HomeMy WebLinkAboutPermit Building 2019-09-27OREGON
Web Address: www.springfield-or. gov
Building Permit
Residential Structu ral
Permit Number: 81 1-19-OO1883-STR
IVR Number: 81 1077558720
City of Springfield
Development and Public Works
225 Fifth Street
Springfield, OR 97477
54L-726-3753
Ema il Address : permitcenter@springfield-or.9ov
SPRINGFIELD
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Permit Issued: September 27, 2OL9
TYPE OF WORK
Category of Construction: Single Family Dwelling
Submitted Job Value: $119,000.00
Description of Work: Remodel and 2nd floor addition
Type of Work: Addition
JOB SITE INFORMATION
Worksite Address
918 C ST
Springfield, OR 97477
Parcel
170335 13 10200
Owner:
Address:
CHASE EMILIE & ROUFS
DANIEL
918 C ST
SPRINGFIELD, OR 97477
LICENSED PROFESSIONAL IN FORTIIATION
Business Name
KINGS CARPENTRY LLC - Primary
SEE PROPERTY OWNER
INFORMATION
License
ccB
Owner (Property)
License Number
214997
OWNER
Phone
541-510-8389
PENDING INSPECTIONS
Inspection
1999 Final Building
1110 Footing
1120 Foundation
1530 Exterior Shearwall
tO2O Zoning/Setbacks
1410 Underfloor Insulation
1430 Insulation Wall
1440 Insulation Ceiling
1260 Framing
Inspection Group
Struct Res
Struct Res
Struct Res
Struct Res
Struct Res
Struct Res
Struct Res
Struct Res
Struct Res
Inspection Status
Pending
Pending
Pending
Pending
Pending
Pending
Pending
Pending
Pending
SCHEDULING INSPECTIONS
Permits exPire if work is not started withln 180 Days of issuance or ifwork is suspended for 18o Days or longer depending on
the issuing agency's policy.
All provisions of laws and ordinances goveming this type of work will be complied with whether specified herein or not,
Granting of a Permit does not presume to give authority to violate or cancel the provisions of any other state or local law
regulating construction or the performance of construction.
ATTENTION: oregon law requires you to follow rules adopted by the Oregon utility Notification center. Those rules are set
forth in OAR 952-oo1-OO1O through oAR 952-Oo1-oo9o, You may obtain copies of the rules by calling the Center at (503)
232-1987.
All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 7o1.o1o
(Structural/Mechanical), ORS 479.540 (Electrical), and ORS 693.010-O2O (plumbing).
Ptinted oni 9127/19 page 1 of 2 C:\myReports/reports//production/01 STANDARD
Permit Number: 81 1-19-OO18a3-STR
Various inspections are minimally required on each project and often dependent on the scope of work. Contact
the issuing jurisdiction indicated on the permit to determine required inspections for this project.
Schedule or track inspections at www,buildingpermits.oregon.gov
Call or text the word "schedule" to 1-888-299-2821 use IVR number: 8LLO77558720
Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store
Page 2 of 2
Fee Description
Technology Fee
Plan Review - Minor, City
SDC: Improvement Cost - Storm Drainage
SDC: Total Storm Administration Fee
SDC: Reimbursement Cost - Storm Drainage
Fire SDC - New Res Construction Sq Ft fee - enter sq ftg
Structural building permit fee
Structural plan review fee
State of Oregon Surcharge - Bldg (l2o/o of applicable fees)
Curb cut fee - enter # of cuts
P.inled oni 9/27179
Quantity
1
263.07
22.21
181.2
2L7B
1
Total Fees:
Fee Amount
$102.40
$141.00
$263.07
$22.21
$181.20
$130.68
$1,080,04
$702.03
$129.60
$12s.00
$2,877.23
Page 2 of 2 C:\myReports/reports//production/0 1 STAN DARD
PERMIT FEES
SPRINGFIELD
tt
Transaction Receipt
81 t-19-001883-STR
Receipt Number: 472540
Receipt Dale:9127119
City of Springfleld
Development and Public Works
225 Fifth Street
Springfield, OR 97477
541-726-3753
permitcenter@springfield-or. gov
OREGON
www. sp ri n g field-or. gov
Worksite address: 918 C ST, Springfield, OR 97477
Parcel: 1703351310200
Transaction date
9t27119
9t27119
9t27119
9t27t19
9t27t19
9127t19
9127t19
9t27119
9t27t19
Fees Paid
Units Description Account code Fee amount
'1.00 Ea Structural building permit fee 224-00000425602-1030 $1,080.04
1.00 Ea State of Oregon Surcharge - Bldg (12% of 821-00000-215004-0000 $129.60
applicable fees)
'18'l .20 Amount SDC: Reimbursement Cost - Storm Drainage 617-00000-448029-8800 $1 81 .20
263.07 Amount SDC: lmprovement Cost - Storm Drainage 617-00000-448028-8800 $263.07
22.21 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 $22.21
1.00 Qty Curb cut fee - enter # of cuts 201-00000428060-1069 $125.00
1 .OO Ea Plan Review - Minor, City 1OO-OOOOO425OO2-1 039 $141 .OO
1.00 Automatic Technology Fee 100-00000*425605-0000 $102.40
2,178.00 SqFt Fire SDC - New Res Construction Sq Ft fee - 100-00000424005-1091 $130.68
enter sq ftg
Fee Notes: 720sq ft of new habitable space above the garage/78O square feet of garage/678 sq ft of new covered patio and
atrium porch
Paid amount
$1,080.04
$129.60
$181.20
$263.07
$22.21
$125.00
$141.00
$102.40
$130.68
Payment Method: Check number: 531 Payer: Emile Faith Chase Payment Amount:$2,175.20
Cashier: Katrina Anderson Receipt Total:$2,175.20
Printed: 9/27119 4:18 pm Page 1 of 1 Fl N_Tra nsactionReceipt_pr
Ir
Cnv or SpruucFmI.D, oREcoN
Structural Permit Application
Hffi225 Fifth Street t Springfi eld, OR 97477 t PH(541)726-3753 . FAX(54 I )726-3689
This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days
suspended for 180 days.
7
P\WL b1-
or if work is
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Last edited 5-5-2019 BJones
DEPARTMENT USE ONLY
Permit "'.,$17 - lff
oate, f/7//r9
LOCAL GOVERNMENT APPROVAL
Date:
This project has final land-use approval
Signature:
Date:
This project has DEQ approval
Signature:
Zoningapproval verified: E Yes fl No
Property is within flood plain: E yo n No
CATEGORY OF CONSTRUGTION
E CommercialBResidential! Government
JOB SITE INFORMATION AND LOCATION
Jobsiteaddress: qiB C 5+
State: rJlL ZIP:,| 7f itc
Lot no.:Subdivision:
bloTocReference:rulot:\?0339'
PROPERTY OWNER
Name:C
Address: g5/6L L-,iC a^
/l(State:4)'L ZtP:f '71$
Phone: l?/ '' 3l7-OOA2-Fax:
c {*ilh c @ho 4,rt*', 1 , . at \E-mail:
Building Owne; or Owner's
Sign here:'lf.h"rf*-
authorizing this application :
[l rnis instahdtion is being made on residential or farm property owned
by me or a member of my immediate family, and is exempt from
licensing requirements under ORS 701.010.
CONTRACTOR INSTALLATION
Business name:
Address:
City:State:ZIP:
Phone:Fax:
E-mail:
CCB license no.
Print name:
Signature:
Mechanical
FEE SCHEDULE
l. Valuation information
(a) Job description: Fr-ru,od " I ks; )zno<-
Occupancy
Constructionrype: e*;.1
Square €
Cost per rqbr" foot, l9A/ .' LlaO
Other information
Type of Heat: 6/t 5 For,-z/! 4.) r
Energy Path:
! new FFalteration E addition
(b) Foundation-only permit? fl Yes E No
$! tC(frTotal valuation:
2. Building fees
s lrffir$(a) Permit fee (use valuation table): tD ZDy-
s(b) Investigative fee (equal to [2a])
(c) Reinspection ($ perhour):
(number ofhours x fee per hour)$
(d) Enter 12olo surcharge (.12 xl2a+2b+2c)):$
$(e) Subtotal offees above (2a through 2d)
3. Plan review fees --n$ilaw(a) Plan review (65% x permit fee [2a]): COZU,
(b) Fire and life safety (65% x permit fee [2a]):$
(c) Subtotal offees above (3a and 3b):$
4. Miscellaneous fees
$(a) Seismic fee, 1%o (.01 x permit fee [2a]):
(b) Tech fee,5Yo (.05 x permit fee[2a]+PR fe.e [3c])$
{ntrryTOTAL fees and surcharges (2e+3c+4a+b):
SUB.CONTRACTOR INFORMATION
Name CCB License #Phone
Electrical
Plumbing
-D.o. 54t -?t5 -6tZS
Frz, Mdr
Dtfttt-at
77a4fez
?rrrr U{t
SPRINGFIELD
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Transaction Receipt
81 1 -19-001 883-STR
Receipt Number: 472062
Receipt Date: 8/14119
City of Springfield
Development and Public Works
225 Fifth Street
Springfield, OR 97477
541-726-3753
permitcenter@spri ngfi eld-or. govOREGON
www.spri n gfi eld-or. g ov
Worksite address: 918 C ST, Springfield, OR97477
Parcel: 1 703351 31 0200
Fees Paid
Transaction date
8t14119
Units
1.00 Ea
Description
Structural plan review fee
Account code
224-00000425602-1030
Fee amount
$702.03
Pald amount
$702.03
Payment Method: Check number: 530 Payer:CHASE EMILIE Payment Amount:$702.03
Cashier: Chris Carpenter
I
Recelpt Total:$702.03
Printed: 8/14l19 4:03 pm Page - vr 1 Fl N_TransactionReceipLjr
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SHEAR WALL NUMBER: SW 103 NAIL SCHEDULE
A (STRAP): (aeMSI,!-4
(BLOCKING BETWEEN STUDS): 2X
(END LAP): 30"
FASTENERS: 10d NAILS
- END LAP: FILL ALL HOLES
- BLOCKING: FILL ALL HOLES
B
c
MARK 8d
COMMON
10d
COMMON
16d
COMMON
16d
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L (LENGTH)
D (DIAMETER)
H (HEAD DIA.)
2-112"3'3-1t2"?114"
0.131"0.148',0.'t62'0.1.18"
0.281'0.312"0.344"0.344'
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HEADER
STRAP CONTINUOUS AT FULL HEIGHT
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NOTES:
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SHEAR WALL NUMBER: SW '106, SW 107
(STRAP): CS1G
(BLOCKING BETWEEN STUDS): 2X
FASTENERS: 8d NAILS
- END LAP: FILL ALL HOLES
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p]{er.ro rne)'13'
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B
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COMMON
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Project Num.
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171"7 Centennial BIvd,Ste, g 54t-746-584L
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NAIL SCHEDULE
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HEADER, U.N.O.2. STRAP TO BE INSTALLED
OVER SHEATHING
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REQ AT BLOCKING, SILL,
HEADER
DBL TOP PLATE
HEADER
SILL PLATE
NOTE: DETAIL N.T.S.
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STRAP CONTINUOUS AT FULL HEIGHT WALL SECTION
WINDOW SILL
SHEAR WALL NUMBER: SW 108 NAIL SCHEDULE
A (srRAP):
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TYPE II HISTORIC OYERLAY REYIEW
STAFF REPORT & DECISION
Case Number: 811-19-000117-TYP2
Proiect Location: 918 C Street Springfield, OR.
Assessor's Map & Tax Lot: 17-03-35-13; TL 10200
Zoning: Low Density Residential
Application Submitted Date: May 20,2079
Historic Commission Notice: lune 4,20t9
Public Notice: fune 5, 2019
Decision Issued Date: August 6,2019
Appeal Deadline Date: August 2t, 2079
Associated Applications: None
PROPOSAL: The applicant proposes to extend the existing enclosed porch to the west and north to
create a larger enclosed porch area that is visible from C Street. ln addition, the applicant proposes to
create a bonus room above the attached garage, accessed from the alley, by addinga second siory and
pitched roof to match the existing historic bungalow home. All finish materials proposed will be Lf
historic nature to match the existing trim and finish materials.
BACKGROUND: "This one-story bungaloid residence, built around 1914, has a full-pitch three gable roof
and wide vergeboards with braces. An interiror brick chimney has a corbelled cap. i4odern addiUon -windows, front door, and metal chimney, now finish the house. The front door now opens onto a small
entry stoop' The owner was Ohlsen from 1913 to 1928,'Historic Resource Survey.
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APPTICANT'S DEVELOPMENT REVIEW TEAM
Applicant / Owner:
Dan Roufs & Emilie Chase
918 C Street
Springfield, OR97477
Representative:
N/A
CITY OF SPRINGFIELD'S DEVELOPMENT REVIEW TEAM
POSITION REVIEWOF NAME PHONE
Planner Planning/Historic Regulations Drew Larson [541)736-1003
81 t-19-0001 r7-TYP2 Type II Historical Review Page I of5
,t,;
!
r
REVIEW PROCESS
SDC section 5.1-130 (The Development Review Process) states that Type II applications shall be
distributed to the Development Review Committee and the Historical Commission for comments. Type II
decisions are made by the Director after public notice, but without a public hearing, unless appealed.
Comment: The Historic Commission provided comment on fune 73,2019 and below is the bulleted
talking points (Attachment A).
. Any remaining features and finishes, siding, trim, eaves, overhangs, windows, doors, facia and
barger boards, present in 1935 must be maintained and preserved. After discussion and reflection
our commission members decided that the lean-to porch addition does not meet this criterion and
did not meet Maior and Minor Alteration Standards,
o The existing SW corner of that house must remain where it is to maintain existing historic
characteristics that include eaves, overhangs, barger boards, siding, and trim. However, we could
imagine that you might still be able to get approval for the B foot extension if you treated is as a
bay addition, used another roof style, and recess the front face of the addition back 8 or 1 2 inches
to not interfere with the existing roof details at the SW corner. By treating the addition as a set-
back bay you will be able to express that it is a modern addition to a historic house, which is what
our Design Guidelines ask for.
o Window replacement should occur only where there are aluminum windows that are coming out.
Existing siding should be conserved and not be removed to install bigger windows or new
window openings.
o We don't like to see the bulk of an alteration or addition that is the same size or larger than the
primary historic resource. It reduces the primacy of the historic house and confuses and conflates
what is new and what is the actual historic resource. We want to see that distinction between old
and new, and we want to see new construction scaled as a minor element of the overall house, or
a separate element. The remodeled garage wing you show appears to be the same size, if not
larger than the house itself.
o As preservation efforts in the Washburne District go, we are not trying to recreate historic details
on new construction. We advise that new construction be in the style of wood finish construction
as practiced and performed today. We want to be able to visibly distinguish the old from the new.
New is not bad, it's just new. Old is to be preserved.
Staff Response: Staff has incorporated the Historic Commission's comments into the staff report and
provided direct responses below.
o Staff agrees that the distinguishing characteristics of the historic home must be maintained and
not removed. Staff has conditioned the application to ensure the remaining features and finishes
are maintained and Preserved.
o Staff has spoken with the applicants and we both agreed with the Historic Commission's
recommendation for a setback bay addition and alternate roof pitch to distinguish between the
new and old features of the home'
. All historic windows proposed to be covered by the porch addition will be maintained on the
original fagade and repaired as necessary. Any other window replacement will be made of wood.
. The garage appears to have been constructed in the 1970s with an appearance oflap and board
siding *hi.h do"r not complement the existing historic home. The proposed roof addition, lap
sidin[, and window replacement is in keeping with the design guidelines and review criteria.
o Staff is requiring all door, window, and trim replacement be wood finishes and the addition be
distinguishable from the historic home.
gt t-tg-0001 t7-7'yP2 Type ll Historical Review Page 2 of5
PUBLIC COMMENTS:
Comment: Kenneth & Diana Eilers, 449 gth Street. "While we're not well enough versed in all of the
minute nit-picky details of Washburne regulations to speak to them, But, it appears that Roufs & Chase
are investing a Iot of time, effort and money in an effort to comply with the overall intent of Washburne
District and their proposed changes will make the house much more similar in appearance to the period
when it was built.
We commend their effort and strongly encourage approval of their application."
Staff Response: The project was reviewed and conditioned in accordance with the criteria.
DECISION
Type II Historical Review approval as of the date of this letter, subject to the conditions and
recommendations described herein.
CRITERIA FOR APPROVAL (SDC Section 3.3-945 Maior and Minor Alteration Standards)
1. Any proposed use shall minimize exterior alteration of the Historic Landmark Site or Structure
and its environment; uses that require substantial exterior alteration shall not be permitted.
Finding: The existing and proposed use of the structure and site does not change from detached
house.
Finding: The applicant proposes to expand the existing enclosed porch area eight (8) feet to the east
and approximately 30 feet south along the eastern edge. In addition, the applicant proposes a pitched
roof above the garage to match the existing roof pitch.
Conclusion: As submitted, this proposal satisfies Criterion 1.
2. The distinguishing original qualities of the Historic Landmark Site or Structure and its
environment shall not be substantially altered. The removal or alteration of any historic
material or distinctive architectural features is prohibited unless an immediate hazard to
public safety exists.
Finding: The applicant proposes to expand the existing enclosed porch area eight (B) feet to the east
and approximately 30 feet south along the eastern edge. In addition, the applicant proposes a pitched
roof above the garage to match the existing roof pitch.
Finding: The Historic Commission provided comment stating that maintaining the original form of
the home, classic bungalow, must be maintained including the eaves, overhangs, barger boards,
siding, and trim and that the proposed lean-to roof would alter the original form. The Historic
Commission suggested an alternative design and roof style that would demonstrate a modern
addition while maintaining the classic double gable fagade could be supported. Lastly, the
Commission stated that proposed addition would eliminate the bottoms of the gable barger boards.
Finding: The existing detached house has two sets of windows on the west elevation that appear to
be original; there are three small sash windows toward the back of the house; and under the lide
gable there is a larger pair of sash windows. These windows shall be maintained and repaired as
necessary as opposed to replacement.
Finding: The distinguishing original qualities of the Historic Structure shall not be substantially
altered. However, a revised addition to maintain the original qualities could be approved.
8l l-t9-0001 17-TYP2 Type II Historical Review Page 3 of 5
Condition: Prior to Building Permit approval, the applicant shall revise all elevations to
maintain and re-use the distinguishing original qualities of the Historic Structure includingthe
windows, eaves, overhangs, barger boards, sidingo and trim, subject to review and approval
of Development Services.
Conclusion: As conditioned, this proposal satisfies Criterion 2.
3. All Historic Landmark Sites or Structures are recognized as products of their own time.
Alterations which have no historic basis and which seek to create an earlier appearance are
prohibited.
Finding: The applicant proposes to alter the flat roofgarage, accessed from the alley, to have the
same roof pitch as the existing bungalow home. In addition, the applicant proposes to match the
existing wood lap siding, trim and finish materials.
Finding: It is unclear when the garage was added to the subject property but it construction appears
to be in the 1970's era.
Finding: The proposed garage alterations do not intend to create an earlier appearance than the
existing detached house.
Conclusion: As submitted, this proposal satisfies Criterion 3.
4, Changes that have taken place in the course of time are evidence of the history and
development of a Historic Landmark Site or structure and its environment. Where changes
have acquired significance in their own right, this significance shall be recognized.
Finding: As discussed above, the applicant proposes to alter the shed two-car garage to match the
primary roof pitch and finish materials of the main detach home.
Finding: The garage appears to have been constructed in the 1970's era with a shed style roof, batten
board siding, and a newer era two-car garage door.
Finding: The shed style garage has not acquired significance in its own right and therefore can be
altered to match the primary residence.
Conclusion: As submitted, this proposal satisfies Criterion 4'
S. Distinctive stylistic features and examples of local or period craftsmanship which characterize
a Historic Landmark Site or Structure shall be retained'
Finding: As conditioned above, the distinctive stylistic feature and examples of local or period
craftsmanship shall be retained.
Conclusion: As submitted, this proposal satisfies Criterion 5'
6. Deteriorated architectural features shall be repaired rather than replaced. In the event
replacement cannot be avoided, the new material shall match the material being replaced in
composition, design, color, texture and visual qualities. Repair or replacement of missing
architectural features is based on accurate duplicate features, substantiated by historic,
physical or pictorial evidence rather than on coniectural design, or the availability of different
architectural elements from other buildings or structures'
8t t-19-0001 l7-TYP2 Type II Historical Review Page 4 of5
Finding: The applicant has stated that any deteriorated features will be repaired to the best extent
possible but if they cannot be repaired then replace with similar materials will be used.
Conclusion: As submitted, this proposal satisfies Criterion 6.
7. New design for undeveloped Historic Landmark Sites in the Washburne Historic Landmark
District and for alterations and additions to existing Historic Landmark Sites and Structures
are permitted when they complement significant historig architectural or cultural features
and the design is compatible with the size, scale, color, material and character of the property,
neighborhood or environmenL
Finding: The site is developed, no additions or significant alterations are proposed for the historic
structure or surveyed site conditions.
Conclusion: As submitted, this proposal satisfies Criterion 7.
8. New additions or alterations to Historic Landmark Structures shall not impair the essential
form and integrity ofthe structure.
Finding: As demonstrated and conditioned herein, the building's form is not affected by the proposed
reconfiguration.
Conclusion: As submitted, this proposal satisfies Criterion 8.
DECISION
Type II Historical Review approval as ofthe date ofthis letter,
WHAT NEEDS TO BE DONE
Upon completion, the applicant shall call Drew Larson at [541) 736-1003 or by email at
alarson(Dspringfield-or.gov to photograph the building for City archives.
APPEAL: This Type II Historic Review decision is considered a decision of the Director and as such may
be appealed to the Planning Commission. The appeal may be filed with the Development Services
Department by an affected party. Your appeal must be in accordance with SDC 5.3-100, Appeals. An
Appeals application must be submitted with a fee of $250.00. The fee will be returned to the applicant if
the Planning Commission approves the appeal application.
In accordance with SDC 5.3-115.8 which provides for a 15-day appeal period and Oregon Rules of Civil
Procedures, Rule 10[c) for service of notice by mail, the appeal period for this decision expires at 5:00 PM
on August 21,2OL9.
8t t-t9-0001 17-TYP2 Type ll Historical Review Page 5 of5
JOURNAL OR JOB NTJMBER:
NAME OR COMPANY:
I,OCATION:
TAX T,OTNUMBER:
DEVEI.OPMENT TYPE:
NEW DWELLING UMTS
IMPERVIOUS AREA
DIRECT RUNOFFTO CITY STORM SYSTEM
A. REIMBURSEMENT COST
IMPERVIOUS S.F.
CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET
I 9-00 I 883-STR
DAN AND EMILIE CHASE
918 C ST
17033sr3r0200
Residence
602.00
B. IMPROVEMENT COST
COST PER S.F,
$0.301
COST PER S.F.
$0.437
COST PER Dzu
$170.50
COST PERDFU
s83.99
NUMBEROFUNITS
0
NUMBEROFUNITS
0
COST PER FEU
$ l 3s.93
COST PER FEU
$1,620.85
COST PER FEU
$22.82
ADM. FEE RATE
5%
AREA DRAINING TO
DRYWELL
0
$444.28
$0.00
COST PER TRIP
I 9.86
COST PER TRIP
s377.40
s0.00
$0.00
s444,28
CHARGE
l)) ))
CHARGE
$181 .20
CHARGE
$263.07
NEW TRIP FACTOR
1.00
NEW TRIP FACTOR
1.00
x
x
x
x
x
ITEM l TOTAL- STORMDRAINAGE SDC
2. SANITARY SEWER. CITY
A. REIMBURSEMENTCOST:
NUMBER OF DFLIS
0
B. IMPROVEMENT COST:
NUMBER OF DFU'S
0
ADT TRIP RATE
9.57
x
B. IMPROVEMENT COST:
ADT TRIP RATE
9.57
ITEM 2 TOTAL. CITY SANITARY SEWER SDC
A. REIMBURSEMENT COST:
xx
x
ITEM 3 TOTAL - TRANSPORTATION SDC
4. SANITARY SEWER.MWMC
A. REIMBURSEMENT COST:
NUMBER OF FEU's
0
B. IMPROVEMENT COST:
NUMBER OF FEU'S
0
C. COMPLIANCE COST:
x
x
x
x
MWMC CREDIT IF (SEE REVERSE)
MWMC ADMINISTRATTVE FEE
ITEM 4 TOTAL. MWMC SANITARY SEWER SDC
SUBTOTAL (ADD ITEMS 1,2,3, & 4')
5. ADMNISTRATIVE FEE:
SUBTOTAL
s444.28
TOTAL STORM ADMINISTRATION FEE
TOTAL SEWER ADMINISTRATION FEE:
TOTAL TRANSPORTATION ADMIMSTRATION FEE:
TOTAL MWMC ADMIMSTRATION FEE . I,OCAL
0
NUMBER OF FEU'S
0
T.OT SIZEISIZE
MAX 45o/o
$181.20
$0.00
s22.21
0.00
$0.00
$466.50
l09l
t092
1093
1094
1054
r 055
I 056
1078
g.looU
ql
Fq1
oql
-u
PREPARED BY Steven Petersen DATE 8/2,/2019
TOTAL SDC CHARGES
t-iiffiffi
J 602.00
x
DRAINAGE FIXTURE UNIT CALCULATION TABLE
NUMBER OF NEW FIXTTIRES X TINIT EQUIVALENT = DRAINAGE FfiTURE UNITS
FOR CAI-CU]-ATE ONLY THE NET ADDITIONAL
NO. OF FIXTURES
I.INIT
NEW OLD ALENTFIXTURE TYPE
MISCELLANEOUS DFU TYPE NLMBER OF EDU'S
TOTAL DRAINAGE FIXTURE UNITS
IEDU isa toa
20
DRAINAGE
FIXTURE
UNITS
0
0
1979
MWMC CREDIT CALCULATION TABLE: BASED oN COUNTY AssEsSED VALUE
unit set at 157
IS LAND ELGIBLE FOR ANNEXATION CREDIT?
(Enter I for yes, 2 for No)
IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT?
(Enter I for yes, 2 for No)
BASE YEAR
CREDIT FOR LAND
ALUE
$0.00 x $5.29
$o.oo x $5.2e
TOTAL MWMC CREDIT
$5.29
$5.1 I
$5.12
$4.e8
$4.80
$4.63
$4.40
$4.07
$3.67
$3.22
$2.7s
$2.2s
$1.80
0
CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION)VALUE/ IOOO CREDITRATE
$1.59
$1.45
$1.25
$1.09
$0.92
$0.72
$0.48
$0.28
$0.09
$0.05
BATHTUB 0 0 3 0
DRINKING FOUNTAIN 0 0 1 0
FLOOR DRAIN 0 0 3 0
FORINTERCEPTORS GREASE OIL SOLIDS ETC.0 0 3 0
INTERCEPTORS FOR SAND /AUTO WASH / ETC.0 0 6 0LALINDRY TUB 0 0 2 0CLOTHESWASHER / MOP SINK 0 0 3 0
(EA)CLOTHESWASHER - 3 OR MORE 0 0 6 0MOBILE HOME PARK TRAP (I PER TRAILER)0 0 12 0
ATER STARECEPTORFORREFzuGw TION ETC.0 0 1 0
0 0 3 0DISHWASHERFORCOM.SINK ETC.
SINGLE STALL 0 0 2 0GANGOF0020
0 0 3 0SINK:COMMERCIAL BAR 0 0 2 0
ATORYSINK: WASH BASIN/DOUBLE LAV 0 0 2 0
0 0 1 0
0 0 5 0
0 0 6 0
VATOR Y/RESIDENTIALSINGLELA BAR
URIN STALL / WALL
INSTALLAPUBLIC TION
PRIV ATE INSTALLATION 0 0 3 0
YEAR
ANNEXED
CREDIT TE/$ I
ASSESSED V ALUE
BEFORE I979
1979
I 980
1981
1982
1983
1984
1985
I 986
t987
1988
1989
I 990
l99l
1992
1993
1994
1995
1996
t997
1998
1999
2000
2001
a
H
SI
mE
tr
Z1
D
B
u
E
tr
t2
E
9t
ax
{.
Check to see if there is a living area above the garage, if so, make note of 5/8" type X gyp board fire separation requirement
Check for mechanical equipment protection (bollards) in the garage
lf DETACHED garage is being built less than 3ft to existing structure it needs to have t/2 gVp board on the interior walls
lf Garage is elevated, make sure columns supporting underfloor of garage are continous to footing (make note on plans)
Check fire/sound separation assembly on 2 family dwellings
Check for smoke alarms/Carbon Monbxide alarms (look on electrcial sheets if there aren't any shown on floor plan)
Checkwall bracing ."liy1}ffiEb g>Gsrg1rl : :.. i ,.. .
' r:'! ri
Check minimum room size
Make sure that minimum bathroom fixture distances are met
Check to make sure stairs meet code
Check roofing materialt6ffi?1tj"r-in[EG€pqli:h lil,., metal, etc.) : _ . .
Check for attic access and underfloor access on plans -
CheCk beam SizeS EFr€-rJfrqg O€StaNJ 'r'r '' rP ; rr '* | I "
Read over all the general notes to make certain that nothing was missed and there are no conflicts
lF new SFD or ADU, make sure that Willamalane form is attached.
Transfer all notes made by other work groups until there are two identical sets of plans (jobsite and city set)
lnclude standard attachments :
Exterior Wa ll Envelope Self-Certification Form
Moisture Content Acknowledgement Form
High-Efficiency Lighting Systems Oregon Residential Specialty Code (ORSC)
Noise Ordinance Notice
Smoke Alarm
Ventilation Requirements for Kitchens and Bathrooms
Green Approved Plans Cover Sheet (Found under "Cover" in file cabinet)
t on all new square footage, that a Fire SDC is charged.
AddallinspectionsandfeesintoAccela(includinge)
Stamp plans with the "Reviewed for Code Compliance" stamp, sign the approved by line and perforate
Approve Building Review line in Accela & call or email application with fees due and attach placard to jobsite set
Signed electrical application received
rintouttheFeeScheduleandputitwithth@ntheoutsideofthefolder
Put any inspection notes into Accela that need to be there before the plan is issued.
Check off Project Log and enter today's date.
,.. . ;
Make sureE
8
ail
'Iil
t,,,
1tx
a
ADDRESS:.9\B C €rre.e<Plon Review Checklist
mnp a mxlor , 17 - oB -3S -\a- \C)Z-CO
PEnmr+: 8tl - lq- OOtBE3 - .<(tr*
E
Et
ts
tg
E
EI
llt
Eil
E
tfr
Jt
Enter data into project log
Check address on plans is correct
Check to see if LDAP has been issued. LDAP Permit #
Read allcomments from otherwork troups to see ifanything needsto be considered during structuralreview.
Check Setbacks on Site Plan
Check RLlD to make sure taxlot matches what is shown on drawings, that topography lines are on the plans and that owner info matches
Check to see if lot is sloped or flat - lfsloped, will back deck meet setbacks
lf a new home is bein8 built at Mountaingate or River Heights, check the subdivision books to see if a Geo-Tech report is req.
Check soils to determine whether or not a Geotechnical evaluation should be required r.F r.3uG 9
lfproperty is on septig check for proper setbacks from buildint to tank, distribution box, and leach field
Make sure that property is not in Flood Hazard A affected property accordint to Mapspring (if it is we need 3 engineers surveys) re- r3-.o r
Check that evefihing required to be engineered has engineering and that the stamp is current
Check the truss packa8e and make sure it matches the plans (qty oftrusses, type, attachements)- lfthe numbering doesn't
*match butthe uplift and reactions look correct it is OK. Falls underfield verify
*Make sure that ifthere is HVAC equipment in the anic, the trusses were desitned to support it
lf rafterframing, check spans
Check to see ifanylhing over4000lbs.is bearinE down on strip footings. lf so this needs to be enlarged.
check Hold Downs; hishriirit ti6rd ai*n, ioitr'" inip"ao, -par.-r*gB GGs I Grv
Check Foundation Ventiry E <rg(GE- i.alrGranq, 6rroi$ - l{ol.ls 6
Checkfor propane tanks; Iook fo r setbacks, siesmic attachments, and protection of the tank.
Make notes on plans with stepped foundations howfar back they need to be from the edge ofthe cut and the uphillcut,
Check header sizes
Check footin8 sizes F.rari{Fi-r..a- ,4-la--> r.A} Frbr J'
Makesurethatif reb:ar'i, iri"a in"tii h"l rnini.ur"iorel. aeptfrs. l.rEi!.F \Lrtu F (y'
Check energy code requirements ZC-
*Make sure that insulation called out meets the eneagy code and ifnot make note ofthe required R value.
*On additions/remodels where existint conditions come into play, see code section N1101.3 & table N1101.2
Check tempered tlazing (hazardous locations, windows in stairwell, within 24" ofdoor, etc)
Check bedrooms for e8ress (window sizes, make surc that tarage door to house doesn'tgo into bedrooms)
I
a
-t-I
\il,
ut
aIa
8
.Et-@
SUNTUF'
_
lnstallation Releren@
Appendix B: Load Support
When designing the underlying slructure for your appli€tion, be sure to account for the following
loading data:
Suntuf Panels Support the Following Loads:
Appendix C: Ll/arranty
Suntuf Polycarbonate Panels carry a limited lifetime waranty not to lose more lhan 10% of their light
transmission (when tested in ac@rdance with ASTI\.'|B-1033-77). They are also warranted for ten yea6
against impact damage (induding hail). For complete text of the Suntuf warranties visit the following
internet page or contact Palram Americas Technical Support.
http://M.PalramAmericas.com/Downloads
't1
H
Cross Support Bracing 36"30"24"'16'
Pounds Per Square Fool 20 30 40'50
ENERGY EFFICIENCY
TABLE N1101.1(2)
ADDITIONAL MEASUBES
For SI: 1 square foot = 0.093 m2, I watt per square foot = i0.8 Wm2.
a. Appliances located within the building thermal envelope shall have sealed combustion air installed. Combustion air shall be ducted directly from the
outdoo$.
b. All duct joints and seams sealed with fisted mastic; tape is only allowed at appliance or equipment connections (for service and replacement). Meet sealing
criteria of Performance Tested Comfort Systems program administered by the Bonneville Power Administration @PA).
c. Residential water heaters less thaa 55 gailon storage volume.
d. A total of 5 percent of al I{VAC system's ductwork shall be permined to be located outside of the conditioned space. Ducts located outside the conditioned
space shall have insulation installed as required in this code.
e. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the total heated space floor area unless vaulted area has a [/-factor no greater
than U-0.026.
f. Continuous air barrier. Additional requirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foam gasket, caulk or other
approved sealant listed for sealing wall covering material to stnrctural material (example: gypsum board to wood stud framing).
g. Table Nl104.1(1) Standad base case design, Code UA shall be at least 8 percent less than the Proposed UA. Buildings with fenestration less than 15 percent
of the total vertical wall area may adjust the Code UA to have I 5 percent of the wall area as fenestration.
c[w w K"r(s Nuud-l fif C sl
)r^ C[,** S,/ l- 7/ F e ti 5
435
oo
oEo
=b9
5696!o
Eaul-
0)
CL
-9o
tr.l
1
High efficiency walls
Exterior walls-U-0.045 IR-21 cavity insulation + R-5 continuous
Upgraded features
Exterior wa11s-U-0.0571R-23 intermediate or R-21 advanced,
Framed fl oors-U-0.0261R-3 8, and
Windows-U-0.28 (average UA)
3
Upgraded features
Exterior walls-U-0.055/R-23 intermediate or R-2 1 advanced,
Fiat ceilinge-U-0.017iR-60, and
Framed fl oors-U-0.026/R-38
4
Super lnsulated Windows and Attic OR Framed Floors
Windows-U-O .22 (Tiple P ane Low-e), and
FIat ceilinge-U-O.017/R-60 or
Framed fl oors-U-0.026/R-3 8
5
Air sealing home and ducts
Mandatory air sealing of all wall coverings at top plate and air sealing checHis{ and
Mechanical whole-building ventilation system with rates meeqing M1503 or ASHRAE 62.2, and
All ducts and air handlers cqntained within building envelope" or
AII ducts sealed with mastico
6
High efficiency thermal envelope UA9
Proposed UA is 87o lower than the code UA
o
@6^oo
=cco
.=o
6 ..:g>-o
6 lLtEIoo
A
High efficiency HVAC systema
Gas-fired furnace or boiler AFIIE 94Vo, or
Air source heat pump HSPF 9.5/15.0 SEER cooling, or
Ground source heat pump COP 3.5 or Energy Star rated
B
Ducted HVAC systems within conditioned space
All ducts and air handlers contained within building enveloped
Cannot be combined with Measure 5
C
Ductless heat pump
Ductless heat pump HSPF 10.0 in primary zone of dwelliirg
D
High efficiency water heaterc
Natural
Electric
gas/propane water heater with UEF 0.85 OR
heat pump water heater Tier 1 Northern Climate Specification Product
2017 OREGON RESIDENTIAL SPECIALTY CODE
Er.+c.rsrrch-f;ra- dALr . ILS( lcr1rs
lq - 3G G I
ProxeeR ExcrxrrRtNc LLG P.O. Box 232
Springfield, OR97477
Phone (541)746-5641
Fax (541)393-265r
Lateral and Vertical Calculations for Remodel of
Historic Residential If ome
Location:E697OPE
918 C Street
OREG
Springfield
Oregon
E)PIRES: l2l3llt9
DATE: 9l20ll9
Design Criteria:
Sheet Index:
2017 ORSC &2014 OSSC I cover
Seismic Design Category Dl Dl_D3 Details
Wind Speed: 120 mph Ll-LtO tateral Calculations
Wind Exposure B Vl-Vl I Vertical Calculations
Roof Loads: DL: 15 psf / SL = 25 psf
Floor Loads: DL : 15 psf / LL: 40psf / Ll.(attic) :29 Ou,
Attic & Bonus Truss: DL:30 psf
Wall L,oads: DL = 8 psf.
Bonus Trusses Not Reviewed By This Office
Rtol = vrolroz 3{qO lb (Se,1y-,.1
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Rroz VrGlr02 I Vroa q G70 lt (S.,.^,")
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Rro, " ?r., ' G1o lt
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8.0 IT 18.O FT
Ll& Sh.r;
Hil, Ad.,usted Shffir; 357 LBrFT
it* Seighawidtn Rafo 2.7
6 SCHOn W/9'p'Xr(_Wreff S PSNG: r ffl,*"n."o." i6rorAl)
lEiE
Sh.!Shg:
khg:
ft
0.#:
Shoslhhs:
uho:
&
8d {"o,c,:does, Blochod 380 LE/FI
Lcryh Ops il hsd L6d
26.5 7.A dL&rT
Op.r Rae Otrtumhg tud6tint
67.0m LErFf 10.m3 LB.FT
l,rplh
1,'S LB
sLB/n
HTT4 3610 LB
0.&
0.,e
100
: ENcHoRwrsm.wsERspsNc:
LB''T L8T] #DMrcI il/A
ffi,*"r.uo.".
Flndr
ilax. Helghtwldt: R.tl. t,3
?nr sa
8d 4'o.c. Elscs, Blockod 380 LArFT
WIXD: 40* I&RSSE. 1i5S = 532 L3rfr
{2) MSTCllrGO, L. = l7'lr8', fiten 2 -
co'ror fm- ---I
trIA
Lrn8h Oge H!. Ds€dLora
7.5 94 !B/rt
*FurHlbht Op€nee
1@ 0.00
10Nrc! 0.m
c2a rE Ft
tu&nhg
s,600 6.fr
LAfr
ReSg
1,S6 LBfr
LE'F'gLA/FT
Llne Sh.tr:
1-m
udfi
5,0a5LE
1.0c
Fdn.Lln! Irnllti:'r'iiijiiirin irrl"intii: weJxii srlisd* I f]],*"*ru o.^
75 1 4.5
LB
H
?6C@
2C.O
24
3-5
3.5
,flf, BE
50 s,5
,Ei
7.4
7.5
EI
#i*'r--I
f NA -..**..*-:
&r-*=
f * -***-3
1,|il. Holghtwldth f,3flo 2.3
^t
TB
l1- 3ae L7
Desion of Shearrvalls
sE, E
GM:
Ht
aw:
F
Ht
HT
olaE
Sh{filB:
e}{:
Alrhs
ShSltrg:
lffis:
Fd., Lln.
8wr
CI@
Fda. Ltr
3Wt
Se
Fdn.Lh.
sw:
gi!4
Fdn. Lln.
aw:
gaa
1r NCXfrWTlIO,
Ia!ft OpoHt OpnLarO
20.0 7.0 fr 3,0 FT
86rdtr hL
1.S FT
1.s FT
a5lsr
&d Lsd
gLBE
g LBM
Eb4
I'ls, AdJustod Shear:347 LBrFT
lla. Hdght:Wldth RaUo 3.5
ft{
Uac Adjuatrd Shs 252 BrFT
lla. Helghl:Wtdth RaUo 2,8
I-raffi p,*"resoc.
Tttr;;Q PlorS[ipr CS,BShp, L. ! lr, E
8d 'l'o.c- Edges, Elock.d 360 LSFT
8IILEE OEeds Ro*tE Urri
1,60L8 39,mIBTT 1128018'FT 1/a!r LB MSTCMTO, Le = l7-lr8', Trten 2
,ovrot B'fl LA'FT ,Drvrol tdf nfOUnO --. ,MITREOURE -:i
Aiq &ahn:
$ahh!:
tlalbg:
ffidd
r.s I
1.€r
A2L#T
Ds.d Ld
UWT
g LBF
PkFG odhh
EI LB 6.OOLBfT
,ONNI LBE
tursn p:CCI!ltq br t3'.U
8d 5"o.c. EdSar, Blockrd 28{, LE FT
HTT4 35IO LB ssTsl636t0LB '
LBfT
'DryEI tOTR&LlRB v TOTRBIURE)
try6 Ops Hr Opm tegb
2.5 7.0 FT 3.0 [
R.sO Urlh
lru LEfT
"&
LE
Elrdi
[& AdJusted Shoar: 3t3 LBrFT
ll&. Holghtwidtft Rado 2.5
L{gh Ou Xt Chs tryh H.dor DB
8.0 5.0 m 4.0 [ 1.33 FT
p,n"*."o.".
8d 6-o,c. Edges, Bockod 260 LBFI
PhLErc Odmins R.ddn0 Ublt Hotsos MM,
05.LB ,!,3@18.fl 1,a6B.Fr ia?E HTT,I36lOLB , SSiAtSrStOt_g _
,DV/ot LB'FT LBE t0v/0t t{oT REIIIRED -T{)T RECIURED
.:J fl,*cn."
tur Sbp:Cgltstq. L.- lr, &
rr c-o PLY
8d 5'o.c. &gos, Aock.d 280 LB,FT
---3
E4 EtrT
g L8F
333 LgF
Era
ll.L Helghtwldtfi Raoo 3.3
L6gfr OpnHl &dlod *F!!8dgnt
{.0 7.0 sLffi
ti!4
Hil, Adjusted Shear: 266 LBrFT
lru. HalghtHdth Ratto 2.0
o.c-
HT
96hq
Stotrbci
Nrho:
Co
Ps!
*!hlng:
Na*E:
Co
gt3/FT
SLe i tr;wffiNrsiFrcnmrE] f!,*.x*o".
a
lavtrr
9ffi
OF Rdb
0.70
0.@
OdrhhC
g.rm 18fr
Rrffig
€.I4IEfr
LBfi
uFn
ME WAS}ER 1l2'r(0" 1iL50 LB '
iwrcr t{/A v tgA
f-rr@ jl mXD: e*lilCRffi!! ,.426r!d L&[
8d S'o.c. Hges, Blocted 260 LB/FI
0.t€
1.O 18fr
F
HI
1.n9fr OFn HL DEd Lod
s.0 e Bil
q LBFT
Lle oiE;
,aFuI H.hhl
1@
fDv/0!
2BLffi
OpRe
om
0.s
i s,3@ L8.FT
BTT
upfr
2.616 LB
tN/orr.00
76 U.FTro0
095
HTT4 36.t0 L8
:l
l-ssrur63oioLBl
f r{A ------- .II t{rA
"rh rrsci<iiriirm.iilrensprcrrc, _;1_r fl,*.n."o".
L8'FT
ffft
8d 6-o.c-Etlses, l,.hblocked 15€ LEIFIHt
ti!{
flu. Adjlsted Shff ll8 LE/rT
iru. Hetghl:Wldth Rstio ,l,8
PEtse
$o$ine:
i&!6C:
CoLanlh OEnHr D.rdld
19.0 to tsBm
5.3 150 LtfT
OFtub
os
BM
i8,7s3 18fi
0,sr tB'Ft
10,2€ LB.FT
1.S1LB'FT
i. Ful Hdg}r
89
Uplft
131 lB wAst€R 1200
013 LA 1200 Lr-,.
. adchq
i- ia;lr rlso LB f
| ^ la-'x10'^1r50 rb w I
L! .
1!0 i.00
2_O 30
17
LA ? c@E
2.4
2.5
TA
2.O 2.4
n
10.0 3.5 6_0
LB
fl
50
!8
n
7.5 ,.5
2d.5 10' Lffi Itr ACBOR f]11,n",,"o"
'""h
z
?
Sw ro3
f = lolo lb G cl,pr
\,aphrejm / ,*r, Cauccloo
L8
.lrps e G" o-c. , *op plalc to *rr^*t
futl -}uor.,lnl locolr'-s
cl,F e 'l[o o's' , {op 7le}c to J^ass
notr {r^tl - l^arXln* losatroor
l1 - 3cc
[^..
[,
G:.0 trf4,,
L'3S
S\ry toy
F : Ss16 tb
l
le
^36
' ? clrpf [nSS d,? e :z1" 0.c., tup pl.tc {. t*rrl
Ctrt '71,,
L= lE s'
sw los
Sw loG
: t{ scrawg
F = 3t1o tU
( r so>(rp)
G cl rp 6
t3 bo lL
t A3S cl,p r, @ -r " o..., (rrt(f.) t .1o,st/Lt"ct,r1
F = grco('7.) : lrqg r!HSrczE St'op, b.au lo {op plrt"]
7.1 x t'/"" sDs @ tC'o.(. , grrt(U) t. Jo,sl /hlo.I-r.
I
t
t 3l
t(r-pso- l',tR.F p 4htL.ors (z) sp...a - **.,,,
_ ]-
,
..
21 " o.. , {tf pr.u" t t*i l,(;) srtl +, (g).,-for,rd
LstA 30 S|.rp
a{
'/1 rti ,/ar,
sD6
jo rst
, tu? plolc (E) *o +f flr-ll
dr*r.i-1 l
eru tb/r1,,
f = 3i1o
f = 3tto
A3S .lrps e
and a*
t
I
(*)'
,1 [
Sr:xpscen qRFP arrtlngs (:)
eiu-ll5
€ ar"o..-, s,ll (rv) *o
Lbol",.3 l
I l
(:so 161 o 1
: J schrws
s pacad
lq - 3GG
C"lle cfor Co'\l"r'^s4
L1
Dto Y?r,Lvt
sw toE
f : l33o lU Z clrpS cl r pt e 21 'o. c - *,-,^sr {. +rp pl.r.l; fnrs
TR 36 Sfr.p , t-ao. +o;.Irs
Gto tLf6,u
L=\,
Sw reX (o".1)
F ' t3to tb
f,rrF (+:(t)( ra psf ) , qlo ,u
5w loq Led )Sw 16 z 0.a
l"F pt-t"
[nca -
fnuu -
tgre p.,$+ cap ]
*5f" fs| h*]
I r".' +U* hor.6ov {o to ? p,d.l
I
J
)
L= to'Wu, (rspsr')(:)' rS 't/r+
W o " ( zs psr) ti )' rzs r%t
R = fwo r w.l (g) : zro rL
;. [r r o ttt f, 2 p,T. wt2,, *l (r) soszszrz oF ( r) sDs?.5 300 IJ0lL' o. <
11 - 3GG
D*C"l leclot Gntr ",.reJ
F ' 3't ro (*) " tz'10 lL
Sw ro1 (u."u )
F=3yro L
2C
: llio lL
tt'a p +,ip p la{e *o U"o* I
Lto
Draph
5W tog
; [r-srn ao
fup ( * )(q')(r.ps()' s\o tb Ir"
tr'
p"s{ ."p J
7,ul b{"1
Ir*'n,r +" &p fl"Fl
().'. Lr.- +Jr.
.: [nru -
t Lr4S'
SW ttO
F . t330 tb
0ro lb/.1,,
L* 8'
F 3 Jlro r5
Z sl rps
G olrps
:,,[-na5 ctrps g \!'o.c-r*r,^ss +"1
[ +". ptal. ]
swroQ/s* rrr ( sW^, coMrRoLS)\
3s ct,ys e ),t ' o :. CE) -:,tl ta
I E) r,rr^Loc.-l
t ( s) n'r, I o-d
r
i
Ia'lr 9
Cl'?
F ; J.rto
(lsoXrp)
7 scr-.r^,s tl1" * 1'/>" sDs C z-.\,,o.. .{n) s,tl to l
t
f = 3jro f t=: uerp ctr'-
L
t -' -' 5 ! t -'tPs sP"od ur*.uu ,l
L' e.s '
.2H" wL : luolb,FtT
[f.t DFfl2 h.^dr4
(z) 2x f*,--", ]
Sl,rp ff1 Aaoluo*c
lq- 3GG
Wu-- (2'X3opsf) + (rz)(rf"f): tco tt/o
ws " (z')(zspsf) " to 'b/fi
WD = lcO tb/E1
ws = so tLfet
V'
rllot
R
I
t
*
Z
27o lb
l
Hrn 2
L = 3.o'
H = hL' : lyo lb.ft
6
R=wL = 3La It
2
[,, t Dr .ry -z t -,]
[,,>
f s+',
24 ttrr-"r]
f Ft: - RJc-1*,'tc]
-Hro3/xro{
H
L: 3 s
1260 rL Ft
R. . vrL t.l.lo lt
[r-t Drtz h.ad..]
.zhL
s
wb = ( ?') (t" pst) * (rz) (t psr ) ' lqo t)"/€r
ws " (*')(zs psr) , 33o rL4+
2
I (z) z" *'rn rwor l
[ .+., p fil - ede,1,^o]"
H ros
[ = l8's'
3
l.,l . wL s looo lL.fl
T'
3.s' x lz GLB V&l \..4*]
R= wL :t{so lL
z
l
ll- sae
InlD = f.'Xso psf) + (rr.Xa p.r) , tCo trh
ws ' (z')(zs psf) , Eo 'r{e+
Yz
t
(z)*r trvrr'voY2r
o6
t
t
ttr
St',p f+3. Aa"quale]
wo. t6o 'bl€*
wr = so'b4+
' Ir,>
j, f s+,,*
L= 3S
H=t'
t
-- 3to tl" 'g*
I 'lr6 Df I a t*"{rt ]
R hA
z
: 3?6 rb
Lx ttrno*.r]
flt- n4'1*alc]
tl rm HtoX
l: 3.S
H' !!' : l2co tu Ftt
[l.f bF f,: h.*.i"']
R *:
: ll"|{O [c
L rr: ?x t.,r,.*."1
wo = trolL/a,
ws=ble,
13"
f st., p fil . ad..quq,lc
llro 1
L. S.S ,
1,1=d"
8
lq - scs v3
Wo. (*')(s" esf) + (cltrpsf) : Zso tb7*
yyr. (r'* ,')(.s prF) ' ?s rL/r*
wD = {!')trs rur) + (e'Xrpsr) + (*,)(rsrsr) . z1otbkl
Y{s : (i )f zspsf) u ({}tas pr€) -- .r3o ,r/o
wr = (yr')(rs'psf ) o (41(,s prr \ t (:.)rspsf ), roorb/f*
v'Js' (%')(rsprr) + 6-3 1(rsrf) = r2s ,rtrn
R' wL
., ft4 zr *.,-*,r ]
': [s+.,p f+r, fid"{"r}e]
Hllo
rz 3o ;t fI
['{rt bF az h.,a",]
qoo h
L'G
R = vll ; zt3o rL
2
fl , wLt = 3zdo tb.f+T
{r lo Df # z }*.J*,Jt
L
12)t
l
Zx *rtnnnnclr
ftr. "d.1 ,r*$a]
l
Str,3
l'lill
L, C"
M = wL" : loao lb Fr
I
[',-o br *2 h.-d""]
f,: wL : 6io lb
z
" Ir.: zx *.,,...or]
, f s{', p ffl. .d.1,*o*" J
tq -3ce vq
[rrt DF *z u..,rer)
R=tt . ggo
Wb= tut%*
Ws = too lt/el
wo' (*'\(,sprr) + (?j(srnsr\ + (rr,Xsrsf) , sro ru4
w.'(3')(.sp.r) * (*')1.g pof) " 11o tol..
wo = (r') c rspsr) * (F'X3o*r\ + il .)(tp'r) = ,lr .rifrrt;
ws = (''l(.spsf) + (*')f rs r.r) = 110 rrr*
Htt3
L= 3 S
14 = Ult , z.16 tL-f I
B
H tt1
I 'lrt bF fiz hra4*l
f,: trL 3Bo lL2
(")t
L
?n *rr *.rv,c r l
st., p f+3 .
^do1,"o*e ]
1.4 t wL1 :l?o rt. 6t
-
L ' 3,S
)
I
IL
ft.: zx *r,16*,6.y l
I s]"1 p
tl llo
C*, aJt,lrote ]
L:3,s'
H' wLt =CGo tb ft
E
tr*g DF #z \=od".]
B = I L ' 'lG6 rb2
; ftr1 zl t,,..-cr]
.: [5f n p f*J edel,dc ]
11- scc Vs
Httz
P1
L' 5.s 'toa lL/cr
lts lo/r*
Ws'
!{t',e
\^, L
R
8so lr Fr
6
In "l DF fle hc^dc,]
=WL: GZolt
?
I t a) 24.
st"rp ftg
ttr**"rg ]
,d1..ok1
3ro tt €l
Htl
t
l'{ ' wL'
8
[rr, br Hz ],..d-,]
lL't: : 33o rb
2
i, LLz) 2t trrrnrncr , sl"lr fi
utrt f *tts / H 'c
Wo = (z'+,")(u n"{) + (s')qrpsr\. lo ,rG+
W: = (,' t r')( zs psf ) = 75 lL/gr
l.r.l.1r.ol..]
\{D = (+')(rs orr) + (r')(t nsf ) . ts 't/r+
Y{s = f+')(rs orrl , too rL&+
L=\.s'
l4 = xlt = glo tt .fr
B
R-:\L = {zo
2
I r, f bf fr .z [,*r"rl
"'Lst.,p f{3 cdq,^nf.l
H lts
l: tl.s'
IL
Hrzt
L'3s'
4
RRrot
L= l'l
H= wL',t\Io6 tb ft
It) 2x tr,*t"r]
f s+., p f{1. cdrlro}" ]
H'r! " 3so lt f+
ltrg bF tz 1,..a..]
R--tL = too tb
$-3GG Y6
Wo = too lL/r+
Ws ' l=S tt/Cl
wD = (r.)( rs p,r) + {}l(rc err) s zro th/r+
wr : (,') tr$psf) + (.|i,)[es psF) : r10 rul*
w u = { t')(zoprf ) .(# )(ro rnt\ . tso tblfi
W)*(f Wro+*l = .lcS tL/O
wo = (1')('s err) ' ro tt/et
ws'(*'Xrseof) : nS ,b/et
8
[,t" x t..-" GLa v,r
&= wL SzOo rt
E
.?
''Lt ) z*
I s]., r f*S
t"rrxfr.<"r I
o4.1,roto ]
R Stor
L= lo'
H.*Lt : 23zo lL
8
f+
Ir'r fir tsr p,r. ,r,n,]
* =Lt : qes rb
z
'.fl*r HF *2 f.T. h,.]
Isr.r. (E) 4dr1u4+-€ ]
,l-
r
ao30 tb.['+
Ir*r Hr re p.r. *,^1
!.!)1oo lu f+
[1- 3cs
wo. (?')( ts ,,r) : ls 'o/pt
ws = (91(zs osf) ' lzs ,l/*
,,lo = (i') (,u p.f) = 1ot\lg+
w,-. (g')(ro psf)' lxo tt/e+
VI
l.l
Rero3 RBlo
L"'l
F
L= 1
t F Z P.T. ,,.1
'. lt,t hr Bz ?.T r,,,.1
I st"u (E) ^a.o-1*o{,I
Dg tor DB IOZ
H=gtt: ZSlOtb.6l
['r"r Hr Bz Pr. n,^]
R: wL = n3O fb
z
Y,('{ HF
f S+,,. ft3. ad.1o^t ]
\Tror
L- 1'
H..,L" z JtO tL F+
v
:. lz, c c*d,r ;ors|1 al6.o
I
w5
w
I
' ({'t 1ro psr ) '
= (g)(ro e.+) :L
,s lu/e+
5s '%r
\
ft: w! " 3,s lL
[r-us - +3e.h".6-. 'l' l.ayv I
h=wL' . G3o ltF+
l{ - 3ce
Wtr = H)7ro ys(\ , ts rb/et
uVs = (#1("s rrf) ' 3s rb4!
V8
Rsrorl RJ,oe
L= lo'
t
L
Rs irL 1 ZSo,b
Hr tz P.I nfters ot^9]
Pr,lr ^1 ol,"g 1
I
Z* C
t xY
,r f t us - br [,o^g., {d l-40""]
Hzo 1
t JX8 DF flZ t*-dr--]
31o 'b
zx *.,-*.,.]
11 -zcc v1
Wo = (:'+ ,')(,s r'r) + t{)(trrr) = ioruftr
{Vs' (u't}) [zS Fst)' rs lt/*
wo = ('*')(rs psr) r (r.)(r prf) -- 2zo tLle+
ws ' ( T)t zs plr) = 3zs "'/g
L= S'
14=WL': {Go lt.f}
8
R y!
z
[..
tl20z
aL= to
H* \[t.
6
CAz-o rL Fl
f I s" ^ 1" v.{ 6LB oy G r lz DF d z t...dn]l
R. = wL = 2730 tb
t Irrl zx tr,r,r""rl
2
fr
Hzo fl zo
[: q.s 'Wb = lo tt/F+
\Nt* 7S,L/fr
M= wtiT
- [.,,,
= 31O 15.9
NF t+z t.'..*"]
+'33orr
(2) zx {.rr...rr,ovt l
H zo5
t--- 3S'
h' "rL" = 83SrF 'Fl
6
,[f 'r Dr fz t*i*,f
&.wL
It ' 3qc
\ = zzo rbTr*
vrs ' 3aS l\lft
Wo . ('oZ) ( rs prr) n.
w; : (16lo)(arpsf) r
vlo
: lco lr
z
Rf tos
L' t3'
i,t , wLz lsco tU.6l
{
L zxE
[trl rr tv,r'*" ]
R? !L = fgsrb
[g.r' 6^
'u/o2o
3o 't/r*
z
nf 4z r,n.]
-t"p pleFc - or - boor', - ir - Uso LUS - l5r. r,,o"gu ]
l)-36(VIr
RArreP.5 ui C-tsu-r^,(, Tt55
L: 26'
( lL) z>.+- € Z+" o g-
+
Ra
t
K.
RAFTER W/ COLLAR TIE CALCULATION
INPUT: .UTPUT:
WALL TO WALL DIST.
TOP OF WALL TO ROOF PEAK DIST.
COLLAR TIE TO ROOF PEAK DIST-
SIIOW LOAD
ROOF DEAD LOAD
POINT LOAD AT PEAK
SPACING OF MFTERS
26 FT. RAFTERCLEARSPAN r5.8
9 FT- UNIFORM EQUIV, VERTICALLOAD 76
9 FT, ANGLE BETWEEN GRAINAND COLLAFTIE LOAT 35
20 PSF. HORIZ.DIST,BETWEENCOLLARTIEANDWALL O.O,I5 PSF. HORZ.DIST.BETWEENCOLLARTIEANDPEAK I3.O
O LBS.
24 INCH. VERTICALREACTIONATWALL
AXTAL LOAD tN COLLAR TtE CTENS|ON)
IT,OMENI IN MFTER
FI.
PLF,
DEGREES PER }IDS 8.3.' THETA
FT.
FT.
994 LE.
718 LB.
1479 [A..FT.
5r51cK (e)
Q Z-*" 6c-
Q. =e^ ov-
zx-l- RlrFrc.<t "/ Zxa
Sc <-t,x-c 10 (Ef z_x +
5\ {r66c {€D
D13 }+A*l ro
RA}TCRS
Q<.)^^^{(),\./)
€- <C.rl-r.p( L-< v<t-
(aJ to) e;ALu €nzr:
tvtiu "st an u./ALr- |tsuzcx a (\J r")
A-t:f2 2J( ? (-(rtLr jvc
'ttr 2;r ro IL.AI3T€'P-
<A^/A/CCT TOGCT L\C}L
EActr €/vD
I I l60 tr\-rs )t 7-x
'*i C -.r L,nNL
Tre
BCAY.
*r
()N
?.25 3
'st
6 Dr*z- €
M (=ry) =
O".s'.',-t)
( r+=:1 (
Lc
Z+n oL or.fr
)
Job
J't042Sll
Thr Trus Co.,
Plate Otrsets (X,Y)-
LOADING (ps0TCLL 25.0
(Roof Snow=25.0)TCDL 8.0BCLL O,OBCDL 7.O
LUUBER-
TOPCI.IORD
BOTCHORD
WEBS
OTHERS
Tru9s
A TGR
Eugff. ORgr4m
Truss Type
GABLE
Oly P, crse. om
2 ,too
14
14-14
lnc. Thu X 10'.24:52
-2{4
244
&r0-4
1104
8-5-2
4$-14
13{O
44-14
17+14
4$-14
21 264{
444
28{)4
2{4
t1294fl.87
Scato = 1;65.1
1.5x4 ll
4x6 .-
4.Oo [it 4x12 . 1 5x4 I 3x4
j.5x4 li I g .t0 11 12 4x12 : i.Sx,t l4x16'- STS :i
u .o ; i, *k J srrrorrre t sriss^r2
sxs I s l tJ . si{ -- srl?.sl)2 ;''-.j 17. 15 iS re sxs I
, r. I rilu - ." rr,
*lt u.-'.'" fu .6rrr ..': ,o'|r,tru,,L. , w: . W5 r' _ . . - W,:
sTr td
1.514 = 3i 3s 30 42 gz 2E
,:i40 ilrir *o r 1.sx4 r 416 ::::: 1.5x4 I 4x,r Jr 1$(4 ll. s#7 ;,
^ _^ ,,4rt0 ll ' 5L t.sx4 1.sr4 I t.sr4 saleut, 3rJ2 ll
w, \*w3 i:11 li g*o ev,.' {ji il"
,,osr, *'" - sttg
1744 4r ' ,ro:-l t u.t
\3Jr6 25
Sxl 4
9q
9
o
I
PI.ATES
MT20
MT18HS
GRIP
220t195
220t195
4
:
24
8x'15 MT16HS =
in (oc)
4.40 23-25
4.52 23-250.01 21
{.34 23-25
23
6xl,l ll
!q
l104 21-t-12 26{4}10-4 17.9€ 4 4
, [1'l:0'$1,0'$12]' [I5:G&12,0-2-a], [16:e$1,0-0-121, tr7:0-s-1,0+121, I1B3.s-1;0'{r2r, iigo-iii,G1-12J;t2r:o-3-s,0-1-Bl, i2i o-i+,0-r+1,
E3:0-r-o.0,s,1-12J, l2s:0-9-12,01{21, t26S-3{,0-1{j, F9:0.1-12,0-1.0i, iarO-z-o',o_o-tiljaao_r+.0+-t4-
sPACrilG- 2{-0
Phb crip DOL ,.15LumberDOL 1.15
Rep StBss lncr NO
Codo lRC2015/TP12014
2x4 DF No.z
2x12 DF SS
2x4 OF No.z 'Excepf
W8,W7,W6,W4.}1/9,Wt0,wt 1: 2x4 DF Stud
2x4 DF Stud 'Excspf
5T16:2x4 DF No.2
t&,atnM NO - lr.r{y ffi1 4,rffi .r
lor MiIek
and
cst.
TC
BC
WB
Vort(CT)
lloz(CT)
AtticMatrix-SH
0.45
0.90
0.86
DEFL.
Vort(LL)
BRACING.
TOP CHORO
BOT CHORD
WEBS
JO'NTS
Udsfl Ud>775 360>589 240nla rda623 360 Welght 798 lb Fl =2O%
Structural wood sheathlng dirgcuy applied or 6{{ oc purtins,
except end v€rtc€ls.
Rigid ceiliqg dirEcfly apptied or 104{ oc bractng.l Rowatmldpt 2-21,19-21
I Brac6 ar J(s): 30, 31, 32, 34, 38, 3S, 43, ,t8
Pro rrc.er Jv "{es
REACTICNS. (tb/size) 2r=2237n-SA (min. G2"1 r ), 2i=2224!0-54 (min. 0-2-l 1)
Max Ho?z 27=2i(LC 9)
Max Grav 2J=0I(LC rz), 21=asE!Lc 1t)
!9!C-!.Sj _ Jlb) - Max. Comp./t ax. Ton. - Ail turces 280 (tb) or lsss sxept rfien shown.roP cHoRD 2-3=-2286tO,3-4*28300, +5=-27S0lO; 5:6-1946/13, b-50=-1924/15, 7-50=-1884/19,
7{:1rt54/SE, 8-9=-.t428l63, S-10=-j,108/68, 10_1 t=_1408t/1, 11_1?:1428t66,
12-13=-14661s1,13-14!-1951/0, 1+,tS=_1982O, iS-16-_2673/0, &tl=-ZSatn,, 17-18:2833O, i8-19:2308rc, Z-2t:5101t},1s_21=rts06/oBOTCHORo ?4-254t2r$5,29-24=Olz1ooWEBS 2$28:456rS00, 5-28+308i947, 23-29=a507638, r S29=-41 9i665, 3.r -35:950i45S,3C35:9il/4S8. 3042=A5St4Zr, 9242=4*1421, tO_30=0/678, 2-.O=0/O968,39'ao{/6534' 2s-39=0/6661, 2347=0/6289, az-4s=06829, 4s4g=01s860, i9-4g=o/s382,
7 -34.443t12, 33-A4={4S/17, 3O{3=€50/20, t -31 =41 t2TT, S-SA:|SZ l4iOt,31-38L14Tt392, 30-{1=70SO, 41 43:7OAO, 1$43:200/0, 13IZ2=-}U4OO,'
32454221360,-15-45=-79 1 /364, t4O=-172810, 2640:2345/0, 1 f.47 q t4;d1,
1 8-49-1 6run, 2249=-?2:OO(O
,{oTES-
1) 2-dy truss to be connocbd bgether with 10d (0.j3i.r3.) naits as bilorls:Top chonls @nnsct€d es lblhws: zxl - t row Lt O-gO oc.
Bottom dtords conn€cted ss fo[ow6: 2x12 - 2 ,ows stagg€rEd at o€-0 oc.Wsbs connected as follows: 2x4 - 1 ft,w at 0-g{ oc.
2) All loads are aonsldorBd equally.applied.to all pt8s, except lfnoted ss.Font (F) or back (B) face h the LoAD cAsE(s) socton. ptyto
^.
ply connecuons havo be€n povided to ttistribute only toaas noieu as 1r) or {B), unless othsrwise lndicated.3) Wlnd: ASCE 7-to; vutFlz0mph (g-secmd gust) vrio=g5rp-n rCor=i sr;t'BCOi=a.iorr,';:r;0, car 1; Exp B; Enctossd;
}}Yi,tlir.;f"*) saue end zone; cantlteier tinand ;sht;[*"d:
""J r"rt*ir"r
""i-iigntixpoaeo; Lumber DoL=1.60 ptere
4) T'uss designed br wind loadsh tho plane of ths wss only. For studs expore ! yld (normar to the face), s€e sten ard hdusry
-. cabls End o€tars as appricabro, or consurt q.orifiad buir<tiirg ttecgner as'per ANstnpi i. - '
SJrISrL[tt"pEs';13iPr=2s'o psr(rrat toor snow); c.eg"tv ii;t6e-: parriariv exp.; CCr.ro
GxG Df
t P.d
at
t* z Forl: v,l z.F ,,r e S rr
e L7 4.,d Q .l
,,aGsi!
REHEYUST 1z3t,2o
August Zg,2O19
A
A
of
of
Madign,thel?USSco.ruc.
Job
J104293'l
The Trus Co.,
Plate Otrsets (X,YF
LOADING (psflTCLL 25.0
(Roof Snow=2s.o)TCDL 8.0BCLL 0.0 .
BCDL 7.0
Truss
AOsGR
Eugere, OR 97402
Truss Type
GABLE
oty Ply chse, oon
r A t129(6/,89
Z Job Relerence lopUonal;
8.2,t0s Jvt tl 20,t9 MtTek tndustriE, trc. Thu Aug 29 102,1:SS2019 pige ilD:Yl.FhpnwgueHTnLfqTxREMvytym-wxt_MxNrhmrariioGn_eGk'vd,pryi Cbilt C-OirytiiS"175-14 2144 26-0_0 28{_o4-6-14 !e6 4-7-.t2 2{.4
4x6 = s6b-1;81.6
-2{{
244
310+
$.1o'4
4
I r:i,
29
STI
0-5-2
#-14 4S-14
134-0
9 101J
4.oo p 4\12 t'
4t16 --
'1.5x4 1.5x4
1.5x4 ll
3x5
12
wll
vug
.8 r4'.
G 38' ,srr34;
T t T3 s?6'
E?l
tt'o
3fu wf ,'1:141vYI
' r: W7'w{i1" w5
39
w12
.lx5
T5 13
25 4xg =
6xo \
14
w16
wto :,,:i .i
24 28
15
33 32
716=
26
,J3xlo I
rryt.
o
ql 37
sr3
1.5x4 ll
1.5x4 ll
1.5x4 Il
3xB
5x5 ll
qq w3 A d
sI2 rv& 3G
&10 Il l'
Sl't
wl3
1t
Udefl
>876
>652
nla
1144
44-8
lJ!
23 22 21 20 19 16
7x8 =
0.52
0.77
0.87
17-24
DEFL.
Hoz(cr)
Attic
BRACING.
TOP CHORD
BOT CHORD
WEBS
JOINTS
dti :r
tE \
I.:BI
4x5 ll 3x12 ll$104 744 13{-0 20-2-12 25{-4 25r}O$10-4 t7_12 564 ?_2_'12 $.5€ oil
' [14:0-3{.0-2-81' 116:G3-8.0-1-01, 117:0-8-12,0-1-sl, I20:G3{,G241. t21:03-8,0.i-s], 122:o-3-8,0-i€1, l23o-34.G1--sl: pz:o-ni,o-z-ii1, 1za:0-2{,c2-ai
SPACTNG- 244
Plate Grip DOL '1.15
Lumb€r DOL 1.15
Rep Stress lncr NO
Code lRC201s/TP12014
Ud
360
240
nla
360
Verl(LL)
Vert(CT)
csr.
TC
BC
WB
Matrtx-SH
ln (toc)
4.25 17-19
-0.33 't7-19
-0.00 16
{.r8 17-20
PLATES
MT2O
GRIP
220t195
LUMBER.
TOP CHORD a(4 OFNo.2
BOTCHORD 2xl2DFSSWEBS 2x4 DF Stud 'Except'
w3,w t0,w't,w2,w13,w5:OTHERS a4 DF Stud
2x4 DF No.2, w15:2x6 OF No.2
REACTIONS,(lb/siz€) 23=803/G5-8 (min.0-1{), 16=1656rt-$B (min. O-1-19), 19=2031/0-5{ (mtn.0-3-4)
Max Horz 23=221(LC 9)
Max Uplifl 23=-183(LC 6)
Max crav 23=999(LC 3), 16=3368(LC 17), 19-=607S(LC 17)
FORCES, (lb) - Max. Comp./Max. Ten. - AI forces 250 (lb) or less excspt wh€n shown.
TOP CHORD +6=-169480, 6-38-i706/a3, 7-39:1686rt7, 7€*161 2t1o', B_9=-177V5,
9-10=-1818/11,1O-11=-1764118,11-12=-1B1tn0,t2{,9:3257t0,.13-39=-3311/0,
1 3-1 4={ 54310, 2-23--4A4 | 226, 1 4-1 6=-2590/0WEBS 2O-N=-1279f30,5-29:1214t43,27-334t1s44,32-33=O/1606, 2ffi2=0/1506,
2+254no75,24-28=013075,2s-28=0/6097, 1+26=0/6102, t r-2&0/859, 2_32=_16JDS7
36-37=-166290,20-36-18Or275,17-26=Ot2t45,A-3'4:2tOlZSg,31_34=-166/343,
30-31:2331262, 25€0=-209/316, S-35s0/t 323, 27-3S=0/i 28il, 12-Zf:1ATA1O,
12-28411 462, 13-28:3362/0, t$26=0I2490, 9-31-_263n, t-2t4r275
NOTES.
Weight:690 tb FI =20%
Structural wood shaathing dlrecdy appllod or 4-7-5 oc purlins,
ercept end verticals.
Rlgid ceiling dir€ctly spplisd o|t0{{ oc bracing.1Ro^,atmidpl 2-23,1+16
1 Brace at Jt(s): 25,26,27,28, 31,32, 36, 37
Hone c-r N*t s
('xC. bFfiz
1o p"d @ ,c
P"st *l
c^d € lq
3.S x 2.5 (
2-ply truss to be connoctd togelher with ,0d (0.13113) nails as follows:
Top chords connected as fullows: 2x4 - I row at Gru oc, 2x6 - 2 rGvs staggered at 0-g{ oc.
Bottom chords connected as follows: 2x12 - 2 rows slaggered et O-9-0 oc.
Wobs connected as follows: 2x4 - I row at 0-9{ oc.
All loads ere considared equally applied to all plies, except if noled as hont (F) or back (B) face in the LOAD CASE(S) section. pty toply connections have been pmvided to distibde only hads noted as (F) or (B), unl€ss otherwise lndicated.w]q:ISCE 7-10; VulFl2omph (3-s€cond gust) Vasd=gsmph;TCDL=4.8pst BCoL=4.2psi h=25ft Cat. il; Exp B; Enctosed;
MWFRS (envelop€) gable end zona; cantilevor left and right expos€d ; end vertical left and right €xpos€d; Lumbor DOL=1.60 ptate
grip DOL=1.60
Truss deslgned for wind loads in tho plane ot tfle truss only, For sluds exposed to wind (nomal to th6 face), se€ Standard lndustry
Gable End Details as applicable, or consutt quafifi€d building designer as perANSlffpl 1.
TCLL: ASCE 7-10; Pt25.0 psf (fat roof snow); Category il; Exp B; partielty Exp.; CF1..l0
LJnbalanced snow lo€ds have been consider€d for this design.
This lruss has been designed for greaterof min rooflive load of 16.0 psfor 1.00 times flatroof load of2s.O psfon ovsrhangs
non{oncun6nt with olher live loads.
8) All plates are 3,(6 MT20 unless otheMise indicated.
9) Gable studs sDaced at 1 -4-O oc.
Confinued on pade 2
1)
2l
3)
4)
s)
6)
7\
@ssoN
RENEIYS: 12t31tzo
August 29,2019
A ,r#adtr*r'vtwd.&1p.rer.r..s€id,gr4afl6w ot7,.dBArfi Nd,,uo@un14iqar$ryNc€p/€€ rthxn BEFfiE tJtE.ADesign v€lid lorose dly with MiTek @nneclo6. -rhis design is b€sed only upon parameters 3hom and is for ao individual building @mponenlAp,pf@bil,ty of des gr-pammenetr and proper in@rporelion ol comporeit is respolsibiltty o, building designe, - not uuss oeslgnei B@iaf i[Mis lor lateral$ppon of individual Eb members onV. AddiUon!, tempoEry bEcing to inilr€ sbbiltyauring mnst udon G the ;esponsibrltii ot theeredor. Addrlionalpemanenlbracingollh€aversllstructureis$ercsponsibrlrtyofthebuildlngdeshns.-ForoeneBtguidanereqardino
Fqtjaa.ijol, quality 6nrol 6bEge, delivery ecclon and bEcing, @n$n AXSfrft Aiffy Crtib, BSB€0 sd Bctlf 8rtrdtt! Cof,rorutSq UiEfiffm ryailablg lrom Tru$ Pl6le lnstitule, 583 O'Onofno D.iE, Mad6gn, Wt53719.thefRU$Sco. ulc.
IJ
7t^.L"82
?K sr+,-or-+ Yex*NbAT ro\) t2Ev ts(ol-l:,0A,rf-r-
LATERAL NAIIING SCHEDULE
NOTE WALL SHEATHING
NAITING STUDS AT ABUTTING
PANEL EDGES
EDGE
SLOCKINGNAILSEDGEFIELD
0
v2" PLYWOOD
OR
7/16',OSB
8d
6"o.c.
12"o,c.
2x NONE
1 6"o.c.2x 2x (FLAT)
2 4"o.c.{2)2x 2x (FLAr)
3 3"o.c.{212x 2x (FLAT)
4 2"o.c. STAGGERED (2)2x 2x (FLAr)
5 1/2',PLYWOOD
OR
7/16" OSg
BOTH SIDES OF WALL
6"o.c.{2)2x 4x
6 4"o.c.4x 4x
7 3"o.c.4x 4x
8 2"o.c. 5TA66ERED 4x 4x
SUB NOTES:
A. V2' ANCHOR BOTTS W 7" MtN. EMBEDMENT, 48,'o.c. MtN.
B. 112'ANCHOR BOLTS W 7" MtN. EMBEDMENT,36,,o.c. MtN.
C. V2'ANCHOR BoLTS W 7' MlN. EMBEDMENT 16"o.c. MtN.
D. V2. ANcHoR BoLJs w/ 7'MlN. EMBEDMENT, s,'o.c. MtN.
E. {3)STMPSON URFP ANCHORS, (E) S|LL TO (E)
CONC STEMWALL SPACED EOUALLY
F. (2) STMPSON URFP ANCHORS, (E) S|LL TO (E)
CONC STEMWALL SPACED EQUALLY
SYMBOL
frlNorcXY!\
-\-sua NorE
GENERAL NOTES:
. STUDS @ 16"o.c. (TYP, U.N.O.). 8d NAILS: 0.131" x 2 1/2" (ALTERNATTVE: GAIVANTZED 0.113" x Z U2")
1 3/8" (MrN.) PENETRATTON. 3" x 3" x .229" WASHERS. 1/2,'ANCHOR BOLTS W 7" MtN. EMBEDMENT, T2''O.C. MIN, (TYP, U.N,O.)c (2) 2x @ PANEL EDGES NAILED ToGETHER W (2) 16d @ 6',o.c.
POST SCHEDULE
MARK DETAItS (lnteriorl DETAIIS (Exteriorl
PO (2)2x5 DFs2 POST N/A
P1 4x4 DF#2 4x4 HF#2 P.T
P2 4X6 DF#z 4X5 HF#2 P.T.
P3 6X6 DF#2 6X6 HF#2 P.T
P4 6X8 DF#2 6X8 HF#2 P.T
P5 GLB3.5x6,24F-V4
P6 GLB5.5x5, 24F-V4
l1-36G
GENERAL SCHEDULES USED IN CALCULATIONS
NOTE: 1) NOT ALL POSTS lN SCHEDULE MAY APPLY IO TH|S PROJECT
NOTES: 1) EXCEPTW HERE OTHERWISE PROTECTE D FROM FROSI
FOUNDATIONS SHALL BE EXTENDED BELOW THE FROST LINE OF THE
LOCA Ltry BUT NO LESS THAN 12' BELOW FtNtsH GRADE
2) NOT AtL FOOTINGS IN SCHEDUTE MAY APPTY TO THIS PROJECT
FOOTING SCHEDUTE
MARK DFTAI$
F-2.0 SQUARE By 8" THTCK (MtN) w/ #4 AT 8" O.C. EACH WAy,2'-A"x2'-O"
3" CIR FROM BOTTOM
F-2.5 SQUARE BY 8" THICK (MtN) w/ #4 AT 8" O.C. EACH WAy,
3'CLR FROM BOTTOM
2'-6"x2'-6"
F-3.0 3'-0"x3'-0" SQUARE By 8'THICK (MlN) w/ #4 AT 8" O.C, EACH WAy,
3" CLR FROM BOTTOM
F-3.5 3'-6"x3'-6" SQUARE By 12,'THTCK w/ #4 AT g" O.C. EACH WAy, 3" CLR
FROM BOTTOM
F-4.0 4'-0"x4'-0" SQUARE BY 15" THICK w/ #4 AT g" O.C. EACH WAy TOp
BOTTOM AND 2'' CIR FROM TOPAND BOTTO M,3'CLR FROM
F-4.5 SQUARE By 15" THTCK w/ #4 AT 8" O.C. EACH WAy TOp
BOTTOM AND 2" CLR FROM TOP
4'-6"x4'-6"
AND BOTTO 3'CLR FROM
F-5.0 SqUARE BY 18" THICK w/ #4 AT B', O.C. EACH WAy TOp5'-0"x5'-0"
D 2" CLR FROM TOPFROM BOTTOM ANANDBOTTOM,3" ctR
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ctluFl(
a) A3s CLIPS @ 48" O.C., TRUSS TO DOUBLE TOp PLATE
b) A3s CLtpS @ 24" o.c., TRUSS TO DOUBLE TOp pLATE
A35 CLIPS @ 6" O.C., TRUSS TO DOUBLE TOP PLATE @ FULL.HEIGHT LOCATIONS
MSTC28 STRAP, BEAM TO DJU.]LE TOP PLATE
LSTA3O STRAP, DOUBLE TOP I,I, ATE fI ) DOUBLE TOP 'LATE
LSTA3O STRAP, DOUBLE TOP P,I.ATE T,) R""F BEAM .
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COMPOSITION ROOF
ROOF PITCH: 9/12 & 4/12
OVERFIANG: 2{SOO
404(6)
TOP CHORD LIVE LOAD: 25 p$f
TOP CHORD DEAD LOAD: I ps{
BOTTOM CHORD OEAD LOAD: 7 psf
WIND LOAD & EXPOSURF: Vufi 120 mph - Exp. B
TRUSS TO PLATF CONNECI ION BY OTHERS
LAYOUT NOl TO SCALE
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BE'fiE IMI&UG IF6ES. reFq TO NWN{ ENGMEREDMU83 &WINS. T@TE THE IOP ANO BOTOM CHORDS, &DreE RWSES EffiANOY, AEE NdATED ON IHE '
Sre@ TRU$ &MGg IS WETSY ND PEMM
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FOLLOW MqECT ENGINEERS / ESNEAS NSreNOX ON TEIm,Hffi MmULLSW Y&Orc.
6
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C. LOAOSA&LNOT BE SS%NM FrcM T* BONd CHODS
OF TRUS6ES INEsS THE TRUSSES H^E BEEN ESIqEDMSELY CAMY THE @IO LO&,
1, SE&SIB1 SUMMffiY STEEI FOR MNDLINO,INST&LING.resBINrc NIE@NYfuNG EQIffiTS.'
? sE€ ENOINffiEOhUSS mawrcs &o sumEomg-B3F@ PERNES MCNG R(OUNEWFS
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}|TI'{NUL+J ON TBUSF tNJ., INDIC+iI,LEFr END oF TRUSS oN coRREsPoNDING ENGINEERING sYeEr
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1:_1,--__-
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Engineering
Re: J1042931
Chase, Don
Tri-State Engineering, Inc'
12810 NE 178th Street
Suite 218
Woodinville, WA 98072
425.481.6601
The truss drawing(s) referenced below have been prepared by Tri-State Elgineering under my direct supervision
based on the pararneters provided by The Truss Company (Eugene)'
Pagesorsheetscoveredbythis seal: 112946485 t}l.tlll2946491
My license renewal date for the state of Oregon is December 31,2020.
€.
r1822PE
oEEgoN
August 29,2019
TerryPowell
The seal on these drawings indicate acceptance ofprofessional engineering responsibrLty solely fo. the
f;uss components shown- The suitability and use of this comFonent for any parlicular building is the - -
responsibility of the building designer, per ANSVTPI 1.
1t16t82
lrruss
leor
ee
lTruss TvDei''
IcABLE
lQty lPIyl,l1Job
J1042931
2-O-O 91G4
g.oo F2-
gx& //
1.5x4 ll
41G.9
lD:Yl
+1G9
'10
3-9-3
8x8
14
15x4 ll
8xg \\ r.sx4 ll,, ra 1.sx4 ll
3x4 \\
17
'18
22 21 2019
4x5 ll 1.5x4 ll
Scale = 1:88.8
.t1
12
1.sx4 Il
sTl
43x4 //
3
2
Jd
1
od
2726 25 24
4x5 ll
1.sx4 ll 1.5x4 ll
1.sx4 ll 1.5x4 ll
302928333r'.
3-1G4
Plate offsets (X,Y)- [2:0-1-8,0-1-8], [17:G1-8,G1-81, [19:0-]8,0-1-81, [20:0-3-8,G1-81, [21:0-3-8,G.1-81, [22:0-]0,G2-01, [24:0-3-0,G2-01,
LOADING (psi)
TCLL 25.0
(Roof Snow=25.0)TCDL 8.0BCLL O.O
PLATES
MT2O
LUMBER.
TOP CHORD
BOT CHORD
\A/EBS
OTHERS
BO'r vh(>Frlr
\A/EBS -'
2x1 0 DF SS *Except*
T1,T4:2x4 DF No.2
2x12 DF SS
2x4 DF Stud *Excepl'
W4:2x4 DF No.2
2x4 DF Stud
BRACING.
TOP CHORD
BOT CHORD
.IOINTS
GRIP
2201lgs
Weight:312|b FT =2O%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals..
Rigid ceiling directly applied or 6-G0 oc bracing, Except:
1 o-o -o oc br acin g: 22-24.
'l Brace ai Jt(s): 28, 30, 31, 34, 36
recommends that Stabilizers cross
be installed during truss erection, in amordance with Stabilizer
REACTIONS. AII bearings 2&0-0.
(lb)- MaxHoz 27=337(LC7)
Max Uplift All uplift 100 Ib or less at joint(s) 24, 22 excepl 27 :178(LC 9),
'I s=- 1 s 1 ( LC 8), 2s:1 s I 4(LC 1 s)' 21 --1 2,24{Lc 1 5)
Max Grav All reaciions 250 Ib or less at joint(s) excePt 27=999(LC 1), 24=161s(LC
1s),22=1322(LC 15), 19=sss(LC 1), 1s=955(LC 1)' 26=sss(LC 15),20=586(Lc
15)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORti 2-3:714t166,*4:665/166,4-5--5921185,5-6-7561225,6'7-4991128,74:415132,
8-9:368i143,9-1O--A75t144,1o-11:4221133"11'12:5081129'12-13*7431236,
1s-14:51512o3,1a6:j5j/-zr)7,1$16:657i18'1,16.17=-7131180,2-27=-1031h75,
17-19=-.C88/185
2&121:g2r-t21r3,25-26:I.22293,24-25=-32i,293,2T24=-1021535,22-23:1021535
$24=-39'01168, 1T22=-ttt,!L42,2-32:86/638,31-32=-9316e1,24-31=-1o1t7s4,
22-3s-1 191791, 35-36-1 071675 36-37=-1 00i652, 17 -37 :97 1622
NOTES-
1) Vvind.ASCE 7-10; Vun{2odph (}seco!d gu-st) Vasd=gsmph; TCDL=4.8psf: BCDL=4.2psfi h=25ft; Cat. ll; Exp B; Enclosed;' UVifnsiinv"fopelg:tle e-rd zon"; ".niil"r"i Un
"nd
right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
gripDOL=r.60 : ----
2) irsc Cesigned for iind l6a-ds in the phn3r:t:6.truss only. For studs exposed to wind (normal to the face), see Standard lndustry
Gable Errd Details as appticable, or mnsull qualified building designer as per ANSIiTPI 1'
3) TCLL: ASdE 7-10; Pf:25.0 pif (flat roof in-ow); Category ll; Exp B; Partially Exp.; Ct=1.10
ai 1.rt omi nas been dcsgnr+{or greatcrdrrflifi rcof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
nSryto3cuTent with olher live-loads.
5) lJ plates."e 3x6 MT?lalnles'c otheMise indicated.
6) GaDE stilds spacedall--4iqdc.
7i This truss has been dJsigned for a lO.o psf bottom chord live load nonconcunent with any other live loads.
ai . This truss has been deiigned for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2{-0 wide
c;rfti{,Iu&EPffdbtbe bottom chord and anv other members' with BCDL = 7 opsf'RENEYU$: 12t31t2o
August 29,20'19
Matrix-SH
CSI.
TC
BC
\/B
0.30
0.20
0.39
. in (loc)
4.06 22-24
4.O9 22-240.00 22
Ydefl
>999
>999
nla
Ud
360
240
nla
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
SPACING. 2-O-O
Plate Grip DoL 1.15
Lumber DOL 1.15
Rep Stress lncr YES
Code lRC201s/TP12014
1t16t82
A
theTRUSSco. tlic.
112946485
7
6
lnstallation ouide-
connectors.
eteclor.Compon6nt
Job
J'1042931
lTruss
loo,o.
lrruss
rype
IGABLE |l*
NOTES.
9) Provide mechanical conneclion (by others) of truss to bearing plate capable ofwithslanding 1 00 lb uplm atjoint(s) 24, 22 except (jt=lb) 27=178, 19=191,25=1514,
2'l=1224.
10) This fuss has large uplift reaction(s) from gravity load case(s). Proper connec{ion is required to secure truss against uPward movemenl at the bearings. Building designer
rnust provide for uplift reactions indicated.
'1 1) Attic room checked for U360 deflection.
LOADCASE(S) Slandard
1fu WnnUWA -Ve,itydoslsn paEmBbB ild READ NOTES ONTHTSAND TNCLUDED MnEK REFERENaE PA9E Mtl-7479 BEFORE USE
Oesign validfor use onlywith MiTek connectors. This design is based only upon paEmeteE shown, and is foran individual blilding @mponent
Applicability of design paramenteE and proper incorpoEtion of component is respoNlbility of building dBsignor- not truss deslgner, BEcing shown
is for lateEl supporl of individualweb hembe6 only. Additional temporary bEclng to insure stability dudng @nstruction is the respoGibillity of the
eEctor AddltrbnalpemanentbEcingoftheoveEllskuctlreistheresponsibilityofth6buildlngdesigner.ForgeneElguidancercgarding
tabdcarion, quality conml, storage, delivery, ercctjon and bEcing, consulr ANSUTPII OualityCdisda, DSBJg and BGSI1 Building Component
Safety lnbmadon available frm Truss Plate lretitute, 583 D'Onofrio Drive, Madison, Wl53719.
A
theTRUSSco.wc.
112946485
Job
J1042931
lTruss
l*,
lTruss Type
l^*
lotv
t,'
Ply
1
s7 402
2x1 0 DF SS 'Except'
Tl,T4: 2x4 DF No.2
2xl 2 DF SS
2x4 DF Slud *Except'
W4:2x4 DF No.2
2-S0 t1G4 4-3-3 41G9 +10-9
8xg =
BRACING-
TOP CHORD
BOT CHORD
JOINTS
4-+4 2-0-0
S@le = 1:83.1
g.oo FZ-
3x6
6
gxg //8x8 \\
7
4x5 2
2
4x5 \\
14
3xo ll 5x12 Il
't2
10x10 =5x12 ll 3x6 ll
10
o
PLATES
MT2O
GRIP
2201195
RENEWS:12131120
August 29,2019
LOADING (psf)
TCLL 25.O
(Roof Snow=25.0)TCDL 8.0BCLL O.O
LUMBER.
TOP CHORD
BOT CHORD
\A/EBS
Weight: 272 lb FT = 2Oo/o
Structural wood sheathing directly applied or +8-1 1 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Brace at Jt(s): '15
Mffek recommends that Stabilizers and required cross bracing
be installed during lruss erection, in accordance with Stabilizer
Installation quide.
REACTIONS. (lb/size) 14=1506/G5-8 (min. c2-0), l0=1496/0-s-8 (min. G2-0)
MaxHorz 14:337(LCO)
Max Grav 14=1884(LC 17), 10=18s3(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-171410,34:1378158,4-5=4811219,5-64831237,6-7--1352161,7-8=-17'lolo,
2-1 4:2441 l0 , 8-10:228814
BOTCHORD 13-14=-316/303, 12-13=011331, 11-12=011331
\A/EBS 3-13--2271650,7-11:2171666,515:1455to,&15:1455/0,2'13=011802,8-11=011703
LOAD CASFjS) Standard
NOTES-
1) VMnd: ASCE 7-10; Vult=12omph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25fl; Cat. ll; Exp B; Enclosed;
MWiRS-(envelope) gable end zone; cantilever Iefl and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 Plate
gr?5Cl-=:1.60
2) TCLL: ASCE 7-10; PFzs.o rrsf (flat roof snow):tategory ll; Exp B; Partially Exp.; Ct=1.10
3) tiisir:tsslas beeriC-e:iircilfor greateiof min roof live,oad of 16.0 psf or 1.00times flat roof load of 25.0 psf on overhangs
nortrroncunentwilhotherlive loads. - -' - - -
4) Jhjs-t]ts-sjas been designed for a 1O.O psf botlgm chord live load nonconcunent with any other live loads.
Si .-fnis;rusi nas beenJesig,tod for a live load of 2o.Opsf on ihe bottom chord in all areas where a rectangle 3-6-0 tall by 2-G0 wide
wifl tlt between the Eojtgrn chj:rd and any other members.
6) Celhg dad load (5.1i p-sf) on membe(g. 3.4 &7, +15, 6-15; Wall dead load (5.0psD on member(s).+13, 7-11
7) bottom chord live l.f o r4o.o osF) and dddilo-naltottom chord dead load (10.0 psf) applied only 10 room. 1 1-'13
8) Attic room checkedjor U3e9 deflection.
15
1.sx4 ll
13:0-9-0.G2-81-1-12.0-1-81. t8:0-1-12.0-1-81, tl0:0-3-
SPACING- 2-0-O
Plate Grip DOL '1.1s
Lumber DOL 1 .15
Rep Stress Incr YES
Code lRC201s/TP12014
cst.
TC
BC
\A]B
Matrix-MSH
0.67
0.61
0.58
Verl(LL)
Vert(CT)
Hoz(CT)
Attic
in (loc)
4.32 11-13
4.45 11-130.01 l0
4.24 11-13
Udefl
>975
>683
nla
895
Ud
360
240
nla
360
DEFL.
7116'82
$ WeAAnrc - Vu,iry deitgn paahebB and READ NaTES ON f4ls AND TNCLUDED MmEK REFERENCE PAGE Mll-7473 BEFORE USE A
theTRUSSco.ntc.
I12946486
5
4
B
of
slructure is the
Madison, W 53719.
Compon€nt
112946447
Don
2
The Truss Co., Eugene,201
3x4 --
1.5x4 ll
5xl2 --
ST15
23
5x14 ll
27 26
STL
50/
+6-14
1.5x4 ll
4x12 '-
1.5x4 ll
lD:Yl
13-0-0
4-O-14
4x8 =
1.5x4 ll
B 9 .lO 11 12 4x12 --
13 'n
scale = 1:85.1
4.oo l,
4x16 //
25
5x14 ll
6
5x5 ll
23
4x1 0
4
15'to 5x5 ll
17
19
20
LI
d,
24
8x16 MT18HS =
,1
ll
32
ll 4x4 ll
ll 1.5x4 ll
1.5x4 = 31 35 30 42
1.5x4 ll 4x4 ll 1.5x4 ll 4x8 = 1.5x4
11.sx4 ll
1.sxa ll
'1.5x4 ll
2x4 ll
40
!!
(x,Y)- l2:o-
3-1U4
[4:0-5-1,GG12],[8:G+1,0-C12],[11:Gs1 ,G.s,12l
, [14:0-s-1,+0-121, [1 5:0-5-12,0-2-41, [1 6:0-5-1,0-0-12], [17:G5-1,G0-1 2], [1 8:0-]1'0-0-'121, ['19:o-1-12,0-1-12], [21:0-3-8,0-1-8], [22:0-3-8,0-1-81'
LoADING (pso
TCLL 25.O
(Roof Snow=25.0)
TCDL 8.0BCLL O.O
BCDL
LUMBER-
TOP CHORD
BOT CHORD
\ /EBS
Weight: 798 b Ff = 2Oo/o
Structural wood sheathing directly applied or 6-G0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 2-27, 19'21
1 Brace at Jt(s): 30, 31, 32, 34, 38, 39, 43, 48
GRIP
2201195
220119s
RENEWS: 12t31t20
August 29,2019
BRACING-
TOP CHORD
OTHERS
BOT CHORD
\A/EBS
JOINTS
REACTIONS. (lb/size) 27=223710.*8 (min.0-2-11),21=222410-5'8 (min. G'2-11)
MaxHorz 27=218(LCg)
Max Grav 27=5O41(lC 17), 21=a999(LC 1 7)
FORCES. (b) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-228610,3-4:2830/0,4-5:278010,S6=-1946/13,6-50=1924115'7-50=-18841'19'
7 -8=-1 4Ut55, 8-9:1428163, 9-10: l408/68, 10-11-140817 1, 1 1-12=-1428166'
12-13=-1466157, 13-14--195110, 1*15:19820, 15-16=-267310, 16'17=-283710'
17 -18=-28331O, 1 8-1 9:2308/0, 2-27 :510410, 19-21 --450610
BOTCHORD 24-25=U2535,23-24=A12535
! /EBS 25-28=-455/900, *28:368f947,23-29:5071638,1$29=41 9/665, 31-35:950/458,
30-35=-950/458, 30-42=-8581427, 32-42:8581427, 1 G30=0/678, 2'40=0/5968,
39*40=0/5534, 25-39=0/666'1, 2T47=016283, 47-48=015829, 4849=0/5860, 1 9-49=0/5387
7 -34-6431 17, 33-34:6451 17, 30-33:650/20, 7'31 =-57 1277, 5-38=-7371400,
31 4a:7 47 1392, 304'l :7 lslo, 41 -43:70210, 1 &43:700/0, 13-32=-81 1400,
32-45=-822360, 1 545:781 1364, ?40:17 2810, 2640=-234510, 16-47 =01497,
I I - 49:1 67 3 I O, 2249--2200 I o
NOTES.
1 ) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connecled as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows:2x12 - 2 rows slaggered at G.9-0 oc.
Webs connected as follows: 2x4 - 1 row at G9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (D or (B), unless otherwise indicated.
3) lMnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph: TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry
Gable End Details as applicable, or consult qualmed building designer as per ANSI/TPl 1.
"tl.fi3h!att?="nt120;
Pf=25'0psf (flatroof snow); catesoryll; ExpB; PartiarlvExp'; ct=1 10
2x4 DF No.z
2x1 2 DF SS
2x4 DF No.2 *Except-
\IE,\/w,\ 6,W4,\ ig,Wlo,Wl1:2x4 DF Stud
2x4 DF Stud'Except"
STl6:2x4 DF No.2
csl.
TC
BC
\/B
Matrlx-SH
0.46
0.99
0.86
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
Attic
in (loc)
4.40 23-25
452 2!25
0.0'l 21
4.U 23-25
Ydefl
>775
>589
nla
623
Ud
360
240
nla
360
SPACING. 2.GO
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr NO
Code lRC2015/TPl2014
\ Weattwa - V.ny dBEn paametrJg ild R^D NoTEs oN THts AND \NaLUDED MTTEK REFEREN,E PAGE Mll-74n BEFoRE USE-
Design valid for use only with MiTek dnnectoE. This d6sign is based only upon parahete6 shown, and isforan individual buildlng component.
Applicability of design paramenterc and proper incorporation ofcomponent is responsibility ofbuilding designer- not truss desloner. BEcing shown
is for lateral suppon of individual web hembers only. Additional temporary bracing to insure stabllity during construction ls the responsibillity of the
erector. Additional pemanent bccing o, th6 overall structure is the responsibility of the building designer. For genecl gurdance reg?rding
fabricadon, quality ;ontrol, storage, d;livery, erection and becing, consult ANSUTPII Ouality Cdt€da, DSB49 and BCSII guilding Conporent
Safuty lnMadon available iiom Truss Plate lnstitute,583 D'Onofrio Drive, Madison, wl 53719.
A
theTRUSSco.INc.
lTruss
l^*o*
Job
5
PLATES
MT2O
MTl8HS
iii us2
lrruss
Type
IGABLE
tov
t,
I TUSS
042S31
2
The Truss Co.,
NOTES.
2019 2
lD:Y1
6) Unbalanced snow loads have been considered for this design.
7) This truss has been designed forgreater of min roof live load of 16.0 psf or 1.00 times flat roof load of25.o psfon overhangs non-concunent with other live loads.
8) All plates are MT20 plates unless otheMise indicated.
9) All plates are 3x6 MT20 unless otheMise indicated.
10) Gable studs spaced at 1-4-0 oc.
'1 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
12) 'This truss has been designed for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-GO wide will fit between the bottom chord and
any olher members.
13) Ceiling dead load (5.0 psf) on member(s). 28-31, 31-35, 30-35, 3G42, 32-42,29-32; Watt dead toad (s.Opsf) on member(s).25-28, 23-29
14) Bottom chord live load (40.0 psf) and add'rtional bottom chord dead load (10.0 psO applied only to room. 23-25
15) Attic room checked For U360 deflection.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Ptate Increase= l.1 5
Uniform Loads (p[)
Vert: 1-2=-66,2-10=-66,'t0-19=-66, 1s.20=-66,25-27=-69(8:SS),23-2s=-89(B:s5),21-23:69(B:55),28-29=_10
Dr ag : 25-28 -- 1 O, 23 -29 : 1 0
-;
\ WnnUWO - V"rtty dostg| pa@mebg and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE Mlt-747i BEFORE USE.
Design valid for use only with Milek connectoc. This design is based only upon parameters shown, and is for an individual building component-
Applicability ofdesign paEmenters and proper incorpo€tion of component is responsibility of building designer - not buss designer. Bracing shown
is for lateral suppoft of individual web members only. Additional temporary bracing to insura stability during conskuction is the responsibillity of the
erector Additional psmanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabdcation, quality control, storage, delivery, erection and bracing, consull ANSIfiPIl Ouality Critolia, DSB-89 and BCSI1 Building Componont
Safety lnlomatlon available fron Truss Plate lnstitute. 583 D'Onofrio Drive. Madison, Wl 53719.
A
theTRUSSco.rxc.
lTruss
lo*
lTruss
lype
lcommon ly l* 1
Job
J1042931
8.240 s Jul '14 201 I tvlilek
lD:Y1
2$S0
2-0-a 6,2-14
n.oo @
4x5 ll
BRACING.
TOP CHORD
BOT CHORD
1.5x4 //
18
Scale:'1,/4"=1
7
1.5x4 \\
17 53
2
l,AN
$
10
3x4 =
9
3x6 =
I
3x4 =3x5 --3x5 --
Offsets
LOADING (psf)
TCLL 25.0
(Roof Snow=25.0)TCDL 8.0
BCLL O.O 'BCDL 7.O
PLATES
MT2O
LUMBER-
TOP CHORD
BOT CHORD
\ iEBS
2x4 DF No.2
2x4 DF No.z
2x4 DF Stud
Weight:102 lb FT =2oo/o
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
recommends that cross bracing
be installed during truss erection, in accordance with Stabilizer
GRIP
2201195
RENEWS:12t31t2o
August 29,2019
REACTIONS. (lb/size) 2=11721G.*8 (min. G1-8), 6=117?J0-5-.8 (min. G1-8)
MaxHoz 2=71(LC 10)
Max Uplift 2:227 (LC 6), 6--227 (LC 7 )
FORGES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-240'lB5A,3'17:20871276,4-17:20161294,4-18=-20161294,5-18='20871276,
5-6=-240 1 /350
BOT CHORD 2-10-317 122'18, 9-'l 0:1 39/1 502, 8-9:139/1 502, &.8=-25412218
\/EBS +8=€9/687,5-8:5371187,4-10:89/687,3-10='5371187
NOTES.
1) \ /ind: ASCE 7-10; Vult=12omph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf: h=25fl; Cat. ll; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and righl exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 0
3) Unbalanced snow loads have been considered for lhis design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non-concunent with other live loads.
5) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
6) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-G0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical conneciion (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)
2=227,6=227.
LOAD CASE(S) Standard
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
in
-o.17
-o.29
0.07
(loc)
8-1 0
8-10
6
lidefl
>999
>999
nla
Ud
360
240
nla
SPACING. 2,4.O
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr YES
Code lRC2015/TP12014
cst.
TC 0.80
BC 0.56
\ its 0.23
Matrix-MSH
$ Wlanne - U.riU d4slgD paan@teE ed READ NOTES ON TH1S AND TNCLUDED MtfEK REFERENaE PAGE Mlt-742a EEFORE USE
Design valid for use only wilh MiTek connectore. This design is based only upon paBhete6 shown, and is for an individual building component.
Appli6bility of dasign paramenteG and proper incorporation ofcomponent is responsibility ofbuilding dasigner- nottruss designea. Bracing shown
is for lateral support of individual web mambeE only. Additional tempoEry bracing to insure stability during construction is the responsibillity ol the
erector AdditionalpermahentbracingoftheoveEllstuctureistheresponsibilityoflhebuildingdesigner.Forgeneralguidanceregarding
fabrication, quatity 6ntrol, storage, d;livery, erection and bracing, consult ANSUTPI 1 Ouality Critoria, DSBJ9 6nd BCSII Building Comporent
SaIeV lniomalion availabl6 fiom Truss Plate lnstilute, 583 D'Onofrio Drive, Ivladison, Wl 53719.
A
theTRUSSco.rxc.
4
6
7n682
E Truss Tvoe
1"o".=
"
I
lQty lPlyl,lJob
)1042931
2
Ihe Truss Co.,s Jul 14
13,0-0
2-GO 3-1G4
4
23
3x1 0
4-6-'14
4x6 =S€le = 1:81.6
4.oo F2 4x12 --
4x16 --
91011
6""7a
3x5 -\
.12eg 4x5 --
6x6 --
14
23 2 2't 20
4x5 ll
18
7x8 =
130-0
3x12 ll
4G.8
t.sx4 = i.sx4 Il 33 32 25 416 =/xu -1.5x4 ll
1.5x4 ll
1.5x4 ll
1.5x4 ll
17-2-A
24 28 26
3x8 ll
5x5 ll
l
SPAC|NG- 2-0-0
Plate Grip DOL 1 .15
Lumber DOL 'l-15
Rep Stress lncr NO
Code lRC20l5iTPI2014
cst.
TC
trU
\A/B
Matrix-SH
0.52
o.77
0.87
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
Attic
in (loc)
4.25 17-19
-0.33 17-19{.00 16
4.18 17-20
Ydefl
>876
>652
nla
1144
Ud
JbU
240
ola
JbU
l2:o-2-1 2,O-1 -81, [3:0-5-1,0-0-1 ,0-0-1 21, [7:0-5-1,0-0-1 2],[1 1 :0-2-8,0-'l -81, t13:o-2-4,0-1 -121
7:0-8-12
LOADING (psD
TCLL
(Roof
TCDL
BCLL
BCDL
25.0
Snow=25.0)
8.0
Weight: 690 lb FT = 20%
Structural wood sheathing directly applied or 4-7-5 oc purlins,
except end verticals.
Rigid ce,llng direclly applied o|l0-0-0 oc bracing.
1 Rowatmidpt 2-23,14-16
'l Brace at Jt(s): ?5, 26, 27, 28, 31, 32, 36, 37
7t16t82
GRIP
220t195
RENEWS: 12t31120
August 29,2019
PLATES
TTT2O
0.0
LUMBER-
TOP CHORD
BOT CHORD
\ /EBS
BRACING-
TOP CHORD2x4 DF No.2
2x12 DF SS
2x4 DF Stud 'Except*
\ 8,W10,W1,\42,W13,W5:2x4 DF No.2, W15: 2x6 DF No.2
2x4 DF Stud
BOT CHORD
\AEBS
JOINTSOTHERS
REACTIONS.(lb/size) 23=803/0-5-8 (min.0-'l-8), 16=1656/0-$8 (min. 0-1-13), 19=2031/o-5-8 (min, o.3.4)
MaxHorz 23=221(LC9)
Max Uplift 23:183(LC 6)
Max crav 23=999(LC 3), 16=3368(LC 17), 19=6075(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 5-6=-1 694/80, 6-38:1 706/83, 7-38=-'1 686/87, 7-8=-161?1105, 8-9=-177215,
9-10=-1818/11,10-11=-1764t18,11-12--1817120,12-39=-32571A,13-39=-3311/0,
13-'14=-6543/0, ?-23=-4041226, 1*16:258010
\ /EBS 20-29=-1279130, 5-29--1214143,27-33=011544,32-33=0/1 506, 25-32=0/1 506,
24-25=08075,24-28=013075,2G28=016O97, 14-26=016107, 11-25=01859,2-37=-1631257,
36-37=-1 66/290, 20-36--180t275, 17-26=o12745, 8-34=-2701233,31-34=-1 66/343,
3G31 =-2331 262, 2$30:209/31 6, $35=0/1 323, 27 -35=ol 1 283, 12-25:187310,
- _ _ : - - 12-28=011462, 13-28=-33-6?O l3-26=01249a,9-31:263/7. 7-27=01275
NOTFS---- ,--- :
1 ) z-ply trdss to be conneclet rogether with 10d (0.131"x3") nails as follows:
Top chords connected as follows: zxa -- ir6il itlz-o oc, zxo - 2 rows staggered at o-9-o oc.
EJtc,r.c;rords connected as follows: 2x12 - 2 rows staggered at 0-9-0 oc.
Vtb,bs donnected asjollo\rfl{r4 - 1 row at G9-0 oc.
2) All loads are considercdequ.ily applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
pryEormddlions have heen $ovided to jli-st:ibulepnly loads noted as (F) or (B), unless otherwise indicaied.
3) VllrJ:"ASS.E 7-10; Virltd20nph (3-se(,)nd Ed-t) Vasd=gsmph: TCDL=4.8psf; BCDL=4.2psf; h=25f1; Cat. ll; Exp B: Enclosed;
MVVFRS (envelope)lablgetd zone; cantilev-er lefl and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
,, +ng?5ht"ta for wind toads in tne ptlne otine iruss onty. For studs exposed to wind (normat to the face), see standard tndustry
q"be EnA oetails ac iR2lseEe, or cor:s,jllq.relijed building designer as per ANSI/TPl 1 .
5) TCLL: ASCE 7-10; Pf=25.0 pri (flat roorsnow): Category ll; Exp B; Partially Exp.; Ct=1.10
6) Un EalanceS snow loa(F-havqbeen consiAdredf6r this design.
7) Thi- '-1,.s has been Jesig"ed{or greater of min roof live load of 1 6.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with ofi gr li\,'e loads.
8) All plates are 3xO MT20 unless otherwise indicated.
9) Gable studs spaced at 1-4-0 oc.
Continued on palie 2
I wenunrc - viliry d*lgn paambB ild PiEAD NOTES oN fHtS AND INCLUDED MITEK qEFERENCE PAGE Mlt-7473 BEFORE ugE
Design valid for use only with MiTek connecloF. This design is based only upon paramete6 shown, and is for an individual building component-
Applicability of design paramenteE and proper incorporation ofcomponeht is responsibility of building designer- nottruss designer. BEcing shown
is for lateral suppon of individual web membeE only. Addilional temporary bracing to insure stabilaty during construction is the responsibillity of the
ereclor. Additional pemanent bracing of the overall skuclure is lhe responsibi,rly of rhe building designer. For general guidance regarding
fabrication, quality conrol, storago, delivery, erection and bracing, consult ANSyTPI 1 Quality Cdbria, DSBJg and BGll Building Compooont
Safotylnfomalid availablefromTrussPlat€lnstitule,583D'Ono{rioDrive,Madison,Wl537lg.
A
theTRUSSco.rxc.
5
lt
2
lTruss
lo*n*
lTruss TYPe
lnor.u
Job
J1042931
97402
lD:Y1
NOTES-
10) This truss has been designed for a 1O.O psf bottom chord live load nonconcunent with any other live loads.
1 t i . mis truss has been deiigned for a live load of 20.0psf on lhe bottom chord in all areas where a rectangle 3-5-0 tall by 2-0-0 wide will fit between the bottom chord and
any olher members, with BCDL = 7.0psf.
1 2) Ceiling dead load (5.0 psD on membe(s). 27-29,27-33,32-33,25-32, 2528, 26-28, 14-26; Wall dead load (s.opsf) on member(s).20-29, l 7-26
13i Boto; chord tive toaOiaO.O psD and additional bottom chord dead load (10.0 psf) applied onlyto room' 19-20, l7-19
14j provide mechanical connection iby others) of truss to bearing plate capable of withstanding 1oo lb uPlift at joint(s) except (it=lb) 23=183'
1 5) Attic room checked for U360 deflection.
LOAD CASE(S) Standard
'l) Dead + Snow (balanced): Lumber lncrease=1.15, Plate lncrease=l-'15
Unlform Loads (ptf)
ysX; 1-i=-66, Z-i1=-66,11-14:66, 14-15=-66,20-23=-69(F=-55), 17-20=-89(F:55), 16-17:69(F:55), 1+29=-10
Drag: 2G29: l0, 17'26:10
A
theTRUSSco. tl.tc.
laty lPlyl,l
is the responsibility
This
and of the
erectot Compon€nt
1042931
Truss Co.
LoADING (ps0TCLL 25.O
(Roof Snow=25.0)TCDL 8.0BCLL O.OBCDL 7.O
LUMBER-
TOP CHORD
BOT CHORD
\I/EBS
BOT CHORD
\ /EBS
lD:Yl
s Jul '14 2019
0-1
2&0-0
2&0-0
0-3-12
2-0-0
4x5 --
7
2019
Scale = 1:83.2
8-1-7
2-0-0 3-1 0-9
8x8 -\
4.oo 112
s.oo lit 3x4 --
3xoi=
4
18
8gxg //
3
3x5 //
2
14
3xo ll
13
4x5 ll
11
7xB =
3x6 Il sx6 ll
2x4 DF No.2 "Except"
T2:2x10 DF SS
2x12 DF SS
2x4 DF Stud -Except'
W4,\ E: 2x4 DF No.2, \Ar9: 2x6 DF No.2
BRACING-
TOP CHORD
BOT CHORD
\A/EBS
JOINTS
Weight: 275 lb FT = 2oo/o
Structural wood sheathing direclly applied or 4-4-3 oc purlins,
except end verticals.
Rigid ceiling dhectly applied or 6-0-0 oc bracing.
1 Rowal midpt 7-9.10-17
1 Brace at Jt(s):'15, 16, 17
Slabilizers and cross
be installed during truss erection, in accordance with Stabllizer
PLATES
MT2O
GRIP
220t19s
RENEWS: 12t31t2o
August 29,2019
REAcrloNs' (lb/size) 14=647to-5-B (min.0-1-8),9=1187/G.s-8 (min. o-1-B), 12=1zzzo-5-B (min. G.2-6)
MaxHorz i4=_344(LC B)
Max Uplift 14:131(LC 6),9:54(LC 7)
Max Grav 14=647(LC 1), 9=1a05(LC a), 1Z=ZZZ7(LC 21)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 2SO (lb) or less except when shown.
TOP CHORD 2-3=- l 66/268, 3-4:4881140, 4-18=-1a17 h06,5-1 8:951/.1 33, 51 9=-96A/1 36,
S.19=-1036/1 18, 6-7 =-17 17 1105, 2-14:321 t335, 7-9:949/1 39
13-14=-2081294
3-1 3=-1 060/231, 4-1 5=-36/869, 'l 5-1 6=-80/1 s31 , 1 6-1 7=-80/1 S31, 7-1 7=-80/1 53s,
2-13=-3321257, 5-1 5=0/3'1 3, 6-15=-797 175, 6-16=-72t312
NO;ES. ,
1) Wnd ASCE 7-10; Vu5:l20nlh (3-seqp-ndg:u-sqVasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft: Cat. il; Exp B; Enctosed;
N\"f,i6ienvelope)€abl&end zone; carnilever lefl and right exposed i end vertical lefi and right exposed; Lumber DoL=1.60 plate
grie DoL=1.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); edegory il; Exp B; partialty Exp.; Ct=1.,10
3) ljnDarancgd snow loads have-been considered fbr this design.
4) ThE 3ss has been'Jesig;tedfor greaier of min roof live load of 15.0 psf or 1.Oo times flat roof load of 25.0 psf on overhangs
non-concurrent with omer livsloads.
5) fii-s tnii 6as beenJesjgncd for a 1o.c is: botc.'n chord live load nonconcurrent with any other live loads.
6) * Tiistnr3r has been designed for a live loasoI 2o.Opsf on the bottom chord in all areas where a reclangle 3-Go tall by 2-o-o wide
wll_fit_[etween the b-ottorn-c]rord and a3y_ca-*rJlembers, with BCDL = 7.Opsf.
7) ceiling d',rad load (5.0 psD on memberpf 3-r,4-15, 15-16, 1G11,7-17; wail dead load (5.ops0 on member(s).$.13, 1G178) Bottom chdrd live load,(40.0 lsf) and addrtional bottom chord dead load (1 o.o psf; apptied oniy to room. 12-1a, jO-12
9) PcJi.ie mechanicaljq'}')Gc;Gl (by olh"r.)-.rttur.s to bearing plate capable of withstanding 1oO lb uptift at joini(s) 9 except (jt=lb)
14=131.
1 O) \iii ri,drc checked_frrJ_36G deftection.- -
LOAD CASE(S) Standaid- - -
6
4-0-8
/
d
17-2-a
4x4 ll
16
1.5x4 ll
1.sx4 ll
):0-3-8,0-1-81 [14:G3-8,0-1-8
SPAC|NG- 2-O-O
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr YES
Code lRC2015/TP12014
cst.
TC
BC
\A/B
MAtrix-MSH
0.55
0.53
0.97
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
Attic
in (loc)
4.21 10-12
4.32 10-12{.00 9
{.15 10-13
Udefl
>999
>687
nla
1418
Ud
360
240
nla
360
1t16t82
WARNING - vedfy deslgD paamebe 4d RFAD NoTEs oN rHE AND \N,LUDED MITEK R?FEREN1E 1AGE Mtt-74n BEF1RE usE.
Design valid for use only w,th Milek connectors. This design is based only upon pa.ametere shown, and is for an individual building component.
lotH.llY^:l_r_"-"SLf-"ramenleE and proper incorporati;n of compone;t is responsibitity of Duitding designer - not truss designer. Bracing shownlslorEteralsupponoflndividualwebmembereonly. Addilionaltenpo,arybracingloinsuresubilitydurinfconstructionisthe;esponsibiiliiofthe
1::1"-1-1d9lli111lETanenl bracing,of lhe overall structure is lhe responsibiliry of rhe buitding deiigner.ior generat guidance regarorngEDncaron, q ualw control. sloraoe. delivery,. erection a nd bracing, consulr ANSUTPI1 Quality Critrria, DSB49 and BCSI I BuIHing Compof,entSafety lntumadon avaiiabte fim Truss iitate tnstitute, 583 D'6;ofrt; Drive, Madtson, Wl S3719.
A A
theTRUSSco.rNc.
E-
lTruss Type
l*'.
lQty lPlyl,l1 112946490
lTruss
looro=
I
lTruss
Type
loe,".e IJob
J1042931
Ply
1
112946491
Chass, Don
Job Referen€ (ootional)
lD:Y1 FhpnwgueHTnLfqTxREMvylYoc-svFlndP
2&0-0
200-0
&10-0
e.oo F
6-2-6 0.1
16
Scale:1/8"=1'
2
l
I
l{
2x4 ll
u4 ll I
7
6xO -\
9 10 11 ST1€T12
4.oo 112 2-O-O
1€T14 3x5 --
17
12 3x4:-
w,tz
2x5 42
6
lx9 lz
ST'1 5
3x4 // 4
2524 23 22
3x6 ll 7xO =
2x5 ll
2x5 ll
21
7x6
20
2x5 ll 3x6 ll
/'v
6 t_.1
4-0-B
35 37 27
/
30 29 26
4xa ll
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc)
4.07 20-22
4.09 2G22{o0 19
Ydefl
>999
>999
nla
Ud
360
240
nla
SPAGING- 2-O.O
Plate Grip DOL 1 .15
Lumber DOL 1 .15
Rep Stress lncr YES
Code lRC2015ffPl20l4
cst.
TC O.74BC 0.20
\ /B 0.61
Matrix-SH
1-81,
2x4 DF No.2 *Except*
T2:2x10 DF SS
2x12 DF SS
2x4 DF Stud'Except"
W4:2x4 DF 24ooF 2.0E, V1E: 2x6 DF No.2, \ E: 2x4 DF No.z
2x4 DF Stud
[8:0-2-0,G0-01, [9:0-4-8,0-3-0],[20:0-3-8,0-1-0],
LOADING (psoTCLL 25.O
(Roof Snow=25.0)TCDL 8.0
BCLL O.O
BCDL 7.O
PLATES
MT2O
GRIP
2201195
RENEWS:12t31t2o
August 29,2019
LUMBER-
TOP CHORD
BRACING-
TOP CHORD
BOT CHORD
\A/EBS
JOINTS
Weight: 311 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
RigU ceiling direclly applied or 6-G0 oc bracing.
1 Rowatmidpt 17-19,20-28
1 Brace at Jt(s): 26, 27, 28, 30, 3'1, 34, 35
MiTek recommends cross bracing
be installed during truss ereclion, in accordance with Siabilizer
,,r.6,82
BOT CHORD
\A/EBS
OTHERS
REAGTIONS.All bearings 2&Go.
Max Horz 25:340(LC 8)
Max Uplift All uplift IOO lb or less at joint(s) 20 excepl 25:330(LC 61,22:268(lC
10), 19:217(LC 7),23--1612(Lc 171
Max Grav All reactions 250 lb or less at joint(s) 25 excepl22=2534(lC 21),
1e=s18(LC 1e), 19=457(LC 1), 20=1048(Lc 2),24=553(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excepl when shown.
TOP CHORD 3-4=-1591253,4-5:160/354,5-6:369/172, 6-42=7411172'7-42=-6811184'
7 -8=-7 1 41205, 8-9--731 1227, *10:6851223, 1G.l 1=72512?2, 1 1-12='737 121 5'
12-43=-7251203,1343--7461199, M4:8171222, 14-15=-8491222, 1$16:818/197'
16-17 =-8441 17 5, 2-25=-2a1 1293, 17-19:5441 178
BOT CHORD 24-25=-2os1295, 23-24:2091295, 22-23--2091295
\ /EBS 5-2?--9701338, e30:120/693,29-30:119/685, 26'29=-1181682,26-35=-1671765,
35-37=-1671765,27-37:1671765, 27-39=1671765,3*40=-1671765, 2840=-1671765'
28-41=-1671765, 17-41*1671765, 2-32:3321234, 31-32=-3so1246, 22-31=-3861272,
2&33=-88274,34-36=891252,36-38=-871254,13-38=-65/281,20-28=-4681153
NOTES.
1) Wnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2pst h=25ft; Cat. ll; Exp B; Enclosed;
lvl/VFRS (envelope) gable end zone: cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry
Gable End Details as applicable, or consult qualmed building designer as per ANSI/TPl I .
3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 0
4) Unbalanced snow loads have been considered forthis design.
5) This truss has been designed for greater of min roof live load of '16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non-concurrenl with other live loads.
6) All plates are 1x4 MT20 unless oiheMise indicated.
7) Gable studs spaced at 1-4-0 oc.
CJ;lfilEJSSn BaBp2en designed for a 1O.O psf bottom chord live load nonconcurrent wilh any other live loads.
(b)
I weenno - vu,;t daslga paanet,s ild READ NOTES ON mE AND \NaLUDED MnEK REFEREN,E PAGE MIt-7473 BEFORE UsE
Design valid for use onlywith MiTek connectors. This design is based only upon paEmeteE shown, and is for an individlal building component.
Applicability of design paEmenteE and proper incorporation ofcomponent is responsibility ofbuilding designer- nottruss designer. Bracing shown
is for lateral suppon of individual web membeE only. Additiona, tempoEry bracing to insure stability during conskuction is the rssponsibillity of the
erector. Additional permanent bracing of the oveEll structure is the responsibility of the building designer. For g-ene-ral guidanc6-reg-arding- .. -fdbricarion, quatity ionhl, sroEge, d;livery. erection and bracing, consult ANSUTPII Ouality Criteda, DSBJ9 and Begll Building Componenl
Salety lnfomadon available from Truss Plate lnslitute, 583 D'Onofrio Drive. Madison, Wl 53719.
A
theTRUSSco. nvc.
18
lTruss
l^oro.
I
JTruas
Tyee
lcesLe
lQty lPlyl,l1J'1042S31
t1294649'1
Eugene, oR 97402
lD:Y'l
NOTES.
9) " This truss has been designed for a live load of 20.0psf on the botlom chord in all areas where a rectangle 3-6-0 tall by 2-O-O wide will fit between the bottom chord and
any other members, with BCDL = 7.0psl.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 20 except 0t=lb) 25=330, 22=269,19=217,22=1612.
must provide for uplift reactions indicated.
1 2) Attic room checked for U360 deflection.
LOAD CASE(S) Standard
I W*MUA - Ve,ity deslgn paam*B a\d READ NOiES ON fHls AND INCLUDED MITEK REFERENCE PAGE Mlt-7473 EEFORE USE.
Design valid for use only with Milek connectors. Ihis design is based only upon parameters shown, and is toran individual building component.
Applicability of d€sign paramenters and proper incorporation of componenl is responsibility of building designer - nottruss designer. B€cing shown
isforlaleralsuppoilofindividualwebmembeEonly. Addilionaltemporarybracingtoinsurestabilitydurinqconstructionistheresponsibillifyofthe
erector Additionalpemanentbracingoflheoverallstructureistheresponsibilityofthebuildingdesigner.ForgeneElguidanceregarding
hbdcation, quality con[ol, stoBge, delivery, erection and bracing. mnsult ANSyTPI 1 Ouality Cdtoria, DSBJ9 and BCSII Building Componont
Safety lhiomatlon available from Truss Plate lnstilute, 583 D'onofrio Drive, Madison, Wl 53719.
A
theTRUSSco,ntc.
a c-
Numbering System
| 6-4-8 t dlmanelone Bhown ln ft.ln.elxteenths
JOINTS ARE GENERAI-LY NUMBERED/I-ETTERED CLOCI(\^fl SE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
ESR-131 1, ESR-I352, ER-5243, 96048,
9730, 95-43, 96-31, 9667A
NER-487, NER-561
951 1 0, 84-32, 96-67, ER-3907 , 94324
@ 2006 MiTek@ All Rights Reserved
O
WEBS
=
o
x.oIO
tLoF
o
E.
=O
ILoF
t
4
BOTTOM
8 7 o q
(Drawings not to scale)
2
TOP CHORDS
PRODUCT CODEAPPROVALS
ICC-ES Reports:
fl , Gqne,'al,$afety Notes
Failure to Follow Could Cause Property
Damage or Personal lnjury
1. Addi"onal stabill.y brduing for trusi sys.eml e.g.
diagonal orX-bracinr, is always ri:quired. See BCS|l.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or altemative T, l, or Eliminator
b.acing should be,cLniid6,€J.
3. Never:xceed the des'3n'rrdingi:hcwn and never
sta.ik r,,aterials on ina..;eq;ately b. acLd trusses.
4. Provide coples ofthis truss design to the building
dBsigner, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face oftruss at each
joint and embed fully. Knots and wane at.joint
locations are regulated by ANSIffPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPl 1.
8. Unless otheMise noted, moisture content of lumber
shall not exceed 19% at time offabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camberfor dead load deflection.
1 1. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be ofthe species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections notshown are the responsibility ofotheB.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. lnstall and load vertically unless indicated otherwise.
1 8. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
f--l r
PLATE LOCATION AND ORIENTATION
* Plate location details available in MiTek 20/20
soffware or upon request
IATERAL BRACI NG LOCATION
lndicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
Industry Standards:
ANSI/TPl1: National Design Specification for Metal
Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSIl: BuildingComponentSafetylnformation,
Guide to Good Practice for Handling,
lnstalling & Bracing of Metal Plate
Connected Wood Trusses.
L
Synnbols
BEARING
o-1/d'
1E;
PLATE SIZE
4x4
For 4 x2 orientation, locate
plates 0- 14d' from outside
edge of truss.
lndicates Iocation where bearings
(supports) occur. lcons vary but
reaction section indicates joint
number where bearings occur.
The first dimension is the plate
width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
This symbol indicates the
required direction of slots in
connector plates.
theTRUSSco. INc.
oooo
(oc{
o<)
@o
F-
oo
(oo
@
13-02-14
I!
o
)I I r t
@o<l
oooort
oooo{
oo
(oo
F-
oo
@o
\t
,04(6
TRIANGLES ON TRUSS ENDS INDICATE LEFT END OF TRUSS ON CORRESPONDING ENGINEERING SHEET
30-00-00
oooo
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ROOF'NOTES:
co[.4PostTloN RooF
RooF PIToH:9/12 & 4/12
OVERHANG: 2-00-00
TOP cHoRD LIVE LoAO: 25 psf
TOP cHoRD DEAD LOAo: 8 psf
BOfiOM CHORO DEAD LOAD: 7 psf
WND LOAD & EXPOSURE: Vult 120 mph - Exp.
TRUSS TO PLATE CONNECTION BY OTHERS
LAYOUT NOT TO SCALE
Uz!
a
5
GilEML NOES
I
IHIS ORAWNG PROMOESIRUSS DIMENSIONS ANO LOCATIONS ONLY
ANO SfrALLAWAYS AE USED IN CONJUNCTION WTH AFPROVEO
ARCHITECIUAL NO STRUCTURAL ORAWNGS
2
THE GENERAT CONIRATOR SHALL VERIryA[ OIMENSbNS IN
OISCREPANCIES TOTHE MANUFACTURER PRIOR TO FABRICATION,
3
TRUSSES ARE STREMELY FLEXIBLE UM[ ALL FORMS OF BRACIilG
ffiE IN PWEANO FNIENEO, FOR EREfrION AND ERACING
RECOMMENDATIONS, SEETHE ENCLOSED &SLB1 & BCSIE3
SUMMARYSHEETS,
BETORE INSTALLING TRUSSES. REFER TO INDIVIDUAL ENGINEERED
TRUSS ORAWNGS, LOATETNE TOPANO SONOM CHORDS, ANO
PUCE TRUSSES ACCORDINGLY, ARACE INDICAIEO ON THE
ENGINEERED TRUSS DFAWINGS IS MANOIIORY AND PERMANENT,
FOLIOW PROJECT ENGINEERS / DESIGNERS INSTRUCTION ON TIE
MWNS, NAILING AND OVERALLSWAY ARACING-
6
OO NOTCUT, DRILL, OR ALIER IRUSSES IN ANVWAYWIHOUT
WRIEEN AUTHORATION FROM TBE TRUSSCO& AUILOING SUPPLY,
THE CONTRACTOR ASSUMES SOLE RrcPONSIAI!frOF NY
&TERAT6N OFATRUSSWIHOIIWRIfrENAPPROVAT FROMIBE
TNUSSCO ' EUIIOING SUPPLY,
SUPERIMPOSEO IOAOS:
A, NO MATERhT SHALL BE STORED ON ATRUSS SYSTEM UNTILAIL
PERMANENT BRACING H6 BEEN COMPLETELY INSTALLED.
A. CONCENTRATEO ! UNI'ORM bAOS DUE IO CONSTRUCTION
ANODR ECUPANCYSHALL NOI EXCEED IHOSE SPECIFIED W
THE TRUSS OESIGilER AS TOWEIGHTANO LOCAIION,
C fOAOS SHALL NOT BE SUSPENDED FROM IHE BONOM CHOROS
OF TRUSSES UNLESS TAETRUSSES HAVE BEEil DESIGNEOTO
SSELY CffiRY THE APPLIEO LOAD-
1. SEE G!A1 SUMMARY SHEEY FOR H&OLING.INSTALLING,
BESTSAININC ANO TEMPORARY 8RrcING REOUIREMENTS.
2, SEE EilGINEEREO YRUSS ORAWNGS AND SUPPUED BCSIS3
FOR PERMANENT BRrcING REOUIREMENTS
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