Specifications e3 / o d 2-\5
RECEIVED
DEC 10 2 01
7SW Bev a CITY OF TIGARD
�� NG DIVISION
TM ! CONSULTING ENGEERS 23
Phone: (503) 443-3900
Fax: (503) 443 -3700
STRUCTURAL `hETAILS AN', CALCULATIONS
FOR
SCHOLLSRUSINESS CENTER COLUMN RELOCATION
10110 SW NIMBUS AVENUE, UNIT R -11
PORTLAND, OR 97223
TIER #10390
December 6, 2010
PAGE
GENERAL NOTES N1 — N3
DETAILS SKI — SK3
CALCULATIONS C1 — C 4
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City of Tigard ORECON
Approv - d Plans sa r cc, is
• ByE.•.. Date �T 1- . � ` �
REVISION
OFFICE COPY
GENERAL STRUCTURAL NOTES
CODE REQUIREMENTS:
CONFORM TO THE 2009 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2010 OREGON STRUCTURAL
SPECIALTY CODE, REFERENCED HEREAFTER AS IBC.
DESIGN CRITERIA:
DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD
LOADS, THE FOLLOWING LOADS WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER IBC:
ROOF SNOW LOAD: 25 PSF
ALLOWABLE SOIL BEARING PRESSURE: 1,500 PSF (ASSUMED).
EXISTING CONDITIONS:
THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS. THE
CONTRACTOR SHALL NOTIFY THE ARCHITECT /ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN
ON THE DRAWINGS PRIOR TO THE START OF THE WORK.
TEMPORARY CONDITIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING
STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN
DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY.
EARTHWORK:
1F THERE IS NO PROJECT SPECFICATIONS OR SOILS REPORT FOR THE PROJECT THEN COMPLY WITH THE
FOLLOWING:
REMOVE LOOSE OR DISTURBED SOIL FROM THE BOTTOMS OF EXCAVATION. FOOTINGS SHALL BEAR ON
UNDISTURBED NATIVE SOIL OR ENGINEERED STRUCTURAL FILL.
WHERE COMPACTED AREAS ARE DISTURBED BY CONSTRUCTION OPERATIONS, OVER EXCAVATE AND
BACKFILL WITH 3/4" MINUS CRUSHED ROCK COMPACTED TO MINIMUM OF 92% OF THE DRY DENSITY AS
MEASURED BY AASHTO T180. AT DISTURBED AREAS WITHIN 3' -0" OF BUILDING FOUNDATIONS COMPACT TO
MINIMUM 95% OF THE DRY DENSITY AS MEASURED BY AASHTO T 180.
CAST -IN -PLACE CONCRETE:
MIX DESIGN: PREPARE DESIGN MIXES FOR EACH TYPE OF CONCRETE. PROPORTION MIXES BY EITHER
LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS, USING MATERIALS TO BE EMPLOYED ON THE
WORK FOR EACH CLASS OF CONCRETE REQUIRED. FURNISH CERTIFIED REPORTS OF EACH PROPOSED MIX
FOR EACH TYPE OF WORK OF THIS SECTION. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS,
ALONG WITH TEST DATA AS REQUIRED, A MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE.
ADMIXTURES: AIR ENTRAINING AGENT IN ACCORDANCE WITH ASTM C260 AND WATER - REDUCING
ADMIXTURE CONFORMING TO ASTM 494, USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS, MAY BE INCORPORATED IN CONCRETE DESIGN MIXES. FLY ASH SHALL CONFORM TO
ASTM C 618 AND SHALL BE LIMITED TO A 15% MAXIMUM BY CEMENT WEIGHT.
CONCRETE WORK SHALL CONFORM TO ACI 301. CONCRETE STRENGTHS SHALL BE AS FOLLOWS:
FOOTINGS: fc =3,000 PSI AT 28 DAYS. (MINIMUM CEMENT CONTENT = 470 LBS)
TM RIPPEY
Consulting Engineers By: JW Date: 12/6/10
7650 SW Beveland Street SCHOLLS BUSINESS CENTER Chic By: Date:
Suite 100 BUILDING `B' COLUMN RELOCATION
Tigard, Oregon 97223 Job #: 10390
Phone: (503) 443 -3900 Sheet: N 1 Of:
ABSOLUTE WATER/CEMENT RATIO BY WEIGHT:
f c = 3000 PSI (0.54 NON -AIR ENTRAINED, 0.46 AIR ENTRAINED)
Pc c 4000 PSI (0.50 NON -AIR ENTRAINED, 0.45 AIR ENTRAINED)
CONCRETE REINFORCING STEEL:
REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 AND FOR DEFORMED BARS, UNLESS
OTHERWISE NOTED.
REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315 LATEST EDITION ( "DETAILS AND
DETAILING CONCRETE REINFORCEMENT ").
CONCRETE ACCESSORIES:
CONCRETE EXPANSION ANCHORS SHALL BE "SIMPSON STRONG - BOLT" OR ENGINEER APPROVED
EQUIVALENT.
NON - SHRINK GROUT SHALL BE A PRE -MIXED COMPOUND CONSISTING OF NON - METALLIC AGGREGATE,
CEMENT, WATER REDUCING AND PLASTICIZING AGENTS; CAPABLE OF DEVELOPING A MINIMUM
COMPRESSIVE STRENGTH OF 2,200 PSI IN 48 HOURS AND 6,000 PSI IN 28 DAYS. GROUT SHALL BE MIXED AND
APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
METALS:
ALL MISCELLANEOUS STEEL: ASTM A36 (Fy= 36,000 PSI), OR AS NOTED ASTM A572 (Fy=50 KSI).
SQUARE AND RECTANGULAR HSS: ASTM A500, GRADE "B" (Fy= 46,000 PSI).
ALL BOLTS: ASTM A325 UNLESS NOTED OTHERWISE.
THREADED RODS: ASTM A36 UNLESS NOTED OTHERWISE.
WELDING: PER AWS STANDARDS. E70XX ELECTRODE AND BY CERTIFIED WELDERS.
ALL STEEL TO HAVE SHOP COAT.
DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS ". WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS
WELDING IN BUILDING CONSTRUCTION AND SHALL BE 3/16" MINIMUM UNLESS OTHERWISE NOTED.
WELDING SHALL BE BY AWS CERTIFIED WELDERS. PREQUALIFIED WELDING PROCEDURES ARE TO BE USED,
UNLESS AWS QUALIFICATION IS SUBMITTED TO THE ARCHITECT /ENGINEER PRIOR TO FABRICATION.
INSTALLATION AND TIGHTENING OF ALL BOLTS SHALL BE IN ACCORDANCE WITH THE "SPECIFICATIONS FOR
STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS ". UNLESS NOTED OTHERWISE BOLTS SHALL BE
INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG -TIGHT CONDITION. SNUG TIGHT IS
DEFINED AS THE TIGHTNESS THAT EXISTS WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY
BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN
ORDINARY SPUD WRENCH.
MECHANICAL:
THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT, MECHANICAL,
PLUMBING, FIRE SPRINKLER, MACHINERY, AND ASSOCIATED PIPING WITH THE STRUCTURE. ANY
CONNECTIONS TO STRUCTURE NOT CONFORMING TO SHEET METAL AND AIR CONDITIONING CONTRACTORS
NATIONAL ASSOCIATION (SMACNA), OR SPECIFICALLY DETAILED ON THE MECHANICAL ENGINEER'S
DRAWINGS, SHALL BE DESIGNED IN ACCORDANCE OF THESE GENERAL NOTES, BY AN ENGINEER REGISTERED
IN THE STATE OF OREGON, AND SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER PRIOR TO FABRICATION.
■f [1 TM R]PPPY
1l lY�- Consulting Engineers By: 1W Date: 12/6/10
7650 SW Beveland Street SCHOLLS BUSINESS CENTER Chk By: Date:
Suite 100 BUILDING `B' COLUMN RELOCATION
Tigard, Oregon 97223 lob #: 10390
Phone: (503) 443 -3900 Sheet: N a Of:
•
FLASHING AND WATERPROOFING:
ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS.
INSPECTION:
SPECIAL INSPECTIONS: IN ACCORDANCE WITH SECTION 1704 OF THE IBC AND APPLICABLE SECTIONS OF THE
PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING
LABORATORY EMPLOYED BY THE OWNER FOR THE FOLLOWING AREAS:
1. STEEL FABRICATION AND WELDING.
THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEM NOT
COMPLYING WITH THE PROJECT SPECIFICATIONS AND /OR APPLICABLE CODES BEFORE PROCEEDING WITH
ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE
ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT THE APPROVAL OF THE ENGINEER OF
, RECORD THEN THE WORK WILL BE CONSIDERED NON - COMPLIANT.
TM RIPPEY
Consulting Engineers By: JW Date: 12/6/10
7650 SW Beveland Street SCHOLLS BUSINESS CENTER Chk By: Date:
Suite 100 BUILDING `B' COLUMN RELOCATION
Tigard, Oregon 97223 Job #: 10390
Phone: (503) 443-3900 Sheet: 3 Of:
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7650 S.W. Beveland St, Suite 100 10B NO /0-390
Tigard, Oregon 97223
Phone (503) 443-3900 SHEET C. \ OF
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7650 S.W. Beveland St, Suite 100
Tigard, Oregon 97223 108 NO 10 390
Phone (503) 443 -3900 SHEET GD OF
Steel l§iiii • ®esign x r lw rvenle ringiPro 1 cts1 1a390 40w ii l tressce x ccm �eloc�{on\ 1p, s;
,r .. ENBi t t983-2a08 Ve 8 Q 9
. Kw-D60025.0. - - ` - Y r � .,, ` � tiwe owte consruifa r t g inee r s
Description : 82 reinforcement beam
Material Properties .. Calculations per IBC 2006, CBC 2007, 13t11 MSC
Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : E: Modulus : 29,000.0 ksi
Bending Axis : Major Axis Bending
Load Combination 2006 IBC & ASCE 7 -05
D(3.18 S(5.3)
tee` `Yr:; ; ft ,�N.,�O fi , A �rw �ti t a, m , s t I , c �, � t " 4 t - K V
z . _�' '�� �#nr, � w u � � ��. � ��� � -:s' � rss �� i� � � � �" .<c��' �� , x� , n �,�tr�;�w� � ��t,r 3a p � � �. rtr�� �.� �,�';"��,;�'� �: -
a" ` 12 "," 1)MOt�.f�'l...& -... gar.. - -*r =,5�4 0 r., .__._L.'.� ��.P�..o. RI INVIO�_;, s t _; 0 9: Z 0 k Nel
MC8X20 MC8X20
- La i i*':
4.0 ft J
12.0 ft
_Appiled)Loads 4 Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load(s) for Span Number
f. mber 1 ( Ar 3G/-s; 0.'75 I otc.)
Point Load D 3.180, S 5.30 k (o) 0.0 fl (b- C. t� ) A NC4. S 3 D. um : 1 U 6
DESIGN SUiitN1ARY I ' `. /
Maximum Bending Stress Ratio = (1 : 1 Maximum Shear Stress Ratio = 0.149: 1
Section used for this span MC8X20 Section used for this span MC8X20
Mu : Applied 34.080 k -ft Vu : Applied 8.560 k
Mn / Omega : Allowable 26.475 k -ft Vn /Omega : Allowable 57.4850 k
Load Combination +D +S +H Load Combination +D +S +H
: Location of maximum on span 0.000ft Location of maximum on span 4.000 ft
Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1
i Maximum Deflection
Max Downward Live Load Deflection 0.000 in
Max Upward Live Load Deflection 0.000 in
Live Load Deflection Ratio 0
Max Downward Total Deflection 0.791 in 1..
Max Upward Total Deflection -0.3 5 ..11- ---,_ GAaAmoSt. S 4 A 1 o 4-
Total Deflection Ratio 120 <180 )- •
Maximum For Stresses for Load Combf natio'nsv • Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Omega *Mnx Cb Rm Va Max Vnx Omega*Vnx
Overall MAXimum Envelope
Dsgn. L = 4.00 fl 1 0.865 0.149 -34.08 34.08 65.80 39.40 1.00 1.00 8.56 96.00 57.49
Dsgn. L = 12.00 ft 2 1.287 0.051 -34.08 34.08 44.21 26.48 1.00 1.00 2.96 96.00 57.49
+D
Dsgn. L = 4.00 fl 1 0.327 0.057 -12,88 12.88 65.80 39.40 1.00 1.00 3.26 96.00 57.49
Dsgn. L = 12.00 ft 2 0.486 0.021 -12.88 12.88 44.21 26.48 1.00 1.00 1.19 96.00 57.49
+D+{+H
Dsgn. L = 4.00 ft 1 0.327 0.057 -12.88 12.88 65.80 39.40 1.00 1.00 3.26 96.00 57.49
Dsgn. L = 12.00 ft 2 0.486 0.021 -12.88 12.88 44.21 26.48 1.00 1.00 1.19 96.00 57.49
+D +Lr+H
Dsgn. L = 4.00 ft 1 0.327 0.057 -12.88 12.88 65.80 39.40 1.00 1.00 3.26 96.00 57.49
Dsgn. L = 12.0011 2 0.486 0.021 -12.88 12.88 44.21 26.48 1.00 1,00 1.19 96.00 57,49
+D +S+H
Dsgn. L = 4.00 fl 1 0.865 0.149 -34.08 34.08 65.80 39.40 1.00 1.00 8.56 96.00 57.49
Dsgn. L = 12.00 ft 2 1.287 0.051 -34.08 34.08 44.21 26.48 1.00 1.00 2,96 96.00 57.49
+D+0.750L+0.750S +H
Dsgn. L = 4.00 ft 1 0.730 0.126 -28.78 28.78 65.80 39.40 1.00 1.00 7.24 96.00 57.49
Dsgn. L = 12.00 fl 2 1.087 0.044 -26.78 28.78 44.21 26.48 1.00 1.00 2.52 96.00 57.49
+D+0.750L+0.750S+0.750W+H
Dsgn. L = 4.00 ft 1 0.730 0.126 -28.78 28.78 65.80 39.40 1.00 1.00 724 96.00 57.49
Dsgn. L = 12.00 0 2 1.087 0.044 -28.78 28.78 44.21 26.48 1.00 1.00 2.52 96.00 57.49
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 4.00 ft 1 0.730 0.126 -28.78 28.78 65.80 39.40 1.00 1.00 7.24 96.00 57.49
Dsgn. L = 12.00 0 2 1.087 0.044 -28.78 28.78 44.21 26.48 1.00 1.00 2.52 96.00 57.49 G
'$SCI @ Rte llvnnaervert\e1.#0#erl �I G12019Pnit#ts1103� Scfmfls9udnes� Certer Btdg BCd armr�oellen \1a3goee8
6 : a r a ET IB2CALC 1NC.19832008 Ve 0Q19/ `' I
anKW4. 0Q256 � � - .:.4I% , , � i 6 `7 ems" ri nse lfin n ti
Description : 82 reinforcement beam
,. Y ! �.
.,' OverallMaximum Deflections Unfactored Loads
Load Combination Span Max. ' " Defl Location in Span Load Combination Max. " +" Defl Location in Span
D+ L+ S +E /14 1 0.7908 0.000 0.0000 0.000
2 0.0000 0 000 D + L + S + E/ 1.4 - 0.3451 5.074
' 'Maximum Deflections for Load Combinations Unfactore"d Loads
Load Combination Span Max, ifiownwa rd Defl Location in Span Max. Upward Defl Location in Span
D Only 1 0.2948 0.000 0.0000 0.000
S Only 1 0,4960 0.000 0.0000 0.000
D + L + S 1 07908 0.000 0.0000 0.000
D + L + S +W/2 1 0.7908 0.000 0.0000 0.000
D + L + W + S/2 1 0.5428 0.000 0.0000 0.000
D + L + S +8/1.4 1 0.7908 0.000 0.0000 0.000
Maximum Vertical Reactions Unfactored 3 Support notation: Far left is #S1
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 11.520 -2.720
D Only 4.453 -0.953
S Only 7.067 -1.767
D + L + S 11.520 -2.720
D +L +S +W /2 11.520 -2.720
D +L +W +S /2 7.987 -1.837
D +L +S +E/1.4 11.520 -2.720
`- SteeIFSection PropertiesN `, , MCBX20 ry
Depth = 8.000 in I xx = 54.40 in ^4 J = 0.441 inA4
Web Thick = 0.400 in S xx = 13.60 inn Cw = 47.80 inA6
Flange Width = 3.030 in R xx = 3.040 in Ro = 3.580 in
Flange Thick = 0.500 in Zx = 16.400 inn l = 0.779 in
Area = 5.880 in ^2 lyy = 4.420 in ^4
Weight = 20.000 pif S yy = 2.020 inn Wno = 6.680 inA2
Kdesign 1.130 in R yy = 0.867 in Sw = 2.980 in^4
Zy = 3.860 inn Qf = 5.100 inn
its = 1.030 in Qw = 8.300 inn
Ycg = 4.000 in Wn2 = 3.910
Xcg = 0.840 in Sw2 = 1.960
Xp = 0.367 in Sw3 = 0.980
Eo = 0.843 in
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