Specifications I(-VF-) CA-N ?NC--
A
10372 SW Bonanza Way
Tigard, OR 97224
LAUREN THOMAS 503-317-1023
CONSULTING,LLC LTCstructural@gmail.com
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Murphy Patio Cover DEC 4 261
14152 SW 97th Ave.
Tigard, Oregon91 i ! y,fie i Y OF w
9� 4.�` �' ;\,,
Client: Mark Murphy
LTC#: 18-175
Date: 12/4/18
By: Lauren Thomas, P.E.
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No. of Calculation pages included: 11 pages
Engineer has been retained in a limited capacity
for this project. The design of this project is based
upon information provided by the Client who is
solely responsible for the accuracy. No
responsibility and/or liability is assumed by, or is
to be assigned to the Engineer for items beyond
that indicated on these sheets.
Project Design Criteria
Design per 2012 International Building Code as revised by the State of Oregon.
Provide lateral and vertical analysis new patio cover
a) Floor live load: N/A
b) Roof Live Load: N/A
c) Roof Snow Load: 25 psf plus drift
d) Wind Design: 120mph, Exp B
e) Earthquake Design: le = 1.0
Risk Category= II
Ss = .964 S1 = .421
Site Class =D
Sds = .716 Sdl = .443
Seismic Design Category= D
Force resisting system= Wood shearwalls/ Cantilevered Columns
Base Shear= .480*W
Cs = .480
_ R= 1.5
Procedure=Equivalent Lateral Force Procedure ASCE7-10 Section 12.8
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Project Name Murphy Patio Cover Project# 18-175
LTC Location 14152 SW 97th Ave., Tigard, Oregon
LAUREN THCS to
CoNuU:TNa LLC Client Mark Murphy
10372 SRBonanza Way
Tigard,OR 97224 r S
503-317-1023 By LMT Date 11/20/18 Page - o'
Llcstructural(a gmail.com
Project:
Prepared by: User 11/28/2018
Software licensed to: Company
Phone: Phone Email: Email
Wind Simple Version 1.0.0
Input
See ASCE 7-10 Section 26.3 for symbol definitions
- V = 120 mph Topographic Factor
Exposure Category B Specify K t directly
h= 70 ft Kzt for walls= 1.00
L= 54 ft Kzt for roof= 1.00
B=40 ft
Gable Roof: Pitch =4:12
This is a valid Class 2 building
Main Wind-Force Resisting System
ASCE 7-10 Directional Procedure, MWFRS- Chapter 27, Part 2
This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2
The fundamental natural frequency(Hertz) of the building shall not be less than 75/h where h is in feet.
MWFRS Wall Pre
suress
(P fl
Wall = Talal Windward: Leeward Side
Ph 30.2 24.9 (jat, %I-
-15.4 -22.4 +/-5.0
pp 23.3 18.0
MWFRS Roof Pressures s I =- I E ` ��'?')(`CP)
(psf)
Zone 1 1 2 3 4 "
Load Case 1 -23.9 -19.3 -29.6 -26.5 -21.7
Load Case 2 ° 8.3 -8.4 0.0 0.0 0.0
MWFRS Roof Overhang Pressures
�(
povh @ Zone 1 = 17.9 psf - "T `
povh @ Zone 3 =22.2 psf
Pressures indicated are applied to underside of overhang on
windward side only,simultaneously with other roof pressures.
C&C Roof Overhang Pressures(psi)
povh Ps
Effective @ Zone 2 u�Zone 3 ,. Zn : rr Zone-5 LL
=Wind Area(sf) Load Load Load Load Load Load Load Load
Case I Case 2 Case 1 Case 2 Case I Case 2 Case 1 Case 2
10 -55.3 19.0 -95.8 21.9 -35.8 33.0 -55.3 30.2
500 -55.3 19.0 -86.2 19.7 -28.6 23.1 -33.2 21.1
SKGA S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 Page lof 1
www.skghoshassociates.com
(
11/21/2018 Design Maps Summary Report
USGS Design Maps Summary Report
User—Specified Input
Report Title 18-175
Wed November 21,2018 19:36:01 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.41753'N, 122.77621°W
Site Soil Classification Site Class D-"Stiff Soil"
Risk Category I/II/I1I
"�.`'
4
i
USGS—Provided Output
S5= 0.964 g SMs= 1.074 g Sos= 0.716 g
-S, = 0.421 g SM1= 0.665 g Sol= 0.443 g
For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and
deterministic ground motions in the direction of maximum horizontal response,please return to the application and
selett the"2009 NEHRP"building code reference document.
MCF.1,Response Spectrum Design Response Spectrum
c;z
5...1
°A7
r
44
fi t.' Y.til
P rind.T fare} Prri°d,r(LCL')
For PGA,TL,Com,and Ca,values,please view the detailed report.
Although this information is a product of the U SGeological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This too is not a substitute for technical subject-matter knowledge ,
f ')t._._ Sic
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https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.417527580904846&longitude=-122.77621282650... 1/1
Calculation for Seismic Forces, using Analysis sis P er ASCE 7
(For Buildings, per section 12.8, "Equivalent Lateral Force procedure")
Spectral Response Accelerations: (from maps)
Ss = 0.964 0.2 sec.
S1 = 0.421 1.0 sec
Determine Site Coefficients: (from Table 11.4-1 and 2)
Fa = 1.114
F„= 1.579
Sms=Ss x Fa = 1.074
Smi =S1 x Fv = 0.665
SOS = (2/3)Sms= 0.72
Spy = (2/3)Ss-0= 0.45
Site Class: D (Use Site Class D unless Geotech Report available)
Occupancy Category: II (From Table IBC table 1604.5)
Seismic Design Category(SDC): D (From Tables 11.6-1 and 2)
- Compute Approximate Fundamental Period:
For Buildings: Ta =(C1)(hn)x
Ct= 0.02 hn = 12 x= 0.75 Ta = 0.129
Structure Type(from Table 9.5.5.3.2) C, x
Steel Moment-resisting Frame 0.028 0.8
Reinf.Conc. Moment-resisting Frame 0.016 0.9
Eccent.Braced Steel Frame 0.03 0.75
All other structural systems 0.02 0.75
To =0.2Spt/Sps= 0.124 If Ta>To, < Ts, Use Sps for design
Ts = Sp,/Sps = 0.619
TL = 16.00 per Fig 22-15
Calculate Base Shear: V = Cs W (Eq. 12.8-1)
Response Coef. R= 1.5 (From Table 12.2-1)
Structure Weight W = 4050 lbs
Importance Factor I = 1.0
Cs = Sps/(R/I)= 0.480 (Eq. 12.8-2)
V= Cs W = 0.480 W= 1943 lbs (14- (Eq. 12.8-1)
V= So,/T(R/l) = 2.303 W(Max.) = 9326 lbs 610 4
(Eq. 12.8-3)
V= .01 W = 0.010 W (Min.) = 41 lbs (Eq. 12.8-6)
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Project Name Murphy Patio Cover Project# 18-175
Location 14152 SW 97th Ave., Tigard, Oregon
Casi Client Mark Murphy
10372 SW Bonanza Way
Tigard,OR 97224
LtctructnraSagrnaiI.com By503-317-1023 LMT Date 11/20/18 Page S of
Lauren Thomas Consulting, LLC Pole/Post Embedment Calculation
Embedded Pole Footing
(Notes:Applied P is based on maximum moment capacity of selected post)
A. Nonconstrained Footing:
XXX = Resulting values
XXX = Input values
Depth, d = 0.5A{1+ [1+(4.36h/A)] 1/2} = 7.86 feet [Eq. 18-1]
A= 2.34P/S, b = 3.724729
b= Pole diameter= 2 feet
d = Embedment= 4.25 feet(trial depth of embedment)
h = Distance to load, P= 8 feet
P = Applied Lat. Force = 451 lbs
S1 = Allow. Lat. Soil Pres. 141.67 psf (See below)
Compute S1 and S3:
Allow Fdn Lateral
Pressure Bearing*
Material (psf) (psf)
Crystalline Bedrock 12,000 1,200
Sed/Foliated Rock 4,000 400
Sandy Gravel/Gravel 3,000 200
Sand, Silty/Clay Snd 2,000 150
Clay, Sandy Clay.. 1,500 100
*psf/foot below natural grade
Selected Values: 100
S1 = 141.67 psf
S3= 425 psf
- B. Constrained Footing: (Constraint provided by rigid floor or pavement)
Depth, d = [425(Ph/S3b)] 1/2 = 4.25 feet
Compare with trial depth above, = 4.25 feet
Project Name Murphy Patio Cover Project# 18-175
LTC Location 14152 SW 97th Ave., Tigard, Oregon
LAUREN THOMAS
CONSULTING 1.10 Client Mark Murphy
10372 SW Bonanza Wa3
Tigard,OR 97224
�,cs,ra° raI4 gaiL.�am By LMT Date 11/20/18 Page of
Snow Drift Calculation
Lower roofs and Decks(Drifting Snow) User Defined Minimum Roof Snow: 25 psf
ASCE 7-10 Section 7.7.1 and 7.9
Roof Exposure = Partially Exposed V
Terrain Category - B
Thermal Condition = Unheated structures and structures intentionally kept below freezing V
Building Category =,II
Design Ground Snow Load(Pg) = 25.0 psf
Ce = 1.0 ASCE7 Table 7-2
Cf = 1.2 ASCE7 Table 7-3
= 1.0 ASCE7 Table 7-4
Roof Snow Load (Pf) = 21.0 psf =0.7*Ce*Ct*I*Pg Minimum roof snow load =25 psf
Height to Upper Roof(h) = 12.00 ft
Upper Roof Length (L„) = 30.0 ft(25-ft min)
Lower Roof Length (LL) = 15 ft
Will Drifting Occur? (hc/hb) = 8.9 >0.2 Drift loads are required
he = 10.8 ft =h-h b
Snow Density(y) = 17.25 pcf =0.13Pg + 14 <=30
Design Snow Height(hb) = 1.22 ft =Pf/y
Total Leeward Drift Height(hd) = 1.75 ft =(.43*L u1/3*(Pg+10)1/4-1.5)
Total Windward Drift Height(hd) = 0.81 ft =(3/4)*(43*LL f/3*(Pg+10)1/44.5)
Total Snow Height(hn,) = 2.97 ft =h b+h d
Drift Snow Load (Pd) = 30.18 psf
Max. Snow Load (Pm) = 51.2 psf = y(hb+hd)
Drift Width (Wd) = 7.00 ft
Slope of Drift = 0.25 ft/ft Pm Decreases to Pc, linearly
Design Drift Width (Wd') = 6.07 ft
Design roof snow load =21 psf
Drift length (Wd') = 6.07 feet Maximum drift load = 30.2 psf
Maximum total load = 51.2 psf Minimum total load =25 psf
Lu — Upper Roof
aar ACM, Ib ACM% Wd
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Pm�
a ' i r 25 psf min.
Pf
Ar Ar 77 ArimuirdwAr
Lover Roof
Project Name Murphy Patio Cover Project# 18-175
I LTC Location 14152 SW 97th Ave., Tigard, Oregon
LAUREN TIiOMA
CONSULTING ttc Client Mark Murphy
10372 SW Bonanza Way
Tigard,OR 97224
Ltcstructurah gmail.com By LMT Date 11/20/18 Page of
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! Project Name Murphy Patio Cover Project# 18-175
ATAC Location114 l• 2- ';\ 6 --re kv-CoLTuac e, Cia--
' LAUREN THOMAS
Client Mark Murphy
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023
Ltatructural9tgmail.com By LMT Date 11/20/18
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Project Name Murphy Patio Cover Project# 18-175
LTC Location
LAUREN THOUS
Coxsuarc,uc Client Mark Murphy
10372 SW Bonanza Way
Tigard,OR 97224
Ltestrfi;:117ilgtil.com By LMT Date 1 1/20/1 8 Page -7 of
• Lauren Thomas Consulting, LLC Wood Column Design
Tigard, Oregon
Solid Wood Column Calculation (per NDS)
= Input Values
Column Length, le = 8 feet
le = 96 Inches Width, d = 5.5 Inches (Least Dimension)
Slenderness Ratio, le/d = 17.45 Note: Slenderness shall be< 50, < 75 during const.
Column Stability Factor, Cp
Cp= [1+ (FcE/Fc*)]/2c-{[1+ (FcE/Fc*)/2c]2 -(FcE/Fc*)/c} U2
= 0.69
Where:
Fc*= Fc (CDxCMxC,xCfxC;) Material F E'
1380 PSI Microllam LVL
Sawn Lumber (DF/L#2+) 1500 1,400,000
FcE = KcE E'/(le/d)2 Glu Lam (22F) 1500 1,600,000
= 1378.58073 Selected Values: 1500 1,400,000
FcE/Fc* = 0.99897154 Adjustment Factors: Table
Load Duration,* CD = 1.15 ;; [2.3.2]
Wet Service,* CM = 1.00 [2.3.4]
Temperature,* CT= 1.00
Beam Stability, CL = 1.00
KcE = 0.3(Visually Graded Lumber) Volume Factor, Cv = 1.00
Flat Use, Cfu = 1.00
c= 0.8(sawn lumber) Incising,* C;= 0.80 [2.3.11]
c= 0.85(round timber piles) Repetive Use, Cr= 1.00 1.0/ 1.15
c= 0.9(glued-laminated timber) Curvature, Cc = 1.00
Selected Value = 0.8 Shear Stress Factor,* CH= 1.00 1.0 -2.0
Fc = F*c(Adjustment Factors) =
Fc = Fc*x Cp= 953.0658 PSI
Selected Column Dimensions = 5.5 inches x 5.5 inches
Allowable Column Load = Pa„= 28,830 pounds 2 ', 1. ,
Project Name Murphy Patio Cover Project# 18-175
LTC Location 14152 SW 97th Ave., Tigard, Oregon
LAU13ENTN(14
CGwuim it( Client Mark Murphy
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023 By LMT Date 11/20/18 Page 10 of
L tcsh acl ura!(m g ma i t.co m
•
Lauren Thomas Consulting, LLC Wood Column Design
Tigard, Oregon
�7G 0 Solid Wood Column Calculation (per NDS)
`- = Input Values
Column Length, le = 8 feet
le = 96 Inches Width, d = 3.5 Inches (Least Dimension)
Slenderness Ratio, le/d = 27.43 Note: Slenderness shall be< 50, < 75 during const.
- Column Stability Factor, Cp
Cp = [1+ (FCE/Fc*)]/2c-{[1+ (FcE/Fc*)/2c]2-(FcE/Fc*)/c} 1/2
= 0.30
Where:
Fc*= Fc(CDxCMxCtxCfxC;) Material F E'
1725 PSI Microllam LVL
Sawn Lumber(DF/L#2+) 1500 1,400,000
FE = KcE E'/(le/d)2 Glu Lam (22F) 1500 1,600,000
= 558.268229 Selected Values: 1500 1,400,000
FcE/Fc*= 0.32363376 Adjustment Factors: Table
Load Duration,* CD = 1.15 [2.3.2]
Wet Service,* CM = 1.00 [2.3.4]
Temperature,* CT = 1.00
Beam Stability, CL = 1.00
KCE = 0.3 (Visually Graded Lumber) Volume Factor, C„ = 1.00
Flat Use, Cfu = 1.00
c= 0.8(sawn lumber) Incising,* C;= 1.00 [2.3.11]
c= 0.85(round timber piles) Repetive Use, C,.= 1.00 1.0/ 1.15
c= 0.9(glued-laminated timber) Curvature, Cc= 1.00
Selected Value = 0.8 Shear Stress Factor,* CH= 1.00 1.0 -2.0
F, = F*c(Adjustment Factors) =
F, = Fc*x Cp = 514.527 PSI
Selected Column Dimensions = 3.5 inches x 5.5 inches
Allowable Column Load = Pall= 9,905 pounds .:
Project Name Murphy Patio Cover Project# 18-175
LTC Location 14152 SW 97th Ave., Tigard, Oregon
L tJR W THon.Q
CoPSUtTNG LLC Client Mark Murphy
10372 SW Bonanza NR ay
Tigard,OR 97224
503-317-1023
Ltcstructurat(agma,Lcom BY LMT Date 11/20/18 Page of ,
STRUCTURAL NOTES
GENERAL
1. ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE
INTERNATIONAL BUILDING CODE (IBC) 2012 EDITION AS AMENDED BY THE
STATE OF OREGON IN THE 2013 OSSC AS WELL AS LOCAL CODES AND
REGULATIONS.
2. DESIGN CRITERIA:
A. WIND SPEED 120MPH EXPOSURE B'
B. SEISMIC SS = .964 SI = .421
C. SNOW LOADS 25PSF
D. SOIL BEARING 1500PSF
3. THIS STRUCTURE AND ALL OF ITS PARTS MUST BE ADEQUATELY BRACED
AGAINST WIND, LATERAL, EARTH, AND SEISMIC FORCES UNTIL THE
PERMANENT LATERAL-FORCE RESISTING SYSTEMS HAVE BEEN
CONSTRUCTED AND ALL ATTACHMENTS AND CONNECTIONS NECESSARY
FOR THE STABILITY OF THE STRUCTURE AND ITS PARTS HAVE BEEN
MADE.
4. PRE-MANUFACTURED ITEMS (ROOF TRUSSES, ETC) IS THE RESPONSIBILITY
OF THE CONTRACTOR TO VERIFY ALL SPANS AND DIMENSIONS PRIOR TO
ORDERING THE ITEMS.
5. ALL FEATURES OF THE CONSTRUCTION NOT FULLY SHOWN SHALL BE OF
THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS,
SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER OF RECORD.
6. ALL PRODUCTS AND MATERIALS USED BY THE CONTRACTOR SHALL BE
APPLIED, PLACED, ERECTED OR INSTALLED IN STRICT ACCORDANCE WITH
THE MANUFACTURER'S INSTRUCTIONS.
7. SPECIAL INSPECTION AND REPORTING AND COMPLIANCE PROCEDURES, IN
ACCORDANCE WITH CHAPTER 17 OF THE IBC, SHALL BE PROVIDED FOR
THIS STRUCTURE AND SHALL INCLUDE SPECIAL INSPECTION FOR:
A. REINFORCING STEEL:
PERIODIC SPECIAL INSPECTION IS REQUIRED DURING PLACING OF
STEEL IN STRUCTURAL REINFORCED CONCRETE AND MASONRY
B. STRUCTURAL CONCRETE:
CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING THE
PLACING OF CONCRETE AT STRUCTURAL REINFORCED CONCRETE
AREAS
FOUNDATIONS
1. EXCAVATIONS FOR FOOTINGS SHALL BE CLEAN AND FREE OF
DELETERIOUS MATTER SUCH AS ROOTS, ORGANICS AND OTHER DEBRIS.
2. ALL FOOTINGS SHALL BEAR ON UNDISTURBED NATIVE MATERIAL OR
CLEAN, WELL-GRADED AND COMPACTED CRUSHED ROCK.
3. MINIMUM FOOTING DEPTH SHALL BE 18" FOR RESIDENTIAL
1
CONCRETE REINFORCEMENT
1. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60. DETAIL
AND PLACE PER CODE ACI 315 AND MANUAL ACE 318.
2. UNLESS OTHERWISE SHOWN, REINFORCE ALL WALLS AND SLABS WITH
0.25% EACH WAY AND TWO ADDITIONAL NO. 5 BARS ADDITIONAL AT TOP,
BOTTOM AND SIDES OF ALL OPENINGS EXCEEDING 12 INCHES IN EITHER
DIRECTION. PROVIDE 2'-6" X 2'-6" CORNER BARS OR TERMINATE
HORIZONTAL WALL STEEL W/90 DEGREE HOOK AT CORNERS AND
INTERSECTIONS EXCEPT AS OTHERWISE NOTED.
3. UNLESS NOTED OTHERWISE, LAP CONTINUOUS BARS IN CONCRETE 36
DIAMETERS HORIZONTAL AND VERTICAL, MIN. LAP = 1'-6"
4. CONCRETE REINFORCING SHALL HAVE MINIMUM COVER OR CONCRETE
AS FOLLOWS:
1" STRUCTURAL SLABS NOT EXPOSED TO WEATHER OR IN
CONTACT WITH THE GROUND
1 1/2" BEAMS AND SLABS EXPOSED TO WEATHER
2" WALLS, SLABS IN CONTACT WITH LIQUID CONTENTS
3" BOTTOM BARS IN FOOTINGS AND BASE SLABS, AND WHERE
CAST AGAINST OR PERMANENT CONTACT W/SOIL
CONCRETE
1. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE
IBC, LATEST EDITION AND AMERICAN CONCRETE INSTITUTE (ACI),.
CONCRETE WORK IS DEFINED AS INCLUDING BUT NOT LIMITED TO
FORMING, MIXING, TRANSPORTING, PLACING AND CURING OF THE
CONCRETE.
2. CONCRETE SHALL BE READY-MIX CONFORMING TO THE ASTM C-94 WITH
1INCH MAXIMUM AGGREGATE, 3- TO 5- INCH SLUMP, 5% MINIMUM AIR
ENTRAINMENT, AND A COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS.
3. CHAMFER ALL EXPOSED CORNERS 3/4"
4. ANCHOR BOLTS: 5/8" DIAMETER WITH 7" EMBEDMENT INTO CONCRETE
STEM WALL AT 4'-0" MAXIMUM SPACING, UNLESS OTHERWISE NOTED.
MINIMUM OF (2) BOLTS PER SILL PLATE MEMBER. MAXIMIM OF 12"END
DISTANCE FROM END OF SILL PLATE TO FIRST ANCHOR BOLT. A .229"X 3"
X 3" STEEL WASHER PLATE AT EACH BOLT PER IBC 2305.3.11.
MISCELLANEOUS AND STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL BE ASTM A-36. DETAIL, FABRICATE, AND
ERECT PER LATEST AISC.
2. WELDING SHALL BE DONE BY CERTIFIED WELDERS AND PER AISC AND
AWS STANDARDS.
2
3. BOLTS, ANCHOR BOLTS AND OTHER THREADED FASTENERS PER ASTM A-
307.
4. PIPE PER ASTM A-53
5. GALVANIZE ALL MISCELLANEOUS STEEL UNLESS NOTED OTHERWISE.
WOOD
1. ALL SOLID SAWN LUMBER SHALL BE DOUGLAS FIR/LARCH (DF/L), NO. 2 OR
BETTER.
2. WOOD WITHIN 6" OF FINISHED GRADE, IN CONTACT WITH GROUND OR
CONCRETE OR TO BE LEFT UNPAINTED OR UNSEALED SHALL BE
PRESERVATIVE TREATED W/CHROMATED COPPER ARSENATE (CCA) OR
ALKALINE COPPER QUATERNARY (ACQ) TYPE B WITH INCISIONS IN
ACCORDANCE WITH THE AMERICAN WOOD PRESERVER'S ASSOCIATION
(AWPA).
3. PRE-ENGINEERED ROOF TRUSSES SHALL BE FURNISHED BY THE
CONTRACTOR AND SHALL BE DESIGNED AND FABRICATED BY A
QUALIFIED MANUFACTURER. TRUSS CALCULATIONS SHALL BE
FURNISHED FOR REVIEW AND APPROVAL BY THE ENGINEER PRIOR TO
TRUSS FABRICATION. CALCULATIONS SHALL BEAR THE STAMP OF AN
ENGINEER REGISTERED IN THE STATE OF OREGON. LOAD CRITERIA
SHALL BE AS NOTED.
4. ALL FRAME NAILING SHALL CONFORM TO THE REQUIREMENTS OF TABLE
2304.9.1 "FASTENING SCHEDULE" OF THE IBC, UNLESS NOTED OTHERWISE
ON THE DRAWINGS.
5. WOOD USED FOR LEDGERS WHICH ARE IN CONTACT WITH GALVANIZED
FRAMING BRACKET SHALL NOT BE TREATED. PROVIDE A VAPOR BARRIER
OR OTHER BARRIER BETWEEN THE CONCRETE OR MASONRY AND THE
WOOD ELEMENT.
6. SIDING SHALL BE APA RATED 303 (T1-11 FINISH) FOR EXTERIOR
APPLICATION.
7. METAL FASTENERS AND ANCHORS SHALL BE AS MANUFACTURED BY
• "SIMPSON" COMPANY OF DUBLIN, CALIFORNIA. TYPE AS INDICATED ON
• THE PLAN OR APPROVED EQUAL.
8. "SIMPSON" STRAP TIES INDICATED ON THE SHERWALL PLANS ARE TO BE
CENTERED OVER WALL TOP PLATE AND/OR HEADER, BLOCKING, OR
BEAM.
9. ALL PRE-ENGINEERED WOOD BEAMS (MICROLLAM 1.9E, PARALLAM 2.0E
PSL, ETC) SHALL BE AS MANUFACTURED BY ILEVEL BY WEYERHAEUSER
COMPANY OF BOISE, IDAHO. TYPE AS INDICATED ON THE PLAN OR
APPROVED EQUAL.
10. ALL BUNDLED MICROLLAMS TO HAVE (3) ROWS OF 16d NAILS AT 12" O.C.
UNLESS OTHERWISE NOTED.
11. PROVIDE SOLID BLOCKING OVER ALL SHEARWALLS AND BEARING
WALLS, AT SHEARWALLS PARALLEL TO FRAMING, ALIGN JOIST OVER
3
SHEARWALL. ADDITIONAL JOISTS MAY BE REQUIRED TO ACCOMMODATE
BLOCKING.
12. ALL INTERIOR BEAMS SHALL BE SUPPORTED ON TRIPLE BUILT-UP STUDS
(MIN) UNLESS OTHERWISE NOTED.
13. REPLACE "IN-KIND" ALL WOOD BEAMS, JOISTS, PURLINS, SUBPURLINS
AND SHEATHING,WHICH SHOW SIGNS OF DRY ROT.
• PLYWOOD SHEATHING
1. ALL PLYWOOD STRUCTURAL SHEATHING SHALL BE C-D GRADE, UNLESS
NOTED OTHERWISE (WITH EXTERIOR GLUE) MANUFACTURED IN
ACCORDANCE WITH THE UNITED STATES PRODUCT STANDARD, DOC PS 20
OR EQUIVALENT, SHALL CONFORM TO THE STANDARD PS 1 OR PS2 AND
SHALL BEAR THE APA TRADEMEARK OF THE AMERICAN PLYWOOD
ASSOCIATION.
A. ROOF SHEATHING 1/2" INDEX 48/24 (ESC. @ SIPS)
B. FLOOR 3/4" INDEX 40/24
C. WALLS 15/32" INDEX 24/0
2. PLYWOOD SHEATHING SHALL BE LAID WITH END JOINTS STAGGERED.
3. BLOCK ALL SHEAR WALL SHEATHING WITH 2X4 FLAT BLOCKING AT ALL
EDGES INCLUDING IN GABLE END TRUSSES.
4. NAIL IN ACCORDANCE WITH SCHEDULE AND DRAWINGS.
5. LAYOUT PLYWOOD TO ELIMINATE ANY WIDTH LESS THAN 1'-0", EXCEPT
AT PLYWOOD FLOORS WHERE MINIMUM DIMENSION SHALL BE 2'-0",
UNLESS ALL EDGES OF THE UNDERSIZED SHEETS ARE SUPPORTED BY
BLOCKING.
6. WAFER BOARD OR ORIENTED STRAND BOARD CONFORMING WITH
NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY PS 1 OR PS2,
MANUFACTURED WITH EXTERIOR GLUE, MAY BE SUBSTITUTED FOR
PLYWOOD PROVIDED IT HAS EQUAL LOAD/SPAN RATING INDEX AND
BEARS THE APA TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION.
7. CONTRACTOR IS TO PROTECT FLOOR AND ROOF SHEATHING FROM
EXTREME WET CONDITIONS TO LIMIT MOVEMENTS DUE TO EXPANSION
CAUSED BY MOISTURE. ADDITIONALLY, PROVIDE PROPER PANEL
SPACINGS PER THE AMERICAN PLYWOOD ASSOCIATIONS
RECOMMENDATIONS.
GLUE LAMINATED MEMBERS
1. GLUE LAMINATED MEMBERS SHALL BE WESTERN SPECIES, APPEARANCE
GRADE CONFORMING WITH A.I.T.C. 117, AND SHALL BE MANUFACTURED
AND FABRICATED IN ACCORDANCE WITH A.N.S.I./A.I.T.C. A190. MEMBERS
SHALL BE 24F-V4, EXCEPT CONTINUOUS OR CANTILEVERED BEAMS, AS
NOTED BELOW.
2. ALL GLUE LAMINATED MEMBERS SHALL BE NOTCHED, SHAPED AND
FINISHED IN ACCORDANCE WITH PLANS AND SPECIFICATIONS, AND
4
SHALL BE FABRICATED WITH WATERPROOF GLUES APPROPRIATE FOR
EXTERIOR EXPOSURE.
3. ERECTION OF MEMBERS SHALL CONFORM WITH A.I.T.C. SPECIFICATIONS.
4. PROVIDE STANDARD 2000 FOOT RADIUM CMABER FOR ROOF MEMBERS,
3000 FOOT RADIUS CANBER FOR FLOORS, UNLESS NOTED OTHERWISE.
5. GLUE LAMINATED MEMBERS SHALL BEAR THE APA-EWS MARK OF
AMERICAN WOOD SYSTEMS OR INSPECTION BY AN INDEPENDENT
TESTING LABORATORY WILL BE REQUIRED.
6. SHAPE OF THE TOP OF ALL GLUE LAMINATED MEMEBERS TO THE SLOPE
OF ROOF. ADD LAMINATIONS AS REQUIRED FOR SHAPING.
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