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
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.
68
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AN
GA
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3142100-121766.01
PO
RT
LA
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, O
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72
18
TQKD129072
03/19/2014
03/19/14 TYPE B FINAL
R
E
G
I
S
T
E
R
E
D
PR
O
F
E
S
S
I
O
N
A
L
R
O
B
E
R
T
V.
S
T
E
V
E
N
S
E
N
G
IN
E
E
R
M
a
y
1
4 , 2
0
1
3
OREGON
88011PE
S
T
R
U
C TU
R
A
L
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
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
68
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UA
RD
B
AS
E
CO
NS
TR
UC
T A
LE
RT
H
AN
GA
R B
AY
3142100-121766.01
PO
RT
LA
ND
, O
R 9
72
18
TQKD129072
03/19/2014
03/19/14 TYPE B FINAL
R
E
G
I
S
T
E
R
E
D
PRO
F
E
S
S
I
O
N
A
L
R
O
B
E
R
T
V
. S
T
E
V
E
N
S
E
N
G
IN
E
E
R
M
a
y
1
4,
2
0
1
3
OREGON
88011PE
S
T
R
U
C TU
R
A
L
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
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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
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
68
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RD
B
AS
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CO
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TR
UC
T A
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RT
H
AN
GA
R B
AY
3142100-121766.01
PO
RT
LA
ND
, O
R 9
72
18
TQKD129072
03/19/2014
03/19/14 TYPE B FINAL
R
E
G
I
S
T
E
R
E
D
PRO
F
E
S
S
I
O
N
A
L
R
O
B
E
R
T
V.
S
T
E
V
E
N
S
E
N
G
IN
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M
a
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1
4 , 2
0
1
3
OREGON
88011PE
S
T
R
U
C TU
R
A
L
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
D = 4d. FOR #3 THRU #5
D = 8d. FOR #6 THRU #8
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
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3/1
7/2
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: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
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
68
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RD
B
AS
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CO
NS
TR
UC
T A
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RT
H
AN
GA
R B
AY
3142100-121766.01
PO
RT
LA
ND
, O
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72
18
TQKD129072
03/19/2014
03/19/14 TYPE B FINAL
R
E
G
I
S
T
E
R
E
D
PR
O
F
E
S
S
I
O
N
A
L
R
O
B
E
R
T
V.
S
T
E
V
E
N
S
E
N
G
IN
E
E
R
M
a
y
1
4,
2
0
1
3
OREGON
88011PE
S
T
R
U
C TU
R
A
L
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
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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TQKD129072
03/19/2014
03/19/14 TYPE B FINAL
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OREGON
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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"