CONCRETE BEAM AND COLUMN PRIMARY REINFORCING, TIES, STIRRUPS, SPIRALS

1 1/2"

REINFORCING STEEL LAP-SPLICE REQUIREMENTS

LAP SPLICES AND BAR DEVELOPMENT IN CONCRETE SHALL BE IN

ACCORDANCE WITH ACI 318 AND THE FOLLOWING TABLE:

GRADE 60 REBAR DEVELOPMENT TABLE FOR NORMAL WT CONCRETE

BAR f'c = 3000

SIZE Ld Lt Lsb Lsbt

3 16 21 28

4 22 28 37

5 27 36 46

6 33 43 56

7 48 62 81

8 55 71 93

9 62 80 104

10 70 90 118

11 77 100 131

14 93 121 -

18 124 161 -

BAR f'c = ALL

SIZE Ldc Lc Lcs Ldh

3 8 11 8 8

4 11 15 11 11

5 14 19 14 14

6 17 23 17 16

7 19 26 20 19

8 22 30 23 22

9 25 34 25 25

10 28 38 28 27

11 30 41 31 30

14 39 - - -

18 50 - - -

DEFINITIONS:

db = NOMINAL BAR DIAMETER

f'c = CONCRETE DESIGN COMPRESSIVE STRENGTH (PSI)

Ld = BASIC TENSION DEVELOPMENT LENGTH FOR BARS OTHER THAN

TOP BARS (IN)

Lt = TENSION DEVELOPMENT LENGTH FOR TOP BARS: Lt = 1.3 X Ld (IN)

Lsb = TENSION LAP SPLICE LENGTH FOR BARS OTHER THAN TOP BARS:

Lsb = 1.3 X Ld (IN)

Lsbt = TENSION LAP SPLICE LENGTH FOR TOP BARS: Lsbt = 1.69 X Ld (IN)

Ldc = COMPRESSION DEVELOPMENT LENGTH FOR BARS AND DOWELS:

Ldc = 22 X db (IN)

Lc = COMPRESSION LAP SPLICE FOR TIED COLUMNS: Lc = 30 X db (IN)

Lcs = COMPRESSION LAP SPLICE FOR SPIRAL TIED COLUMNS:

Lcs = 22.5 X db (IN)

Ldh = DEVELOPMENT LENGTH FOR A BAR WITH AN ACI STANDARD

HOOK

TOPBAR = HORIZONTAL BAR WITH MORE THAN 12" OF CONCRETE CAST

BELOW

C = CONCRETE COVER (IN)

NOTES:

1) Ld, Lt, Lsb, AND Lsbt TABLE VALUES ASSUME THE FOLLOWING:

THE CLEAR DISTANCE BETWEEN BARS BEING DEVELOPED OR SPLICED

IS NOT LESS THAN db, C IS NOT LESS THAN db, AND STIRRUPS OR TIES

THROUGHOUT Ld ARE NOT LESS THAN THE CODE MINIMUM

OR

CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED ARE NOT

LESS THAN 2 X db AND THE CLEAR COVER IS NOT LESS THAN db

2) FOR CONDITIONS WHERE NOTE 1 IS NOT SATISFIED, THEN THE TABLE

VALUES FOR Ld, Lt, Lsb, AND Lsbt SHALL BE INCREASED BY 1.5 TIMES THE

INDICATED VALUES

CONCRETE PROTECTION FOR REINFORCING STEEL

AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS", 2010

AISC 358 "PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL

MOMENT FRAMES", 2010

f'c = 4000

Ld Lt Lsb Lsbt

14 18 18 24

19 25 25 32

24 31 31 40

28 37 37 48

42 54 54 70

47 62 62 80

53 69 69 90

59 77 77 100

65 85 85 110

83 108 - -

107 139 - -

21

28

36

43

62

71

80

90

100

-

-

S-001

STRUCTURAL

GENERAL NOTES

SHEET CONTENTS

DO NOT SCALE DRAWINGS

ANG NO.:

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.

© Copyright

This document, or any portion thereof, shall

not be duplicated, disclosed, or used on any

other project or extension of this project

except by written agreement with Mead &

Hunt, Inc. Mead & Hunt shall not be

responsible for any unauthorized use of, or

alteration to these documents.

Mead & Hunt, Inc.

9600 NE Cascades Parkway,

Suite 100

Portland, OR 97220

phone: 503-548-1494

meadhunt.com

J o i n t V e n t u r e

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EXPIRES: 6/30/2014

RENEWS:

ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, WITH Fy MIN = 36 KSI, AND 58

< Fu < 80 KSI. ANCHOR RODS SHALL BE EITHER THE HEADED BOLT TYPE, OR THE THREADED

AND NUTTED TYPE. DO NOT USE HOOKED TYPE ANCHOR RODS UNLESS APPROVED

OTHERWISE BY THE STRUCTURAL ENGINEER.

THE CONTRACTOR SHALL INSTALL ANCHOR RODS OF THE SIZE, MINIMUM EMBEDMENT,

MINIMUM PROJECTION, AND PLAN LOCATIONS AS INDICATED ON THE STRUCTURAL

DRAWINGS IN ACCORDANCE WITH AISC CONSTRUCTION TOLERANCES.

THE ERECTOR SHALL SURVEY ALL ANCHOR BOLT LOCATIONS AND ISSUE A REPORT TO THE

GENERAL CONTRACTOR 2-WEEKS MINIMUM PRIOR TO THE SCHEDULED ERECTION DATE, AND

PRIOR TO ERECTION CREW MOBILIZATION. IF ANCHOR RODS ARE NOT LOCATED IN THE

DESIGN POSITIONS, THEN THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING

IMMEDIATELY SO THAT CORRECTIVE MEASURES CAN BE ENGINEERED AND INSTALLED PRIOR

TO ERECTION.

ANCHOR ROD NUTS SHALL BE DRAWN DOWN TIGHT AS COLUMNS ARE ERECTED PER ANSI

A10.13 SECTION 9.6. THIS CONDITION CAN BE ACHIEVED BY FOLLOWING SNUG-TIGHTENED

BOLT PRACTICES, USING THE FULL EFFORT OF AN IRONWORKER WITH AN ORDINARY SPUD

WRENCH.

ANCHOR RODS:

TABLE 1: REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS

VERIFICATION AND

INSPECTION TASK

IBC CODE

REF

STANDARD

REFERENCE

FREQUENCY

"C" = CONT

"P" = PERIODIC

COMMENTS

SOILS

APPROVED

GEOTECH

REPORT 1803.2

AND

SPECIFICATIONS

EXCAVATIONS ARE

EXTENDED TO PROPER

DEPTH AND HAVE REACHED

PROPER MATERIAL

1704.7 P

BY THE GEOTECHNICAL ENGINEER

PERFORM CLASSIFICATION

AND TESTING OF

CONTROLLED FILL

MATERIALS

1704.7 P

VERIFY USE OF PROPER

MATERIALS, DENSITIES, AND

LIFT THICKNESS DURING

PLACEMENT AND

COMPACTION OF

CONTROLLED FILL

1704.7 C

SEE SPECIFICATIONS FOR EXTENT OF TESTING- SPECIAL

INSPECTION IS NOT REQUIRED DURING PLACEMENT OF

CONTROLLED FILL HAVING A TOTAL DEPTH OF 12 INCHES

OR LESS

OBSERVE SUBGRADE AND

VERIFY THE SITE HAS BEEN

PREPARED PROPERLY

PRIOR TO PLACING

CONTROLLED FILL

1704.7 P BY THE GEOTECHNICAL ENGINEER

TABLE 2: REQUIRED STRUCTURAL SPECIAL INSPECTIONS

VERIFICATION AND

INSPECTION TASK

IBC CODE

REF

STANDARD

REFERENCE

FREQUENCY

"C" = CONT

"P" = PERIODIC

COMMENTS

FABRICATIONS OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES

FABRICATORS 1704.2 P

INCLUDING REVIEW FOR COMPLETENESS AND ADEQUACY

RELATIVE TO THE CODE REQUIREMENTS

CONCRETE

REINFORCING STEEL,

AND PLACEMENT

1913.4

ACI 318 3.5 ACI 318

7.1-7.7

P

PLACEMENT OF BOLTS TO

BE INSTALLED IN CONCRETE

PRIOR TO AND DURING

PLACEMENT OF CONCRETE

WHERE ALLOWABLE LOADS

HAVE BEEN INCREASED OR

WHERE STRENGTH DESIGN

IS USED

1911.5

1912.1

ACI 318 8.1.3 21.2.8

C ALL BOLTS VISUALLY INSPECTED

P

PERIODIC INSPECTION OK FOR ALLOWABLE STRESS DESIGN

METHOD IF NO DESIGN STRESS INCREASE USED

ANCHORS INSTALLED

IN HARDENED CONCRETE

1703.4.2

1912.1

1704.13.3

ACI 318 3.8.6P

SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT NAME,

TYPE AND DIMENSIONS, HOLE DIMENSIONS, COMPLIANCE

WITH DRILL BIT REQUIREMENTS, CLEANLINESS OF THE

HOLE AND ANCHOR, ADHESIVE EXPIRATION DATE,

ANCHOR/ADHESIVE INSTALLATION, ANCHOR EMBEDMENT

AND TIGHTENING TORQUE

VERIFYING USE OF

REQUIRED MIX DESIGNS

1704.4

1904.2.2

1913.2

1913.3

ACI 318 1.3.2.A ACI

318 CHAPTER 4

ACI 318 5.2-5.4

P

FABRICATE SPECIMENS FOR

STRENGTH TESTING,

PERFORM SLUMP AND AIR

CONTENT TESTS, TEST

TEMP OF FRESH CONC

1905.6.2

1905.6.3

1905.6.4

1913.1

ASTM C172 ASTM

C31 ACI 318 5.6

ACI 318 5.8

C

CONCRETE PLACEMENT

1704.4

1905.9

1905.1

ACI 318 1.3.2.D ACI

318 5.9-5.10

C

MAINTENANCE OF

SPECIFIED CURING

TEMPERATURE AND

TECHNIQUES

1704.4

1905.11-13

1913.9

ACI 318 1.3.2.D ACI

318 5.11-5.13

P

INSPECT FORMWORK FOR

SHAPE, LOCATION, AND

DIMENSIONS

ACI 318 6.1.1

P

TABLE 3: SUPPLEMENTAL WIND SPECIAL INSPECTIONS

VERIFICATION AND

INSPECTION TASK

IBC CODE

REF

STANDARD

REFERENCE

FREQUENCY

"C" = CONT

"P" = PERIODIC

COMMENTS

SUPPLEMENTAL WIND SPECIAL INSPECTIONS ARE REQUIRED

FOR BUILDINGS AND STRUCTURES CONSTRUCTED IN THE

FOLLOWING LOCATIONS: WIND EXPOSURE B WHERE THE 3-

SECOND-GUST BASIC WIND SPEED IS 120 MPH OR GREATER;

WIND EXPOSURE C OR D WHERE THE 3-SECOND GUST BASIC

WIND SPEED IS 110 MPH OR GREATER

GENERAL 1706.1

COLD-FORMED STEEL LIGHT FRAME CONSTRUCTION

WELDING OF

COMPONENTS WITHIN THE

SEISMIC-FORCE-

RESISTING SYSTEM

1706.3 P

SCREW ATTACHMENTS,

BOLTING, ANCHORING,

AND OTHER FASTENING

OF COMPONENTS WITHIN

THE SEISMIC-FORCE-

RESISTING SYSTEM

INCLUDING SHEAR WALLS,

BRACES, DIAPHRAGMS,

COLLECTORS AND HOLD-

DOWNS

1706.3 P

WIND SPECIAL INSPECTION IS NOT REQUIRED IF THE

SHEATHING IS GYPSUM BOARD OR FIBERBOARD. SEISMIC

SPECIAL INSPECTION IS NOT REQUIRED IF THE

SHEATHING IS WOOD STRUCTURAL PANELS OR TSEEL

SHEETS ON ONLY ONE SIDE OF THE SHEAR WALL IF THE

FASTENER SPACING OF THE SHEATHING IS MORE THAN 4

INCHES ON CENTER

WIND-RESISTING COMPONENTS

ROOF CLADDING AND

WALL CLADDING

1706.4 P

TABLE 4: SUPPLEMENTAL SEISMIC SPECIAL INSPECTIONS

VERIFICATION AND

INSPECTION TASK

IBC CODE

REF

STANDARD

REFERENCE

FREQUENCY

"C" = CONT

"P" = PERIODIC

COMMENTS

COLD-FORMED STEEL LIGHT FRAME CONSTRUCTION

SCREW ATTACHMENTS,

BOLTING, ANCHORING,

AND OTHER FASTENING

OF COMPONENTS WITHIN

THE SEISMIC-FORCE-

RESISTING SYSTEM

INCLUDING SHEAR WALLS,

BRACES, DIAPHRAGMS,

COLLECTORS AND HOLD-

DOWNS

1707.4

P

SEISMIC SPECIAL INSPECTION IS NOT REQUIRED IF THE

SHEATHING IS GYPSUM BOARD OR FIBERBOARD. SEISMIC

SPECIAL INSPECTION IS NOT REQUIRED IF THE SHEATHING IS

WOOD STRUCTURAL PANELS OR TSEEL SHEETS ON ONLY

ONE SIDE OF THE SHEAR WALL IF THE FASTENER SPACING OF

THE SHEATHING IS MORE THAN 4 INCHES ON CENTER

STRUCTURAL TESTS AND SPECIAL INSPECTIONS SHALL BE IN ACCORDANCE WITH THE MINIMUM REQUIREMENTS OF IBC

2009 CHAPTER 17, AND AS SUPPLEMENTED BY THE CONTRACT DOCUMENTS. ALL SPECIAL INSPECTIONS SHALL BE

PERFORMED BY A

CERTIFIED SPECIAL INSPECTOR AS QUALIFIED BY IBC 2009 UNLESS NOTED OTHERWISE.

NOTES:

1) SPECIAL INSPECTION IS DEFINED AS INSPECTION REQUIRED OF MATERIALS, INSTALLATION, FABRICATION, ERECTION

OR PLACEMENT OF COMPONENTS AND CONNECTIONS REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH

APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS.

2) CONTINUOUS SPECIAL INSPECTION IS DEFINED AS THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL

INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING

PERFORMED.

3) PERIODIC SPECIAL INSPECTION IS DEFINED AS THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK

REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE

WORK HAS BEEN OR IS BEING

PERFORMED AND AT THE COMPLETION OF THE WORK.

4) THE SPECIAL INSPECTOR SHALL REPORT FINDINGS IN ACCORDANCE WITH IBC 1704.1.2.

STRUCTURAL TESTS AND SPECIAL INSPECTION :

WELDING OF

COMPONENTS WITHIN THE

SEISMIC-FORCE-

RESISTING SYSTEM

1707.4 P

S-003

SPECIAL INSPECTION

SCHEDULE

SHEET CONTENTS


ANG NO.:

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.

© Copyright








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1

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OREGON

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S

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EXPIRES: 6/30/2014

RENEWS:

6

2

A B

3

5

4

69'-4"

10"10"

71'-0"

96

'-0

"

7'-0

"1

9'-2

"1

9'-2

"1

9'-2

"1

9'-2

"7

'-0

"2

'-8

"

1

2'-8

"

7

BA

1

2

3

4

5

GB-3

GB-3

GB-3

F7.0

F7.0

F7.0

F7.0

F7.0

F7.0

F7/13 F7/13

F7/13 F7/13

GB-3

GB-3

GB

-1

GB

-2

GB

-1

GB

-2

GB

-1

GB

-2

GB

-1

GB

-2

1

S-502

2

S-502

3

S-502

8

S-502

1

S-502

2

S-502

7

S-502

3

S-502

(97'-2")

(97'-2")

(97'-2")

(97'-2")

(97'-2")

(97'-2")

(97'-2")

(97'-2")

(97'-2")

(97'-2")

3'-0"3'-0"

3'-6

"3

'-6

"

3'-0" 3'-0"

EXISTING

FOAM SHED

EXISTING HANGAR BAY

FACE OF METAL

BLDG SIDING

TYP

TYP TYP

TYP

TYP

OPP

HAND

FOUNDATION PLAN

P:\1

97

05

\1

27

-1

97

05

-1

30

05

\C

AD

\S

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ET

FIL

ES

\S

-1

01

.D

WG

3/1

7/2

01

4 5

:5

2:2

8 P

M

S-101

FOUNDATION PLAN

4'0 8' 16'

1/8" = 1'-0"

N

O

R

T

H

T

R

U

E

NORTH

PLAN

1. SEE SHEET S-501 FOR TYPICAL CONCRETE DETAILS

PLAN NOTES

GENERAL NOTES

1. SEE SHEET S-001 FOR GENERAL STRUCTURAL NOTES

LEGEND

2. SEE SHEET S-501 FOR FOOTING & GRADE BEAM

DETAILS AND SCHEDULES

(X'-X") - TOP OF FOOTING ELEVATION

FX.X - FOOTING MARK, SEE SCHEDULE

GB-X - GRADE BEAM MARK, SEE SCHEDULE

2. SEE SHEET S-002 FOR ABBREVIATIONS & SYMBOLS

SHEET CONTENTS


ANG NO.:

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.

© Copyright








Mead & Hunt, Inc.


Suite 100

Portland, OR 97220

phone: 503-548-1494

meadhunt.com


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1

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88011PE

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EXPIRES: 6/30/2014

RENEWS:

BA

1

2

3

4

5

6

2

A B

3

5

4

69'-4"

10"10"

71'-0"

96

'-0

"

7'-0

"1

9'-2

"1

9'-2

"1

9'-2

"1

9'-2

"7

'-0

"2

'-8

"

1

2'-8

"

7

1

S-502

2

S-502

3

S-502

8

S-502

1

S-502

2

S-502

7

S-502

3

S-502

SLAB-ON-GRADE

PER PLAN NOTE 1

SLO

PE

D

OW

N

CJ

SLO

PE

D

OW

N

T.O. CONCRETE

100'-6"

T.O. CONC/TRENCH DRAIN

100'-0"

T.O. CONC/TRENCH DRAIN

100'-0"

CONTINUOUS

TRENCH DRAIN

CONTINUOUS

TRENCH DRAIN

TYP

TYP

TYP

TYP

TYP

TYP

TYP

EXISTING

FOAM SHED

EXISTING HANGAR BAY

1'-2

"

3'-4

"

R.O

.

2'-6

"2

'-6

"

2'-0

"

2'-6"

FACE OF

CONCRETE

FACE OF METAL

BLDG SIDING

FACE OF METAL

BLDG SIDING

CONCRERTE STOOP AT

ALL EXTERIOR MAN DOORS

- (4) LOCATIONS TOTAL,

PER PLAN NOTE 3.

PROVIDE THICKENED SLAB

EDGE PER DETAIL 5/S-501 (PART B)

TYPICAL AT ALL MAN DOORS

IJ

IJ, T

YP

IC

AL

BT

WN

S

LA

B &

WA

LL/P

IE

R

AT

G

RID

S A

&B

PR

OV

ID

E S

WA

Y

BR

AC

IN

G IN

(2)

MID

DLE

B

AY

S O

N

GR

ID

S A

&

B

SLAB-ON-GRADE PLAN

P:\1

97

05

\1

27

-1

97

05

-1

30

05

\C

AD

\S

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FIL

ES

\S

-1

02

.D

WG

3/1

7/2

01

4 5

:5

4:3

3 P

M

S-102

SLAB-ON-GRADE PLAN

4'0 8' 16'

1/8" = 1'-0"

N

O

R

T

H

T

R

U

E

NORTH

PLAN

1. SLAB ON GRADE SHALL 10" THICK CONCRETE

REINFORCED WITH #4 @ 18" OC. EACH WAY, TOP &

BOTTOM; OVER 6" THICK GRANULAR FILL

PLAN NOTES

GENERAL NOTES

LEGEND

1. SEE SHEET S-001 FOR GENERAL STRUCTURAL NOTES

2. SEE SHEET S-002 FOR ABBREVIATIONS & SYMBOLS

2. SLOPE CONCRETE FLOOR SLAB TO DRAIN PER PLAN

SHEET CONTENTS


ANG NO.:

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.

© Copyright








Mead & Hunt, Inc.


Suite 100

Portland, OR 97220

phone: 503-548-1494

meadhunt.com


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EXPIRES: 6/30/2014

RENEWS:

3. CONCRETE STOOPS SHALL BE AS FOLLOWS:

a. 5'-0" x 5'-0" x 12" THICK

b. REINFORCE WITH (6) #4 EACH WAY, TOP & BOT

c. PLACE OVER 9" THICK LAYER COMPACTED BASE

COURSE OVER COMPACTED SUB-GRADE

4. SEE SHEET S-501 FOR TYPICAL SLAB ON GRADE

DETAILS

NOTE:

HORIZ REINFORCEMENT #6 MAX BAR SIZE

CORNER BARS SHALL MATCH SIZE & LOCATION OF

ALT HK

TYP

Lsbt TYPLsbt

Lsb

t T

YP

Lsbt

SINGLE/DOUBLE CURTAIN INTERSECTION

SINGLE CURTAIN

DOUBLE CURTAIN

4d. OR 2

1

2

" MIN.

D

DD

D

D

D

D

D DDD

12

d.

90°

d.

180°

45°

6d

. O

R

3" M

IN

.

135°

OR

180°

d.d.

135°

6

d

.

O

R

3

"

M

I

N

.

6d

. O

R

3" M

IN

.

d.

d.

90°

180°

90°135°

6d. OR

3" MIN.

6d

. O

R

3" M

IN

.

6

d

.

O

R

3

"

M

I

N

.

D = 6d. FOR #3 THRU #8

D = 8d. FOR #9 THRU #11

ALL REINF. EXCEPT BEAM

STIRRUPS, COLUMN TIES AND

BEAM OR COLUMN CROSSTIES

BEAM STIRRUP COLUMN TIE



BEAM OR COLUMN CROSSTIES

D

D

D

D

D

CONCRETE GRADE BEAM SCHEDULE

GB-3

GB-2

BEAM

MARK

GB-1

W

SIZE

D

REINFORCEMENT

REMARKS

SIZE

STIRRUPS

SPACING

20 24 (3) #8 TOP & BOT

in in

NOTES

STIRRUPS EXTEND OVER THE

FULL LENGTH OF THE BEAM

2"

Lt

PIER

"D" = BEAM DEPTH

"W" = BEAM WIDTH

20 24

20 24

(3) #8 TOP & BOT

(3) #9 TOP & BOT

FOOTING SCHEDULE

F7/13

MARK

F7.0

SIZEREINFORCEMENT

REMARKS

7'-0" x 7'-0"

7'-0" x 13'-0"

(8) #7 EACH WAY TOP & BOT

DEPTH

36" HOOK BOTH ENDS

SIZE

DE

PT

H

T.O. FOOTING

97'-2"

T.O. PIER

100'-7"

2" C

LR

3" C

LR

2" CLR

36"

#4 24" oc

#4 24" oc

#4 24" oc

3.1. 2.

5

S-502

* WHICHEVER IS GREATER

CONT. TOP BARS

BOTTOM BARS

NOTE:

EXTEND ALL TOP,

BOTTOM &

STIRRUP BARS TO

END OF

CANTILEVERS,

HOOK TOP BARS

2" CLR

6" MIN

2"

2" 2"

6" MIN6" MIN

L

1

/3, L

2

/3 OR Lt*L

1

/3, L

2

/3 OR Lt*

PIER

L

1

(END SPAN)

PIER

L

2

(INTERIOR SPAN)

CANTILEVER

WHERE

OCCURS

PIER

L1 (SPAN)

EXTEND

GRADE BEAM

BARS INTO

PIER

EXTEND

GRADE BEAM

BARS INTO

PIER

TOP

BARS

BOTTOM

BARS

Lt

2" CLR

STAGGER SPLICES

MIN 10'-0"

HOOK BOTH ENDS

(8) #9 LONGITUDINAL; TOP & BOT

(15) #7 TRANSVERSE; TOP & BOT

CONC SLAB

PER PLAN

T.O. SLAB

VARIES

SEE SHEET S-001 FOR GENERAL

STRUCTURAL NOTES & BAR LAP SCHEDULE

2"

REF DETAIL 8/S-502

REF DETAIL 2/S-502

REF DETAIL 2/S-502

12

"

MIN

.

12"

D

#4 CONT.

REF. PLAN

RE

F. P

LA

N

#4 CONT.

T. & B.

FORMED JOINT TO RECEIVER

BACKER ROD & JOINT SEALANT

"FORM-SAVER" MESH, HOLD

TOP OF MESH

3

4

" BELOW TOP

OF SLAB

SAWCUT TO A

DEPTH OF

3

4

" &

PROVIDE BACKER

ROD & JOINT SEALANT

PIER OR WALL, REF.

PLAN

1

2

" THICK EXPANSION

JOINT MATERIAL,

PROVIDE BACKER

ROD & JOINT SEALANT

CONT ON TOP OF

EXPANSION MATERIAL

SLAB DEPRESSION

A

SLAB EDGE

B

CONSTRUCTION JOINT (CJ)

C

SHRINKAGE CONTROL JOINT (SJ)

D

ISOLATION JOINT (IJ)

E

NOTE:

1. GRADE SLAB SHALL HAVE CONSTRUCTION

JOINTS AND ISOLATION JOINTS AS INDICATED

ON SHEET S-102, PROVIDE JET FUEL RESISTANT

SEALANT TO ALL JOINTS; REFER TO SPEC

SECTION 03 30 00.

2. TYPICAL SLAB BASE IS 6" THICK GRANULAR FILL.

TYPICAL FOUNDATION

DETAILS

P:\1

97

05

\1

27

-1

97

05

-1

30

05

\C

AD

\S

HE

ET

FIL

ES

\S

-5

01

.D

WG

3/1

7/2

01

4 5

:5

7:3

9 P

M

S-501

STANDARD HOOKS AND BENDS1

S-501

NOT TO SCALE

TYPICAL CORNER BARS IN CONCRETE4

S-501

NOT TO SCALE

SHEET CONTENTS


ANG NO.:

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.

© Copyright








Mead & Hunt, Inc.


Suite 100

Portland, OR 97220

phone: 503-548-1494

meadhunt.com


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1

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OREGON

88011PE

S

T

R

U

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A

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EXPIRES: 6/30/2014

RENEWS:

TYPICAL FOOTING DETAIL & SCHEDULE2

S-501

NOT TO SCALE

TYPICAL GRADE BEAM DETAIL & SCHEDULE3

S-501

NOT TO SCALE

TYPICAL GRADE BEAM ELEVATION - GB-1 & GB-2

TYPICAL GRADE BEAM ELEVATION - GB-3

SLAB ON GRADE DETAIL5

S-501

NOT TO SCALE

T.O. FOOTING

97'-2"

A

T.O. PIER

100'-7"

3'-0"

CONC

PIER

STEEL PEMB

FRAME COLUMN

CONC SLAB ON GRADE

PER PLAN

FOOTING

PER

PLAN

5

S-502

B3" 5"

2 1

/2

"2

1

/2

"

(4) 1

1

4

" Ø ANCHOR

BOLTS (VERIFY)

BASE PLATE DETAIL

ANCHOR BOLT DETAIL

24" EMBEDMENT

5" PROJECTION

DBL NUT & 3" SQ X 3/8" THK

PLATE WASHER AT BOTTOM

GRID

GRID

CONC GRADE

BEAM PER

PLAN & SCHEDULE

COLUMN BEYOND

CONC SLAB ON GRADE

PER PLAN

FOOTING

BEYOND

T.O. FOOTING

97'-2"

T.O. PIER

100'-7"

A

B

(2) #4 CONT

AT TOP OF WALL

#4 CONT

#4 x @ 18" OC

T.O. FOOTING

97'-2"

T.O. PIER

100'-7"

2

6

STEEL PEMB

DOOR JAMB

FRAME

GRADE BEAM

PER PLAN

FOOTING

PER PLAN

SLOPE DOWN

TO DRAIN

PAVING PER

CIVIL PLANS

B.O. TRENCH

VARIES

1

7

7'-0"2'-6"2'-0"

9

S-502

T.O. TRENCH

100'-0"

CONC SLAB

ON GRADE

PER PLAN

3'-0"

1'-6"

8"

2'-0"

(8) #8 VERT

DOWELS X

2"

2"

1'-8"

#4 X

TIES, (3) @ TOP

REMAINDER @ 8" OC

A

B

GRID

T.O. FOOTING (BOT OF GRADE BEAM)

T.O. SLAB

VARIES

T.O. GRADE BEAM

#5 @ MID-DEPTH

#4 TIES

PER SCHEDULE

TOP & BOT

BARS PER

SCHEDULE

GRID

THICKENED

SLAB WHERE

OCCURS

A

B

EXISTING

FOAM SHED

FRAMING &

FOUNDATION

PEMB FRAME BY

OTHERS

SLAB ON GRADE

PER PLAN

FOOTING

PER

PLAN

PROVIDE

SHORING &

UNDERPINNING

AS REQ'D TO SUPPORT

EXIST FOAM SHED

FOUNDATION; REFER TO

EARTHWORK SPEC FOR

MORE INFORMATION

6"

2'-6"

2'-6"

5'-0"

4'-4"

A

B

1 7

2'-6"

8"

8"

10"

10"

#4 TIES x

(3) AT TOP, REMAINER @ 8" OC

(3) #8 VERT DOWEL BARS x(3) #5 VERT DOWEL BARS x

(3) #5 VERT DOWEL BARS x

2"

2"

2'-0

"

B.O. TRENCH

T.O. GRATING

100'-0"

HIGH POINT

=99'-6"

LOW POINT

=99'-1"

2'-0"

1'-0" 6" 6"

2'-0" 2'-6"

12

12

(3) #4 CONT

#4 X @ 18" OC

#4 X @ 18" OC

(2) #4 CONT

#4 X @ 18" OC

SLAB ON GRADE

PER PLAN

BREAK LINE IN

SLOPED FLOOR SLAB

(TO GRIDS 1 & 7 )

CAST IRON GRATING

CAST IRON

BEARING ANGLE

TYPICAL FOUNDATION

DETAILS

P:\1

97

05

\1

27

-1

97

05

-1

30

05

\C

AD

\S

HE

ET

FIL

ES

\S

-5

02

.D

WG

3/1

7/2

01

4 5

:5

8:4

2 P

M

S-502

TYPICAL FOOTING DETAIL1

S-502

1/2" = 1'-0"

TYPICAL GRADE BEAM DETAIL2

S-502

1/2" = 1'-0"

TYPICAL SLAB EDGE @ TRENCH DRAIN3

S-502

1/2" = 1'-0"

SHEET CONTENTS


ANG NO.:

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.

© Copyright








Mead & Hunt, Inc.


Suite 100

Portland, OR 97220

phone: 503-548-1494

meadhunt.com


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03/19/2014


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EXPIRES: 6/30/2014

RENEWS:

TYPICAL PIER DETAIL5

S-502

1/2" = 1'-0"

TYPICAL TIE BEAM DETAIL / GB-38

S-502

1/2" = 1'-0"

FOOTING DETAIL ADJACENT EXISTING FOAM SHED FOUNDATION7

S-502

1/2" = 1'-0"

PIER ADJACENT ROLL-UP DOOR6

S-502

1/2" = 1'-0"

TRENCH DRAIN DETAIL 9

S-502

3/4" = 1'-0"

Documents

S-001 · ufc 1-200-01 "general building requirements" 16 aug 2010 including change 2 28 november 2011 ufc 3-301-01 "structural engineering" 27 jan 2010 including