Plans (7) {
OFFICE COPY
7650 SW Beveland St
I\Z
TM RIPPEY Suite 100
CONSULTING ENGINEERS Tigard, Oregon 97223
Phone: (503) 443-3900
Fax: (503)443-3700
STRUCTURAL DETAILS & CALCULATIONS
FOR
PCS — VAN DE GRIFT RESIDENCE —BEAM
Approved plans TMR # 19002.12
shall be on job s +_
August 15, 2019
PAGE
GENERAL NOTES N1 —N2
PARTIAL FOUNDATION PLAN SKl
PARTIAL FLOOR PLAN SK2
DETAILS SK3 —SK5
CALCULATIONS Cl —C6
LIABILITY
The City of Tigard and its OFFICE COPY
employees shall not be
responsible for discrepancies
which may appear herein, .y.
•
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Le
VALIDITY OF PERMIT 1 .
THE ISSUANCE OFA PERMIT
BASED ON CONSTRUCTION
DOCUMENTS AND OTHER a
DATA SHALL NOT PREVENT
'�1
THE CODE OFFICIAL FROM � t'
REQUIRING THE CORRECTION 4tWARD"‘.
OF ERRORS.ORSC 105.4 W.
x - Z
CITY OP TIGARD
REVIEWED FOR DE COMPLIANCE
Approved: I vi
OTC: [ j
Permit#: hAS1- 0(`'— �7�
Address: °fl I S Sw J rt., ��
Suite #:
By: f-- Date: 9412'
GENERAL STRUCTURAL NOTES
CODE REQUIREMENTS:
CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2014 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:
FLOOR LIVE LOAD: 40 PSF
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 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.
CAST-IN-PLACE CONCRETE:
CONCRETE WORK SHALL CONFORM TO ACI 301. CONCRETE STRENGTHS SHALL BE AS FOLLOWS:
FOOTINGS: fc=2,500 PSI MINIMUM AT 28 DAYS.
CONCRETE REINFORCING STEEL:
REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315 LATEST EDITION ("DETAILS AND
DETAILING CONCRETE REINFORCEMENT").
REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS:
CONDITION: MINIMUM COVER:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
CARPENTRY:
SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION, LATEST EDITION. SAWN
LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD
PRODUCTS ASSOCIATION GRADING RULES. UNLESS NOTED OTHERWISE ALL LUMBER SHALL BE 19% AT
TIME OF FABRICATION AND DRIED TO A MAXIMUM OF 15% BEFORE INSTALLATION OF GYP. BOARD AND OF
BRICK VENEER AND VERIFIED BY THE GENERAL CONTRACTOR. ALL WOOD IN PERMANENT CONTACT WITH
CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED BARRIER IS PROVIDED.
liIK TM RIPPEY
1 �[1 Consulting Engineers By: Date:
7650 SW Beveland Street Chk By: Date:
Suite 100 Job#: !902—, 12,
Tigard, Oregon 97223 1
Phone: (503)443-3900 Sheet: !J Of:
FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG-
TIE COMPANY (OR ENGINEER APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS
AND ATTACHED PER MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS UNLESS NOTED
OTHERWISE. HANGERS NOT SHOWN SHALL BE SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL
FRAMING NAILS SHALL BE COMMON NAILS. NO BOX NAILS ALLOWED. DO NOT INSTALL 0.148" x 1 1/2" NAILS
IN HANGERS UNLESS SPECIFICALLY NOTED ON THE PLANS & DETAILS. NAIL CALLOUTS SHALL BE
INTERPRETED AS FOLLOWS:
NAIL CALLOUT DIAMETER LENGTH
8d COMMON 0.131" 2 1/2"
10d COMMON 0.148" 3"
16d COMMON 0.162" 3 1/2"
16d SINKER 0.148" 3 1/4"
ALL MULTIPLE STUD OR SOLID POST POINT LOAD SUPPORTS TO EXTEND THROUGH ALL FRAMING BELOW
TO SOLID BEARING AT FOUNDATION OR CARRYING GIRDER. PROVIDE FULL BEARING WITHIN JOIST SPACE
AS REQUIRED.
GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH AMERICAN INSTITUTE OF
TIMBER CONSTRUCTION, AITC A190.1 AND ASTM D 3737. EACH MEMBER SHALL BEAR AN AITC OR APA-EWS
IDENTIFICATION MARK AND BE ACCOMPANIED BY A CERTIFICATE OF CONFORMANCE. ONE COAT OF END
SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. BEAMS SHALL BE
VISUALLY GRADED WESTERN SPECIES INDUSTRIAL GRADE, AND OF THE STRENGTH INDICATED BELOW:
SYMBOL PRODUCT
30F - 2.1E BIG-BEAM MANUFACTURED BY ROSBORO.
if MK TM RIPPEY
lI Consulting Engineers By: " Date:
7650 SW Beveland Street Chk By: Date:
Suite 100
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Phone: (503)443-3900 Sheet: IA Of:
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Phone (503) 443-3900 SHEET G -, OF
Title Block Line 1 Project Title:
You can change this area Engineer:
using the"Settings" menu item Project ID:
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Title Block Line 6 Printed: 12 AUG 2019, 9:19PM
\7 @ C1 a ra f B @x117 Analysis File=P:12019 Projects119002.12-PCS-Van De Grift Residence\STRUCTURALICALCS119002-12.ec6 .
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 .
Lic. # : KW-06002562 Licensee : TM RIPPEY CONSULTING ENGINEERS
Description : (e)6 x 12
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 12.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4
° ° D(0.1 D 0 5.804 0.26) 0 0
e v D (0.183)L(0.445) v a
.a�ar3avt�i.. �+r L.o,-�- t '� a-sus �rcr, ak: .� -r��a,.',.:***740.1.$";... ,
Span= 12.0 ft
F I
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D=0.1830, L=0.4450 k/ft, Tributary Width= 1.0 ft, (FLR Loading)
Uniform Load : D=0.1250, S=0.260 k/ft, Tributary Width= 1.0 ft, (ROOF Loading)
Uniform Load : D=0.040 k/ft, Tributary Width=1.0 ft, (Wall DL)
DESIGN SUMMARY
Maximum Bending = 15.782 k-ft Maximum Shear= 5.261 k
Load Combination +D+0.750L+0.7505 Load Combination +D+0.750L+0.750S
Span#where maximum occurs Span# 1 Span#where maximum occurs Span#1
Location of maximum on span 6.000 ft Location of maximum on span 0.000 ft
Maximum Deflection
Max Downward Transient Deflection 0.072 in 1995
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.142 in 1012
Max Upward Total Deflection 0.001 in 267918
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k)
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn.L= 12,00 ft 1 15.78 15.78 5.26
D Only
Dsgn.L= 12.00 ft 1 6.26 6.26 2.09
+D+L
Dsgn.L= 12.00 ft 1 14.27 14.27 4.76
+D+S
Dsgn.L= 12.00 ft 1 10.94 10.94 3.65
+D+0.750L
Dsgn.L= 12.00 ft 1 12.27 12.27 4.09
+D+0.750L+0,750S
Dsgn.L= 12.00 ft 1 15.78 15.78 5.26
+0.60D
Dsgn.L= 12.00 ft 1 3.76 3.76 1.25
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+0.750L+0.7505 1 0.1422 6.060 0.0000 0.000
Vertical Reactions Support notation: Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 5.261 5.261
Overall MINimum
D Only 2.088 2.088
+D+L 4.758 4.758
+D+S 3.648 3.648 G
+D+0.750L 4.091 4.091
Title Block Line 1 Project Title:
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using the"Settings" menu item Project ID:
and then using the"Printing & Project Descr:
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Title Block Line 6 Printed: 12 AUG 2019, 9:19PM
General Beam Anal sis File=P:12019Projects119002.12-PCS-Van DeGriftResidence\STRUCTURALICALCS119002-12.ec6 .
y Software copyright ENERCALC,INC.1983-2018,Build:10.18.12,13 .
Lic.# : KW-06002562 Licensee : TM RIPPEY CONSULTING ENGINEERS
Description : (e)6 x 12
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D+0.750L+0.750 S 5.261 5.261
+0,60D 1.253 1.253
L Only 2.670 2.670
S Only 1.560 1.560
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Title Block Line 1 Project Title:
You can change this area Engineer:
using the"Settings" menu item Project ID:
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Title Block Line 6 Printed: 15 AUG 2019, 9:02AM
Wood Beam Projects119002.12-PCS-Van DeGriftResidence\STRUCTURAL1cALCS119002-12.ec6 ,
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 .
Lic.# : KW-06002562 Licensee : TM RIPPEY CONSULTING ENGINEERS
Description : New Beam
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method : Allowable Stress Design Fb+ 3,000.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 3,000.0 psi Ebend-xx 2,100.Oksi
Fc-Prll 650.0 psi Eminbend-xx 1,088.67 ksi
Wood Species : Rosboro Fc-Perp 650.0 psi
Wood Grade : Rosboro Bigbeam Fv 300.0 psi
Ft 1,000.0 psi Density 35.020 pcf
• Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(2.1) L( .7) S(1.6)
b D(0.1aT4 �.05) .
3.5x11.25
Span = 15.0 ft
14 ,1
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D= 0.0240, S=0,050 , Tributary Width= 1.0 ft,(Roof Loading)
Point Load : D=2.10, L=2.70, S= 1.60 k @ 3.0 ft, (Beam Loading)
Varying Uniform Load : D=0.080->0.0 k/ft, Extent=0.0-->> 15.0 ft, Tdb Width= 1.0 ft, (Wall DL)
DESIGN SUMMARY -_ ___-- -._._ Design OK
Maximum Bending Stress Ratio = 0.703 1 Maximum Shear Stress Ratio = 0.558 : 1
Section used for this span 3.5x11.25 Section used for this span 3.5x11.25
fb : Actual = 2,110.01 psi fv : Actual = 192.56 psi
FB : Allowable = 3,000.00 psi Fv : Allowable = 345.00 psi
Load Combination +D+L Load Combination +D+0.750L+0.750S
Location of maximum on span = 3.011 ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.219 in Ratio = 820>=360
Max Upward Transient Deflection 0.000 in Ratio = 0<360
Max Downward Total Deflection 0.577 in Ratio = 311 >=240
Max Upward Total Deflection 0.000 in Ratio = 0<240
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+0.750L+0.750S 1 0.5771 6.788 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 5.193 1.798
Overall MINimum 1,655 0.695
D Only 2.332 0.872
+D+L 4.492 1.412
+D+S 3.987 1.567
r✓--1
Title Block Line 1 Project Title:
You can change this area Engineer:
using the"Settings" menu item Project ID:
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Title Block Line 6 Printed: 15 AUG 2019, 9:02AM
Wood Beam File=P:12019 Projects119002.12-PCS-Van De Grift Residence\STRUCTURAL\cALCSt19002-12.ec6
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 .
Lica# : KW-06002562 Licensee : TM RIPPEY CONSULTING ENGINEERS
Description : New Beam
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D+0,750L 3.952 1.277
+D+0,750L+0,750S 5.193 1.798
+0.60D 1.399 0.523
L Only 2.160 0.540
S Only 1.655 0.695
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