PHILOMATH, OR 97370 ENLARGE (3) GARAGE DOORS INDEX TO DRAWINGS 541.609.8777 NA PROJECT DESIGN PROJECT DESIGN & DRAFTING: PROJECT MANAGER: WILLIAM E. BARLOW, P.E. VICINITY PLAN SCALE: NTS N 38101 HWY 223 SQUARE FOOTAGE DESIGN INFORMATION SITE LOCATION P.O. BOX 43 PHILOMATH, OR 97370 1. ALL WORK IS TO COMPLY WITH THE STATE OF OREGON 2. FLOOR LIVE LOAD: 3. ROOF LIVE LOAD: 40 P.S.F. 25 P.S.F. 4. SNOW LOAD: FLAT-ROOF SNOW LOAD, Pf: SNOW EXPOSURE FACTOR, Ce: SNOW LOAD IMPORTANCE FACTOR, I: THERMAL FACTOR, Ct: 23 P.S.F. SNOW EXPOSURE FACTOR, Ce: 1.0 1.0 TERRAIN CATEGORY: C EXPOSURE: FULLY 5. WIND DESIGN DATA: BASIC WIND SPEED: 130 M.P.H. 6. EARTHQUAKE DESIGN DATA: SEISMIC IMPORTANCE FACTOR, I: 1.50 MAPPED SPECTRAL RESPONSE ACCELERATIONS: Ss: S1: 1.067 0.522 SITE CLASS: D DESIGN SPECTRAL RESPONSE COEFFICIENTS: SDS: SD1: 0.763 0.522 SEISMIC DESIGN CATEGORY SD1: D SEISMIC FORCE RESISTING SYSTEM: STEEL SPECIAL MOMENT FRAMES (ASCE 7, p.61) RESPONSE MODIFICATION FACTOR, R: 8 SEISMIC RESPONSE COEFF., Cs: 0.1174 GEOTECHNICAL INFORMATION: 7. DESIGN LOAD BEARING VALUE: 1500 P.S.F. (ASSUMED) 8. FLOOD DESIGN DATA: FIRM MAP NUMBER: 41003C0050F ZONE: ZONE X. AREA DETERMINED TO BE OUTSIDE THE 100- AND 500-YEAR FLOODPLAINS. 9. SPECIAL LOADS: NONE. 10. SYSTEMS & COMPONENTS REQUIRING SPECIAL INSPECTIONS (SEISMIC): STEEL SPECIAL MOMENT FRAME NOTE 1. THE CONTRACTOR SHALL ENSURE THAT CONSTRUCTION MEANS AND METHODS, INCLUDING LOADING AND BRACING, SHALL NOT EXCEED THE CAPACITY OF STRUCTURAL MEMBERS. (38101 HWY 223) 38101 KINGS VALLEY HWY MAP/TAX LOT: PHILOMATH, OR 97370 TO BE DETERMINED NA NA LATITUDE: LONGITUDE: 11. ZONING: EXCLUSIVE FARM USE (EFU) SEISMIC RISK CATEGORY: IV g g g g EFFECTIVE DATE: 6/2/2011 TITLE SHEET SITE PLAN STRUCTURAL NOTES EXISTING FLOOR PLAN EXISTING ROOF PLAN ELEVATIONS FOUNDATION PLAN STEEL FRAME ELEVATION STEEL FRAME T0.0 C1.0 N1.0 A1.0 A2.0 A3.0 S1.0 S2.0 S3.0 GARAGE DOOR 38 PHILOMATH, OR 97370 38101 HWY 223 PROJECT LOCATION ULTIMATE 2. MECHANICAL (HVAC), ELECTRICAL, PLUMBING DESIGN BY OTHERS. SQ. FT. 2014 EDITION OF THE OREGON STRUCTURAL SPECIALTY CODE 2010 ASCE 7-10 ( Third Printing) HOSKINS KINGS VALLEY RURAL FIRE PROTECTION DISTRICT FOR CIVIL ENGINEERING DESIGN WORK AREA BUILDING AREA 3464 SQ. FT. DEMOLITION PLAN D1.0 10628001300 44.673873 -123.434081 SEISMIC DESIGN CATEGORY SDS: D STRUCTURAL ENGINEERS ASSOSCIATION OF OREGON 2014 OSSC, TABLE 1604.5, p. 350 RISK CATEGORY: IV WIND EXPOSURE: C INTERNAL PRESSURE COEFFICIENT: NA DESIGN BASE SHEAR: 2041 LBS ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE T0.0 digitally signed
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PHILOMATH, OR 97370
ENLARGE (3) GARAGE DOORS
INDEX TO DRAWINGS
541.609.8777
NA
PROJECT DESIGN
PROJECT DESIGN & DRAFTING:
PROJECT MANAGER:
WILLIAM E. BARLOW, P.E.
VICINITY PLAN
SCALE: NTS
N
38101 HWY 223
SQUARE FOOTAGE
DESIGN INFORMATION
SITE LOCATION
P.O. BOX 43
PHILOMATH, OR 97370
1. ALL WORK IS TO COMPLY WITH THE STATE OF OREGON
2. FLOOR LIVE LOAD:
3. ROOF LIVE LOAD:
40 P.S.F.
25 P.S.F.
4. SNOW LOAD:
FLAT-ROOF SNOW LOAD, Pf:
SNOW EXPOSURE FACTOR, Ce:
SNOW LOAD IMPORTANCE FACTOR, I:
THERMAL FACTOR, Ct:
23 P.S.F.
SNOW EXPOSURE FACTOR, Ce:
1.0
1.0
TERRAIN CATEGORY:
C
EXPOSURE:
FULLY
5.
WIND DESIGN DATA:
BASIC WIND SPEED:130 M.P.H.
6.
EARTHQUAKE DESIGN DATA:
SEISMIC IMPORTANCE FACTOR, I:
1.50
MAPPED SPECTRAL RESPONSE
ACCELERATIONS:
Ss:
S1:
1.067
0.522
SITE CLASS:D
DESIGN SPECTRAL RESPONSE
COEFFICIENTS:
SDS:
SD1:
0.763
0.522
SEISMIC DESIGN CATEGORY SD1:D
SEISMIC FORCE RESISTING SYSTEM:STEEL SPECIAL MOMENT
FRAMES (ASCE 7, p.61)
RESPONSE MODIFICATION FACTOR, R:8
SEISMIC RESPONSE COEFF., Cs: 0.1174
GEOTECHNICAL INFORMATION:
7.
DESIGN LOAD BEARING VALUE:1500 P.S.F. (ASSUMED)
8.
FLOOD DESIGN DATA:
FIRM MAP NUMBER:
41003C0050F
ZONE:
ZONE X. AREA DETERMINED
TO BE OUTSIDE THE 100- AND
500-YEAR FLOODPLAINS.
9.
SPECIAL LOADS:
NONE.
10.
SYSTEMS & COMPONENTS REQUIRING
SPECIAL INSPECTIONS (SEISMIC):
STEEL SPECIAL MOMENT FRAME
NOTE
1.
THE CONTRACTOR SHALL ENSURE THAT CONSTRUCTION MEANS AND
METHODS, INCLUDING LOADING AND BRACING, SHALL NOT EXCEED
THE CAPACITY OF STRUCTURAL MEMBERS.
(38101 HWY 223)
38101 KINGS VALLEY HWY
MAP/TAX LOT:
PHILOMATH, OR 97370
TO BE DETERMINED
NA
NA
LATITUDE:
LONGITUDE:
11. ZONING: EXCLUSIVE FARM USE (EFU)
SEISMIC RISK CATEGORY:
IV
g
g
g
g
EFFECTIVE DATE: 6/2/2011
TITLE SHEET
SITE PLAN
STRUCTURAL NOTES
EXISTING FLOOR PLAN
EXISTING ROOF PLAN
ELEVATIONS
FOUNDATION PLAN
STEEL FRAME ELEVATION
STEEL FRAME
T0.0
C1.0
N1.0
A1.0
A2.0
A3.0
S1.0
S2.0
S3.0
GARAGE DOOR
38
PHILOMATH, OR 97370
38101 HWY 223
PROJECT LOCATION
ULTIMATE
2. MECHANICAL (HVAC), ELECTRICAL, PLUMBING DESIGN BY OTHERS.
SQ. FT.
2014 EDITION OF THE OREGON STRUCTURAL SPECIALTY CODE
2010 ASCE 7-10 ( Third Printing)
HOSKINS KINGS VALLEY
RURAL FIRE PROTECTION DISTRICT
FOR
CIVIL ENGINEERING DESIGN
WORK AREA
BUILDING AREA 3464 SQ. FT.
DEMOLITION PLAND1.0
10628001300
44.673873
-123.434081
SEISMIC DESIGN CATEGORY SDS:D
STRUCTURAL ENGINEERS
ASSOSCIATION OF OREGON
2014 OSSC, TABLE 1604.5, p. 350
RISK CATEGORY:IV
WIND EXPOSURE:C
INTERNAL PRESSURE COEFFICIENT:NA
DESIGN BASE SHEAR:2041 LBS
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
T0.0
digitally signed
A
N
SITE PLAN
SCALE: 1" = 20'
CURVE TABLE
CHORDDELTA
1°11'38"
CURVE RADIUS LENGTH
A 1879.86' 39.17'
CH. BEARING
39.17' N10°45'11"W
1°32'38"B 1879.86' 50.65' 50.65' N09°23'03"W
0°55'24"C 1879.86' 30.29' 30.29' N08°09'02"W
0°46'09"D 1879.86' 25.24' 25.24'
N08°04'25"W
EASEMENT
C
D
B
A
N 89°49'0" E
41.90'
N 0°8'39" W
50
.0
0'
S 89°49'0" W
50.00'
N 89°49'0" E
247.24'
25' ACCESS EASEMENT FOR PARCEL 1
N
1
1
°2
1
'0
" W
1
0
1
.9
9
'
S 89°49'0" W
208.00'
S 0°11'0" E
21
8.5
7'
25.0
0
5
0
'
5
0
'
E
D
G
E
O
F
A
/C
E
D
G
E
O
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A
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PP
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(E) PROPANE
TANKS
(E) SHED
(E
) C
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A
IN
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IN
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(E
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AREA OF
WORK
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NOTE
THIS IS NOT A BOUNDRY SURVEY. PROPERTY
LINES SHOWN ARE BASED ON BENTON COUNTY
C.S. FILE NO.: 97-44. PROPERTY LINES ARE A
GRAPHIC REPRESENTATION TO SHOW
RELATIONSHIP OF PROPERTY LINES TO SITE
PHYSICAL INFORMATION.
T
O
H
O
S
K
IN
S
H
W
Y
2
2
3
D
IT
C
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D
IT
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C1.0
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1.
ELECTRICAL
ELECTRICAL BY OTHERS.
7.
OF BASE PLATES WILL NO BE PERMITTED.
HAVE A SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 psi. PREGROUTING
GROUT SHALL BE NON-SHINKABLE GROUT CONFORMING TO ASTM C827 AND SHALL
12.
DETAILING MANUAL, ACI COMMITTEE 315.
CONFORM TO THE RECOMMENDATIONS OF THE AMERICAN CONCRETE INSTITUTE (ACI)
DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL
11.
REINFORCING STEEL (REBAR) FOR CONCRETE SHALL BE DEFORMED, GRADE 60
9.
CONCRETE EXPOSED TO EARTH OR WEATHER8.2
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH8.1
(SEE ACI 318-02 FOR CONDITIONS NOT NOTED.)
CONCRETE COVER PROTECTION FOR REINFORCEMENT BAR SHALL BE AS FOLLOWS:
8.
CONCRETE PROTECTION AS REQUIRED AND NECESSARY.
SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. PROVIDE
ALL REINFORCING BARS, ANCHOR BOLTS, AND OTHER CONCRETE CONNCECTORS6.
REMOVED.
SHALL BE THOROUGHLY CLEANED. LAITANCE AND STANDING WATER SHALL BE
304R. ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS TO BE PLACED
MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO ACI5.
3000 psiFOOTINGS4.1
COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS:4.
CALCIUM CHLORIDE SHALL NOT BE USED.
SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT.
ENGINEER. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE
ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE PROJECT3.
ASTM C150.
PORTLAND CEMENT SHALL BE TYPE I OR TYPE II AND SHALL CONFORM TO
AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33.2.
LICENSED IN THE STATE OF THE OREGON.
MAX. AGGREGATE SIZE IS 3/4 INCH. MIX DESIGNS SHALL BE SIGNED BY AN ENGINEER
SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH BANKS.
THE CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING,4.
CONSTRUCTION SHALL BE REMOVED.
ANY ABANDONED MATERIALS, FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH NEW3.
SURFACE, GROUND, OR SEEPAGE WATER.
THE CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FOR EITHER2.
1. FOUNDATION SOIL BEARING PRESSURE ASSUMED TO BE 1500 PSI.
FOUNDATION
1.
CONCRETE AND REINFORCEMENT
4.2 SLABS3000 psi
(fy=60000 PSI YEILD STRENGTH). A615
STEEL WELDED WIRE REINFORCEMENT (WWR)
11.1 ASTM A185, PLAIN TYPE IN ROLLS, PLAIN FINISH. PROVIDE 6"x6"-W1.4xW1.4 WWF,
GRADE 65 MIN. (65000 PSI YIELD)
BAR AND WELDED WIRE REINFORCEMENT SUPPORTS
12.1PROVIDE ALL SPACERS, CHAIRS (HCM), TIES AND OTHER DEVICES NECESSARY
12.2CONFORM TO "BAR SUPPORT SPECIFICATION," CRSI MANUAL OF STANDARD PRACTICE,
CHAPTER 3, LATEST EDITION, AND BE OF THE FOLLOWING TYPES:
12.2.1 SUPPORT REINFORCING IN FOOTINGS WITH PRECAST CONCRETE BLOCKS.
12.2.2 SUPPORT FOR WWR IN SLABS WITH PRECAST CONCRETE BLOCKS OR METAL
CHAIRS OF ACI TYPE HCM, CLASS 3.
TO PLACE, SPACE, SUPPORT AND MAINTAIN REBAR AND/OR WWR IN LOCATIONS IN
ACCORDANCE WITH ACI 315.
3"
1 1/2"
10.
1. GLUE LAMINATED (GLU-LAM) MEMBERS SHALL BE A COMBINATION GRADE
GLUE LAMINATED (GLU-LAM) BEAMS
OF 24F-V4 (DOUGLAS FIR - LARCH, DF-L) WITH EXTERIOR GLUE.
1. DIMENSIONAL LUMBER FOR FRAMING SHALL BE DOUGLAS FIR - LARCH (DF-L)
DIMENSIONAL LUMBER
No. 2 OR BETTER.
2.GLUE LAMINATED MEMBERS SHALL BE MANUFACTURED AND INDENTIFIED AS REQUIRED
IN AITC A190.1 AND ASTM D3737.
STRUCTURAL NOTES
OR NOT THE REFERENCE IS MADE IN EVERY INSTANCE.
DETAIL IN ESTIMATING AND CONSTRUCTION TO EVERY LIKE CONDITION WHETHER
WHEN A DETAIL IS IDENTIFIED AS TYPICAL, THE CONTRACTOR SHALL APPLY THIS8,
WHERE THE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.
LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING
CONSTRUCTION LOADS (MATERIAL AND EQUIPMENT) SHALL NOT EXCEED THE DESIGN7.
WHOSE NAME AND SEAL (STAMP) APPEAR ON THESE STRUCTURAL DRAWINGS.
SPECIFICALLY DETAILED OR APPROVED BY THE PROJECT ENGINEER
OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN STRUCTURAL ELEMENTS UNLESS
REVIEW OF THE ABOVE ITEMS.
6.
PROJECT ENGINEER OR HIS AGENT OR REPRESENTATIVE, SHALL NOT INCLUDE
BRACING, SHORING FOR CONSTRUCTION LOADS, ETC. VISITS TO THE SITE BY THE
DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO
MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS, AND VISITORS
INDICATE THE METHOD OF CONSTRUCITON. THE CONTRACTOR SHALL PROVIDE ALL
THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT5.
CONSTRUCTION.
TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF
OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS
METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY4.
RESIDENTIAL SPECIALTY CODE ADOPTED BY THE STATE OF OREGON.
3. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF 2005 OREGON
DRAWINGS. COORDINATE CONSTRUCTION WITH ALL TRADES.
2. DO NOT SCALE DRAWINGS. COORDINATE DIMENSIONS WITH "A" DESIGN
THE ENGINEERS SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES.
1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION.
GENERAL
3. ALL SHOP WELDED STEEL AND STEEL NOT IN DIRECT CONTACT WITH CONCRETE
STRUCTURAL STEEL
1. STEEL SHAPES SHALL BE ASTM A992-50, Fy=36ksi. EXCEPT FOR HOLLOW
4.ALL SHOP WELDS SHALL BE PERFORMED BY AN AMERICAN
WELDING SOCIETY (AWS) CERTIFIED WELDER(S). COPIES OF AWS WELDER
CERTIFICATION SHALL BE SUBMITTED TO THE PROJECT ENGINEER PRIOR TO WORK.
STRUCTURAL SHAPES (HSS) SHALL BE ASTM A500, GRADE B, Fy=46ksi.