628 DAYTON ST.PDFiiiiiiiiii lill
10834
628 DAYTON ST
TAX ACCOUNT/PARCEL NUMBER: ML��209LQDI�flbo
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS,,,-'10� -- Ubl 9 DETERMINATION: E]Conditional Waiver 0 Study Required yWaiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
I PERMITS
PLANNING DATA CHECKLIST DA
SCALED PLOT PLAN DA
SEWER LID FEE $: LID #:
SHORT PLAT FILE: LOT: qJ[D BLOCK: g(D
SIDE SEWER AS BUILT DATED'-DW 2-
, /I -
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
FROWS
L\TEMP\DST's\Fomis\Street File Checklist.doc
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OV ED4i
-CITY -OFE ON
121 5TH AVENtfE NOkT.H.7 98020.'.
PHONE: (425),771-0220- FAX: (4i5) -77 1-'02'2 1
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T ISSUED 6/19/2008,..,
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..S:
BUILDING PERMIT
Expilriti n Date: 6/19/2009
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Parcel N6:60434269600900'
PROPERT)"ONVNER
APPLICANT CONTRACTOIZ
ADAM & WHITNEY CORNELL
PAUL VAN SLYCK "VAN SLYCK ASSOCIATES,,INC..'.
628 DAYTON S7
PO BOX 13066 PO BOX 13066,,
PAUL )1.AN,SLYCK
EDMONDS, WA 98020-3432
EVERETT, WA 08206 E VERET T, WA, 98206
425-870-9412 425-876-9412
:JiCENSE #: VANSLA1021 DO. -EXP3 /IMQ09�,
JOB DESCRIvrION
NEW SINGLE FAMILY RESIDENCE WITH ATTACHED GARAGE, DECK AND COVERED PORCH.JWLOORHYDRONICBEAT�',
VALUATION:. $281,553
PERMIT TYPE: Residential
PERMIT, GROUP: 64 -Single Family Residence New
GRADING: Y CYD9-. 357
TYPE OF CONSTRUCTION: VB
RETAININGWALL ROCKERY: N
OCCUPANT GROUP: R3
OCCUPANT LOAD:
FENCE: W .(. 0 X 0 FT
CODE- 2006
OTHER: N ---;---- OTHER DESC:
ZONE: RS-6
NUMBER OF ST ORI ES: 2
VESTED DATE:
NUMBER OF DWELLING UNITS: I
BASEMENT: I ST FLOOR: 0 2ND FLOOR: 0
BA SE MENT: 0 1 ST FLOOR: 1436 2NU FL OOR7.1256
13RD FLOOR- 0 GARAGE- 0 DFCK. 0 OTHER 0
13 RD FLOOR. 0 GARAGE 668 DECK' 130 OTI-It-R-41
PERMITAPPROVAL
I AGREE Tb'COMPLY Wit H CITY AND srAt E LAWS REGUtAT ING CONStROCT ION AND IN -DOINGTH'E.WORk.AUTHORIZED.�
THEREBY,NO PERSON WILL -BE EMPLOYED IN NIOLATION'OFTHE LABORCODECIFTHE srATEOF.WASHIN.arONRELAT.'I'N6"T�,0.,.,,
WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27.
THI LICAT14 IS NOT A PERMIT UNTIL SIGNED BY THE. BUILDING OFFICIAL.011 HI'S(HER DEPI�,TYANqALL FEES.ARFj PAID.,
SAV
Qj eff
(_t)LL� c12_� CZ 114
Signature Print Name Date Releked By 134k
ATrENTION
ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE.OF .
OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10.
ARCMVE APPUCANT ASSESSOR
0711ER
STATUS: ISSUED tLD200801-7i
CONDITIONS
• Lot line stakes must be in place at the time of foundation/setback inspection.
• All new, extended; re -built or relocated electrical utility and/or service shall be placed -undergiburid,
• Installation, use and maintenance of equipment and components shall be per manufacturer's specifications, installation'.
instructions, and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector.
• Approval ofthis foundation design is conditional subject to inspection of existing she sod conditions..
Retaining Walls must be designed and constructed to resist the lateral pressure ofthe retained material.
Provisions must be made forthe control and drainag'eof surface wateraround buildings.'
• Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation, -
description. A label shall be.affixed to the whole house tinier control that reads "Whole'House V�ntilation" (see operating
instructions).
• Maximum Height 25 feet. Measured from average elevation of undisturbed sod at comers of extended building rectangle'.
Subject to field check by building department.
Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed.
In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot Water tanks. Per
UPC 608.
• Type B or L vent connectors required on fuel-buming appliances pass ing through unheated spaces. Per IMC 803.2
• Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309
• Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building.
• Gas pipe test nmst be observed by City Building Inspector, affidavits shall not be accepted.
• City approved plastic piping may be used in water service piping provided that where metal water service piping is used for
electrical grounding purposes, replacement piping shall b * e of like materials (UPC 604.8). A state electrical permit and
inspect ' ion is required if electrical grounding is aftered, rern bved, improved, or added. Contact State Dept. of Labor &
Industries Electrical Division at 425-290-1309.
• *Pre -inspection required.
*Street to be cleaned of debris.
*Side sewer must be capped at property line.
*Water Service must be disconnected from Water meter and or hose bib with AVB installed.
* Dump at approved dump she only.
*See demolition inspection checkfist on back ofjob card for inspection requirements.
• Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from
adopted codes, ordinances or policies must be specifically requested in Writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundabid.
Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
• Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff.
• Sound/Noise originating fromtemporary construction sites as a result"of construction activity are exempt fromthe.noise links
of ECC Chapter 5.30 only during the hours of 7:00amto 6:00pTon weekdays and 10-00amand 6:00pmon Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction s ites/activites must comply with the
noise hinits of Chapter 5.30, unless a variancebas been granted pursuant to ECC 5.30.120.
• Applicant, on behalfofhis orher spouse, heirs, assigns, and successors in interests, agrees to inderrinify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents firomany and all cla ims for damages of
whatever nature, arising directly or indirectly firomthe issuance fo this permit. Issuance ofthis permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinarice
provision.
48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220 ext.1326.
Installation, use and maintenance of equipment and components shall be per riianufacturdes so'ecificati6ns; installation
instructions, and applicable state codes. Provide manufacture's installation instructions o n she for Buflding Inspector.
Independent certified backflow tester to performtest on backflow assembly and.submit report to city.
Maintain erosion & sedimentation control per city sta ' ndards.
Maintain IV seperation between the sanitary side sewer and the Water service line.
Applicant shall repair/replace all damage to utilities or frontage. improvements in City right-of-way per City standards that is
caused by or occurs during the pennitted project.
INSPECTIONS
THIS PERMIT AUTHORIZES -'ONLY, THE WORK NOTED.� THIS PE�RMIT COVERS -WORK TO BE DONE ON. PRIVATE PROPERTY ONLY.'ANY"CONSTRUCTION '04 THE
PUBLIC DOMAIN �CURB.S, SIDtW'ALKS.,,DRIVEWAYS, MARQUEES, ETC.), WILL REQUIRESEPARATEPERMISSION.
PERM IT TIME LIMIT. SEE.ECDC 19.0 0.00 5(A)(6)�
CALL FOR IN-SPECTIONS
.7
���-IN'GlNEERING'(426)t771--021?0'EXT'. 1326' �lnft(42�5)'
—PUBUC WORKS (425) 771-025T—T PR&TRE4TMNT-(4-25) 672-5755 1;!KyCL ING (4?5) 2754801
When calling for an inspei�tion please leaw the following inf6raiation: Permit Number, JobSite-Address, Type , of Ins 66n bdh'g,
pec
Number, Da Prifere knd mbeth r-yo pre morning or a
requested, Contact Name and Phone te 11 fternoon.
• B-Erosion Control/Mobilization
• B-TraffiC Control
E-Stomi Connect to Stub
&Infiftration System
E-Footing Drain Connection
E-Driveway Form& Slope Ver.
Curb/Gutter Form
• E-Engineering Final
• B-Setbacks
• B-Footings
B-Foundation Wall
• B-Isolated Footings/Piers
• B-Retaining Wall
• B-Slab Ins ulation
• B-Plumb Ground Work
• B-First Floor Framing
• B-Plumb Rough In
B-Gas Test/Pipe
• B-Equipment-Mech
• B-Bderior Sheathing
• B-Shear Nailing
B-Height Verification
• B-Framing
• B-Wall Insulation/Caulk
B-Floor Insulation/Caulk
B-Ceiling Insulation/Caulk
B-Sheetrock Nail
B-Building Final
P-Planning Final
#.P20
City of Edmonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person- . preparing a Development
Permit Application for the City of Edmonds prior to
his/her submittal of the application to the City. -
The purpose of the Checklist is to enable City staff to
deterinine whether any potential Critical Areas are, or
may be, present on the. subject property. The information
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories, maps, or soil
surveys).
0
Date Received: 7 1 I'l I OY
City Receipt#:
Critical Areas File #:-CM QQJ00Iff
Critical Areas Checklist Fee:. $135.00
Date Mail6d to Applicant:
A property owner, or Ins/her authorized representative,.
must'fill out the checklist, sign and date it� and submit it..
to the City. The City will review the checklist, make ;a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map, along with the signed copy
of this form to, assist City staff in finding and locating the
specific piece of property descrit)ed on this form.. In
addition, the applicant shall include other pertinent
information .(e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and his/her/its heirs, and assigns, in consideration on t he processing of the application agrees
to release, indemnify, defend and hold the City.of Edmonds harmless from any and all damages, including reasonable
attorney's fees, arising fi-oni any action or infiraction based in whole or part upon false, misleading, inaccurate or
incomplete information fiirnished by the applicant, his/berlits agents or eniployees.
By my signature, I certify that the information and exhibits h 'th submitted are true and correct to the best of my
knowledge and that I am authorized to file thippWcation on the owner as listed below.
SiGNATuRE oF APPLicANT/AGENT /J DATE Z—
Property Ovmerls Authorization
By my signature, I certify that I have authorized the above Applicant/Agent to apply- for the subject land use application,.
andgrant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the:
purposes of inspection andpQ_sting qslKdant to this application.
SIGNATUREOF OWNER DATE ZZ I(OZO
I PLEASE PRINT CLEARLY 0
Own neani;
A DA—M COR
Name
Applicatnt Representative:
SIV
Name
D"'qx -7vlvl 13
Street Address Street Address
r- I U
iD /;q D'V i5;�5 0
city State Zip
-Tele phone: Z 55 — �-7 0Z3 (, -
Email address (optional):
t W4 - - E1,0(c
city State zip
Telephone:
Email Address (optional)- V(,ek S
#P20
CAFJileNoC-PA'?-'08 00 1
Critical- Areas Checklist
Site laormation (soils/ topography/hydrology/vegetation)
1. Site Address/Location: A i
2. Property MixAccount. Number 06'g.3q.zo�(aoo &o-
3. Approximate Site Size (acres or square feet): (P 0 )(. IZO 6600 5; F=.
4. Is this site currently developed? )( yes; — no.
- If yes; how is site developed? C"�-`nGLg"L.�Ay. MSIWA^(� A& 4t.AJ 0 (J't,�ZLCI�Cp
V 1
5. Describe the general site tDpography. Check all that apply.
Flat less than 5-feet elevation change over entire site.
Rolling. slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal
distance of 66-feet).
Hilly: slopes present on site of more than 15% ' and less than 30% (a vertical rise of 10-feet
over. a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water- Approx. Dep&-
7. Site contains areas of seasonal standing water: Approx Depth.
What season(s) of the year?
8. Site is in the floodway floodplain of aw.ater course.
9. Site contains a creek or an area where water flows across the grounds stifface? Flows are year-round?,
Flows are seasona I? Mhat time of year?
10. site jgpxjMqLiIj: forested meadow shrubs n-dxed
C—Iriban landsca—IW�wn, �shru�bsetc�
11. Obvious wetland is present on site
2.
3.
4.
S.
e Only
For City Staff Us
Plan Check Number, if applicable? AI/A
Site is Zoned?
S(:S mapped soil type(s)? Ca - kind ==,Aeae. R 4;Q I
Critical Areas inveWory or C�A. map inAicates Critical Area on site? G�Ar-
Site within designated earth subsidence landslide hazard area? Ato
DETERNMATION.
STUDY REQUMM WAMM
."�- 15�� vao/og
PLANNING DATA
SINGLE FAMILY RESIDENTIAL
STREET FILE
Name: JDate: L/ 0
-----------
Site Address: 6 0&-w �,A Plan Check #:
Project Description:
Reduced Site Plan Provided: E NO) Zoning. fS,
Map Page: ?-o 3 Lot: (YES Flag Lot: (YES Y"
---Corner
Critical Areas Determination zcg!b 9 00((f
El Study Required
W:::, ' aiver
SEPA Determination: S—o
kfcxempt
El Needed (for over 500 cubic yards of grading)
0 Fee 0 Checklist 11 APO List with notarized form
Required Setbacks
Street:
Side:
Rea r: f
Actual Setbacks
Street: r
Side: Side.- Rear.
/S—
Detached Structures: '6VO f
a
Rockeries:
FencesfFrellises: C�_
Bay Windows/Projecting Modulation:
El Stairs/Deck:
it
Datum Point:
/C , 4.
Datum Elevation: 160
Maximum Height Allowed:
Actual Height: 7�.3-7' (1-21.-7-7)
Other
Parking Required:
Parking Provided:
Lot Area:
Maximum Lot Coverage: 35% Proposed:
Lot Coverage Calculations:
ADU Created: (YES
Subdivision: AIA
Legal Nonconforming Land Use Determination Issued: (YES
comments
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16 7.
C4^ VLC�fos%(d - leo,-< c
C_ q6- 7 ftq,<
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Plan Review By:
APPLICATION
for
The City of Edmonds SIODE SEWER PERMIT EASEMENT No . ......................
....................
NEW CONSTRUCTION 0 REPAIRS 0
OWNER..... vAic A-tk- ......................... CONTRACTOR ................................................................................................... PERMIT No . ......................
aq
ADDRESS .... LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ........................................
-1 .............................................
NAMEOF ADDITION .........................................................................................................................................
0
""TREET FILE
7,::)
v
App'o"
0
DATE................................................ By ......................................................................
AT:
Fz-
Occupancy established by this cert
04
of
DE,P TMENT OF BUILDINGS
,,Akf'�'
PER INTERNATIONAL RESIDENTIAL COdtiSECTION RI 10
�A
:,..Building Pd rTit M 2008-0172
e: R:� Dwellino Units:
No. Stories: 2 Basement: N)A f Construction: VB
..............................
10
"U"
Owner of building: Adam & Whitney Cornell �4
on t d
The Single Family Residence at 628 Dayton St., Edm -ds'. WA ast ee ' nAnspec e and approved complying with the requirements of the
2006 edition of the International Residential Code as addo-te�q'by t 'i
g W."CitV.16 -thj up and division of occupancy and the use for which
the proposed occupancy is classified.
Issued this 6 TH day of April 2009
Chief Building Official
By:
STREET FILE
Any change of occupancy or use requires a Twilding permit and a new Certificate of Occupancy issued by the City of Edmonds Building Off lcial.
ewe
WEOSCIENCES INC.
�6 , technical & Pavement Engineering - Hydrogcology - Gcoenvironinctital - Inspection & Testing
STREET FILE
August 21, 2008
HWA Project No. 2008-030-21 E�c y1` L)OO 7
Van Slyck Associates, Inc.
P.O.Box 13066 REVISION
Everett, WA 98206
AUG 2 2008
Attn: Mr. Paul Van Slyck DEPARTMOdT
cp EMMDS
.IUWQ
Re: Review of Design Alternative for Infiltration Trench
RESIDENTIAL REDEVELOPMENT
628 DAYTON STREET
EDMONDS, WASHINGTON 98020
Dear Mr. Van Slyck:
In accordance with your request HWA GeoSciences has undertaken and completed a
review of an alternative. design proposed for construction of the on -site storm water
infiltration trench system. As originally conceived, the on -site system would consist of a
trench or trenches excavated into native soils that are lined with filter fabric and contain a
4-inch diameter perforated plastic pipe encapsulated in washed gravel, as recommended
in our report entitled 'Tercolation Testing and Facility Sizing Residential Redevelopment
628 Dayton Street Edmonds, Washington 98020 ", prepared on April 23 d 2008.
Currently, you are considering using a "green" alternative in which E-Z-Flowe
"Aggregate Bundles", which are made from recycled materials, are used in place of
mined. natural aggregate, as depicted on Figure 1, which was provided our review.
Based on our review of the technical inforination presented on the E-Z-FLOW website,
we understand that the EZ"FLOW ' "Aggregate Bundles" consist of expanded polystyrene
aggregate that has been wrapped in tubular polyethylene netting producing standard 12-
inch diameter logs or "bundles" that are highly permeable and appear to be an equivalent
alternative to washed rock. We consider the use of "aggregate bundles" in lieu of
wash6d.,�
rock to be acceptable in this application with the following provisions;
That the 30-inch depth shown in the detail on Figure I (attached) be considered a
minimum depth. The bottom of the trench(s) should extend down to the top of the
suitable native receptor soils, which are located approximately 2.5 to 4.5 feet
below grade in the west side and front yard, respectively as detailed in our
previous report.
0 The minimum required trench bottom area remains as 145 square feet.
19730 - 64th Avenue
Trenches are not to be installed directly below or within 10 feet of
residential structures. Lynnwood,
21
August 21, 2008
HWA Project No. 2008-030-21
CONDITIONS AND LIMITATIONS
We have conducted this alternative design review for the client Mr. Paul Van Slyck and
the property owners, Adam and Whitney Comell, for use in pen-nitting the proposed
residential redevelopment. Experience has shown that soil and ground water conditions
can vary significantly over small distances. Inconsistent conditions can occur between
explorations and may not be detected by a geotechnical assessment of this limited scope
and nature. Accordingly, we make no warranty expressed or implied that subsurface
conditions throughout this site will be as observed at our exploration locations. Should
conditions be found to vary significantly from what we have described during future
construction operations on site, we should be notified immediately so that we may review
such findings and the applicability of our recommendations to the development being
proposed.
Our scope of work did not include environmental assessments or evaluations regarding
the presence or absence of wetlands or hazardous substances in the soil, surface water, or
ground water at this site. HWA does not practice or consult in the field of safety
engineering. We do not direct the contractor's operations and we cannot be responsible
for the safety of personnel other than our own on the site; the *safety of others is the
responsibility of the contractor. The contractor should notify the owner if any of the
recommended actions presented herein are considered unsafe.
C) +
If you have any questions regarding this proposal, or need additional information, please
do not hesitate to contact us.
Sincerely,
HWA GeoSciences Inc.
J,�R�C, -
Steven E. Greene, L.E.G.
Engineering Geologist/Vice President
Attachments:
Figure I Detail for Infiltration Trench using EZ-Flow Aggregate Bundles
628 Dayton Street -Trench Material Review 2 HWA GeoSciences Inc.
AUG-1,?-2008 03: 15P FROM:
A
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TO:7742714
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Traffic Control Plan
Cornell Residence
628 Dayton
#2008-0172
Alley Closure;
• During times of closure the alley will be coned off at the property lines
only.
• Alley closure will be for short time periods only.
• The alley will be closed during excavation for the driveway.
• The existing sewer line will be reused, therefore the alley will not Pe
excavated.
Dayton Street;
• There is no need for lane closure on Dayton street.
• Curb replacement will require working in the parking strip.
• Road Construction signs and cones will mark the parking strip
Closure.
• There is no lane diversion planed at this time.
STREET FILE
0 ---1 "4-JN-
0 oW-4��IZ2
December 2000 Page 6H- 17
Figure 614-6- Shoulder Work with Minor Encroachment (TA.6)
9,*-f-MA)
1- 17-
HER'
—A7
J6
M
_HV
STREET F11
Z�
-4
'A
Dayton Street;
Curb replacement will require
working in the parking strip.
Road Construction signs and
cones will mark the parking strip
closure.
There is no lane diversion planed
at this time.
There is no. need for lane closure
on Dayton street.
qr
I Typical Application 6
Note: See Tables 61-1-2 and 6H-3
for the meaning of the
symbols and/or letter
codes used in this (igure.
A]
APPROVED AS NOTED
EN INE RINGS.L. 6H.01
Date:
VI
E
0
December 2000
Figure 6H-28. Sidewalk Detour or Diversion (TA-28)
Typical Application
Note: See Tables 61-1-2 and 6H-3 for the meaning
of the symbols and/or letter codes used in
461- 4'.
Vulu.
ArrnuvtU Ab NUltU
,BYEN NEE ING
Date:
V
Page 61-1-61
Sect. 6H.01
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1� 4'""6
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS,WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
*PERMIT MUST BE POSTED ON JOBSITE*
STATUS: ISSUED ENG20080329
SIDE SEWER PERMIT (I -Single Family)
Permit Number: ENG20080329 Expiation Date: 6/19/2009
Job Address: 628 DAYTON ST, EDMONDS
PAUL VAN SLYC K
PO BOX 13066
EVERETT, WA 98206
PAUL VAN SLYCK
PO BOX 13066
EVERETT, WA 98206
425-870-9412
LICENSE #: VANSLA1021 DO EXP:
•
•
JOB DESCRIPTION
IREPAIR N PROPOSE TO REUSE LATERAL LID NUMBER-
CRfNDERPUMP N I PROPOSE TO REUSE SIDE SEWER
REPLACE OUSTING SIDE SEWER TO NEW SFR
N
N
E,,kSEN'IEN'I'INFOR'i%'1A'I'ION
I PROJECT CROSSES OTHER PRIVATE PROPERTY
I VERIFICATION OF RECORDED EASEMENTS COMPLETE
1ADEMATTY- The Applicant has signed an application which states helshe holds the City ofEdmonds harmlessfrom injuries,
damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City ofEdmonds or
any ofils departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and
atiorneyfees by reason ofgranting this permit.
CALL DIAL -A -DIG (1 -800-424-5555) BEFORE ANY EXCAVATION
CALL FOR INSPECTION (425) 771-0220 EXT. 1326
24 HO UR NOTIC E RFJQ UIRED FO R ALL INSPECTIO N REQ UESTS
THISAPPLICAT'ION IS NOTA PERNUTUNTIL SIGNED BYME CITY ENGINEER OR HISMER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN
SPACE PROVIDED.
Printed: Friday, Auizust 22, 2008
-2- --,-? / 6
DATE
El FILECOPY ;<[E�FECTOR COPY F� APPLICANT COPY
STATUS: ISSUED
ENG20080329
• Refer to City of Edmonds Side Sewer Information handout for approved pipe materials, inspections and other requirements.
• A 6" cleanout with 12" locking cast iron lamphole cover is required at the property line.
• Maintain 10'separation between the sanitary side sewer and the water service line.
• &Sanitary Side Sewer Inspection
• FEngineering Final
PARTIAL INSPECTION DATE: INITIAL:
PARTIAL INSPECTION DATE: INITIAL:
FINAL INSPECTION APPROVED DATE: INITIAL:
NOTES:
NOTES:
.101 - . - YOE
OV ED41
un
CITY OF EDMONDS
121 ST H AVENUE NORTH - EDMONDS,WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
*PERMIT MUST BE POSTED ON JOBSITE*
STATUS: ISSUED ENG20080328
RIGHT OF WAY PERINI IT (I -Single Family)
Permit Number: ENG20080328 Expiration Date: 6/19/2009
Job Address: 628 DAYTON ST, EDMONDS Location:
APPLICANT CONTRACTOR
PAUL VAN SLYCK PAUL VAN SLYCK
PO BOX 13066 PO BOX 13066
EVERETT. WA 98206
EVERETT, WA 98206
425-870-9412
LICENSE #: VANSLA1021 DO EXP:
UTILITY WORK WITHIN THEALLEY/ REPLACE CURB/GUTTER ON DAYFON
DISRIJPTION INFORiNIATION
ASSESSED VALUE: $0.00 PROPERTYAREA: 0
SIDEWALK: (OXO) DURATION IN MONTHS: 0 FEE: $0.00 STREET DISRUPTION TRENCH CUT: (OXO)
PARKING: OX0 DURATION IN MONTHS: 0 FEE: $0.00 YEAR OF OVERLAY- 0 FEE: $0.00
ALLEY: OX0 DURATION IN MONTHS: 0 FEE: $0.00
INDEMATTY- The Applicant has signed an application which states helshe holds the City ofEdmonds harmlessfrom injuries,
damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City ofEdmonds or
any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and
atiorneyfees by reason ofgranting this permit.
THECONTRACTOR IS RESPONSIBLEFOR WORKMANSHIP AND MATERIALS FOR A PERIOD OFONEYEAR FOLLOWING THEFINAL
INSPECTION AND ACCEPTANCEOFTHEWORK.
• Traffic Control and public safety shall be in accordance With City regulations as required by the City Engineer. Every flagger must
be trained as required by (WAC) 296-155-305 and must have certiflcation verifying completion of the required training in their
possesion.
• Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City approved
material prior to the end of the workday- NO EXCEPTIONS.
• Three sets of construction drawings of proposed work are required with the perrnit application.
CALL DIAIL�A-DIG (1-800-424-5555) BEFORE ANY EXCAVATION
CALL FOR INSPECTION (425) 771-0220 EXT. 1326
24 HOUR NOTICEREQUIRED FOR ALL INSPECTION REQUESTS
THIS APPLICATION IS NOT A PERMTUNTIL SIGNED BY THE CITY ENGINEER OR HISMERDEPUTY: AND FEES ARE PAID, AND RECEIPTIS ACKNOWLEDGED IN
SPACE PROVIDED.
13Y
Printed: Friday, A
5/Z ?-/09 —
DATE
El FILE COPY tl�� �RCOPY EJ APPLICANT COPY
STATUS: ISSUED
ENG20080328
• Restore ROW to City standards
• Restore Landscape to like or better conditions.
• Call for locates of underground utilities prior to any excavation.
• Alert affected residents and/or businesses prior to work start.
• Conform to approved working drawings and Traffic Control plan.
• Public utilities maintain 5'separation firomCity Utilities.
• Verify clear bore crossings
• Utility patch restoration to be in accordance with Edmonds Standard detail E2.3
• Maintain erosion & sedimentation control. Keep street clean.
• Construction hours are Monday -Friday 7arn-6pm and Saturdays I0am--6pm. No work on Sundays or Federal Holidays.
• Call for required inspections as noted.
• Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is
caused by or occurs during the permitted project.
• B-Traffic Control
• E-Curb/Gutter Form
• E-Engineering Final
PARTIAL INSPECTION DATE: INITIAL: NOTES:
PARTIAL INSPECTION DATE: INITIAL: NOTES:
FINAL INSPECTION APPROVED DATE: IN[lTIAL:
EDM 0848
mg--61701"�
Structural Design Associates
North Star Building
2210 Hewitt Avenue, Suite 401
Everett, WA 98201-3774
Phone: (425) 339-0293
Fax: (425) 252-0916
STRUCTURAL CALCULATIONS
Lateral & Gravity
SDA Job # 5659
I EXPIKS1 JAN 0 3 mn -i
�� � w 11 'T fILE
CORNELL
628 DAYTON
EDMONDS, WA 98020
February 8, 2008
RECEIVED
MAR 0 3 2008
BUILDING DEPARTMENT
aTy OF EDMONDS
RECEN
Z08
EECE
CORNELL
February 8, 2008
SDA Job # 5659 1 ii
;ign Criteria
Scope of Work: Lateral & Gravity
Site Address: 628 DAYTON
EDMONDS, WA 98020
Number of Stories: 2
Roof Loadinq
Upper Floor Loading
Main Floor Loadin
Engineer: I CCC
Roofing
Composition
3.0
Sheathing
15/32" Plywood
1.5
Insulation
Roll/Batt
3.0
Ceiling
1/2" GWB
2.2
Framing
Trusses
2.2
Miscellaneous
fixtures, mechanical, electrical, etc.
3.1
TOTAL DEAD LOAD: 15.0 psf
ROOF SNOW LOAD: MEE
Floor Covering 1- 1 /2" Concrete w/ Tile 23.0
Sheathing 1- 1 /8" T&G 3.4
Ceiling 1/2" GWB 2.2
Joists kJoists 2.1
Beams 1.0
Miscellaneous fixtures, mechanical, electrical, etc. 1.3
TOTAL DEAD LOAD: 3 3. �sf
FLOOR LIVE LOAD: 40.0 =
Floor Covering 1- 1/2" Concrete w/ Tile 23.0
Sheathing 1- 1 /8" T&G 3.4
Ceiling None 0.0
Joists I -Joists 2.1
Beams 1.0
Miscellaneous fixtures, mechanical, electrical, etc. 1.5
TOTAL DEAD LOAD: 3 1.0 psf
FLOOR LIVE LOAD: 40.0
Soil Bearing Capacity: 1500 n "sl
Frost Depth: 18 i
MCE Ground Motion - Conterminous 48 States
Zip Code - 98020 Central Latitude 47.799819
Central Longitude -122.371563
Period MCE Sa.
(sec) (%g)
0.2 125.7 MCE Value of Ss, Site Class B
1.0 042.6 MCE Value of S1, Site Class B
Spectral Parameters for Site Class D
0.2 125.7 Sa = FaSs, Fa 1.00
1.0 066.9 Sa = FvS1, Fv 1.57
CORNELL Februarl 8 2008 SDA Job # 5659
T�pe of construction: lResidential Location: 628 DAYTON
Applicable Building Codes: 12006 IBC, ASCE 7-05 EDMONDS, WA 98020
Work performed Lateral & Gravity
P Fs3ORzt
Exposure Wind Exposure Category as set forth in Section 6.5.6.3 of ASCE 7-05
Wind Speed,= r 85 MP-H1 Basic Wind Speed as used in Figure 6.2 of ASCE 7-05
Ps30 Simplified design wind pressure for Exposure B, at h = 30 feet and for 1 1.0, from Figure 6-2
I Importance factor as defined in Table 6-1 of ASCE 7-05
1.00 Adjustment factor for building height and exposure from Figure 6-2 of ASCE 7-05
1.38
K, E Adjustment factor for increased wind speed due to a hill or escarpment
Roof slope rise run
Front/Rear to n' 12 18.4 degrees Number of floors:
Left/Right tan' 12 18.4 degrees
Mean Elevation
Ps30
Ps =
Ps30
Ps =
Average uplift (F/R) =I - 11. 6 psf Based on wind zones'G'and'H'
Average uplift (R/L)=L.-. -11.6 psf Based on wind zones'Gand 'H'
End zone of wall - Front/Rear End zone of roof . Front/Rear
Left/Right Left/Right
A = 15.4 psf 15.4 psf B = -4.4 psf -4.4 psf
21.3 psf 21.3 psf -6.1 psf -6.1 psf
Interior zone of wall
Interior zone of roof
Front/Rear Left/Right
Front/Rear Left/Right
C = 10.3 psf 10.3 psf
D = -2.4 psf -2.4 psf
14.2 psf 14.2 psf
-3.3 psf -3.3 psf
WIND LOAD CALCULATIONS
FRONT 0, REAR
ZV2ND FLOOR =
WIND ZONE
A
B
C
D
AVE. HEIGHT
3.5
3.5
3.5
5
AVE. WIDTH
6.5
5
34.75
33.9
Ps
21.29
0.00
14.20
0.00.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
484
0
1727
0
0
0
0
0
0
0
0
0
TOTAL 13,314
lbs
winimum net pressure controls. The calculated
pressure is less than the minimum net pressure,
equal to 1 Opsf applied over the entire area. . (ASCE 7-05 6.4.2. 1. 1)
IV 7SrFLOOR =
M-TAL ,7,097
I
lbs
------ - -------- - --------- ---
NO T USED
T
CORNELL
February 8, 2008
SDA Job# 5659 . 1 2
EV2AID FLOOR =
WIND LOAD CALCULATIONS
LEFT 10 RIGHT
WIND ZONE
A
B
C
D
AVE. HEIGHT
3
3.5
3
3.5
AVE. WIDTH
6.5
5
25.5
32.5
Ps
21.29
0.00
14.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
415
0
1086
0
0
0
0
0
0
0
0
0
TOTAL
12,273 lbs
!Minimum net pressure controls. The calculated
pressure is less than the minimum net pressure,
equal to 10psf applied over the entire area. (ASCE 7-05 6.4.2.1.1)
EV 7STFLOOR =
NOT USED
mot
-----------------
p CALCS:
2ND FLOOR CAL CULA TIONS.-
Plate Height:
8.00 ft
Total length of Shearwall in Shortest Line:
13.60 ft
Length of Shortest Segment within Shear Line:
3.58 ft
Length of Longest Segment in Shear Line:
6.00 ft
AIA IN Ft 0 OR C,4L CULA TIONS.
Plate Height:
8.00 ft
Total length of Shearwall in Shortest Line:
9.50 ft
Length of Shortest Sheorwall within Shear Line:
2.50 ft
Length of Longest Wall in Shear Line:
7.00 ft
NO T USED. -
Plate Height: 10.00 ft
Total length of Shearwall in Shortest Line: 5.16 ft
Length of Shortest Shearwall within Shear Line: 2.58 ft
Length of Longest Wall in Shear Line: 2.58 ft
Tributary Area: 1.0
Tota I Area: 2.0
P =r--,-
170-1
ASCE 7.05 12.3.4.2 b
Tributary Area: 12.0
Total Area: 74.5
P =1 1.00 1
' TF "
7�C -�5 12.3.4.2 b
Tributary Area: 1.0
Tota I Area: 2.0
P
CORNELL February 8, 2008 SDAJob# 5659 1 3
r A# loccls in pouncls per squore foot
WALL DEAD LOAD = ROOF DEAD LOAD = 15.0 psf
E + FLAT ROOF SNOW LOAD = UPPER FLOOR D.L. = 33.0 psf
E = PQE ..2SDSD QE = V = C,W RED. S.L. (20%'S.L.) = LOWER FLOOR D.L. = 31.0 asf
FLOOR LIVE LOAD = 40.0 psf
P = 1.00
Site Class = D When the Site Class is not specified by Geotech, D will be assumed
IE= I Importance factor as defined in Table 11.5-1
R = 6.5
hn=l 23 Total height of structure
V = 0.7SDSIEW / R -1
SC)s 2/3 Sms
Ss =
125.7%
Sms = 125.7%
r
V = 10.090 1W
V--- = SD1 IEW / T.R
Sms (Fa)(Ss)
Fa =
1.00
SDS = 83.8%
E = r -n
k2_!0jW
0-15
T. = 0.02h"
Sc), 2/3 Sm,
S, =
66.9%
Smi = 105.0%
T. = 0.21 s
Sm, (Fv)(SI)
Fv =
1.57
Sw = 70.0%
CS f
L___J
2ND FLOOR DMPHRA GM LOADING.
W (ROOF) =
LENGTH
WIDTH
LOAD
TOTAL
41
32
15.0
19680
15.0
0
15.0
0
15.0
0
15.0 1
0 1
Area = 1312 Sub -Total= 19680
W (FLOOR)= LENGTH WIDTH LOAD TOTAL
33.0
0
33.0
0
33.0
0
33.0
0
33.0
0
Area = 0
W (WALL) = LENGTH T
Stjh.TntrYJ= 0
RIB. HT.
LOAD
TOTAL
41
4.5
10.0
1845
41
4.5
10.0
1845
10.0
0
10.0
0
10.0
0
Area = 36Y
NorAPPLIC4&E
W (RCOF)= LENGTH Wl
Sub -Total= 3690
TOTAL = 23370 lb
DTH
LOAD
TOTAL
15.0
0
15.0
0
15.0
0
15.0
0
15.0 1
0
Area = U
W (FLOOR) = PERM
Sub-Totol= 0
Area = U
W (WALL) EIMECT M.
Sub-Totol= 0
Area = U 5ub-Total= 0
TOTAL = lb
7sr Ft ooR DMPHRAGM LOADING.
W (ROOF) = FANCTM
Area = 0
W (FLOOR)= LENGTH
W (WALL)-=
Sub -Total= 0
WIDTH
LOAD
TOTAL
74.5
30
33.0
73755
33.0
0
33.0
0
33.0
0
33.0 1
0 1
Area = 2235 Sub -Total= 73755
LENGTH
TRIB. HT.
LOAD
TOTAL
74.5
9
10.0
6705
74.5
9
10.0
6705
10.0
0
10.0
0
10.0 1
0 1
Area= 1341 Sub -Total= 13410
TOTAL 87165 lb
V (21�11D FLOOR) .09 x 23370 lb 2109 lbs
V (11 ST FLOOR) .09 x 87165 lb 7866 lbs
V .09 x lb lbs
IV X P
height
IV x height
2109 lb
18
37963
7866 lb
9
70797
lb
0
TOTAL = 9975 lb
TOTAL = 108760
E (2ND)
IV x height x IV TOTAL 3482 11:
IV x height TOTAL
E (IST)
IV x height x IV TOTAL 6493 11:
IV x height TOTAL
E
NOT USED 0 lbs
CORNELL I February 8, 2008 1 5659 1 4
IV (2ND) =
IV (MAIN) =
NOT APPLICABLE
TOTAL =
-------------------------
SUMMARY:
WIND (front -rear) WIND (left -right)
3314 lbs 2273 lbs
7097 lbs 4754 lbs
0 lbs 0 lbs
10411 lbs 7026 lbs;
F ------- ETNFT-Fa�,WTi-TD�K: -------
------ -------
Total diaphragm length = Sub -diaphragm length =
Diaphragm width = 1 32.0 ft NOT APPLICABLE 12,272 lbsl__�
V IV(2nd) — 2272 lb 36 PLF
(2)(width) 64 ft
IBC Table 2306.3.1 240 PLF
USE 15/32 CDX ROOF SHEATHING OR 3/4 T&G CDX SUBFLOORING
L
SEISMIC
3482 lbs
6493 lbs
0 lbs
9975 lbs
240 PLF
0.0 ft
16.0
Sub -diaphragm length =r_3_6._0`ft� Total -diaphragm length = 41.0 ft
Sub -diaphragm width =
T M IV x (diaphragm length) 1995 x 36ft 272 lbs
B 8 x (diaphragm width) 8 x 33ft
Top Plate Size: Species/Grade: HF #_2____j
Area = 8.25 in - 2 Ft = 525 psi
Load duration (CD) 1.60 T.11�bl. = Area x CD x F, 6,930 lbs
Since T allowable is greater than T applied, OK.
SHEAR CAPACITY OF 1 Od COMMON NAIL 102 x Cd x p = 163 lbs 2005 NDS
# OF NAILS PER 4 FT SPLICE 272 lbs; 2
163 lbs
USE 2x6 HF #2 TOP PLATE W/ (8) 10d COMMON NAILS PER SP LICE.
CORNELL
Et-e U, �71 j �I�t' i a n I
---------- I
February 8, 2008
SDAJob# 5659 1 5
P2
IP1
T�
L
I
C
V = Shear, plf
H = Height of shearwall
L = Length of shearwall
P1 = Weight of shearwall and connected framing
P2 = Weight of adjacent wall
T V x H - 0.51`1 - P2 = Tension reaction to be resisted by holdown
C V x H + 0.5PI = Compression reaction
--------------------------
'ASD Basic Load Combinations ... I
For calculation of tension and compression forces in compliance with ASCE 7- 05 2.4. 7
Tension Equations (Uplift)
7. 0.61D + W
8. (0.6 - 0.14SDS)D + E
-8. (0.6 - 0.14SDS)D + 2.5 E
Comr)ression Eauations
5. D + W
5. (1 + 0.14SDs)D + E
6. D + 0.75W + 0.75L + 0.75S
6. (1-0 + 0.105SDs)D + 0.75E + 0.75L + 0.75S
*5. (1 + 0.14SDS)D + ME
*6. (1.0 + 0.105SDS)D + 1.875E + 0.75L + 0.75S
* Equations include o verstrength factor.
0.48 D + E
0.48 D + 2.5 E
1.12 D + E
0, 1.09 D + 0.75 E + 0.75 L + 0.75 S
P, 1.12 D + 2.5 E
-- 1.09 D +1.875 E + 0.75 L + 0.75 S
Note: The 0.7 factor for Earthquake loading has already been incorporated into the calculation of the lateral design force
Eh, but not E,. Therefore this factor has been omitted from equations 5, 6 and 8 where appropriate.
CORNELL
UPPER LEFT
SHEARWALL
February 8, 2008
WIND
SDA Job # 5659 1 6
SEISMIC
Floor Info
Upper I Floor Level, e.g. Upper, Main, Lower
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
F__CDX Sheathing type
Values from table 2306.4.1 of the 2006 IBC
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
F 22.00 ft Total Length of Shearwalls
V(from upper)= 3314 lb 3482 lb
V(from main)= 0 lb 0 lb
V(from lower)= 0 lb 0 lb
I (Wind) 3,314 lb Z (Smc) 3,482 lb
V 75 PLF V 79 PLF
Tributary Width (Upper Floor)
1.0 tributary width
1 2.0 Itotol width
Tributary Width (Main Floor)
F-1-0-1ributary width
= total width
Not Used
1.0 tributary width
t 2.0 Itotal width
Height of Shearwal� = 1 8.0 ftl
Length of Shearwal = 5.5 ft
AsPect "atio OK
Use alternate R factor for seismic?
Tributary Area (Upper Floor)
1.0 tributary area
1 2-0 Itotal area
Tributary Area (Main Floor)
1,0 tributary area
1 2-0 Itotal area
Not Used
F _10 �tributory area
=total area
Weight of Shearwall 10.01
Tributary width for dead load
Length of adjoining wall
IBC 2306.4.1 10 0.93 x 260 242 PLF USE I
Seisr, �ic con trols sheorwoll derigli
CTOTAL (floor above) + (this floor) = + 603 lbs 603 lbs Wind controls
TTOTAL (floor above) + (this floor) = + 202 lbs 202 lbs Load case 8 controls - Wind
--------------------- - -- - - --- Wind controls holdown de5ign
---- ------- - - --
Where overstrength factor is applicable, use this NO HOLDOWNS REQUIRED OK
value for E in equations 5, 6, and 8: E= 633 lbs
UPPER RIGHT
SHEARWALL
Floor Info
Upper I
Floor Level, e.g. Upper, Main, Lower
Ft-Rr
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
Sheathing type
Values from table 2306.4.1 of the 2006 IBC,
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
r 26.00 ft
Total Length of Sheorwalls
V(from upper)= 3314 lb 3482 lb
V(from
main)= 0 lb 0 lb
V(from lower)= 0 lb 0 lb
I (Wind) 3,314 lb Z (Smc) 3,482 Ib
V 64 P.LF V 67 PLF
\XY
WIND
Tributary Width (Upper Floor)
F-107tributary width
= total width
Tributary Width (Main Floor)
F_1_0_�tributory width
__ ]total width
F 2.0
Not Used
_10 �tributory width
2.0 total width
Height of Shearvoll = 8.0 ft
Length of Shearwall = 3.5 ft
A5,,,c,c- Patio OK
Use alternate R factor for seismic? No
SEISMIC
Tributary Area (Upper Floor)
1.0 tributary area
1 2.0 Itotal area
Tributary Area (Main Floor)
1.0 tributary area
2.0 total area
Not Used
1.0 tributary area
1 2.0 Itatal area
Weight of S orwoll 10.0 lbs
Tributary width for = load 5.5 ft
Length of adjoining wall 4.0 ft
IBC 2306.4.1 10 (2w/h) x 260 = 212 PLIF 10 USE I
A
(Er. Seismlc controls sl7earwall cleiign
CTOTAL (floor above) + (this floor) = + 510 lbs 510 lbs Wind controls
TTOTAL (floor above) + (this floor) = + 169 lbs 169 lbs Load case 8 controls - Wind
---------------------- - - - - -- - - ------ - - - ------- - -- - ------- - ------- - -- - - - ---------- Wind confrols holdown desl�n '
I NO HOLDOWNS REQUIRED OK
I Where overstrength factor is applicable, use this
---------- value for E in equations 5, 6, and 8: -------------- I E= 536 lbs IF
UPPER REAR SHEARWALL
Floor Info
Upper Floor Level, e.g. Upper, Main, Lower
Lt-Rt Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX Sheathing type
Values from table 2306.4.1 of the 2006 IBC
Roof Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
25.50 Total Length of Shearwalls
V(from upper)= 2273 lb 3482 Ila
V(from main)= 0 lb 0 lb
V(from lower)= 0 Ib 0 lb
Z (%rincl) 2,273 lb 1: (Smc) 3,482 lb
V 45 PLF V 68 PLF
WIND
Tributary Width (Upper Floor)
FI-0--itributary width
= total width
Tributary Width (Main Floor)
F_1_0_�tributary width
= total width
Not Used
F_1_0_�tributary width
F - ]total width
2.0
Height of Shearwall = F 876 ftl
Length of Shearwall =
A�.,,-&. Ratio, OK
Use alternate R factor for seismic?
Tributary Area (Upper Floor)
1.0
tributary area
1 2-0
Itotal area
Tributary Area (Main Floor)
r 1.70tributary
area
=total
area
Not Used
F 1-0 �tributary
area
F-2.O ]total
area
Weight of Shoorwo"
10.0 Ibs
Tributary width for dead load
4.0 ft
Length of adjoining wall
4.0 ft
IBC 2306.4.1 1111 0.93 x 260 = 242 PLIF us, A
Seisn7ic controls shearwall de�Fl_gn
CTOTAL (floor above) + (this floor) = -0 + 382 lbs 382 lbs Seismic controls
TTOTAL (floor above) + (this floor) = 1 0 + 19 lbs 19 lbs Load case 8 controls - Wind
-------------- 11", - ----------- "I ---------------------- - ------------------- Wind Controls boldnwi, der�qn
NO HOLDOWNS REQUIRED OK
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 546 lbs
IF
CORNELL
UPPER FRONT
SHEARWALL
Fe
2008
WIND
SDA Job # 5659 1 7
SEISMIC
Floor Info
Upper Flo r Level, e.g. Upper, Main, Lower
Lt-Rt Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
Sheathing type
Values from table 2306.4.1 of the 2006 IBC
F Roof7 Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
F-1 3.60 7ft Total Length of Shearwalls
V(from upper)= 2273 lb 3482 lb
V(from main)= 0 lb 0 lb
V(from lower)= 0 lb 0 lb
(Wind) 2,273 lb I (Smc) 3,482 lb
V 84 PLF V 128 PLF
Tributary Width (Upper Floor)
F-107tributary width
= total width
Tributary Width (Main Floor)
F-1 _01tributary width
2.0 total width
Not Used
F1.0 tributary width
IE]
1 2.0 total widt
Height of Shea rwall
Length of Shearwall
A5pev Ratio OK
Use alternate R factor for seismic?
Tributary Area (Upper Floor)
F-1-0-1tributory area
L__?.O_Jtotal
area
Tributary Area (Main Floor)
F -107tributory
area
=total
area
Not Used
F1.0
1EI
tributary area
2.0
total area.
Weight of Sh
10.0 lbs
Tributary width for d. earwal'
d load
]�4 - 0 ft
Length of adjoining wall
4.
IBC 2306.4.1 NO (2w/h) x 0.93 x 260 216 PLF ob US! I
A
5eismic controls sheorwo/I desIgn
CTOTAL (floor above) + (this floor) = + 717 lbs 717 lbs Seismic controls
TTOTAL (floor above) + (this floor) = + 343 lbs 343 lbs Load case 8 controls - Wind
---------------------------- Wind controls hoklown o(eslgn
NO HOLDOWNS REQUIRED 0
i Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 1024 lbs I!
--------- - - - -------------
MAIN FRONI
bHLAKWALL
Floor Info
Main I Floor Level, e.g. Upper, Main, Lower
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
Sheathing type
Values from table 2306.4.1 of the 2006 IBC
F U/FL7 Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
F-33.25 ft Total Length of Shearwalls
V(from upper)= 2273 lb 3482 lb
V(from main)= 4754 lb 6493 lb
V(from lower)= 0 lb 0 lb
1 (Wind) 7,026 lb 7 (Smc) 9,975 lb
V 77 PLF V 134 PLF
WIND
Tributary Width (Upper Floor)
F-T07tributory width
F 2.0�total width .
Tributary Width (Main Floor)
F, _50-1tributary width
F50.0 ]total width
Not Used
= 1.0
tributary width
1 2.0 Itotal width
Heig ht of Shea rwa I I = 9.0 ft
Length of Shearwall = 4.0 ft
kpeect Ratio 0K
Use alternate R factor for seismic?
Tributary Area (Upper Floor)
F _1.01 tributary area
=total area
Tributary Area (Main Floor)
N1044.0 tributary area
iK�
LL4�total area
Not Used
F _10 �tributory area
F-2-0-1total area
Weight of Shearwall 10.0 lbs
Tributary width for dead load 3.0 fi
Length of cidjoining wall 4.5 ft
IBC 2306.4.1 10 (2w/h) x 0.93 x 260 215 PLF 10 us, A
5eismic controls shearwall rJesign
CTOTAL (floor above) + (this floor) = 717 1 + 844 lbs 1561 lbs Seismic controls
TTOTAL (floor above) + (this floor) = + 252 lbs 595 lbs Load case 8 controls - Seismic
5eismic controls holdown desi�n
r------------------------- - ---- - - ----- --------------- - ----- - ---- - -----------
i NO HOLDOWNS REQUIRED CS14
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 1206 lbs i OR AT FOUNDATION / INTERIOR WALLS USE: STHD8/RJ
my-naluviM
5HFARWALL
Floor Info
Main Floor Level, e.g. Upper, Main, Lower
Lt- Rt Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX _J Sheathing type
Values from table 2306.4.1 of the 2006 IBC
LJ/FL Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
30.60 ft I Total Length of Shearwalls
V(from upper)= 2273 lb 3482 lb
V(from main)= .4754 lb 6493 lb
V(from lower)= 0 lb 0 lb
1: (Wind) 7,026 lb Y (Smc) 9,975 lb
V 115 PLF V 163 PLF
WIND
Tributary Width (Upper Floor)
1.0 tributary width
2.0 total width
Tributary Width (Main Floor)
1.0 tributary width
1 2.0 Itotal width
Not Used
F_1_0_�tributary width
=total width
Height of Sheorwall = 9.0 ft
Length of Shearwall = 3.0 ft
Aspect Ratio OK
Use alternate R factor for seismic?
SEISMIC
Tributary Area (Upper Floor)
F_I0_ - ]tributary
area
=total
area
Tributary Area (Main Floor)
F-
_70
Tributary area
F 2.0 Itotal
area
Not Used
L-L-0-i
tributary area
1 2.0 Itotal
area
Weight of Shearwall
10.0 lbs
Tributary width for dead load
14.5 ft
Length of adjoining wall
4.5 ft
IBC 2306.4.1 10 (2w/h) x 0.93 x 380 236 PLF USEA.
Seisn7iC controls sheorvlall deilgn
CTOTAL (floor above) + (this floor) = 382 + 1033 lbs 1415 lbs Wind controls
TTOTAL (floor above) + (this floor) = 19 + -620 lbs -601 lbs Load case 8 controls - Seismic
r ------------------ - -------- - -- - - -- - ---------- - - - ---- - - ------------ ------- Sel�mic controls holdown clesign
NO HOLDO�WNS REQUIRED CK
Where overstrength factor is applicable, use this :11
value for E in equations 5, 6, and 8: E= 1467 lbs
: --- - --------------------- - ------- ---------- - -------- - -----------
CORNELL
MAIN LEFF OFFICE
SHEARWALL
February 8, 2008 1 SDA Job # 5659 1 8
WIND
SEISMIC
Floor Info
Upper I Floor Level, e.g. Upper, Main, Lower
Lt-Rt Load Direction, e.g. Left -Right, Front-Reor
(For Left Wall, Use Front-Reor Load Direction)
TI-_11 Sheathing type
Values from table 2306.4.1 of the 2006 IBC
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 2273 lb 3482 lb
V(from main)= 0 lb 0 lb
V(from lower)= 0 lb 0 lb
71 (Wind) 2,273 lb I (Smc) 3,482 lb
V 0 PLF V 0 PLF
Tributary Width (Upper Floor)
F-0.07tributary width
r 2-0 Itotal width
Tributary Width (Main Floor)
F 5.3 �tributary width
r 74.51total width
Not Used
F _10 �tributary width
=total width
Height of Shearwall =
Length of Shearwall = 4.5 ft
Aspoc- OK
Use alternate R factor for seismic?
Triibutary Area (Upper Floor)
E 0.0
EI
tributary area
1 2.0
Itotal area
Tributary Area (Main Floor)
r--- ]tributary
60.0
area
[�El§ltotal
area
Not Used
F-1.07tributary
area
=total
area
Weight of Shearwall
10. 0 1 bfts
Tributary width for dead load
7 .0
Length of adjoining wall
E�4.5 ft
IBC 2306.4.1 1111. 1.4 x 0.93 x 180 = 234 PLF USE 1
A
Wincl confroI3 sl7ect-woll Lnle3t�fn
CTOTAL (floor above) + (this floor) = + 0 lbs 0 lbs Wind controls
TTOTAL (floor above) + (this floor) = + -462 lbs -462 lbs Load case 8 controls - Wind
Wind controls holdown cJesign
--------------------------------------- - ------------------------ - ---- - - ------- - ---- - ----
NO HOLDOWNS REQUIRED OK
Where overstrength factor is applicable, use this
E= 0 lbs
value for E in equations 5, 6, and 8:
MAIN INTERIOR AT LEFT ENTRY SHEARWALL
Floor Info
Main I Floor Level, e.g. Upper, Main, Lower
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
F CDX Sheathing type
Values from table 2306.4.1 of the 2006 IBC
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
4.75 ft Total Length of Shearwalls
V m upper)= 3314 lb 3482 lb
Dor. main)= 7097 lb 6493 lb
V(from lower)= 0 lb 0 lb
I (Wind) 10,411 lb Z (Smc) 9,975 lb
V 640 PLF V 556 PLF
WIND
Tributary Width (Upper Floor)
F-1-6 -]tributary width
F-2-0 ]total width
Tributary Width (Main Floor)
14.5 tributary width
LL41jtotal width
Not Used
1.0 tributary width
2.0 total width
Height of Shearwall = 9.0 ft
Length of Shearwall = 4.8 ft
&pect Patio OK
Use alternate R factor for seismic? No
SEISMIC
Tributary Area (Upper Floor)
F _,T�tributary area
F-2.07total area
Tributary Area (Main Floor)
E287.0 tributary area
El
L�E�total area
Not Used
F_16"�tributary area
F 2.07total area
Weig ht Shearwo" _110"O 11b.1
Tributary width f:'d..d load 2 ' 5 ft
ft
Length of adjoining wall EE4.�5
3x framing required per IBC I
4
IBC 2306.4.1 01 0.93 x 600 558 PLF 10 USEA
Seismic controls sl7earvIcIl clesIgn
CTOTAL (floor above) + (this floor) = 603 1 + 5757 lbs 6360 lbs Wind controls
TTOTAL (floor above) + (this floor) = + 5045 lbs 5247 lbs Load case 8 controls - Wind
ind controls holclown desi�qn
r---------------------- - -------------------------------- - ---------------- - -------------------- 1.
USE SIMPSON DESIGNED HOLDOWN:
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 5002 lbs OR AT FOUNDATION / INTERIOR WALLS USE: 11 HDUMDS2.57�
- - - ------------
MAIN INTERIOR AT LIVING SHEARWALL
Floor Info
Main Floor Level, e.g. Upper, Main, Lower
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX Sheathing type
Values from table 2306.4.1 of the 2006 IBC
U/FL Resisting Dead Load
e.g. Roof, Upper Floor, Main Floor)
7.00 ft otal Length of Shearwalls
(fmo m upper)= 3314 lb 3482 lb
V(from main)= 7097 lb 6493 lb
V(from lower)= 0 lb 0 lb
S (Wind) 10,411 lb Y_ (Smc) 9,975 lb
V 245 PLF V 292 PLF
WIND
Tributary Width (Upper Floor)
0-0 �tributary width
F 2.0 ]total width
Tributary Width (Main Floor)
E18.0 tributary width
fl
Laiitotal width
Not Used
1.0 tributary width
2.0 ]total width
Height of Shelorwall = 9.0
Length of Shearwall =
A -sr-- Pn4;o OK
Use alternate R factor for seismic?
SEISMIC
Tributary Area (Upper Floor)
0.0 tributary area
1 2.0 Itotal area
Tributary Area (Main Floor)
5 653.0 tributary area
EU
L��total area
Not Used
F 1 -.0 �tributary area
F2.0 lotal area
Weig1ht:f Shearwaill 10.0 lbs
Tributary width f clea loo 2.5 ft
Length of adjoining wall 4.5 ft
IBC 2306.4.1 10 (2w/h) x 0.93 x 460 = 333 PLF 11111 USE A3
sheorwa# d6:-fgn
CTOTAL (floor above) + (this floor) = + 2205 2205 lbs Wind controls
TTOTAL (floor above) + (this floor) = + 1558 bs 1558 lbs Load case 8 controls - Wind
wino' confrols ho/down CY661�.'7
--------------------------------------------------------------------- - ------------- - ----
USE SIMPSON DESIGNED HOLDOWN:
i Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 2630 lbs OR AT FOUNDATION / INTERIOR WALLS USE:
------------- -------- - -----------------------
CORNELL
February 8, 2008 1 SDA Job # 5659 1
MAIN INTERIOR AT GARAGE SHEARWALL
Floor Info
Main I Floor Level, e.g. Upper, Main, Lower
Load Direction, e.g. Left -Right, Front -Rear
(For Leh Wall, Use Front -Rear Load Direction)
Sheathing type
Values from table 2306.4.1 of the 2006 IBC
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 3314 lb 3482 lb
V(from main)= 7097 lb 6493 lb
V(from lower)= 0 lb 0 lb
Z (Wind) 10,411 lb I (Smc) 9,975 lb
V 135 PLF V 137 PLF
WIND
Tributary Width (Upper Floor)
F__1 .07tributary width
F 2.0 ]total width
Tributary Width (Main Floor)
F - ]tributary width
F-_23.0 ]total width
74.5
Not Used
1.0 tributary width
1 2.0 Itotol width
Height of Sheorwal� = 1 9.0 ftl
Length of Shearwal = F 21.Oft
,!�spect Ratio OK
Use alternate R factor for seismic? F No
SEISMIC
Tributary Area (Upper Floor)
1.0
tributary area
1 2.0
Itotal area
Tributary Area (Main Floor)
690.0
tributary area
2073.0
total area
Not Used
F_10 �tributary
area
=total
area
"it
Weigl he
1 _00 lb-1
*0 `�
' .
Tributary width f:fd dl..d
Length of adjoining wall
Pq
IBC 2306.4.1 0.93 x 260 242 PLF 0 USEA1
Seismic controls shearwall desigii
CTOTAL (floor above) + (this flocir) = + 1215 lbs 1725 lbs Wind controls
TTOTAL (floor above) + (this floor) = + -2667 lbs -2498 lbs Load case 8 controls - Seismic
Wind controls holdown desl�n
NO HOLDOWNS REQUIRED
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 1232 lbs
-- ---------- - --- ___
MAIN RIGHT
Floor Info
Main Floor Level, e.g. Upper, Main, Lower
r Ft--Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
F__CDX Sheathing type
Values from table 2306.4.1 of the 2006 IBC
F__Roof7 Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 3314 lb 3482 lb
V(from main)= 7097 lb 6493 lb
V(from lower)= 0 lb 0 lb
E (Wind) 10,411 lb Y. (Smc) 9,975 lb
V 163 PLF V 161 PLF
WIND
Tributary Width (Upper Floor)
0.0 tributary width
1 2.0 Itotal width
Tributary Width (Main Floor)
F1 2.0 Itributory width
F74.75total width
Not Used
F 1 -.0 Itributory width
F-2.0 ]total width
Height of Shearwall = 9.0 ft
Length of Shearwall = 7.0 ft
&pecf Patio OK
Use alternate R factor for seismic? FNo 7
SEISMIC
Tributary Area (Upper Floor)
F_6_6_�
tributary area
=total
area
Tributary Area (Main Floor)
D360.0
iEl
tributary area
L��total
area
Not Used
1 1.0
=1
tributary area
1 2.0 Itotal
area
We i 9 h�t �f Set edo rwo I 1
10.0 lbs
Tributary width r d a load
4.0 ft
Length of adjoining wall
4.5 ft
IBC 2306.4.1 10 0.93 x 260 242 PLF 01 usEA
Seismic controls sl7earwall design
CTOTAL (floor above) + (this floor) = + 1 470 lbs 1470 lbs wind controls
TTOTAL (floor above) + (this floor) = + 972 lbs 972 lbs Load case 8 controls - Wind
WInd controls holdown desl�qn
USE SIMPSON DESIGNED HOLDOWN:
i Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E = 1450 lbs i CRAT FOUNDATION/ INTERIOR WALLS USE: STHD8/PJ 71
------------ - --- - ---------------
MAIN F-R CENTER
SHEARWALL
Floor Info
Lower Floor Level, e.g. Upper, Main, Lower
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX Sheathing type
Values from table 2306.4.1 of the 2006 IBC
U/FL Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
0.00 ft Total Length of Shearwalls
V(from upper)= 3314 lb 3482 lb
V(from main)= 7097 lb 6493 lb
V(from lower)= 0 lb 0 lb
Z (Wind) 10,411 lb Z (Smc) 9,975 lb
V #DIV/01 V # DIV/O!
#DIV/01
WIND
Tributary Width (Upper Flooli
F-1-6--1tributary width
=total width
Tributary Width (Main Floor)
F-T70tributary width
= total width
Not Used
F -7-1tributory, width
1 2.0 total width
Height of Shearwall = 1 9.0 fti
Length of Shearwall = 8.0 ft
Ptnic OK
Use alternate R factor for seismic?
IBC 2306.4.1 Do #DIV/O! 0.93 x #DIV/O! #DIV/01
#DIV/O!
CTOTAL (floor above) + (this floor) =
TTOTAL* (floor above) + (this floor) =
ODI V10!
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= #DIV/01
------------- - ----------
10
0"DIV101
• #DIV/01
• #DIV/O!
T6butory Area (Upper Floor)
1=0 tributary area
1 2.0 Itotal area
Tributary Area (Main Floor)
1.0 tributary area
1 2-0 Itotal area
Not Used
1.0 tributary area
1 2.0 Itotal area
Weigh' 0" Shea -a"
Tributary width far dead load
Length of adjoining wall
us, A
10.0 lbs
3.0 ft
4.0 ft
#DIV/01 #DIV/01
#DIV/01 #DIV/01
io### :1
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ID
STRUCTURAL DESIGN ASSOCIATES Title: Job #
2210 HEWITT AVENUE Dsgnr: Date: 1:23PM, 10 FEB 08
SUITE 401 Description
EVERETT, WA 98201 Scope
425.339.0293
Rev: 580000
User: KW-0605067, Ver 5.8.0, 1 -Dec-2003 General Timber Beam Page 1
(C)1983-2003 ENERCALC Engineering Software . I
Description
-General Information
Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x8
Center Span
4.00ft ...,..Lu 0.00 ft
Beam Width
3.500 in
Left Cantilever
ft ..... Lu 0.00 ft
Beam Depth
7.250 in
Right Cantilever
ft ..... Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Fb Base Allow
900.0 psi
Load Dur. Factor
1.150
Fv Allow
180.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
E
1,600.0 ksi
Trapezoidal Loads
#1 DL @Left
60.00 #/ft
LL @ Left
100.00 #/ft
Start Loc
0.000 ft
DL @ Right
60.00 #/ft
LL @ Right
100.00 #/ft
End Loc
1.000 ft
#2 DL @ Left
270.00 #Ift
LL @ Left
450.00 #/ft
Start Loc
1.000 ft
DL @ Right
270.00 #/ft
LL @ Right
450.00 #/ft
End Loc
4.000 ft
Toint Loads
Dead Load 1,200.0 lbs lbs lbs lbs lbs lbs lbs
Live Load 2,000.0 lbs lbs lbs lbs lbs lbs lbs
... distance 1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft
Beam Design OK
Span= 4.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin
Max Stress Ratio
0.951 : 1
Maximum Moment
3.3 k-ft
Maximum
Shear
1.5
4.9 k
Allowable
3.4 k-ft
Allowable
5.3 k
Max. Positive Moment
3.27 k-ft at
1.008 ft
Shear:
@ Left
3.35 k
Max. Negative Moment
-0.00 k-ft at
4.000 ft
@ Right
2.17 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.028 in
Max. M allow
3.44
Reactions...
@ Right
0.000in
fb 1,279.74 psi
fv 192.43 psi
Left DL
1.26 k
Max
3.35 k
Fb 1,345.50 psi
Fv 207.00 psi
Right DL
0.81 k
Max
2.17 k
Deflections
Center Span... Dead Load
Total Load
Left Cantilever...
bead Load---
Total Load
Deflection -0.019 in
-0.049 in
Deflection
0.000 in
0.000 in
... Location 1.872 ft
1.872 ft
... Length/Defi
0.0
0.0
... Length/Defl 2,589.7
971.12
Right Cantilever...
Camber ( using 1.5 D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center 0.028 in
... Length/Defl
0.0
0.0
@ Left 0.000 in
@ Right 0.000 in
up
am
TJ-BeamS 6.30 Serial Number.
User: 2 2/1012ODS 2:02:27 PM
Page 1 Engine Version: 6.30.14
11 7/8" TJI(5 210 @ 16" o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Overall Diniellision: 20'
F_ I
8.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Offices (psf): 40.0 Live at 100 % duration, 33.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(lbs) Roof(1.25) 599 439 20'
SUPPORTS:
Input Bearing Vertical Reactions (Ibs)
Width Length Live/Dead/UplifVTotal
1 Studwall 3.50" 2.25" 482 / 338 / 0 / 820
2 Studwall 3.50" 3.50" 1264 / 981 / 0 / 2245
DESIGN CONTROLS:
Detail Other
A 2'
Product Diagralm is Conceptual.
End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim BoardO
Overhang 1 Ply 11 7/8" TJ 10 210
Maximum
Design
Control
Result
Shear (Ibs)
1247
1000
1655
Passed (60%)
Vertical Reaction (lbs)
995
995
1110
Passed (90%)
Moment (Ft-Lbs)
3285
3285
3620
Passed (91 %)
Live Load Defi (in)
0.368
0.400
Passed (U575)
Total Load Defl (in)
0.563
0.882 *
Passed (U376)
TJPro
40
30
Passed
Location
Right OH under Concentrated loading
Bearing 1 under Concentrated loading
MID Span 1 under Floor ALTERNATE span loading
MID Span 1 under Floor ALTERNATE span loading
MID Span 1 under Floor ALTERNATE span loading
Span 1
-Deflection Criteria: STAN DARD(LL:0.400",TL: U240). Additional checks follow.
-Right Overhang: (LL:2U480, TL:2U240).
-Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 3'4" o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
-2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear.
-The load conditions considered in this design analysis include alternate member pattern loading.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by iLevelD. iLeveI6 warrants the sizing of its products by this software will
be accomplished in accordance with iLeveI9 product design criteria and code accepted design values. The specific product application, input design
loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevele Associate.
-Not all products are readily available. Check with your supplier or iLevel@ technical representative for product availability.
-THIS ANALYSIS FOR iLevel8 PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Buildinj Code IBC analyzing the iLevelD Custom product listed above.
PROJECT INFORMATION:
Copyright :: 2007 by iLevelS, Federal Way, WA.
TJD', and TJ-Beamt are registered trademarks of il,evel�K:.
e-1 Joist',Pro- and TJ-Pro� are trademarks of iLevelt.
OPERATOR INFORMATION:
chris Covington ,
Structural Design Associates
2210 Hewitt Avenue
Suite 401
Everett, WA 98201
Phone :(425)339-0293
Fax : 425-252-0916
chris@strucdes.com
5 1/4" x 117/8" 2.OE Parallam@ PSL @ 12" o/c
TJ-BeamO 6.30 Serial Number.
User: 2 2110/2008 2:07:20 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
Page 2 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED
ADDITIONAL NOTES:
�IMPORTANT! The analysis presented is output from software developed by iLevelO. iLeveIG warrants the sizing of its products by this software will
be* accomplished in accordance with iLeveI8 product design criteria and code accepted design values. The specific product application, input design
loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevelo Associate.
-Not all products are readily available. Check with your supplier or iLevelS technical representative for product availability.
-THIS ANALYSIS FOR iLeveI8 PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the iLeveI0 Custom product listed above.
PROJECT INFORMATION:
Copyright t. 2007 by iLevelS, Federal Way, WA.
Parallams. is a registered trademark of iLevell'..
OPERATOR INFORMATION:
chris Covington
Structural Design Associates
2210 Hewitt Avenue
Suite 401
Everett, WA 98201
Phone*: (425)339-0293
Fax : 425-252-0916
chris@strucdes.com
f .. .
I crc-
TJ-BeamS 6.30 Serial Number.
Usef-. 2 2110/2D08 2:07:20 PM
Page 1 Engine Version: 6.30.14
5 1/4" x 11 7/8" 2.OE Parallam@ PSL @ 12" o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Ovel all Dinlensioll: 20*
F-7 - -I
6 18,
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Offices (psf): 40.0 Live at 100 % duration, 33.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(lbs) Roof(1.25) 2775 1665 20'
SUPPORTS:
Input
Bearing
Vertical Reactions (Ibs)
Width
Length
Live/Dead/UplitVTotal
1 Stud wall 3.50"
2.25"
361 / 91 / -251 453
2 Stud wall 3.50"
2.60"
3556 / 2234 / 0 5790
DESIGN CONTROLS:,
Detail Other
'h 2.
PF0dUCt DiiagUanl is Colneeptual.
End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board@
Overhang 1 Ply 1 1/4" x 117/8" 1.3E TimberStrandS LSL
Maximum
Design
Control
Result
Shear (lbs)
4597.
4514
15066
Passed (30%)
Vertical Reaction (lbs)
5790
5790
7809
Passed (74%)
Moment (Ft-Lbs)
-9696
-9696
38810
Passed (25%)
Live Load Defl (in)
0.096
0.107
Passed (2U537)
Total Load Defl (in)
0.136
0.215
Passed (2U380)
TJPro
66
30
Passed
Location
Right OH under Roof loading
Bearing 2 under Roof loading
Right bH under Roof ALTERNATE span loading
Right OH under Roof ALTERNATE span loading
Right CH under Roof ALTERNATE span loading
Span 1
-Deflection Criteria: STAN DARD(LL:0.400",TL: U240). Additional checks follow.
-Right Overhang:(LL:2U480, TL:2U240).
-Allowable moment was increased for repetitive member usage.
-Uplift exceeds 200 lbs for unbalanced load.
-Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 20' o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear.
-The load conditions considered in this design analysis include alternate member pattern loading.
PROJECT INFORMATION:
Copyright � 2007 by iLevelS, Federal Way, WA.
ParallamJZ is a registered trademark of il,evelt.
OPERATOR INFORMATION:
chris Covington
Structural Design Associates
2210 Hewitt Avenue
Suite 401
Everett, WA 98201
Phone (425)339-0293
Fax 425-252-0916
chris@strucdes.com
TJ-Beam(E) 6.30 Serial Number:
User: 2 2110/2008 2:15:32 PM
Page I Engine Version: 6.30.14
117/8" TJI@) 230 @ 16" o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR- THE APPLICATION AND LOADS LISTED
9.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Offices (pso: 40.0 Live at 100 % duration, 33.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(lbs) Roof(l.25j 900 540 20'
SUPPORTS:
Input
Bearing
Vertical Reactions (Ibs)
Width
Length
Live/Dead/UpliftITotal
1 Stud wall 3.50"
2.25"
482 / 326 / 0 808
2 Stud wall 3.50"
3.50"
1601 /1094 0 / 2695
Detail Other
Oveli all Din-kension: 20'
A' 2'
Product Diagi ani is Concepitial.
End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim BoardG)
Cant Reinf 1 Side 1 Ply 11 7/8" TJIS 230
-Right cantilever reinforcement: 0.75" plywood on one side of joist - See SPECIFIER GUIDE.
DESIGN CONTROLS:
Maximum
Design
Control
Result
Shear (Ibs)
1649
1635
2381
Passed (69%)
Vertical Reaction (Ibs)
995
995
1157
Passed (86%)
Moment (Ft-Lbs)
-3314
3185
4015
Passed (79%)
Live Load Defi (in)
0.101
0.107
Passed (2U512)
Total Load Defl (in)
0.504
0.882
Passed (U420)
TJPro
42
30
Passed
Location
Right OH under Roof loading
Bearing 1 under Concentrated loading
MID Span 1 under Floor ALTERNATE span loading
Right OH under Roof ALTERNATE span loading
MID Span 1 under Floor ALTERNATE span loading
Span 1
-Deflection Criteria: STANDARD(LL:0.400",TL:U240). Additional checks follow.
-Right Overhang: (LL:2U480, TL:2U240).
-Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 10" o1c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
-2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear.
-The load conditions considered in this design analysis include alternate member pattern loading.
PROJECT INFORMATION:
Copyright � 2007 by iLevelZ, Federal Way, WA.
TJI� and TJ_Beami: are registered trademarks of iLevelZ.
e-I Joist_,Pro� and TJ-Pro- are trademarks of iLevel;,.
OPERATOR INFORMATION:
chris Covington
Structural Design Associates
2210 Hewitt Avenue
Suite 401
Everett, WA 98201
Phone: (425)339-0293
Fax : 425-252-0916
chris@strucdes.com
b-1 Weye,ha 11 7/8" TJI@ 230 @ 16" o/C
TJ-BearrM6.30S rial Number:
User: 2 2/10/200: 215:32 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
Page 2 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by iLevelS. iLevelD warrants the sizing of its products by this software will
be accomplished in accordance with iLevelO product design criteria and code accepted design values. The specific product application, input design
loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLeveI8 Associate.
-Not all products are readily available. Check with your supplier or iLeveI0 technical representative for product availability.
-THIS ANALYSIS FOR iLevel@ PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the iLeveI0 Custom product listed above.
PROJECT INFORMATION:
Copyright ' 2007 by iLevelt, Federal Way, WA.
TJLF and TJ_BeamP are registered trademarks of il,evel�P.
e-1 Joist.,Pro- and TJ-Pro' are trademarks of iLevelt.
OPERATOR INFORMATION:
chris Covington
Structural Design Associates
2210 Hewitt Avenue
Suite 401
Everett, WA 98201
Phone: (425)339-0293
Fax : 425-252-0916
chris@strucdes.com
POW!
q 7 CL
cL 0;+,L I QL L) 'm 149
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ZN 10-7 3�
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czs
I-Vc F-
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—e'l w-V -a S,4
540 L)G
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,Qkl@ I I ai�:Z. I -Z
O-Z *lZ Zia+
<2
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0-99 z
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b-S �75 I (P-01/0 V-2 a I F" 6) -d .
114
TJ-Bearla 6.30 Serial Number:
User: 2 2/10/2008 3:0T06 PM
Page 1 Engine Version: 6.30.14
3 1/2" x 11 7/8" 2.OE Parallam@ PSL @ 16" o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Ovei all Dimension: 20'
F_ I
6 2.
Pi oduct Diagil ani is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Offices (psf): 40.0 Live at 100 % duration, 33.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(lbs) Roof(I.25) 1800 1080 20'
SUPPORTS:
Input Bearing Vertical Reactions (Ibs)
Width Length Live/Dead/Uplift/Total
1 Studwall 3.50" 2.25" 4821260 / 0 / 742
2 Studwall 3.50" 2.90" 2611 /1700 / 0 / 4311
DESIGN CONTROLS:
Detail Other
End, Rim 1 Ply 1 114" x 11 7/8" 0.8E TJ-Strand Rim Board@
Overhang 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrandS LSL
Maximum
Design
Control
Result
Shear (lbs)
3089
2978
10044
Passed (30%)
Vertical Reaction (lbs)
4311
4311
5206
Passed (83%)
Moment (Ft-Lbs)
-6404
-6404
25873
Passed (25%)
Live Load Defl (in)
0.091
0.107
Passed (2U568)
Total Load Defl (in)
0.111
0.215
Passed (2U464)
TJPro
61
30
Passed
Location
Right OH under Roof loading
Bearing 2 under Roof loading
Right OH under Roof ALTERNATE span loading
Right OH under Roof ALTERNATE span loading
Right OH under Roof ALTERNATE span loading
Span 1
-Deflection Criteria: STAN DARD(LL:0.400",TL: U240). Additional checks follow.
-Right Overhang: (LL:2U480, TL:2U240).
-Allowable moment was increased for repetitive member usage.
-Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 20'o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear.
-The load conditions considered in this design analysis include alternate member pattern loading.
PROJECT INFORMATION:
Copyright 7. 2007 by iLeveIZ, Federal Way, WA.
ParallamP is a registered trademark of il,evelt.
OPERATOR INFORMATION:
chris Covington
Structural Design Associates
2210 Hewitt Avenue
Suite 401
Everett, WA 98201
Phone: (425)339-0293
Fax : 425-252-0916
chris@strucdes.com
1JA-
3 1/2" x 117/8" 2.OE Parallam@ PSL @ 16" o/c
TJ-130amS 6.30 Serial Number:
User. 2 2/10/2008 3:07:06 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
Page 2 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by iLevel@. iLeveig warrants the sizing of its products by this software will
be accomplished in accordance with iLevelS product design criteria and code accepted design values. The specific product application, input design
loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevele Associate.
-Not all products are readily available. Check with your supplier or iLevelS technical representative for product availability.
-THIS ANALYSIS FOR iLeveI9 PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel9 Custom product listed above.
PROJECT INFORMATION:
Copyright :' 2007 by il,evell:, Federal Way, WA.
Parallam.r'. is a registered trademark of il,evelt.
OPERATOR INFORMATION:
chris Covington
Structural Design Associates
2210 Hewitt Avenue
Suite 401
Everett, WA 98201
Phone: (425)339-0293
Fax : 425-252-0916
chris@strucdes.com
1113
TJ-BeamS 6.30 Serial Number:
User: 2 2/10/2008 3:15:13 PM
Page I Engine Version: 6.30.14
3 1/2" x 11 7/8" 2.OE Parallam@ PSL @ 16" o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Ovieliall Dimension: 20'
F_ I
18, 2.
Pto(lluct Diagiann is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Offices (psf): 40.0 Live at 100 % duratio , 33 CODead)
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(lbs) Roof(I.25) 1630 1250 20'
SUPPORTS:
Input Bearing Vertical Reactions (lbs)
Width Length Live/Dead/UpliftITotal
1 Stud wall 3.50" 2.25" 482 / 240 / 0 / 721
2 Stud wall 3.50" 2.90" 2420 / 1890 / 0 / 4311
DESIGN CONTROLS:
Detail Other
End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board6
Overhang 1 Ply 1 1/4" x 117/8" 1.3E TimberStrandO LSL
Maximum
Design
Control
Result
Shear (lbs)
3089
2978
10044
Passed (30%)
Vertical Reaction (lbs)
4311
4311
5206
Passed (83%)
Moment (Ft-Lbs)
-6404
-6404
25873
Passed (25%)
Live Load Defl (in)
0.082
0.107
Passed (2U626)
Total Load Defl (in)
0.111
0.215
Passed (2U464)
TJPro
61
30
Passed
Location
Right OH under Roof loading
Bearing 2 under Roof loading
Right OH under Roof ALTERNATE span loading
Right OH under Roof ALTERNATE span loading
Right OH under Roof ALTERNATE span loading
Span 1
-Deflection Criteria: STAN DARD(LL:0.400",TL: U240). Additional checks follow.
-Right Overhang: (LL:2U480, TL:2U240).
-Allowable moment was increased for repetitive member usage.
-Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 20'o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear.
-The load conditions considered in this design analysis include alternate member pattern loading.
PROJECT INFORMATION:
Copyright �� 2 007 by iLevelS, Federal Way, WA.
a
Parallami is a regi tered trademark of iLevel-v.
OPERATOR INFORMATION:
chris Covington
Structural Design Associates
2210 Hewitt Avenue
Suite 401
Everett, WA 98201
Phone: (425)339-0293
Fax : 425-252-0916
chris@strucdes.com
0 . 1113
ISM
3 1/2" x 11 7/8" 2.OE Parallam(g) PSL @ 16" o/c
TJ-EleamS 6.30 Serial Number.
User:2 2/1=0083:15:13PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
Page 2 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by iLevelD. iLevelO warrants the sizing of its products by this software will
be accomplished in accordance with iLevelS product design criteria and code accepted design values. The specific product application, input design
loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevele Associate.
-Not all products are readily available. Check with your supplier or iLeveI8 technical representative for product availability.
-THIS ANALYSIS FOR iLeveI0 PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel8 Custom product listed above.
PROJECT INFORMATION:
Copyright . 2007 by iLevelt, Federal Way, WA.
Parallamll' is a registered trademark of iLeveIZ.
OPERATOR INFORMATION:
chris Covington
Structural Design Associates
2210 Hewitt Avenue
Suite 401
Everett, WA 98201
Phone: (425)339-0293
Fax : 425-252-0916
chris@strucdes.com
I I C,
TJ-BeomO 6.30 Serial Number.
User: 2 2/1012008 3:45:41 PM
Page I Engine Version: 6.30.14
11 7/8" TJI@) 210 @ 16" o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
M12
Pi,oduct Diagrani is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Offices (ps�: 40.0 Live at 100 % duration, 33.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs)
Width Length Live/Dead/Uplift/Total
1 Studwall 3.50" 2.25" 307 / 253 / 0 / 560
2 Studwall 3.50" 3.50" 307 / 253 / 0 / 560
DESIGN CONTROLS:
Detail Other
End, Rim 1 Ply 1 114" x 11 7/8" 0.8E TJ-Strand Rim BoardO
End, TJI Blocking 1 Ply 11 7/8" TJIS 210
Maximum
Design
Control
Result
Shear (Ibs)
1000
1000
1655
Passed (60%)
Vertical Reaction (Ibs)
995
995
1110
Passed (90%)
Moment (Ft-Lbs)
1495
1495
3620
Passed (41 %)
Live Load Defl (in)
0.066
0.277
Passed (U999+)
Total Load Defl (in)
0.121
0.554
Passed (U999+)
TJPro,
62
30
Passed
Location
Rt. end Span 1 under Concentrated loading
Bearing 1 under Concentrated loading
MID Span 1 under Floor loading
MID Span I under Floor loading
MID Span 1 under Floor loading
Span 1
-Deflection Criteria: STANDARD(LL:L/480,TL:L/240).
-Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu):'All compr6ssion `6dg��s—(td0—dffd bbttdm)_rnUSt Ije-b-r—amddt4'-1 1"'6/67LFnli-s�-bdfjilid-6tti-e—rWi§-e.--Pr�6pe—r affa_dKffi66tWffd_jid9iti6niFg_6f
lateral bracing is required to achieve member stability.
-2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by iLeveI8. iLevel@ warrants the sizing of its products by this software will
be accomplished in accordance with iLeveI9 product design criteria and code accepted design values. The specific product application, input design
loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevele Associate.
-Not all products are readily available. Check with your supplier or iLeveI8 technical representative for product availability.
-THIS ANALYSIS FOR iLeveI8 PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevelS Custom product listed above.
PROJECT INFORMATION:
Copyright 7 2007 by iLevelt, Federal Way, WA.
TJ14� and TJ-Beam,-. are registered trademarks of iLevel,-.
e-1 Joist',Prol and TJ-Prol are trademarks of iLevel:K.
OPERATOR INFORMATION:
/0
STRUCTURAL DESIGN ASSOCIATES Title: Job #
2210 HEWITT AVENUE Dsgnr: Date: 4:01 PM, 10 FEB 08
SUITE 401 Description
EVERETT, WA 98201 Scope:
425.339.0293
Rev: 580=
User. KW-WO-1067, Ver 5.8.0, 1 -Dec-2003 General Timber Beam Page 1
(c), 983-2003 ENERCALC Engineering Software
Description
General Information
Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 6x12
Center Span
9.33 ft ..... Lu 0.00 ft
Beam Width
5.500 in
Left Cantilever
ft ..... Lu 0.00 ft
Beam Depth
11.500 in
Right Cantilever
ft ..... Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No. 1
Fb Base Allow
1,350.0 psi
Load Dur. Factor
1.000
Fv Allow
170.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
E
1,600.0 ksi
Full Length Uniform Loads zw--
Center DL 495.00 #/ft LL 6;670 7/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 9.33ft, Beam Width 5.500in x Depth = 11.5in, Ends are Pin -Pin
Max Stress Ratio
0.874 : 1
Maximum Moment
11.9 k-ft
Maximum Shear
1.5
6.1 k
Allowable
13.6 k-ft
Allowable
10.8 k
Max. Positive Moment
11.91 k-ft
at 4.665 ft Shear:
@ Left
5.11 k
Max. Negative Moment
d.00 k-ft
at 9.330 ft
@ Right
5.11 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.1 14in
Max. M allow
13.64
Reactions...
@ Right
0.000in
fb 1, 179.40 psi
fv
96.91 psi
Left DL 2.31 k
Max
5.11 k
Fb 1,350.00 psi
Fv
170.00 psi
Right DL 2.31 k
Max
5.11 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load� .. ....
:11 C'
Tota I L'o'a'd
Deflection
-0.076 in
-0.167 in
Deflection
0.000 in
0.000 in
... Location
4.665 ft
4.665 ft
... Length/Defl
0.0
0.0
... Length/Defl
1,479.6
668.88
Right Cantilever...
Camber ( using 1.5 D.L.
Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.114 in
... Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
t' I F,
STRUCTURAL DESIGN ASSOCIATES Title: Job #
2210 HEWITT AVENUE Dsgnr: Date: 4:06PM, '10 FEB 08
SUITE 401 Description
EVERETT, WA 98201 Scope
425.339.0293
Rev: 580000 Page 1
User: KW-0605067, Ver 5.8.0, 1 -Dec-2003 General Timber Beam
(C)1983-2003 ENERCALC Engineering Software
Description
General Information
Code Ref. 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Prilm: 5.25x11.875
Center Span 13.50 ft ..... Lu 0.00 ft
Beam Width
5.250 in
Left Cantilever ft ..... Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever fl: ..... Lu 0.00 fl:
Member Type
Sawn
Truss Joist - MacMillan, Parallam 2.OE
Fb Base Allow 2,900.0 psi
Load Dur. Factor
1.000
Fv Allow 290.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 650.0 psi
I
E 2,000.0 ksi
Full Length Uniform Loads
Center DL 495.00 #/ft LL 600.00 #/it
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 13.50ft, Beam Width 5.250in x Depth = 11.875in, Ends are Pin -Pin
Max Stress Ratio
0.837 : 1
Maximum Moment
24.9 k-ft
Maximum Shear
1.5
9.5 k
Allowable
29.8 k-fl:
Allowable
18.1 k
Max. Positive Moment
24.95 k-ft
at 6.750 I't Shear:
@ Left
7.39 k
Max. Negative Moment
0.00 k-ft
at 13.500 ft
@ Right
7.39 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.379in
Max. M allow
29.82
Reactions...
@ Right
0.000in
lb 2,426.04 psi
fv
152.23 psi
Left DL 3.34 k
Max
7.39 k
Fb 2,900.00 psi
Fv
290.00 psi
Right DL 3.34 k
Max
7.39 k
Deflections
___'Ze_nter Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.252 in
-0.558 in
Deflection
0.000 in
0.000 in
... Location
6.750 ft
6.750 ft
... Length/Defi
0.0
0.0
... Length/Defl
641.7
290.07
Right Cantilever...
Camber ( using 1.5 * D.L.
Defi ) ...
Deflection
0.000 in
0.000 in
@ Center
0.379 in.
... Length/Defll
0.0
0.0
@ Left
0.000 in
@ Right
-0.000 in
STRUCTURAL DESIGN ASSOCIATES' Title: Job #
2210 HEWITT AVENUE Dsgnr: Date: 4:24PM, 10 FEB 08
SUITE 401 Description
EVERETT, WA 98201 Scope
425.339.0293
Rev: 580000 Page I
User: KW-0605067, Ver 5.8.0. 1 -Dec-2003 General Timber Beam
(c)i 983-2003 ENERCALC Engineering Software
Description
General Information
Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 6xl 2
Center Span
6.00 ft ..... Lu 0.00 ft
Beam Width
5.500 in
Left Cantilever
ft ..... Lu 0.00 ft
Beam Depth
11.500 in
Right Cantilever
ft ..... Lu 0.00 ft
Member Type
Sawn
Douglas Fir -Larch, No.1
Fb Base Allow
1,350.0 psi
Load Dur. Factor
1.000
Fv Allow
170.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
E
1,600.0 ksi
Trapezoidal Loads
#1 DL @Left
338.00 #tft
LL @ Left
410.00 #/ft
Start Loc
0.000 ft
DL @ Right
338.00 #/ft
LL @ Right
410.00 #/ft
End Loc
3.500 ft
#2 DL @ Left
'429.00 #/ft
LL @ Left
520.00 #/ft
Start Loc
3.500 ft
DL @ Right
429.00 #/ft
LL @ Right
520.00 #/ft
End Loc
6.000 ft
Beam Design OK
Span= 6.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin
Max Stress Ratio
0.270 : 1
Maximum Moment
3.7 k-ft
Maximum Shear *
1.5
2.6 k
Allowable
13.6.k-ft
Allowable
10.8 k
Max. Positive Moment
3. 69 k-ft
at
3.144 ft
Shear:
@ Left
2.35 k
Max. Negative Moment
-0.00 k-ft
at
6.000 ft
@ Right
2.64 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.015in
Max. M allow
13.64
Reactions...
@ Right
0.000 in
fb 365.00 psi
tv
41.59 psi
Left DL
1.06 k
Max
2.35 k
Fb 1,350.00 psi
Fv
170.00 psi
Right DL
1.19 k
Max
2.64 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.010 in
-0.021 in
Deflection
0.000 in
0.000 in
... Location
3.024 ft
3.024 ft
... Length/Defl
0.0
0.0
... Length/Defl
7,411.7
3,349.70
Right Cantilever...
Camber ( using 1.5 *
D.L. Defil ) ...
Deflection
0.000 in
0.000 in
@ Center
0.015 in
... Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
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TJ-BeamS 6.30 Serial Number.
User: 2 2110/2008 5:02:06 PM
Page I Engine Version: 6.30.14
11 7/8" TJI@ 210 @ 16" o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
11
-M
product Diagrani is Colneeptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Offices (psf]l: 40.0 Live at 100 % duration, 33.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(lbs) Floor(1.00) 206 170 . 4'
Uniform(plf]i Floor(I.00) 60.0 0.0 0 To 4' Adds To
SUPPORTS:
Input
Bearing
Vertical Reactions (Ibs) Detail
Other
Width
Length
Live/Dead/UpliftITotal
1 Stud wall 3.50"
2.25"
643 / 365 / 0 / 1008
End, Rim
1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim BoardS
2 Stud wall 3.50"
2.25"
416 / 311 / 0 / 727
End, Rim
I Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim BoardO
DESIGN CONTROLS:
Maximum
Design Control
Result
Location
Shear (Ibs)
1000
1000 1655
Passed (60%)
Rt. end Span I under Concentrated loading
Vertical Reaction (Ibs)
995
995 1110
Passed (90%)
Bearing 2 under Concentrated loading
Moment (Ft-Lbs)
2567
2567 3620
Passed (71 %)
MID Span 1 under Floor loading
Live Load Defl (in)
0.118 0.277
Passed (U999+)
MID Span 1 under Floor loading
Total Load Defl (in)
0.199 0.554
Passed (U669)
MID Span 1 under Floor loading
TJPro
62 30
Passed
Span 1
-Deflection Criteria: STAN DARD(LL: U480,TL: U240).
-Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 9" o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
-2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by iLevelO. iLeveI8 wa rrants the sizing of its products by this software will
be accomplished in accordance with iLevelS product design criteria and code accepted design values. The specific product application, input design
loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevele Associate.
-Not all products are readily available. Check with your supplier or iLevel@ technical representative ' for product availability.
-THIS ANALYSIS FOR iLevel@ PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel@ Custom product listed above.
PROJECT INFORMATION:
Copyright 7! 2007 by iLevelS, Federal Way, WA.
TJI.� and TJ-BeamF are registered trademarks of iLevelt.
e-I Joist -,Pro- and TJ-Pro- are trademarks of iLeveIZ.
OPERATOR INFORMATION:
RZO,
STRUCTURAL DESIGN ASSOCIATES Title:
2210 HEWITT AVENUE Dsgnr:
SUITE 401 Description
EVERETT, WA 98201 Scope
425.339.0293
Job #
Date: 5:33PM, 10 FEB 08
Rey: 580000 Page 1
User KW-OW-1,0137, Ver 5.8. 0. 1 -Dec-2003
". _9nf).1 FNFRr.ALC FnninpArina Software General Timber Beam
_�IqR'3 I
Description
General Information
Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name PrIlm: 1.76xll.875
Center Span 12.75 ft ..... Lu 0.00 ft
Beam Width
1.750 in
Left Cantilever ft ..... Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft ..... Lu 0.00 ft
Member Type
Truss Joist - MacMillan, Parallam 2.OE
Fb Base Allow 2,900.0 psi
Load Dur. Factor
1.000
Fv Allow 290.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 650.0 psi
E 2,000.0 ksi
Tull Length Uniform Loads
Center DL 264.00 #1ft LL 202 . 00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #1ft LL #/ft
Beam Design OK
Span= 12.75ft, Beam Width 1.750in x Depth = 11.875in, Ends are Pin -Pin
Max Stress, Ratio
0.953 : 1
Maximum Moment
9.5 k-ft
Maximum Shear
1.5
3.8 k
Allowable
9.9 k-ft
Allowable
6.0 k
Max. Positive Moment
9.47 k-ft
at 6.375 ft Shear:
@ Left
2.97 k
Max. Negative Moment
0.00 k-ft
at 0.000 ft
@ Right
2.97 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in.
Max @ Right Support
0.00 k-ft
@ Center
0.482 in
Max. M allow
9.94
Reactions...
@ Right
0.000 in
fb 2,762.76 psi
fV
181.84 psi
Left DL 1.68 k
Max
2.97 k
Fb 2,900.00 psi
Fv
290.00 psi
Right DL 1.68 k
Max
2.97 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.321 in
-0.567 in.
Deflection
0.000 in
0.000 in
... Location
6.375 ft
6.375 ft
..Length/Defl
0.0
0.0
... Length/Defl
476.1
269.70
Right Cantilever...
Camber ( using 1.5 * D.L.
Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.482 in
... Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Title : Job #
Dsgnr: Date: 7:49AM, 11 FEB 08
Description
Scope
_F�e_v _��78od_o6__ Page 1
User: KW-0605067, Ver 5.8. 0, 1 -Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineering Software
Description
General Information
Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 6xl 2
Center Span
7.50 ft ..... Lu 0.00 ft
Beam Width
5.500 in
Left Cantilever
It ..... Lu 0.00 ft
Beam Depth
11.500 in
Right Cantilever
It ..... Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No. 1
Fb Base Allow
1,350.0 psi
Load Dur. Factor
1.000
Fv Allow
170.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
E
1,600.0 ksi
Full Length Uniform Loads
Center DL 611.00 #/ft LL 786.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 7.50ft, Beam Width 5.500in x Depth = 11.5in, Ends are Pin -Pin
Max Stress Ratio
0.720 : 1
Maximum Moment
9.8 k-ft
Maximum Shear
1.5
5.9 k
Allowable
13.6 k-ft
Allowable
10.8 k
Max. Positive Moment
9.82 k-ft
at 3.750 ft Shear:
@ Left
5.24 k
Max. Negative Moment
0.00 k-ft
at 0.000 ft
@ Right
5.24 k
Max @ Left Support
0.00 k-ft
Camber:
Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.058in
Max. M allow
13.64
Reactions...
@ Right
0.00oin
fb 972.31 psi
fv
93.43 psi
Left DL 2.29 k
Max
5.24 k
Fb 1,350.00 psi
Fv
170.00 psi
Right DL 2.29 k
Max
5.24 k
Deflections
Ce� nter Span...
Dead Load
Total Load
L e ft C! 'a n t i 1'ev' e"r.
-De-a8 L:oad
Total Load
Deflection
-0.039 in
-0.089 in
Deflection
0.000 in
0.000 in
... Location
3.750 ft
3.750 It
... Length/Defl
0.0
0.0
... Length/Defl
2,307.7
1,009.31
Right Cantilever...
Camber ( using 1.5 D.L.
DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.058 in
... Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Title Job #
Dsgnr: Date: 7:39AM, 11 FEB 08
Description
Scope
Rev: 580000 Page I
User: KW-0605067, Ver 5.8.0, 1 -Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineering Software I
Description
General Information
Code Ref 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 6x12
Center Span
6.00ft ..... Lu 0.00 ft
Beam Width
5.500 in
Left Cantilever
ft ..... Lu 0.00 ft
Beam Depth
11.500 in.
Right Cantilever
ft ..... Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.1
Fb Base Allow
1,350.0 psi
Load Dur. Factor
1.000
Fv Allow
170.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
E
1,600.0 ksi
Full Length Uniform Loads
C - "nter ' ' ' '_' ' " "_"'_D"' ' ' - -" 0_7/ft
� e, I L 611.. 81 LL 786.00.#/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
: Point Loads
Dead Load 1,520.0 lbs lbs Itis IDS IbS IDS IDS
Live Load 1, 159.0 lbs lbs lbs lbs lbs lbs lbs
... distance 3.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft
Beam Design OK
Span= 6.00ft, Beam Width 5.500in x Depth = 11.5in, Ends are Pin -Pin
Max Stress Ratio
0.708 : 1
Maximum Moment
9.7 k-ft
Maximum Shear
1.5
6.8 k
Allowable
13.6 k-ft
Allowable
10.8 k
Max. Positive Moment
9.66 k-ft
at 3.720 ft' Shear:
@ Left
5.20 k
Max. Negative Moment
0.00 k-ft
at 0.000 ft
@ Right
5.87 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.039in
Max. M allow
13.64
Reactions...
@ Right
0.000 in
fb 956.36 psi
fV
108.09 psi
Left DL 2.40 k
Max
5.20 k
Fb 1,350.00 psi
Fv
170.00 psi
Right DL 2.78 k
Max
5.87 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Tota I Load
Deflection
-0.026 in
-0.054 in
Deflection
0.000 in
0.000 in
... Location
3.072 ft
3.072 ft
... Length/Defl
0.0
0.0
... Length/Defl
2,803.2
1,342.47
Right Cantilever...
Camber (using 1.6 D.L.
Defil ) ...
Deflection
0.000 in
0.000 in
@ Center
0.039 in
... Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
tzx�
TJ-8eam0 6.30 Serial Number.
User: 2 2/10/2008 5:42:45 PM
Page I Engine Version: 6.30.14
11 7/8" TJI@ 230 @ 12" o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
20, i
Product Diagrani is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Offices (psf]l: 40.0 Live at 100 % duration, 33.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs)
Width Length Live/Dead/Upliftrrotal
1 Stud wall 3.50" 2.25" 400 / 330 / 0 / 730
2 Stud wall 3.50" 2.25" 400 / 330 / 0 / 730
DESIGN CONTROLS:
Detail Other
End, Rim 1 Ply 1 1/4" x 11 7/8" O.8E TJ-Strand Rim BoardO
End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim BoardO
Maximum
Design
Control
Result
Shear (Ibs)
1000
1000
1655
Passed (60%)
Vertical Reaction (lbs)
995
995
1157
Passed (86%)
Moment (Ft-Lbs)
3500
3500
4015
Passed (87%)
Live Load Defl (in)
0.394.
0.400
Passed (U596)
Total Load Defl (in)
0.720
0.979
Passed (U326)
tJPro
41
30
Passed
Location
Rt. end Span 1 under Concentrated loading
Bearing 2 under Concentrated loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
Span 1
-Deflection Criteria: STAN DARD(LL:0.400",TL: U240).
-Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span RatinW GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 9" o/c unless detailed ohq�mise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
-2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by iLeveI8. iLevel@ warrants the sizing of its products by this software will
be accomplished in accordance with iLevel4D product design criteria and code accepted design values. The specific product application, input design
loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevele Associate.
-Not all products are readily available. Check with your supplier or iLeveI8 technical representative for product availability.
-THIS ANALYSIS FOR iLevel@ PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevelS Custom product listed above.
PROJECT INFORMATION:
Copyright �7. 2007 by iLevelS, Federal Way, WA.
TJI%' and TJ-Beamt. are registered trademarks of iLevell;.
e-I Joist -,Pro- and TJ-Pro- are trademarks of iLevelT.
OPERATOR INFORMATION:
I zlv,
b�, Vw�,elh-w.sel
Ti-BeamS 6.30 Serial Number.
User: 2 2110/2008 5:45:44 PM
Page 1 Engine version: 6.30.14
117/8" TJI@) 230 @ 16" o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Film
Product Diagiaml is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Office Bldgs - Offices (pso: 40.0 Live at 100 % duration, 33.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs)
Width Length Live/Dead/UpliftfTotal
1 Stud wall 3.50" 2.25" 487 / 402 / 0 / 888
2 Stud wall 3.50" 2.25" 487 / 402 / 0 / 888
DESIGN CONTROLS:
Detail Other
End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim BoardO
End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board8,
Maximum
Design
Control
Result
Shear (Ibs)
1000
1000
1655
Passed (60%)
Vertical Reaction (Ibs)
995
995
1157
Passed (86%)
Moment (Ft-Lbs)
3869
3869
4015
Passed (96%)
Live Load Defl (in)
0.357
0.400
Passed (U599)
Total Load Defl (in)
0.652
0.892
Passed (U328)
TJPro
41
30
Passed
Location
Rt. end Span 1 under Concentrated loading
Bearing 2 under Concentrated loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
Span 1
-Deflection Criteria: STAN DARD(LL:0.400",TL: U240).
-Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 3'7" o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
-2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear.
ADDITIONAL NOTES:.
-IMPORTANT! The analysis presented is output from software developed by iLevelO. iLevelS warrants the sizing of its products by this software will
be accomplished in accordance with iLeveI9 product design criteria and code accepted design values. The specific product application, input design
loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevele Associate.
-Not all products are readily available. Check with your supplier or iLeveI8 technical representative for product availability.
-THIS ANALYSIS FOR iLevelt PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevelS Custom product listed above.
PROJECT INFORMATION:
Copyright z' 2007 by iLevelS, Federal Way, WA.
TJIZ' and TJ-Beamt are registered trademarks of iLevelt.
e-I Jo ist-,Pro- and TJ-Pro- are trademarks of iLevelS.
OPERATOR INFORMATION:
STRUCTURAL DESIGN ASSOCIATES Title: Job #
2210 HEWITT AVENUE Dsgnr: Date: 5:52PM, 10 FES 08
SUITE 401 Description
EVERETT, WA 98201 Scope
425.339.0293
Rev: 5800DO
u Page 1
,jser. KW-0605067, Ver 5.8.0. 1 -Dec-2003 General Timber Beam
C)1983-2003 ENERCALC Engineering Software
Description
General Information
Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x8
Center Span
5.00 ft ..... Lu 0.00 ft
Beam Width
3.500 in
Left Cantilever
ft ..... Lu 0.00 It
Beam Depth
7.250 in
Right Cantilever
ft ...... Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No. 1
Fb Base Allow
1,000.0 psi
Load Dur. Factor
1.000
Fv Allow
180.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
E
1,700.0 ksi
Full Length Uniform Loads
Center DL 470.00 #/ft LL 500.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summaty Beam Design OK
Span= 5.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin
Max Stress Ratio
0.913 :1
Maximum Moment
3.0 k-ft
Maximum Shear
1.5
2.8 k
Allowable
3.3 k-ft
Allowable 1
4.6 k
Max. Positive Moment
3.03 k-ft
at
2.500 ft
Shear:
@ Left
2.42 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
2.42 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.052 in
Max. M allow
3.32
Reactions...
@ Right
0.000in
fb 1, 186.34 p si
N
108.95 psi
Left DL
1.17 k
Max
2.42 k
Fb 1,300.00 psi
Fv
180.00 psi
Right DL
1.17 k
Max
2.42 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.035 in
-0.072 in
Deflection
0.000 in
0.000 in
... Location
2.500 ft
2.500 ft
... Length/Defl
0.0
0.0
... Length[Defl
1,715.3
831.15
Right Cantilever...
Camber ( using 1.6 * D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.052 in
... Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
G
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STRUCTURAL DESIGN ASSOCIATES Title: Job #
2210 HEWITT AVENUE Dsgnr: Date: 6:16PM, IOFEB08
SUITE 401 Description
EVERETT, WA 98201 Scope
425.339.0293
Rev: 580000
U !er: KW-0605057, Ver 5.8. 0, 1 -Dec-2003 General Timber Beam Page I
(c)1983-2003 ENERCALC Engineering Software
Description
General Information
Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 2xi 0
Center Span
8.50ft .....Lu
-0.00 ft
Beam Width
1.500 in
Left Cantilever
ft ..... Lu
0.00 ft
Beam Depth
9.250 in
Right Cantilever
ft ..... Lu
0.00 ft
Member Type
Sawn
Hem Fir, No.2
Fb Base Allow
850.0 psi
Load Dur. Factor
1.000
Fv Allow
150.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
405.0 psi
Repetitive Member
E
1,300.0 ksi
Full Length Uniform Loads
Center DL 33 . 00 #/ft LL 113.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #tft
Beam Design OK
Span= 8.50ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin
Max Stress Ratio
0.688 : 1
Maximum Moment
1.3 k-ft
Maximum Shear
1.5
0.8 k
Allowable
1. 9 k-ft
Allowable
2.1 k
Max. Positive Moment
1. 32 k-ft
at
4.250 ft
Shear.
@ Left
0.62 k
Max. Negative Moment
0.00 k-ft
at
8.500 ft
@ Right
0.62 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.045in
Max. M allow
1.92
Reactions...
@ Right
0.000in
fb 739.70 psi
tv
55.27 psi
Left DL
0.14 k
Max
0.62 k
Fb 1,075.25 psi
Fv
150.00 psi
Right DL
0.14 k
Max
0.62 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.030 in
-0.133 in
Deflection
0.000 in
0.000 in
... Location
4.250 ft
4.250 ft
... Length/Defl
0.0
0.0
... Length/Defl
3,384.7
765.03
Right Cantilever...
Camber ( using 1.6
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.045 in
... Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
STRUCTURAL DESIGN ASSOCIATES Title:
2210 HEWITT AVENUE Dsgnr:
SUITE 401 Description
EVERETT, WA 98201 Scope
425.339.0293
Job #
Date: 6:22PM, 10 FEB 08
6;�F': -K-W--0-6-05067, Ver 5.8.0, 1 -Dec-2003 Page 1
(C)l 983-2003 ENERCALC Engineering Software General Timber Beam
Description
General Informatinn
Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x10
Center Span
8.50 ft ..... Lu 0,00 ft
Beam Width
3.500 in
Left Cantilever
ft ' ' * ... Lu 0.00 ft
Beam Depth
9.250 in
Right Cantilever
It .....Lu 0.00 ft
Member Type
Sawn
Hem Fir, No.2
Fb Base Allow
850.0 psi
Load Dur. Factor
1.000
Fv Allow
150.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
405.0 psi
E
1,300.0 ksi
Full Length Uniform Loads
Center DL 161.00 #/ft LL 214.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 8.50ft, Beam Width 3.500in x Depth = 9.25in, Ends are Pin -Pin
Max Stress Ratio
0.798 : 1
Maximum Moment
3.4 k-ft
Maximum Shear
1.5
2.0 k
Allowable
4.2 k-ft
Allowable
4.9 k
Max. Positive Moment
3.39 k-ft
at
4.250 ft
Shear:
@ Left
1.59 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
1.59 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.095in
Max. M allow
4.24
Reactions...
@ Right
0.000in
fb 814.25 psi
fv
60.85 psi
Left DL
0.68 k
Max
1.59 k
Fb 1,020.00 psi
Fv
150.00 psi
Right DL
0.68 k
Max
1.59 k
Deflections
Center Span... Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection -0.063 in
-0.147 in
Deflection
0.000 in
0.000 in
... Location 4.250 ft
4.250 ft
... Length/Defl
0.0
0.0
... Length/Defl 1,618.8
694.99
Right Cantilever..
Camber( using 1.6 * D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center 0.095 in
... Length/Defl
0.0
0.0
@ Left 0.000 in
@ Right 0.000 in
STRUCTURAL DESIGN ASSOCIATES Title: Job #
2210 HEWITT AVENUE Dsgnr: Date: 6:29PM, 10 FEB 08
SUITE 401 De scription
EVERETT, WA 98201 Scope
425.339.0293
Rev: 580000
User. KW-0605067, Ver 5.8.0, 1 -Dee-2003 Page 1
(c)1983-2003 ENERCALC Engineering Software General Timber Beam
Description
General Information
-1 .
Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
I
Section Name Prilm: 3.5x11.875
Center Span 15.00 It ..... Lu 0.00 ft
Beam Width
3.500 in
Left Cantilever It ..... Lu 0.00 It
Beam Depth
11.875 in
Right Cantilever It ..... Lu 0.00 ft
Member Type
Sawn
Truss Joist - MacMillan, Parallam 2.OE
Fb Base Allow 2,900.0 psi
Load Dur. Factor
1.000
Fv Allow 290.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 650.0 psi
E 2,000.0 ksi
Full Length Uniform Loads
C . en ter D I L - 1 1 1 . 9 . 00 #/ft L - L 429.0'0"#/ft'
Left Cantilever DL #/it LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 15.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin
Max Stress Ratio
0.775 : 1
Maximum Moment
15.4 k-ft
Maximum Shear
1.5
5.4 k
Allowable
19.9 k-ft
Allowable
12.1 k
Max. Positive Moment
15.41 k-fl: at
7.500 ft Shear:
@ Left
4.11 k
Max. Negative Moment
0.00 k-ft . at
15,000 ft
@ Right
4.11 k
Max @ Left Support
0.00 k-ft
Camber
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.208 in
Max. M allow
19.88
Reactions...
@ Right
0.000in
fb 2,248.38 psi
fv 129.34 psi
Left DL 0.89 k
Max
4.11 k
Fb 2,900.00 psi
Fv 290.00 psi
Right DL 0.89 k
Max
4.11 k
Deflections
�e_nte-r Span...
Dead Load
Total Load
Left Cantilever..
Dead Load
�oct'as I L o a d
Deflection
-0. 139 in
-0.639 in
Deflection
0.000 in
0.000 in
... Location
7.500 ft
7.500 ft
... Length/Defl
0.0
0.0
... Length/Defl
1,297.2
281.69
Right Cantilever...
Camber( using 1.5
D.L. DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.208 in
... Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
STRUCTURAL DESIGN ASSOCIATES Title: Job #
2210 HEWITT AVENUE Dsgnr: Date: 6:54PM, 10 FEB 08
SUITE 401 Description
EVERETT, WA 98201 Scope
425.339.0293
Rev: 580000
User: KW-0605067, Ver 5.8, 0, 1 -Dec-2003 Page 1
(c)1983-2003 ENERCALC Engineering Software Timber Column Design : I
Description
General Information
Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user de ined.
WM 9 a4c'tio n
U6 Total Column Height
9.00 ft Le XX for Axial 9.00 It
Rectangular Column
Load Duration Factor
1.00 Le YY for Axial 0.50 ft
Column Depth
5.50 in Fc
700.00 psi Lu XX for Bending 9.00 ft
Width
3.50 in Fb
750.00 psi
Sawn
E - Elastic Modulus
1,300 ksi
Douglas Fir - Larch, No.2
-Loads
-Dead Load Live Load Short Term Load
Axial Load 4,011.00 lbs 4,862.00 lbs 0.00 lbs
Eccentricity 0.000in
Using : 4x6, Width= 3.50in, Depth= 5.50in,
DL + LL
fc: Compression 460.94 psi
Fc: Allowable 597.51 psi
fbx : Flexural 0.00 psi
F'bx: Allowable 966.38 psi
Interaction Value 0.7714
Column OK
Total Column Ht= 9.00ft
DL + LL + ST DL + ST
460.94 psi 208.36 psi
597.51 psi 597.51 psi
0.00 psi 0.00 psi
966.38 psi 966.38 psi
0.7714 0.3487
Stress Details
Fc: X-X
597.51 psi
For Bending Stress CaIcs...
Fc: Y-Y
769. 10 psi
Max k*Lu / d
50.00
F'c: Allowable
597.51 psi
Actual k*Lu/d
28.92
F'c:Allow * Load Dur Factor
597.51 psi
Min. Allow k*Lu / d
11.00
F'bx
966.38 psi
CfBending
1.300
F'bx * Load Duration Factor
966.38 psi
Rb: (Le d / b A 2) A .5
9.446
For Axial Stress Caics...
Cf : Axial 1.100
Axial X-X k Lu / d 19.64
Axial Y-Y k Lu / d 1.71
STRUCTURAL DESIGN ASSOCIATES
Title:
Job #
2210 HEWITT AVENUE
Dsgnr:
Date: 6:54PM, 10 FEB 08
Description
SUITE 401
EVERETT, WA 98201
Scope
425.339.0293
Rev: 580000
User: KW-0605067, Ver 5.8.0, 1 -Dec-2003
Timber Column Design
Page 1
(C)1983-2003 ENERCALC Engine ering Software
Description
General Information
Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined.
Z7od'S"ettion 4x6
Total Column Height 9.00 It
Le XX for Axial 9.00 It
Rectangular Column
Load Duration Factor 1.00
Le YY for Axial 0.50 ft
Column Depth 5.50 in
Fc 700.00 psi
Lu XX for Bending 9.00 It
Width 3.50 in
Fb 750.00 psi
Sawn
E - Elastic Modulus 1,300 ksi
Douglas Fir - Larch, No.2
-Loads
-Dead Load Live Load
Short Term Load
Axial Load
3,788.00 lbs 4,592.00 lbs
0.00 lbs
Eccentricity 0.000in
Column OK
Using : 4x6, Width= 3.50in, Depth= 5.50in, Total Column Ht= 9.00ft
DL + LL DL + LL + ST DL + ST
fc: Compression 435.32 psi 435.32 psi 196.78 psi
Fc: Allowable 597.51 psi 597.51 psi 597.51 psi
fbx : Flexural 0.00 psi
F'bx: Allowable 966.38 psi
0.00 psi
966.38 psi
0.00 psi
966.38 psi
I
Interaction Value
0.7286
0.7286
0.3293
Stress Details
Fc: X-X
597.51 psi
For Bending Stress Caics...
Fc: Y-Y
769. 10 psi
Max k*Lu / d
50.00
F'c: Allowable
597.51 psi
Actual k*Lu/d
28.92
F'c:Allow * Load Dur Factor
597.51 psi
Min. Allow k*Lu / d
11.00
F'bx
966.38 psi
Cf:Bending -
1.300
F'bx * Load Duration Factor
966.38 psi
Rb : (Le d / b12) 1.5
9.446
For Axial Stress Caics...
Cf : Axial
1.100
Axial X-X k Lu / d
19.64
Axial Y-Y k Lu / d
1.71
STRUCTURAL DESIGN ASSOCIATES Title: Job #
2210 HEWITT AVENUE Dsgnr: Date: 6:53PM, 10 FEB 08
SUITE 401 Description
EVERETT, WA 98201 Scope
425.339.0293
Rev: 58GOOO
u Page 1
, ser: KW-0605067, Ver 5.8.0. 1 -Dec-2003 Timber Column Design
c)l 983-2003 ENERCALC Engineering Software
Description
-General Information
Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000., Base allowables are user defined.
Wood Section
6x6 Total Column Height
9.00 Le XX for Axial 9.00 ft
Rectangular Column
Load Duration Factor
1.00 Le YY for Axial 0.50 ft
Column Depth
5.50 in Fc
700.00 psi Lu XX for Sending 9.00 ft
Width
5.50. in Fb
750.00 psi
Sawn
E - Elastic Modulus
1,300 ksi
Douglas Fir - Larch, No.2
Loads
Dead Load Live Load Short Term Load
Axial Load 4,535.00 lbs 5,498.00 lbs 0.00 lbs
Eccentricity 0.000in
I Summary I
Using : M, Width= 5.50in, Depth= 5.50in,
DL + LL
fc: Compression 331.67 psi
Fc: Allowable 560.59 psi
fbx : Flexural 0.00 psi
F'bx: Allowable 750.00 psi
Interaction Value 0.6916
Total Column Ht= 9.00ft
DL + LL + ST
331.67 psi
560.59 psi
0.00 psi
750.00 psi
0.5916
Column OK
DL + ST
149.92 psi
560.59 psi
0.00 psi
750.00 psi
0.2674
Stress Details
Fc: X-X
560.59 psi
For Bending Stress Calcs...
Fc: Y-Y
699.70 psi
Max k*Lu / d
50.00
F'c: Allowable
560.59 psi
Actual k*Lu/d
28.92
F'c:Allow * Load Dur Factor
560.59 psi
Min. Allow k*Lu / d
11.00
F'bx
750.00 psi
CfBending
1.000
F'bx * Load Duration Factor
750.00 psi
Rb : (Led/ b^2) A.5
6.011
For Axial Stress Calcs...
Cf : Axial 1.000
Axial X-X k Lu / d 19.64
Axial Y-Y k Lu / d 1.09
STRUCTURAL DESIGN ASSOCIATES Title: Job #
2210 HEWITT AVENUE Dsgnr: Date: 6:50PM, 10 FEB 08
SUITE 401 Description
EVERETT, WA 98201 Scope
425.339.0293
R: 580000 Page 1
U)er. KW-0605067. Ver 5.8.0, 1 -Dec-2003 Timber Column Design
(c 1983-2003 ENERCALC Engineering Software
Description
General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defin ed.
Wood Section
4x6 Total Column Height
9.00 ft Le XX for Axial 9.00 ft
Rectangular Column
Load Duration Factor
1.00 Le YY for Axial 9.00 ft
Column Depth
3.50 in Fc
1,000.00 psi Lu XX for Bending 9.00 ft
Width
5.50 in Fb
1,200.00 psi
Sawn
E - Elastic Modulus
1,600 ksi
Douglas Fir - Larch, No. 1
Loads
Dead Load Live Load Shod Term Load
Axial Load 3,341.00 lbs 4,050.00 lbs, 0.00 lbs
Eccentricity 0.000in
Column OK
Using: 46, Width= 5.50in, Depth= 3.50in,
Total Column Ht= 9.00ft
DL + LL
DL + LL + ST
DL + ST
fc: Compression 383.95 psi
383.95 psi
173.56 psi
Fc: Allowable 436.49 psi
436.49 psi
436.49 psi
fbx : Flexural 0.00 psi
0.00 psi
0.00 psi
F'bx: Allowable 1,200.00 psi
1,200.00 psi
1,200.00 psi
Interaction Value 0.8796
0.8196
0.3976
Stress Details
Fc: X-X
436.49 psi
For Bending Stress CaIcs...
Fc: Y-Y
760.82 psi
Max k*Lu / d
50.00
F'c: Allowable
436.49 psi
Actual k*Lu/d
26.84
F'c:Allow * Load Dur Factor
436.49 psi
Min. Allow k*Lu / d
11.00
F'bx
1,200.00 psi
Cf.-Bending
1.000
F'bx * Load Duration Factor
1,200.00 psi
Rb: (Le d / b A 2) A .5
4.795
For Axial Stress Caics...
Cf : Axial
1.000
Axial X-X k Lu / d
30.86
Axial Y-Y k Lu / d
19.64
-i) C57
Title Job #
Dsgnr: Date: 7:06AM, I I FES 08
Description
Scope :
'Rev: 580000 Page 1 p,
User: KW-0605067, Ver 5.8.0. 1 -Dec-2003 Timber Column Design
(c)1983-2003 ENERCALC Engineering Software
Description
General Information
Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined..
Wood Section
6x6 Total Column Height
8.00 ft Le XX for Axial 8.00 ft
Rectangular Column
Load Duration Factor
1.00 Le YY for Axial 8.00 ft
Column Depth
5.50 in Fc
1,500.00 psi Lu XX for Bending 8.00 ft
Width
5.50 in Fb
1,000.00 psi
Sawn
E - Elastic Modulus
1,700 ksi
Douglas Fir - Larch, No. 1
Loads
Dead Load Live Load ShortTerrn Load
Axial Load 11, 795.00 lbs 14,297.00 lbs 0.00 lbs
Eccentricity 0.000in
Using : M, Width= 5.50in, Depth= 5.50in,
DL + LL
fc : Compression 862.55 psi
Fc: Allowable 1,091.27 psi
fbx : Flexural 0.00 psi
F'bx: Allowable 1,000.00 psi
Interaction Value 0.7904
Column OK
Total Column Ht= 8.00ft
DL + LL + ST DL + ST
862.55 psi 389.92 psi
1,091.27 psi 1,091.27 psi
0.00 psi 0.00 psi
1,000.00 psi 1,000.00 psi
0.7904 0.3673
-Stress Details
Fc: X-X
1,091.27 psi
For Bending Stress CaIcs...
Fc: Y-Y
1,091.27 psi
Max k*Lu / d
50.00
F'c: Allowable
1,091.27 psi
Actual k*Lu/d
22.59
F'c:Allow * Load Dur Factor
1,091.27 psi
Min. Allow k*Lu / d
11.00
F'bx
1,000.00 psi
Cf:Bending
1.000
F'bx * Load Duration Factor
1,000.00 psi
Rb: (Led/ b A 2) A .5
5+667
For Axial Stress CaIcs...
Cf: Axial 1.000
Axial X-X k Lu / d 17.45
Axial Y-Y k Lu / d 17.45
Title : Job #
Dsgnr: Date: 7:06AM, 11 FEB 08
Description
Scope :
Rev: 580000 Page I N
User: KW-0605067. Ver 5.8.0, 1 -Dec-2003 Timber Column Design
(c)1983-2003 ENERCALC Engineering Software
Description
-General Information
Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user de ined..
Wood Section
6x6 Total Column Height
8.00 ft
Le XX for Axial 8.00 ft
Rectangular Column
Load Duration Factor
1.00
Le YY for Axial 8.00 ft
Column Depth
5.50 in Fc
1,500.00 psi
Lu XX for Bending 8.00 ft
Width
5.50 in Fb
1,000.00 psi
Sawn
E - Elastic Modulus
1,700 ksi
Douglas Fir - Larch, No. 1
-Loads
Dead Load
Live Load
Short Term Load
Axial Load
12,342.00 lbs
14,960.00 lbs
0.00 lbs
Eccentricity
0.000in
Using : M, Width= 5.50in, Depth= 5.50in,
DL + LL
fc: Compression 902.55 psi
Fc: Allowable 1,091.27 psi
fbx : Flexural 0.00 psi
F'bx: Allowable 1,000.00 psi
Interaction Value 0.8271
Total Column Ht= 8.00ft
DL + LL + ST
902.55 psi
1,091.27 psi
0.00 psi
1,000.00 psi
0.8271
Column OK
DIL + ST
408.00 psi
1,091.27 psi
0.00 psi
1,000.00 psi
0.3739
Stress Details
Fc: X-X
1,091.27 psi
For Bending Stress Caics...
Fc: Y-Y
1,091.27 psi
Max k*Lu / d
50.00
F'c: Allowable
1,091.27 psi
Actual k*Lu/d
22.59
F'c:Allow * Load Dur Factor
1,091.27 psi
Min. Allow k*Lu / d
11.00
F'bx
1,000.00 psi
CfBending
1.000
F'bx * Load Duration Factor
1,000.00 psi
Rb: (Led/ b A2) A .5
5.667
For Axial Stress Caics...
Cf : Axial 1.000
Axial X-X k Lu / d 17.45
Axial Y-Y k Lu / d 17.45
Title : Job #
Dsgnr: Date: 7:09AM, 11 FEB 08
Description
Scope:
Rev: 5800DO page 1
User: KW-0605067, Ver 5.8.0. 1 -Dec-2003 Timber Column Design
(c)1983-2003 ENERCALC E ngine e ring S oftware
Description
General Information
Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined..
Wood Section
4x6 Total Column Height
8.00 ft Le XX for Axial 8.00 ft
Rectangular Column
Load Duration Factor
1.00 Le YY for Axial 8.00 ft
Column Depth
5.50 in Fc
1,350.00 psi Lu XX for Bending 8.00 ft
Width
3.50 in Fb
900.00 psi
Sawn
E - Elastic Modulus
1,600 ksi
Douglas Fir - Larch, No.2
Loads
Dead Load Live Load ShortTerm Load
Axial Load 4,618.00 lbs 5,598.00 lbs 0.00 lbs
Eccentricity 0.000in
Column OK
Using : 4x6, Width= 3.50in, Depth= 5.50in,
Total Column Ht= 8.00ft
DL + LL
DL + LL + ST
DL + ST
fc : Compression 530.70 psi
530.70 psi
239.90 psi
Fc: Allowable 567.74 psi
567.74 psi
567.74 psi
fbx Flexural 0.00 psi
0.00 psi
. 0.00 psi
F'bx Allowable 1,161.22 psi
1,161.22 psi
1,161.22 psi
Interaction Value 0.9348
0'.9348
0.4225
Stress Details
Fc: X-X
1,055.89 psi
For Bending Stress CaIcs...
Fc: Y-Y
567.74 psi
Max k*Lu / d
50.00
F'c: Allowable
567.74 psi
Actual k*Lu/d
23.10
F'c:Allow * Load Dur Factor
567.74 psi
Min. Allow k*Lu / d
11.00
F'bx
1,161.22 psi
CfBending
1.300
F'bx * Load Duration Factor
1,161.22 psi
Rb: (Led/ b A 2) A .5
8.905
For Axial Stress CaIcs...
Cf: Axial 1.100
Axial X-X k Lu / d 17.45
Axial Y-Y k Lu / d 27.43
__4
Title : Job #
Dsgnr: Date: 8:34AM, - 11 FEB 08
Description
Scope:
Rev: 580000
User: KW-0605067, Ver 5.8.0, 1 -Dec-2003 General Timber Beam Page 1 1
(c)i 983-2003 ENERCALC Engineering Software
Description
-General Information
Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined a
Section ame 2x6
Center Span
6.75 It ..... Lu 0.00 ft,
Beam Width
1.500 in
Left Cantilever
ft ..... Lu 0.00 It
Beam Depth
5.500 in
Right Cantilever
It ..... Lu 0.00 ft
Member Type
Sawn
Hem Fir, No.2
Fb Base Allow
850.0 psi
Load Dur. Factor
1.000
Fv Allow
150.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
405.0 psi
E
1,300.0 ksi
-Full Length Uniform Loads
Center DL 30.00 #/ft LL 50.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summary Beam Design OK
Span= 6.75ft, Beam Width = 1.500in x Depth = 5.5in, Ends are Pin -Pin
Max Stress Ratio
0.654 : 1
Maximum Moment
0.5 k-ft
Maximum Shear
1.5
0.4 k
Allowable
0.7 k-ft
Allowable
1.2 k
Max. Positive Moment
0.46 k-ft at
3.375 It
Shear:
@ Left
0.27 k
Max. Negative Moment
0.00 k-ft at
0.000 It
@ Right
0.27 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.078 in
. Max. M allow
0.70
Reactions...
@ Right
0.000in
lb 722.97 psi
fv 42.81 psi
Left DL
0.10 k
Max
0.27 k
Fb 1, 105.00 psi
Fv 150.00 psi
Right DL
0.10 k
Max
0.27 k
Deflections
Center Span...
-Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.052 in
-0.138 in
Deflection
0.000 in
0.000 in
... Location
3.375 ft
3.375 ft
... Length/Defl
0.0
0.0
... Length/Defl
1,562.9
586.07
Right Cantilever...
Camber ( using 1.5 D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.078 in
... Length/Defi
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Title : Job #
Dsgnr: Date: 8:44AM, 11 FEB 08
Description
Scope
Rev: 580000 Page I
UsTr: KW-0605067, Ver 5.8.0, 1 -Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineering Software : I
Description
General Information
Code Ref 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x8
Center Span
9.25 ft ..... Lu 0.00 It
Beam Width
3.500 in
Left Cantilever
ft ..... Lu 0.00 ft
Beam Depth
7.250 in
Right Cantilever
ft ..... Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Fb Base Allow
900.0 psi
Load Dur. Factor
1.000
Fv Allow
180.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
E
1,600.0 ksi
Full Length Uniform Loads
Center DL 81.00 #/ft LL 134.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summaty Beam Design OK
Span= 9.25ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin
Max Stress Ratio
0.769 : 1
Maximum Moment
2.3 k-ft
Maximum Shear
1.5
1.3 k
Allowable
3.0 k-ft
Allowable
4.6 k
Max. Positive Moment
2.30 k-ft
at
4.625 It
Shear:
@ Left
0.99 k
Max. Negative Moment
0.00 k-ft
at
9.250 It
@ Right
0.99 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max Q Right Support
0.00 k-ft
@ Center
0.113 in
Max. M allow
2.99
Reactions...
@ Right
0.000 in
fb 899.95 psi
fv
51.26 psi
Left DL
0.37 k
Max
0.99 k
Fb 1, 170.00 psi
Fv
180.00 psi
Right DL
0.37 k
Max
0.99 k
Deflections
Center Span...
Dead Load
Totaj Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.075 in
-0. 199 in
Deflection
0.000 in
0.000 in
... Location
4.625 ft
4.625 ft
... Length/Defl
0.0
0.0
... Length/Defi
1,479.5
557.40
Right Cantilever...
Camber ( using 1.5 * D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.113 in
... Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
WECISCIENCES INC.
nical & Pavement Engineering - Hydrogeology
April 23, 2008
HWA Project No. 2008-030-21
Van Slyck Associates, Inc.
P.O.Box 13066
Everett, WA 98206
Attn: Mr. Paul Van Slyck
Geoenvironmental - Inspection 6 T
Re: Percolation Testing and Facility Sizing
RESIDENTIAL REDEVELOPMENT
628 DAYTON STREET
EDMONDS, WASHINGTON 98020
Dear Mr. Van Slyck:
APR 2 5 2008
This letter summarizes the results of percolation testing and facility sizing calculations
conducted for the subject site, in support of the permitting of an on -site storm water
disposal system for a SFR redevelopment, located at 628 Dayton Avenue in Edmonds,
Washington. The testing and sizing calculations were requested by the City of Edmonds
(COE) during plan review, by means of a Correction Notice dated April 11, 200 8, from
Joanne Zulauf of the COE Engineering department.
As requested, HWA GeoSciences Inc., conducted a series of three falling head ,
percolation tests on site. HWA previously conducted a subsurface assessment of soil
conditions in the proposed infiltration areas and determined that site soils consisted of
native outwash sands suitable as a receptor soil, and that no shallow ground water was
observed on site. The local native outwash soils are classified as Type A in the SCS Soil
Survey of Snohomish County.
PERCOLATION TESTING
Percolation tests were conducted in general accordance with the procedure described in
the 1980 EPA Design Manual, Table 3 -8, entitled "Falling Head Percolation Test
Procedure", as required by COE regulations. The testing was conducted at three
relatively widely spaced locations within the western side of the property as shown on
Figure 1, on April 180', 2008, by an HWA geologist.
go% ` F
11 t I
E
19730 - 614th
Fla E S 1UP B Lynnl�l
APR 2 5 2008
(01
April 23, 2008
HWA Project No. 2008-030-21
Test Procedure:
1. Holes with a minimum 6-inches diameter were dug with a post hole digger down
to native soil, which for these locations, was in excess of 2.5 feet below the
existing ground surface.
2. The bottom of the holes was scarified and a layer of washed gravel was placed in
the hole to protect the bottom of the hole from erosion.
3. Each hole was saturated by slowly introducing water, to maintain a depth of water
relative to the bottom of at least 12-inches, using a garden hose. This process was
conducted for about 20 minutes at each location. In general, the water would
completely drain away after only 5-6 minutes when the water was turned off, as
would be expected in clean sandy soils. In accordance with the EPA procedure
testing was conducted immediately after two successive soak -drain periods.
4. Due to the rapid percolation rate exhibited by site soils, rate measurements were
taken every 15 seconds. Additionally, because of the rapid rate at which the holes
drained, initial or starting water depths ranged from about 9.5 to I I inches of
water, so that measurements during the last 6-inches of percolation could be made
as required in the EPA method.
PERCOLATION TEST RESULTS
In accordance with The EPA method, the percolation rate for each hole was calculated by
dividing the time interval by the inches of drop of the water level for that interval.. The
test results are shown on Figures 2 through 4 and summarized in Table 1. The
percolation rate in minutes per inch was converted for inches per minute for use in the
COE infiltration sizing equation.
Table 1 Summary of Percolation Test Results
Test
Designation
Average
Percolation
Rate (min/in)
Rate During Last
Measurement
Interval (min/in)
Percolation
Rate (min/in)
Infiltration
Rate
(in/min)
PT-1
0.49
0.50
0.50
2.0
PT-2
0.25
0.25
0.25
4.0
PT-3
0.36
0.57
0.57
1.75
628 Dayton Street -Infiltration Testing
2
HWA GeoSciences Inc.
April 23, 2008
HWA Project No. 2008-030-21
As evident from Table 1, the percolation tests on site yield infiltration rates that range
from 1.75 to 4.0 inches per minute (percolation rates of 0.57 to 0.25 min/in.). All the rates
measured exceed the maximum infiltration rate allowed by COE for sizing of infiltration
facilities and, therefore, the maximum rate stipulated by the COE of 0.333in/min. was
used for sizing.
SITE STORMWATER INFILTRATION SYSTEM SIZING
In accordance with the criteria contained in the COE development information document,
entitled "Infiltration Facility Sizing", the storm water infiltration facility required for this
site was sized using the following formula:
Aiu = (0.054 * Loo * AT)
1001))
Where:
ARI = Area required for infiltration (ft);
P100 = 100-year, 24-hour design storm total precipitation (3.0 inches in COE)
A-r = Tributary area served by infiltration facility (ft 2 ) - Provided by the Contractor
ID = Design infiltration rate determined by percolation tests (in/min — cannot exceed
0.333 in/min).
Based upon this formula and the tributary area reported to us by the Contractor, we
calculated a required area for infiltration of 145 square feet. Assuming a 2-foot wide
infiltration trench, the on -site system would need to be 72.5 feet long and could be
accommodated completely within the western side yard or as two separate trenches in the
west and the front yards. Individual trenches will need to be sized to match the
appropriate tributary area they serve.
An infiltration trench should consist of an excavation that is at least 2 feet wide and
extends down to the top of the suitable receptor soils, which are located approximately
2.5 to 4.5 feet below grade in the west side and front yard., respectively. In order to
avoid ponding, the base of the trench should be relatively level which may require
excavation into the receptor to maintain grade. The trench must be located at least
10 feet away from the new residential structure. Construction of infiltration trenches may
be accomplished with conventional excavating equipment. If workmen are required to
enter the trenches, temporary shoring using steel plates or trench boxes are required for
cuts deeper than 4 feet and because of the limited room for slope layback. Shoring and
excavation safety is the responsibility of the Contractor.
628 Dayton Street -Infiltration Testing 3 HWA GeoSciences Inc.
April 23, 2008
HWA Project No. 2008-030-21
All roof drains, patio, and deck drains (but not foundation drains) should be connected to
a series of 4-inch diameter PVC tighline pipes and conveyed to minimum number of
catch basin sump(s), as required to efficiently collect and convey the flow from various
locations on site to the infiltration trench(es).
Once excavation has exposed suitable receptor soils, the sidewalls should be lined with
non -woven geotextile fabric. After the walls are lined with fabric, a minimum of I foot
of 3/4to I 1/2-inch diameter washed drain rock should be carefully placed into the lined
trenches. A simple observation well consisting of a sh ort piece of PVC drain pipe set
vertically into the drain rock just above the bottom is required at either end of the trench
to allow for water level measurements. Then.4-inch diameter perforated pipe should be
laid along the entire length of the trench. A clean -out port should be provided at one end
of the perforated pipe to facilitate future -maintenance, if required. Where appropriate,
T-connectors should be provided along the perforated pipe so that the pipes from the
catch basin(s) can be attached. After all the connections are made, an additional 1 -foot
layer of washed rock should be placed over the pipe. After sufficient drain rock has been
placed, the upper flaps of geotextile must be folded carefully over the top of the drain
rock to prevent ingress of backfill soils into the rock. The remainder of the excavation
can then be backfilled with clean native soils. A standard detail for the construction of a
"Down Spout Infiltration System", prepared by the City of Edmonds, illustrating a typical
infiltration trench system layout is shown on Figure 6.
ADM 1111 [IRLMI&M 1UV I 1-r—MORK
We have prepared this infiltration system evaluation and sizing for the client Mr. Paul
Van Slyck and the property owners, Adam and Whitney Cornell, for use in permitting the
proposed residential redevelopment. Experience has shown that soil and ground water
conditions can vary significantly over small distances. Inconsistent conditions can occur
between explorations and may not be detected by a geotechnical assessment of this
limited scope and nature. Accordingly, we make no warranty expressed or implied that
subsurface conditions throughout this site will be as observed at our exploration
locations. Should conditions be found to vary significantly from what we have described
during future construction operations on site, we should be notified immediately so that
we may review such findings and the applicability of our recommendations to the
development being proposed.
Our scope of work did not include environmental assessments or evaluations regarding
the presence or absence of wetlands or hazardous substances in the soil, surface water, or
ground water at this site. HWA does not practice or consult in the field of safety
engineering. We do not direct the contractor's operations and we cannot be responsible
for the safety of personnel other than our own on the site; the safety of others is the
628 Dayton Street -Infiltration Testing 4 HWA GeoSciences Inc.
April 23, 2008
HWA Project No. 2008-030-21
responsibility of the contractor. The contractor should notify the owner if any of the
recommended actions presented herein are considered unsafe.
. 0
If you have any questions regarding this proposal, or need additional information, please
do not hesitate to contact us.
Sincerely,
HWA GeoSciences Inc.
400pj vv as
0 Z
14
NO
STEVEN ELLIOTT GREENE
Steven E. Greene, L.E.G.
Engineering Geologist/Vice President
Attachments:
Figure 1 Project Site Exploration Plan
Figures 2-4 Falling Head Percolation Test Data: PT-1, PT-2, and PT-3
Figure 5 Infiltration Facility Sizing Calculation Sheet
Figure 6 COE Standard Detail for Down Spout Infiltration System
628 Dayton Street -Infiltration Testing 5 HWA GeoSciences Inc.
SqA
7—C)--
if !.-XLS-rkqF
F
.1 L I' j ' I I
PT-3 ---Approximate Location and Designation of Percolation Test (RWA, 2008)
HIH-3 ---Approximate Location and Designation of Hand Boring (HWA, 2008)
=Base 1MVat): modified from the Gradin2 Plan DreDared bv Van SIvck Associates,
PROJECT SITE & EXPLORATION PLAN
INFILTRATION ASSESSMENT
HWA GEOSCIENCES INC. RESIDENTIAL REDEVELOPMENT
628 DAYTON STREET
EDMONDS. WASHINGTON
Not to Scale
i
NORTH
--TFIGURE NO
2008-030
5
Failing Head Percolation Test Data Form
1980 EPA Design Manual
Location: 628 Dayton Avenue Edmonds Washington
Project Number:
2008-030
Test Conducted By:
Daniel Coltrane
Date: 04/18/2008
Test Hole Designation:
PT-1
Depth to Bottom of Hole:
31
Diameter of Hole:
6"
Depth (in.)
Description:
0-12
Dark brown, silty SAND with gravel
12-31
Brown, SAND with gravel
Time
I
Time Interval
minutes
Measurment
inches
Drop in Water Level
inche I
Percolation Rate
minutes per inch
in/min
0
0:15
15.5
1.125
0.22
4.5
0:15
0:15
14.375
0.750
0.33
3
0:30
0:15
13.625
0.625
0.40
2.5
0:45
0:15
13
0.625
0.40
2.5
1:00
0:15
12.375
0.625
0.40
2.5
1:15
0:15
11.75
0.375
0.67
1.5
1:30
0:15
11.375
0.500
0.50
2
1:45
0:15
10.875
0.500
0.50
2
2:00
0:15
10.375
0.500
0.50
2
2:15
0:15
9.875
0.375
0.67
1.5
2:30
0:15
9.5
0.375
0.67
1.5
2:45
0:15
9.125
0.375
0.67
1.5
3:00,
0:15
8.75
0.500
0.50
2
1 3:301
0:301
8.251
NA
I NA
Percolation rate: 0.49 minutes per inch inches per minute 2.0
[FLY a,", I "
HWAGEOSCIENCES INC.
FIGURE 2
Failing Head Percolation Test Data Form
1980 EPA Design Manual
Location: 628 Dayton Avenue Edmonds Washington
Project Number:
2008-030
Test Conducted By:.
Daniel Coltrane
Date: 04/18/2008
Test Hole Designation:
PT-2
Depth to Bottom of Hole:
30.5"
Diameter of Hole:
6"
Depth (in.)
Description:
0-14
Brown, silty SAND
14-30.5
Light brown, SAND
Time
Time Interval
minutes
Measurment
inches
Drop in Water Level
inches
Percolation Rate
minutes per inch
in/min
0
0:15
16
1.250
0.20
5
0:15
0:15
14.75
1.500
0.17
6
0:30,
0:15
13.25
1.250
0.20
5
0:45
0:15
12
1.000
0.25
4
1:00
0:15
11
0.875
0.29
3.5
1:15
0:15
10.125
0.625
0.40
2.5
1:30
0:15
9.5
2.000
0.25
4
2:00
0:30
7.5
NA
NA
Percolation rate: 0.25 minutes per inch inches per minute 4.0
ff "T"A
HWAGEOSCIENCES INC.
FIGURE 3
Failing Head Percolation Test Data Form
1980 EPA Design Manual
Location: 628 Dayton Avenue Edmonds Washington
Project Number:
2008-030
Test Conducted By:
Daniel Coltrane
Date: 04/18/2008
Test Hole Designation:
PT-3
Depth to Bottom of Hole:
32"
Diameter of Hole:
611
Depth (in.)
Description:
0-12
Brown, silty SAND with gravel
12-32
Light Brown, SAND with trace silt
Time
Time Interval
minutes
Measurment
inches
. Drop in Water Level
inches
Percolation Rate
inches per minute
Remarks
0
0:15
17
1.250
0.20
0:15
0:15
15.75
0.875
0.29
0:30
0:15
14.875
0.875
0.29
0:45
0:15
14
0.750
0.33
1:00
0:15
13.25
0.750
0.33
1:15
0:15
12.5
1.750
0.29
1:30
0:30
10.75
0.875
0.57
2:00
0:30
9.875
1.250
0.40
2:30
0:30
8.625
0.875
0.57
3:00
0:30
7.75
NA
NA
Percolation rate: 0.36 minutes per inch inches per minute 2.8
ff "T"A
HWAGEoSCIENCES INC.
FIGURE 4
City of Edmonds Infiltration Sizing Calculations
Project: 628 Dayton Avenue
Project No. 2008-30
Client: Paul Van Slyke
AreaR,, = (0.054 x laa-",)
(10XId)
Area Required for Infiltration (Area A 145 sq. feet
100 year 24 hour Design Storm (P100) r
i-2�
Tributary Area Served by Infiltration (AT)* 2973.8 sq feet
Im
Design Infiltration Rate" (Id) V0.33in/min
*Tributary area= Total impervious provided by the Contractor as 2973.75 square feet.
Minimum infiltration rate measured at the site exceeds the Design Rate Maximum of
0.33in/min. set by the COE therefore the maximum rate allowed by COE is used.
FIGURE 5
NOTE.
USE OF THIS SYSTEM CAN ONLY BE
APPROVED BY THE CITY ENGINEER
FOOTING DRAIN(REQUIRED UNDER CURRENT IBC)
ROOF DRAIN
ROOF GUTTER
5' MIN. 4' PVC STORM PIPE
(SDR35 OR BETTER)
I . — c
11 33
5' CB WITH SOLID LOCKING LID
RUNOFF SPREADER TRENCH
VARIES
ZOBS
OBS VATION WELL
1' MIN
OBSERVATION WELL WITH
METAL CAP AND LOCK
INE ME SCREEN
2� NO E:
:2 OA,7 FO TING DRAINS
ALL NOT CONNECT
;L TO THE DETENTION
0 0,00 4' PER RATED PVC SYSTEM. PIPE CAN
0 0
c G 0000 IN)
6 0 0 CONNECT TO OUT
'0�0101 FLOW SIDE OF
21 3/4' TO 1-1/2' WASHED ROCK CONTROL
STRUCTURE, GO INTO
WRAP TRENCH ENTIRELY WITH A DRYWELL OR
FILTER CLOTH OTHER APPROVED
CONVEYANCE
.SYSTEM.
Details taken from COE Standard details.
COE Standard Detail: DOWN SPOUT MILTRATION FIGURE NO.
PERCOLATION TESTING & INFILTRATION FACILITY SIZING PROJECT NO.
HWAGEoSCIENCES INC. RESIDENTIAL REDEVELOPMENT
628 DAYTON STREET 2008-030
EDMONDS, WASHINGTON
OBSERVATION WELL WITH
�METAL CAP AND LOCK
5' IN.
0,_ 4" PERFORATED PVC
0
zz* 0. .10 00
0 60000 5' MIN.
0 00 0 PIPE (MIN)
3/4" TO 1-1/2- WASHED ROCK
2?
FOOTING. DRAIN(REQUIRED UNDER CURRENT IBC)
�,�ROOF GUTTER
4# PVC STORM PIPE
(SDR35 OR BETTER>
CB WITH SOLID LOCKING LID
t_1 w1fri OBSERVATION WELL
FILTER CLOTH
Details taken fr�m COE Standard details. 'b
NOTE:
FOOTING DRAINS
SHALL NOT CONNECT
TO THE DETENTION
SYSTEM. PIPE CAN
CONNECT TO OUT
FLOW SIDE OF
CONTROL
STRUCTURE,GOINTO
A DRYWELL OR
OTHER APPROVED
CGNVEYANCE
SYSTEM.
I &J-41- NkKr_LJ,4
-RUNOFF SPREADER TRENCH
STORM WATER MANAGEMENT (SWM), DRAINAG�E PLANNING
AM
EROSION AND SFDIMENTA
T10N CONTROL (ESQ PLANNING
0
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DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
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Calculations
Impervious Surface
House and garage
2,541.75
Patio
384.00
Front walk
75.00
Total
29973.75
Existing Impervious surface to be removed.
Original structure built in 1903. Additions unknown.
House
1,581
Front garage
375
Rear garage
Total to be removed
_Z85
2,241
0 ""TRI"EFT FILE
US=
RESUS
APR 2 5 2000
)alw�y
M,y-1aL<v-j
-5qA
Ai I I i4Z
A-W�eYl
2.4 TE19, V
VJ/
L qq.
*A
6AffA
7---� RMOVE. M;-T- Ole
UJ
UJ
Grading Ca'Iculati
ons:
Garage slab cut; '126 CY
(,;L5) V,
1�� I/ Upperfloor foundation; 60 CY
V
Upper floor slab exc.;
49 CY
Lower floor foundation;
clkc-,% ou
33 CY
Lower floor slab exc.; 21 CY
Driveway cut;,
F 62 CY
ront Porch foundation; 6 CY
Sequence of Construction RaiQ exc.;
P�P, 0 P "A _7CY
p5e.U00A., E
I Prior to demolition, install Filter Fabric Fence on north, south /v& t T Total Excavation 357 CY
N1
tures. After the Fill Calculations:
and west property lines, working around struc &
16 F ii. Gara 54 CY
ge
demolition is complete the Filter Fabric Fence will be Upper floor foundation; 45 CY
0A11 0 E. C 14 Upper floor. slab;
continuous along the west and south property lines. 11 CY
NA Lower floor foundation; 19 CY
Lower floor slab; 7 1 CY
Stabilized Construction Entrance will be located at existing 4.,
2. Driveway fill; 50 CY
The Stabilized Construction Front Porch foundation; - 4- CY
curb crossing on Dayton
_2 CY
t Total Fill 192 Cy
Entrance will be installed after the existing structure is
removed.
2'
+
3. The Filter Fabric Fence" and Stabilized Construction Entrance
will remain in place through out construction until the lawn has
Lo Lu -v in
MOM
been established.
W HOP,
4. After Stabilized Construction Entrance is removed, the existing
7"
curb crossing will be replaced with a sidewalk per Edmonds
ACCEPTA13LE TIGHTLINE
Standard Detail MATERIAL
SDR 35
SCH 40 J -1 Ito T4
N -12
F810 HANCOR
LOP
CITY
APPROVED S NOTED
GI EERING
L=J OWNERICONTRACTOR I
S RESPONSIBLE M
EROSION CONTROL AND DRAINAG
17.
1 7
RLESUB 10
APR 2 5 2008 -1 LTS
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TTI
6
DIVISION
VW C F� I
VE'MVFWAY-.
4.,
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NOTI E REG.
24 Hn lo
- -P TION
FOR INISP
i-
REC';�'-> ERVED I icxe5A� (Akrr
fw"[X S .
:A, 2-To y 1� MAY
CV WATE9., m
MAR 0 -12008
Applicant shall repair/replace all damage to ING DFTARTMENI
F
utilities or frontage improvements in City SWIL01001 - .- CIG & SIDEWALK FORM
E, tfol 1 9
(.111V OF ,, V � IRED
INSPECTIONS REQU 2RADING PLAN
right-of-way per City standards that Is caused
4r
or occurs during the permitted project. n Scale: V=20'
0 Itz. WILL (bc PLUPL&Gep -T Z.1c)
T Y I)AqTOt4 6MFC Existing Original Grade:
Proposed Finished Grade:
SEC171
SX 114;� � Sfl17 1140 OY 240 TX-P. 27 -zV, -R 3
RIM=76.95
CTR. CHANNEL NOTE ALL HALF STREETS ARE 30' AND =117.16'
=66.35 AND ALL ALLEYS ARE 7.5' HALF ALLEY. RIM
FROM S. TO W. CTR. CHANNEL
=1 06.66
DAYTON STRFFT N89'59'48"E 1979.63' JFROM E. TO S.
[W
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MAPLE STREET
N89*59'18"E 19 /9. /2-
0
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LEGAL DESCRIPTION
Uj
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LOTS 9 & 10, BLOCK 96, THE CITY OF
EDMONDS, ACCORDING TO THE PLAT THEREOF
RECORDED IN VOLUME 2 OF PLATS, PAGE 39,
U')
co
RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
N89*59'48"E
Z
A"
-0
LO
LO 0
'0 0
.......... ....
59.99 0-
:BLDG Cor CHAIN LINK
:IS 0 0.4 FENCE (TYP)
34.4" C�
A OF PL.
TBM-A
'3/ 4. 6'
@ TOP BOLT BETWEEN
BLDG COR 01
MUE-LLER ELEV.=100.00
,is @ 0.3, 4
OF
0
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.18.9' 0
7.
4-(
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0
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- -----------
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. r.'� 1 '95.
RECORDER'S CERTIFICATE ............................
filed for record this ........ day of ............... 20 .... at
............ M in book ....... of ............... at page ..... at the
request of ............................................. DUNAWAY SURVEYING
.................................................. .....................................
Auclitor Deputy Auclitor
SURVEYOR'S CERTIFICATE
GRAPHIC SCALE
co 0 100 200 400 800
T"I",
This map correctly represents a survey made by
me or under my direction in conformance with the
requirements of the survey recording act at the
request of Adam Cornell January, 2008
6,�6�n D. Dunaway 0>6.S.
Certificate No. 22688
( IN FEET )
I inch = 200 ft.
SURVEYOR'S NOTES
THIS SURVEY HAS BEEN PREPARED FOR THE
EXCLUSIVE USE OF PARTIES WHOSE NAMES
APPEAR HEREON ONLY, AND DOES NOT EXTEND TO
ANY UNNAMED THIRD PARTIES WITHOUT EXPRESS
RECERTIFICATION BY THE LAND SURVEYOR.
BOUNDARY LINES SHOWN AND CORNERS SET
REPRESENT DEED LOCATIONS - OWNERSHIP LINES
MAY VARY. NO GUARANTEE OF OWNERSHIP IS
EXPRESSED OR IMPLIED. THIS SURVEY DOES NOT
PURPORT TO SHOW ALL EASEMENTS, RESTRICTIONS,
RESERVATIONS AND OCCUPATION WHICH MAY ,
ENCUMBER TITLE TO OR USE OF THIS PROPERTY.
ALL INFORMATION USED IN CALCULATING THIS
SURVEY IS NOT NECESSARILY SHOWN.
GRAPHIC SCALE
( IN FEET )
1 inch = 20 fL
-90-U-zV-Dz4R-r & TOPOCRAPHIC
SUR VZ-117 -FOR �
A-D-Aff CYORIVTLZ
OWNERS
ADAM & WHITNEY CORNELL
BASIS OF BEARING
ASSUMED NORTH 89' 5,9' 48".EAST ON
CENTERLINE BETWEEN MONUMENTS ON DAYTON
WAC 332-130-090
PROCEDURES- USED- IN THIS, SURVEY WERE
FIELD TRAVERSE, MEETING OR EXCEEDING
STANDARDS SET BY WAC 332-130-090.
WAC 332-130-�100
INSTRUMENTATION FOR THIS SURVEY WAS A
SOKKIA SET 53OR 5 SECOND TOTAL STATION.
MONUMENTS LAST VISITED 1-14-2008
LEGEND
o FOUND REBAR AS NOTED
SET REBAR & CAP LS22688
CONCRETE MONUMENT FOUND
On
EECE�'
RECEIVED
MAR 0 3 2,008
BUILDING DEPARTIVISNI
cITY OF F.00NDS
FDUNAWAY SURVEYING, I N C.
U
.2,32'COl 53rd AVENUE SOUTHEAST
BOTHELL, WA 98021 (425) 486-1530
DWN. BY SLH DATE 1/14/2008 JOB No. 2008-002
REVISED 1/18/2008
.CHKD. BY SCALE SHEET
JDD AS SHOWN 1 1 OF 1
09
go
01
I
&7� ;//An
RECE-IVED
MAR 0 3 �008
BUILDING DEPARTMENT
CITY OF E'D.N"ZONDS
..-PROPEMY' ADMF-56* G28". DAY'rON 4r=��F E ��t
-TMACGC)UNrP,ARCa- NO. 00434-1
Wall
1
I
51GHT "CAL-CULATTON
-,A 11.4-
10.1 Impervjous �urfac
e Calcuiations
96 HOUseand garage 2,541.75
.C., 5,7
GGOO
Patio
384.00
ror
AV E&A G E 6 PA PS 177-4- E —it—walk 11 �75. 0 0
Am I Ai- 17 1. T.otaj 2197 1 3.76.1
Existing Impervious surface to be removed.
Original structure built in 1903. Additions unknown.
House
1,581
Front garage 375
Rear garage
;c (s7-1,v 6- r 4��Cl
285,
Total to be removed 2,241
SCWER, cr-
ALI-E�Y
24
�0
010
It
ZZ
100
Ui
ai Ca
-YF ftMOVF- UAF -A GX
V I ai
((I ID
0 CZ)
r
j I
M)P'0'—r) GAR'AG
tA
D C-Cw_
AEOVE N<
' --4
T�l 4'
LONH OUT-
ZI
72
PR- DPO-56T46 JDF-fj
's
4S2 5F -
ROOF',
f
L I= 0.
AI Ir"Foo
RAF-
750AP
rl
-- ..........
------- ---
C, Is
Tor NLr wwpeN
APPROVED AS NOTED
�&Y/SNGWE6111NG
*�j
WA
DAqT-ON' GTRF-E.7-
nD
LAN
e(T-CLC -es 0/)o
-IC
46- cn-5mc
EF4DM Fl� eAwF-
-.. 375' SF
1112
POWM floflf�
VMSWAY. .
L
CD
�K
42-1 ' "..*Ir-
CDA
at
tu
Co Q
M� rr
V
Co
CN
Date
.31110b
Sheet
.of SM
10"
T E"-" 0 E T F I L
w
44
FRESUB
APR 2 5 7-098
BU&MT3090,
41
Uzi
RE E� V E 0�'-)
MAR 0
BU I ILDING EDEPARTMEN1'�"
OF
511E,
Sequence of Construction
I. Prior to demolition, install Filter Fabric Fence on north, south
and west property lines, working around structures. After the
demolition is complete the Filter Fabric Fence will be
continuous along the west and south property lines.
2. Stabilized Construction Entrance will be located at existing
DO
curb crossing on Dayton. The Stabilized Construction k W—P
IDOL!
Entrance will be installed after the existing structure is
removed.
3. The Filter Fabric Fence'and Stabilized Construction Entrance
will remain in place through out construction until the lawn has 0 L
VJ
been established.
4. After Stabilized Construction Entrance is removed, the existing
0 F W4U-
curb crossing will be replaced with a sidewalk per Edmonds
Standard Detail
S41T
I % 20
ENGO-EPING DJ\JJS1014
ALL EXPOSED SURFACES TO
BE COVERED VVITHIN 2 DAYS
; %.."At - � 11 1-1
� M"a";
' E- 0'.
E-4V"—R 110
C710%
RESUB
APR 2 5 2008
40%ja
ckmrw
rApplicant shall repair/replace all damage to
utilities or frontage improvements in City
?k
ut U dt
or�igh -of-way per City standards that Is caused
oc
or occurs during the permitted project.
GAA. A G I_ �S- 5-
�J ? 9 zo- F-bwap-
bb W 1;�� FL,0(5K
P t) Rf, 9 -
ACCEPTABLE TIGIJTLINE
MATERIAL
SDR 35
SCH 40
N -12
F810 HANCOR
'IYU
PC. VAOTED
13 A. -I 4,
W,
E -`,"AG710,
tKis I JE�
RoSld� COJVT'�Oi AND
BUILDING D , EPARTMENT
cay c E D - 104 011N n s
6qA
NrOL —1-0—
CIG & SIDEWALK FORM
INSPECTIONS REQUIRED
I r0EE-0-J i)Aqrotq omr-T
�J FX- �6hLy '13y T�f IF Ff'J tl�('
LIZ 6 Ft'--C-Tb f--
MMOVF-. EXLr?-T-GA9A0E
Grading Calculations:
Garage stab cut; - - "
126 CY
Upper floor foundation;
60 CY
Upper floor slab exc.;
49, C'Y
Lower floor foundation;
33 CY'
Lower floor slab exc.;
21 -CY
Driveway cut;
62 CY
Front Porch foundation;
O"CY
Patio exc-. - "
7 CY
Total Excavation
357 CY
Fill'Calculation's:
Garage;
54'CY'
Upper floor foundation;
45 CY,
Upperfloorslab; ., ,
I I CY,
Lower floor foundation;
'19- CY
,Lower floor slab;
7 CY
Driveway fill; �
50 CY
Front Porch foundation;
4 CY.-
Front por6 slab-,
2 CY
Total Fill
192 CY
SW0YF---WGT-W-q-%46=,
FILTER, r-Aar.,
., C
Zoe. 11�1 W G
- IMYWAT -
-r'E.v'P, 'fgAe
rov- C�13�- (W ('00q o4ytoq
S-cq'%� GRADING PLANr
Vza- rpmo"s ery of
,T-M�, 2 scale: V=2
Existing Original Grade: 4w-
Proposed Finished Grade:
E T, A L
RESUB
APR 2 5 2000
V
OBSERVATION WELL WITH
METAL CAP AND LOCK
ILI Efff-
FOOTING DRAIN(REQUIRED UNDER CURRENT IBC)
nifflimia T
J-- Ej� I Ell E, EJ
)6'0000f
00 0 ROOF GUTTER
MM 11 NN.
L 4f PVC STORM PIPE
(SDR35 OR BETTER)
0, 0 4' PERFORATED PVC
00,0
..'0'.00 5* MfN CB WITH SOLID LOCKING LID
PIPE (MIN>
L010 10.) 3/4' TO 1-1/2' W - ASHED'ROCK
2'
RUNOFF SPREADER TRENCH
WRAP TRENCH ENTIRELY WITH
OBSERVATION WELL
FILTER CLOTH
Details taken from' COE Standard details.
NOTE:
FOOTING DRAINS
SHALL NOT CONNECT
TO THE DETENTION
SYSTEM. PIPE CAN
CONNECT TO OUT
FLOW SIDE OF
CONTROL
STRUCTURE, GO INTO
1 A DRYWELL OR
OTHER APPROVED
CONVEYANCE
SYSTEM.
� M. 1!
FINE MESH SCREEN
14" Pvc 7'7%' v " "',
01 Pal 34�
C'e�' VJA
2--,W,j)F
ty%W+r44,hyi _
-TUN G 14
-7 2- -S7119N &-
RwA
C-to5cizczs
P""DAV-0t
Zbos
1 C - 0
14' G
1�bl'�Oyllt
Or-
tL 10/V
STORM WATER MANAGEMENT (SWM), DRAINAGE PLANNING
AND
EROSIONAND
SEDEMNTAT'ON CONTROL (ESQ PLANNING
--4L
I D 64, F, V. 1;5�
1-N
�- �4 's, n� � 8 U
20%
IDEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
'D(Z1VE -rb RV,
P, F:�toNr' I
vc_
Ima.
-7
131
W^-e- 1-
� SL4-FF
.ILt
PVC ST414114A PIPE
Of,. '8VrVj'-)
T"L4N -�PEP,
1AWA
0606
/0�jD
BERNFLIMIRT-rmwe
]&TrAi-J- COAJ:
I 57A oo"qv
z:�V11z4NCE-
Ef--)A, 6AAZ>-
AAIAA�,,�
Calculations
Impervious Surface
House and garage
2,541.75
Patio
384.00
Froq walk
5.00
Total
29973.75
Existing Impervious surface to be removed.
Original structure built in 1903. Additions unknown.
House
1,581
Front garage
375
Rear garage
-Z85
Total to be removed
2,241
RESUB
APR 2 5 2008
i
FIVF
L �f
RESUB
APR 2 5 2006