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ENGINEERING EXCELLENCE
•
GRAVITY & LATERAL LOAD ANALYSIS
(2007 OSSC & 2006 IBC 100mph 3 -sec gust wind Exp. B, S =0.76)
CALCULATIONS AND DESIGN
CSA JOB #10443
PROt
• l' dl
GHT 10'
FOR
Joseph Hughes Construction
Paulisch Homes Office Building
7120 SW Gonzaga Street
Tigard, OR 97223
05/22/08
2895 Beavercreek Rd. • Oregon City, OR 97045
(503) 228 -3848 FAX (503) 228 -0475
°I/13
Project Summary
General Information
Project Name/Location: Tigard, OR
CSA Job #: 10443
Date: 05/22/08
New Design Parameters — Current Codes and Loads
Code: 2006 International Building Code, 2007 Oregon Structural Specialty Code
Seismic: S =.76, I =1.0, R =6.5, seismic design category D, site class D
Wind: V3s =94.5 mph, V =80 mph, Exposure B
Floor Live: L = 50 psf
Floor Dead: D = 40 psf
Roof Snow: S = 25 psf
Roof Dead: 20 psf
Soil: Allowable Bearing = 1,500 psf
Existing Design Parameters — Evaluated Codes and Loads
Code: 1997 Uniform Building Code
Seismic: Ca =.36, I =1.0, R =6.5, seismic zone 3, soil profile SD
Basic Wind Speed: V = 80 mph, Exposure B
Floor Live: L = 50 psf
Floor Dead: D = 40 psf
Roof Snow: S = 25 psf
Roof Dead: 20 psf
Soil: Allowable Bearing = 1,500 psf
Project Scope
Providing lateral engineering review calculations and retrofit details in a complete
package for permit regarding a commercial office building containing existing EIFS facade and
replaced with masonry veneer.
Calculation Index
• Project Summary page 01/13
• IBC Section 3403.2.3.2 lateral evaluation page 02/13 — 04/13
• Lintel Design page 05/13 — 06/13
• Lintel Details page 07/13 — 13/13
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Conterminous 48 States
' 2003 NEHRP Seismic Design Provisions
Latitude = 45.428377
Longitude = - 122.750266
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.949 (Ss, Site Class B)
1.0 0.340 (S1, Site Class B)
r£E I &G 341°3.2.3.2,
Conterminous 48 States C- n�st�•tz sr ��ta4t � t,'FM4.41'S LY
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Latitude = 45.428377 1NCR f c� g 1 { A r
Longitude = - 122.750266 ►J4t3a is L.£sc 4,-) Accen r'
Spectral Response Accelerations SMs and SM1 tA of . - � a \s Eg4L &flOQ t
SMs = FaSs and SM1 = FvS1
Site Class D - Fa = 1.12 ,Fv = 1.721 I'?ovF4 cxme rErt. PtIAIL.. o rs Pa
Period Sa 04k.
(sec) (g)
0.2 1.063 (SMs, Site Class D)
1.0 0.585 (SM1, Site Class D)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.428377
Longitude = - 122.750266
SDs = 2/3 x SMs and SD1 = 2 /3xSM1
Site Class D - Fa = 1.12 ,Fv = 1.721
Period Sa
(sec) (g) SVS
0.2 0.705 (SDs, Site Class D)
1.0 0.3901, Site Class D)
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STRUCTURAL GENERAL NOTES: o
GENERAL:
1. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.
THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES
NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT
NOT BE LIMITED TO, BRACING, SHORING OF THE LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
OBSERVATION VISITS TO THE SITE BY THE A/E SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL
DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH A /E.
3. CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOOR OR ROOF. LOADS
SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.
4. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL
BE THE LATEST EDITION AND /OR ADDENDUM.
5. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, ELECTRICAL
AND WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
6. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND
SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
STRUCTURAL GENERAL NOTES: ov
CODE:
2007 OREGON STRUCTURAL SPECIALTY CODE (OSSC) (Sc
2006 INTERNATIONAL BUILDING CODE (IBC)
LOADS:
ROOF DEAD: 20 PSF
ROOF SNOW: 25 PSF
FLOOR DEAD: 40 PSF
FLOOR LIVE: 50 PSF (OFFICE OCCUPANCY)
SEISMIC: S =0.76, 1 =1.0, R =6.5, SEISMIC DESIGN CATEGORY D
WIND: V =1 00 MPH (3— SECOND), EXPOSURE B,
ALLOWABLE SOIL BEARING: 1,500 PSF
WOOD:
1. ALL NAILS MAY BE BOX NAILS (SINKERS) EXCEPT AS NOTED.
2. ALL NAILING TO BE IN ACCORDANCE WITH OREGON STRUCTURAL SPECIALTY CODE 2007 TABLE
2304.9.1 UNLESS NOTED OTHERWISE.
3. ALL FRAMING HARDWARE TO BE SIMPSON STRONG —TIE BRAND OR EQUIVALENT SPECIFICALLY
APPROVED BY ENGINEER.
4. LUMBER:
—ALL SOLID SAWN LUMBER GRADES TO BE DF #2 OR BETTER
—ALL WOOD IN PERMANENT CONTACT WITH CONCRETE TO BE PRESSURE TREATED.
—ALL GLULLAM BEAMS TO BE 24F —V4 DF UNLESS NOTED OTHERWISE.
—ALL LVL LUMBER SHALL BE 1.9E WS MICROLLAM LVL OR EQUIVALENT.
—ALL PSL LUMBER SHALL BE 2.0E WS PARALLAM PSL OR EQUIVALENT.
5. DRILL BOLT HOLES 1/16 INCH OVERSIZE EXCEPT WHERE NOTED LARGER.
6. WALL SHEATHING: USE "STD" NAILING PATTERN WITH NO SIMPSON HOLDOWNS UNLESS NOTED
OTHERWISE (REF. SHEARWALL SCHEDULE).
7. FLOOR SHEATHING: N/A
8. USE DETAIL 3/S2 AND 4/S2 (WHERE APPLICABLE) AT THE CORNERS OF ALL
EXTERIOR WALLS AND INTERIOR SHEAR WALLS.
.CONCRETE:
64/
1. MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI FOR SLABS, FOOTINGS AND WALLS.
2. (2500 PSI USED IN DESIGN, THEREFORE NO INSPECTION IS REQUIRED)
REINFORCING:
1. GRADE:
A. DEFORMED BARS ASTM A615, GRADE 60.
B. WELDED WIRE FABRIC PER ASTM A185.
2. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND
INTERSECTIONS.
3. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
4. CLEAR CONCRETE COVERAGES AS FOLLOWS:
A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH - - -3"
B. EXPOSED TO EARTH OR WEATHER
#6 OR LARGER 2"
#5 OR SMALLER 1 1/2"
C. ALL OTHERS PER LATEST EDITION OF ACI 318
5. LAP LENGTHS ARE AS FOLLOWS (EXCEPT AS NOTED):
#4'S 32"
#5'S 39"
#6'S 47"
MASONRY VENEER Jo / 13
• MASONRY VENEER LESS THAN OR EQUAL TO 5 INCHES IN THICKNESS MAY BE ANCHORED DIRECTLY TO
WALL FRAMING IN ONE OF THE FOLLOWING MANNERS:
A. REQUIREMENTS FOR ALL ANCHOR TYPES:
1. WIRE ANCHORS SHALL BE AT LEAST WIRE SIZE W1.7 AND HAVE ENDS BENT TO FORM AN
EXTENSION FROM THE BEND AT LEAST 2 INCHES LONG.
2. PROVIDE CONTINUOUS, SINGLE —WIRE JOINT REINFORCEMENT OF MINIMUM WIRE SIZE W1.7 AT A
MAXIMUM SPACING OF 18 INCHES 0/C VERTICALLY.
3. FOR HOLLOW UNITS, EMBED ANCHORS IN MORTAR OR GROUT AND EXTEND INTO THE VENEER A
MINIMUM OF 1 1/2 INCHES WITH AT LEAST 5/8 INCHES OF MORTAR OR GROUT COVER TO THE
OUTSIDE FACE.
4. FOR SOLID UNITS, EMBED ANCHORS IN MORTAR JOINTS AND EXTEND INTO THE VENEER A
MINIMUM OF 1 1/2 INCHES WITH AT LEAST 5/8 INCHES OF MORTAR COVER TO THE OUTSIDE
FACE.
5. IN CASES WHERE ANCHORS ARE PROVIDED AROUND FRAMED OPENINGS LARGER THAN 16
INCHES IN EITHER DIRECTION, PROVIDE ANCHORS AT 12" FROM EDGE OF OPENING AND AT
3' -0" 0 /C.
6. MORTAR BED JOINT THICKNESS SHALL BE AT LEAST TWICE THE THICKNESS OF THE EMBEDDED
ANCHOR.
7. FOR ANCHORAGE INTO WOOD FRAMING, PROVIDE AT LEAST (1) 8d GALVANIZED NAIL WITH FULL
PENETRATION (OR FASTENER WITH EQUIVALENT PULL —OUT STRENGTH AS APPROVED BY THE
ENGINEER). FOR CORRUGATED SHEET METAL ANCHORS, LOCATE THE NAIL OR FASTENER WITHIN
1/2 INCH OF THE 90 DEGREE BEND IN THE ANCHOR.
8. MAINTAIN A MAXIMUM DISTANCE BETWEEN INSIDE FACE OF THE VENEER AND OUTSIDE FACE OF
THE SOLID SHEATHING OF 1 INCH WHEN CORRUGATED ANCHORS ARE USED. MAINTAIN A
MAXIMUM DISTANCE BETWEEN INSIDE FACE OF THE VENEER AND THE WOOD STUD OR WOOD
FRAMING OF 4 1/2 INCHES WHEN OTHER ANCHORS ARE USED. MAINTAIN A MINIMUM 1 INCH
AIR SPACE.
B. REQUIREMENTS FOR SHEET METAL ANCHORS:
1. WALL TIES SHALL BE CORROSION RESISTANT, AND IF MADE OF SHEET METAL, SHALL HAVE A
MINIMUM THICKNESS OF 0.060 INCH (16 GA.) BY 7/8 INCH WIDE. FOR ALL OTHER
CORRUGATED ANCHORS, THE MINIMUM THICKNESS OF 0.030 INCH (22 GA.) BY 7/8 INCH WIDE
SHALL BE USED.
2. PROVIDE AT LEAST ONE ANCHOR FOR EACH 3.50 SQUARE FEET OF WALL AREA, BUT SPACE
ANCHORS AT A MAXIMUM OF 32 INCHES HORIZONTALLY. W1.7 SINGLE —WIRE, CONTINUOUS
JOINT REINFORCEMENT IS STILL REQUIRED AT VERTICAL SPACINGS AT A MAXIMUM OF 18 INCHES
0 /C.
C. REQUIREMENTS FOR ADJUSTABLE ANCHORS:
1. FOR TWO —PIECE ANCHORS, ANCHORS OF WIRE SIZE W1.7 AND 22 GAGE CORRUGATED SHEET
METAL ANCHORS ARE PERMITTED PROVIDED THAT AT LEAST ONE ANCHOR IS INSTALLED FOR
EACH 2.67 SQUARE FEET OF WALL AREA. SPACING LIMITS DESCRIBED ABOVE SHALL NOT BE
EXCEEDED.
•
HORIZONTAL 4x6
F # - SOLID FILLED EA. STUD
VERTICAL 4x6
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BASE DETAIL SCALE: A
N.T.S.
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SCALE:
BASE PROFILE N.T.S.
(-1.
1" (MIN.) (E) EXTERIOR WALL
H w /2X6 STUDS @ 16"
0/C WITH FILLER STUDS
kiln
ABOVE OPENING.
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SCALE:
LEDGER DETAIL o OPENING N.T.S. ( C D