BLD2019-0184*6-11
Type: RESIDENTIAL BLDG
Subtype: NEW SINGLE FAMILY
Owner/ Business: PINE STREET VIEWS LLC; LOT 3
Status: ISSUED
Parcel No: Site Address: 917 PINE ST EDMONDS,
Subdivision: Lot:
Fire Sprinklers: No Lot Area: 35 Zoning: RS-8
Valuation: $513,258.50 Occupancy Type: SFIR IRC Construction Type: VB
Code Edition: 2015 No. Stories: 2 # of Dwelling Units: 1
Applied: 2/21/2019
Issued: 3/10/2020
Final:
Expiration Date: 3/p/2-0"21
Issued by: NED
Scope of Work: NEW SFR, PLUMBING AND MECHANICAL INCLUDED
WA State Contractor L & I #: fairwdl977mt City of Edmonds Business License #: 602454996-001-0001
NAME TYPE
NAME
CONTACTS
ADDRESS
PHONE
PPLICANT
A C
PINE STREET VIEWS U-C
13110 NE 177TH PL #194,
WOODINVILLE WA98072
(206)949-2223
CONITRACTOR
CT
PINE STREET VIEWS LLC
13110 NE 177TH PL #194,
WOODINVILLE WA 98072
(206)949-2223
STIcVE@FAIRWINDSDEVELOPMENT.CI3
M
OWNER
13
PINE STREET VIEWS LLC; LOT
13110 NE 177TH PL #194 '
WOODI NVI LLE WA 98072
(206)949-2223
STIEVEOFAIRWINDSDEVELOPMENT.CI3
[MT111
DESCRIPTION
FEE
ACCOUNfz!
INFORMATION
AMOUNT
N I
PAID
B-BUILDING PERMIT FEE
001.000.322.10.000.00
$3,570.00
B-BUILDING PLAN REVIEW FEE
001.000.345.83.000.00
I
$2,950.00
$2,950.00
2/21/19
REC075509
B-MECHANICAL PERMIT FEE
001.000.322.10.000.00
$275.00
B-PLUMBING PERMIT FEE
001.000.322.10.000.00
$316.00
B-STATE BUILDING CODE
SURCHARGE
001.000.237.150
$6.50
ENGINEERING INSPECTION FEE
001.000.341.82.000.00
$900.00
ENGINEERING INSPECTION FEE
001.000.341.82.000.00
$100.00
ENGINEERING REVIEW FEE
001.000.341.82.000.00
$90.00
FIRE/AID SIGN FABRICATION FEE
111.000.68.542.64.31.00
$75.00
PARK IMPACT ADMIN FEE
001.000.322.10.000.00
$50.00
PARK IMPACT FEE
332.100.345.85.000.00
$2,734.05
STORMWATER GENERAL FACILITY
CHARGE COM/MF
422.000.379.00.000.00
$799.00
TRAFFIC IMPACT ADMIN FEE
001.000.341.82.000.00
$50.00
TRANSPORTATION IMPACT FEE
112.502.345.86.000.00
$4,561.37
TRANSPORTATION IMPACT FEE
112.502.345.86.000.00
$1,687.77
X-TECHNOLOGY FEE
001.000.321.99.100.00
$35.00
TOTALS: $18pl99.69 $2,950.00
Printed: Tuesday, March 10, 2020 1:01:42 PM 1 of 3
40%
RESIDENTIAL BLDG Permit
City of Edmonds PERMIT NUMBERi
121 Sth Ave N, Edmonds WA 98020 BLD2019-0184
www.edmondswa.gov 425.771.0220
tb'NDITI.'Oki�Pi
NOTES
Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests,
agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its
Hold Harmless
officials, employees, and agents from any and all claims for damages of whatever nature,
arising directly or indirectly from the issuance for this permit. Issuance of this permit shall
not be deemed to modify, waive or reduce any requirements of any City ordinance nor
limit in any way the City's ability to enforce any ordinance provision.
Final approval on a project or final occupancy approval must be granted by the Building
Occupancy
Official prior to use or occupancy of the building or structure. Check the job card for all
required City inspections including final project approval and final occupancy inspections.
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-refundable.
Permit Disclaimer
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.
Sound/Noise originating from temporary construction sites as a result of construction
activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of
Sound/Noise
7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction
sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has
been granted pursuant to ECC 5.30.120.
INSPECTIONS
"T
OMPLETE
'D
SEQID
INSPECTION TYPE
INSPECT
RESULT.
NOTES
DATE
B-2 FOOTINGS
B-2 SLAB INSULATION
B-3 GAS PIPING TEST
B-3 MECH ROUGH IN
B-3 PLUMB GROUND WK
B-3 PLUMB ROUGH IN
B-3 UNDERFLR FRAMING
B-4 DRYWALL FASTENING
B-4 FRAMING
B-4 HEIGHT VERIFICATION
B-5 INSULATION ENERGY
B-2 RETAINING WALL
B-3 ROOF SHEATHING
B-4 CEILING GRID
B-4 DRYWALL FASTENING
B-4 FIRESTOPPING
E-2 TESC AND MOBILIZE
Printed: Tuesday, March 10, 2020 1:01:42 PM 2 of 3
RESIDENTIAL BLDG Permit
City of Edmonds PERMIT NUMB
121 Sth Ave N, Edmonds WA 98020 BLD2019-0184.
www.edmondswa.gov /.425.771.0220
. ..... ...... .
E-3 STRM TIGHTLINE
B-2 FOUNDATION DRAIN
B-2 FOUNDATION WALL
ROW CURB POST
SWR MAIN INSTALL
E-3 STRM MGMT FACILITY
E-3 STRM COVENANT
E-4 WATER SERVICE LINE
A-1 BUILDING PRECON
B-1 SETBACKS
B-3 STUCCO
B-4 INTERIOR SHEAR
X-3 BUILDING FINAL"
X-2 ENGINEERING FINAL
B-7 BUILDING OTHER INSP
E-5 DRIVEWAY SLOPE
Printed: Tuesday, March 10, 2020 1:01:42 PM 3 of 3
WATER
A,
METER RECORD
City
of Edmonds PERMIT NUMBE4'4`,�]
E�j 121 Sth Ave
N, Edmonds WA 98020 ENG2019-0228
www.edmondswa.gov
/ 425.771.0220
JOB INFORMATION
WATER METER SIZE:
TSSUED: 03/10/2020
SITE ADDRESS: 917 PINE ST EDMONDS
IRRIGATION ONLY: FIRE SPRINKLING: APARTMENT/CONDO UNITS:
CONTACTS
NAME TYPE NAME
ADDRESS PHONE
APPLICANT FAIRWINDS DEVELOPMENT
13110 NE 177TH PL #194, Woodinville WA 98072
CONTRACTOR FAIRWINDS DEVELOPMENT
13110 NE 177TH PL #194, Woodinville W-A 98072
OWNER PINE STREET VIEWS LLC
13110 NE 177TH PL #194, EDMONDS WA 98020-3949
FEE INFORMATION
DESCRIPTION
AMOUNT PAID PAID DATE
1" WATER METER FEE
$2,970�00
3/4" WATER GENERAL FACILITY CONNECTION
$S,050.00
PUBLIC WORKS
-UTILITY BILLING INFORMATION
METER NUMBER:
REGISTER NUMBER:
METER LOCATION:
BRAND:
INSTALLATION DATE:
INSTALLED BY:
SERVICE MATERIALISIZE:
READ AFTER ADDRESS:
BILLING ACCOUNT NO:
ROUTE:
ADDITIONAL INFORMATION: Fire Sprinkling
THIS DOCUMENT IS NOT VALID UNTIL FEES ARE PAID AND THE CITY ENGINEER OR HIS/HER DEPUTY HAS SIGNED BELOW
RELEASED BY
DATE
Printed: Tuesday, March 10, 2020 1:06:14 PM 1 of 1
------------
SECrION 2!j �.-27N
R.3E., w.m.
A DE Ripn E PROPER
1
fRtC0ADPV5 AV. WV4M.1,15
AID AV. HAIVIV2M)
2
4
LOT LLG- gfLSCRIPTIONS
PMCEL 2
or EIIIIIvAIN
j
IL
86C. AV, 0
It
4
C(71 Or E AV
DYANSO)
PARUX 3
two r
I wrB
L- - - - - - - -
-ili?:STREET,
R-PRE
boT
p1ne- s
BENCH MARK
'7/ 57
L,67
-MLITY NOTE
s4 -lv b6 deivolWYJ
VICINITY MAP
APPLICANT
ENGINEER/SURVEYOR
PARCEL NUMBER
WATER SIERVICE
—.1—
PROPERTY AREA
. . ll� ..., —
POLICE PROTECTION
P.—
PROPERTY ADDRESS
.1 — —11
VllwuUlt—o:�. .
ZONING
FIRE PROTECTION
TELEPHONE
7�—_—
'1��ILARY,SEWER SERVICE
'9
ELECTRICITY
UA�RAL GAI
col
PRELIMINARY SHORT PLAT
FOR
NLI/4 5LG. 25, T.27N., R.3E,,W.M.
CITY OF EDMONDS
Y, WAS
HINGTON
SNOHOMISH COUNT
LSR AZV�-,M.-
5 �77-101-17
q� 5- pi M t:::�
'Z;-7 C) ?� --2�00 1
1 6
� (.001 0�)
Ct L t
BUILDING PERMIT
APPLICATION
Development Services
Building Division
,e N / Edmonds, WA 98020
425 771 n2on
s, permit status and inspection
ru Lu. iittp://www.edmondswa.gov/
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
Job Site Address: 917 Pine Street
Parcel: 27032500105500
Lot /Unit/Suite #: Subdivision: Rec#201810085001
PROPERTY OWNER:
Name. Pine Street Views LLC
Mailing Address: 13110 NE 177th P1. #194
City/State/Zip: Woodinville, WA 98072
Phone #: 206-949-2223
Email: steve@fairwindsdevelopment.com
OWNER INSTALLATION: *If yes, read and sign*
Will work be performed by the property owner? 0 Yes IR No
I own, reside in, or will reside in the completed structure.
This installation is being made on property that I own which is
not intended for sale, lease, rent, or exchange according to
RCW 18.27.090.
Owner Signature:
APPLICANT/ CONTACT INFORMATION:
Name of Applicant: Steve Nielsen
Mailing Address: 13110 NE 177th P1. #194
City/State/Zip: Woodinville, WA 98072
Phone #: 206-949-2223
E-mail: steve@fairwindsdevelopment.com
GENERAL CONTRACTOR: (if different from applicant)
General Contractor: Fairwinds Development LLC
Mailing Address: 13110 NE 177th P1. #194
City/State/Zip: Woodinville, WA 98072
Phone #: 206-949-2223
E-mail: Fairwinds@FairwindsDevelopment.com
WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE:
FAIRWDL977MT 12/4/2019
CITY OF EDMONDS BUSINESS LICENSE #:
C) 9
=Flerrm,�iit#:
TYPE OF PERMIT (Provide
• Accessory Structure/
Detached Garage
Details on Page 2)
0 Addition
• Demolition
0 Mechanical
IR New Single Family / Duplex
0 Plumbing
E3 Fire Sprinkler
0 Remodel
El New Commercial/ Mixed Use
0 Re -Roof
El Signs
0 Tank
El Tenant Improvement
El Other
Remodel Permit fees are based on:
The value of the work performed. Indicate the value (rounded to
the nearest dollar) of all equipment, materials, labor, overhead,
and the profit for the work indicated on this application.
Valuation:
PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION
Basement scl ft: Finished K Unfinished E3
Ist Floor, sci ft:
1653
2nd Floor, sq ft:
2153
Garage/Carport:, scl ft:
780
Deck/Covered Porch/Patio:
820
other sci ft:
PROJECT DESCRIPTION
A
Construct one single family residence.
T_
liv- I
A
I certifV that the information I have provided on this form/application is true,
correct and complete, and that I am the property owner or duly authoril:ed
agent of the property owner to submit a permit application to the City of
Edmonds.
Print Nanyb:
Signature: Date
GENERAL COMMERCIAL DATA
Occupancy Group(s): Occupant Load(s):
Type(s) of Construction:
Fire Sprinklers: Yes El No El
WA STATE ENERGY CODE: If your project affects the building envelope,
mechanical systems, and/or lighting, you must complete the
appropriate WSEC forms.
DEFERRED SUBMI17ALS: All commercial building permits that will require
associated plumbing, mechanical, fire sprinkler, and/or fire alarm
permits are applied for separately.
TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet
MECHANICAL EQUIPMENT COUNTS (New and Relocated)
BTUs Gas Elec Other Qty
A/C Unit /Compressor
Air Handier /VAV
Boiler
I
Dryer Duct
Exhaust Fans
7
Fireplace
45
1
Furnace
100
1
Heat Pump Unit
Hydronic Heating
195
1
Roof Top Unit (Provide eleva-
tions if a Commercial Bldg)
PLUMBING FIXTURE COUNTS (New, Relocated or re -piped)
Qty Qty
Clothes Washer
I
Tub/ Showers
3
Dishwasher
Backflow Device (RPBA, DCDA, AVB)
1
Drinking Fountain
Pressure Reduction/ Regulator Valve
Floor Drain/Sink
1
Refrigerator Water Supply
1
Hose Bibs
2
Water Heater - Tankless? Y or N
1
Hydronic Heat
1
Water Service Line
1
Sinks
7
Other:
Toilet
3
Other:
GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped)
BTUs Qty BTUs Qty
A/C Unit
Outdoor BBQ/ Fire pit
Boiler
Stove/Range/Oven
40
1
Dryer
Water Heater
A
Fireplace/ Insert
Other:
45
1
Furnace Other:
'100 1
MEDICAL GAS, AIR VACUUM COUNTS
(New, Relocated or re -piped)
QtY
Qty
Carbon Dioxide
Nitrous Oxide
Helium
Oxygen
Medical Air
Other:
Medical - Surgical Vacuum Other:
DEMOLITION 71-
Type of structure to be demolished:
Square footage of structure to be demolished:
AHERA Survey done? Y/N
PSCAA Case #:
Critical Areas Determination:
Study Required 11 Conditional Waiver EJ Waiver El
Fill in Place El Fill Material:
Removal 13
size of Tank (Gallons)
Critical Areas Determination:
Study Required El Conditional Waiver El Waiver D
GRADE/FILL/EXCAVATE
Grading: Cut cubic yards
Fill cubic yards
Cut/ Fill in Critical Area: Yes 11 No El
GENERAL PROVISIONS
APPLICATIONS: Applications are valid for a maximum of 1 year.
ESLHA Applications, 2 years.
LICENSING: All contractors and subcontractors are required to be licensed
with Washington State Department of Labor & Industries and have a
current City of Edmonds Business License,
City of Edmonds
Critical Area Notice of Decision
Applicant:
Property Owner:
P-'rit ipws LuQ'-
Critical Area File 4:
Permit Number:
'I-6Lb a L-) � 9 1 eH
Site Location:
P;'ne S�-
Parcel Number:
o)-70-S,9!&00 I 0,T50 0
Project Description:
U—\ 1�—
F-I Conditional Waiver. No critical area report is required for the project described above.
I . There will be no alteration of a Critical Area or its required buffer.
2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.020, and/or
23.80.040.
3. The proposal is exempt pursuant to ECDC 23.40.230.
Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
Fj Critical Area Report Required. The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
I The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. The proposal is consistent with the general purposes of this title and the public interest:
4. Any alterations permitted to the critical area are mitigated in accordance with ECDC
23.40.110, Mitigation requirements.
5. The proposal protects the critical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards.
F-I Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance.
F-I Favorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt frorn the criteria in ECDC 23.40.160, Review Criteria, and
complies with the applicable provisions of the City of Edmonds critical area regulations. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
Conditions. Critical Area specific condition(s) have been applied to the permit number referenced
above. See referenced pen -nit number for specific condition(s).
F� Notice on Title. Critical area notice on title recorded under AFN
Reviewer
L2& a.#
Signature
- qA; I -mg
Date
Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
Revised I I � 29 2016
r
CITY OF EDMONDS
1215 1h Avenue North, Edmonds WA 98020
Phone: 425.771.0220 # Fax: 425.771.0221 - Web: www.edmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT * PLANNING DIVISION
'Ile. I is 9%J
Critical Area Determination (CRA20170084)
Based on a review and inspection of the subject site, staff has determined that one or more
critical areas are located on or near the site. Critical areas are ecologically sensitive or
hazardous areas that are protected in order to maintain their functions and values.
Site Location 921 Pine Street
Tax Account Number 27032500105500
Property Owner Estate of L. Joan Demeroutis
Applicant Fairwinds Development
Critical Area(s) Present El Wetlands (ECDC23.50)
0 Frequently Flooded Areas (ECDC 23.70)
M Geologically Hazardous Areas (ECDC 23.80)
M Erosion Hazard Areas
EJ Londslide Hazard Areas
F-1 Seismic Hazard Areas
El Fish & Wildlife Habitat Conservation Areas (ECDC 23.90)
D Streams
Site Description
During review and inspection of the subject site, it was found that the site contains critical
areas, including Geologically Hazardous Area (Erosion Hazard), pursuant to Chapter 23.80 of the
Edmonds Community Development Code (ECDC).
The associated LiDAR map indicates that a west -facing slope runs across the subject site. Soils
on the site are identified as Alderwood Urban Land Complex, 2-8% slopes. The slope drops
approximately 24-feet over a horizontal distance of 220-feet, approximately a 10.9% grade.
Portions of the slope exceed 15% grade. Slopes in excess of 15% grade are categorized as
potential Erosion Hazard Areas.
The site does not contain any known wetlands, fish and wildlife habitat conservation areas, or
streams.
0.
IN
What does this mean?
The critical area regulations are only triggered when an alteration is proposed to a critical
area or its buffer. However, once an alteration in or near critical area Is proposed, critical
area studies and City review and approval may be required.
What is an 'Alteration'?,
According to Section 23.40.005 of the Edmonds Community Development Code (ECDC):
"Alteration" means any human -induced action which
changes the existing conditions of a critical area or Its
buffer. Alterations include, but are not limited to:
grading, filling; dredging; draining; channelizing;
cutting, pruning, limbing or toppin& clearing,
relocating or removing vegetation; applying herbicides
or pesticides or any hazardous or toxic substance;
discharging pollutants; paving, construction,
application of gravel; modifying for surface water
management purposes; or any other human activity
that changes the existing landforms, vegetation,
hydrology, wildlife or wildlife habitat value of critical
areas.
Brad Shipley, Associate Planner
June 26, 2017
Wa-me, rh(� lignature Date
Cited sections of the Edmonds Community Development Code (ECDC) con be found at
http://Www.codepublishing.comlWAIEdmonds
Environmentally Critical Areas General Provisions (ECDC 23.40)
Wetlands (ECDC 23.50)
Frequently Flooded Areas (ECDC 23.70)
Geologically Hazardous Areas (ECDC' 23.80)
Fish and Wildlife Habitat Conservation Areas (ECDC 23.90)
City of Edmonds GIS map tool with approximate location of critical areas:
http://Mops.edmondswa.gov
Page 12
U
City of Edmonds CRA20170084
3u.V eel
WGS_I 984_Web-Vercator_Auxiliary-Sphere
'Z, C-ty of Edmords
This map is a user generated static output from an Internet mapping site and is for
-eference only Data lavers that appear on this mao may or may rot be accurate,
current. or otherwise reliaDle.
THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION
Legend
Creeks
B
Seismic Hazard Areas
Earth Subsidence and Landslide J
L
Minimum Buffer Adjacent to Hai
Wetlands
Wetlands Boundary
Welland Boundaries Not Completel
Welland Known Extents
Floodpiains
Contour Lines
2
10,50
— 100
Landslide Hazard Area 40%
Severe Erosion Hazard 15%-40%
Erosion Hazard Areas 15%-40%
ArcSDE.GIS.STREET-CENTERLINE'
�all other �alues>
1
2
5; 4
9: 71: 7; 8
Notes
.UYV
4TP20
Critical Areas File #:C—RA 9W7 003 '-/
11 Initial Determination - $100
qSubsequent Determination - $50
Date Received: b —I
Date Mailed to Applicant:
The purpose of this checklist is to enable City staff to
determine whether any critical areas and/or buffers are
located on or adjacent to the subject property. Critical
areas, such as wetlands, streams and steep slopes, are
ecologically sensitive or hazardous areas that are
regulated to protect their functions and values. The City's
critical area regulations are contained within Edmonds
Community Development Code (ECDC) Chapters 23.40
through 23.90.
C�
Property Owner's Authmization
City of Edmonds
Development Services Department
Planning Division
Phone: 425.771.0220
www.edmoiidswa.gov
/4C.
A property owner, or an authorized representative, must
fill out the checklist, sign and date it, and submit it to the
City. Staff will review the checklist, conduct a site visit,
and make a determination of whether there are critical
areas andlor critical area buffers on or near the site. If a
"Critical Area Present" determination is issued, a report
addressing the applicable critical area requirements of
ECDC Chapters 23.40 through 23.90 may be required
depending on the scope of the proposed activity.
By my signature, I certify that the information and exhibits herewith submitted are true and Correct to the best of my
knowledge and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject
property for the purposes of inspection attendant to this application. The undersigned owner, and his/her/its heirs, and
assigns, in consideration on the 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 from any action or infraction
based in whole or part upon false, ir�sleading, inaccurate or incomplete information fuirlished by the applicant, his/her/its
agents or employees. - Z-) .41
SIGNATURE OF OWNER DATE
Im r-W- b
Owner:
L�zf�- -L�
Name
. e??- I �2)1,4 ��t� T
Street Address
-1� &f—J VfZ:2
City State Zip
Applicant/Agent:
Name \i E N� I E Ll�e-&;
L-,
f 16 /J C- 1-7 JI-b Lf
Street Address
LA 111 ILAAF- VIA -
City State Zip
Telephone:- 0'V L, -qlil - ��f22� Telephone: c7 L4 9 1 V2- Z
Em ai I ad d re s s: - ULX-�T-W f ZC- M i L L4 1-0 r,� Email Address: -,TZ�JE 0-1 F�Ateuoioa�.
6� 1\1 g�4 L-. 6- tvn
Revised on 114117 P20 - Critical A reas Checklist Page] of2
-1
CAFileNo: Ckuo�lwg'( R20
Critical Areas Checklist
Site Information
1. Site Address/ Location: CN-1 T2jA_�'_6t1ZC--ST E C�\,J C5
2. Property Tax Account Number:
3. Approximate Site Size (acres or square feet): ('70 S45 J�-,-r
4. Is this site currently developed? 9 Yes 0 No
If yes, how is the site developed? �:71L�L_c r—AMILN �k�A e
5. Describe the general site topography. Check all that apply,
Flat to Rolling, No slope on/adjacent to the site or slopes generally less than 15% (a vertical
rise of 10-feet over a horizontal distance of 66-feet).
D Moderate: Slopes present on/ adjacent to site of more than 15 % and less than 40% (a vertical
rise of 10-feet over a horizontal distance of 25 to 66-feet).
0 Steep: Slopes of greater than 40% present on/ adjacent to site (a vertical rise of 10-feet over a
horizontal distance of less than 25-feet).
6. Have there been landslides an or near the site in the past? EDYes ZNo
If yes, please describe:
7. Site contains areas of year-round standing water? 0 Yes (approx. depth: KNo
8. Site contains areas of seasonal standing water? 0 Yes (approx. depth: 4No
If yes, what season(s) of the year?
9. Site is in the floodway or floodplain of a water course? 0 Floodway 0 Floodplain Nk�'
10. Site contains a creek or an area where water flows across the grounds surface? 0 Yes X No
If yes, are flows year-round or seasonal? 0 Year-round 0 Seasonal (time of year:
11. Obvious wetland is present on site? 1J_ Yes gNo
------------- - ------------------------------------------- For City Staff Use Only---
1. Zoning: 9 S - 46
3, SCS mapped soil type(s):
AI,JDIF A-iAvoc. a (4 it-19 A,-J t-Ael Ck j2t )k
3, Critical Areas inventory or C.A. map indicates Critical Area on site: 510,-J d -A Z 2tA_J�
4. Site within designated North Edmonds Earth Subsidence and Landslide Hazard Area (ESHLA)? 140
DETERMINATION
CR -PICAL AREAS PRESENT WAIVER
Reviewed by: Date:
Revised on 114117 P20 - Critical A reets Checklist Page 2 of 2
I
Simple Heating System Size: Washington State
This heatina system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (\NSEC) and ACCA Manuals
J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads.
The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30.
The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC.
Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some
values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at
(360) 956-2042 for assistance,
PrDject Information Contact Information
917 PINE STREET ROD NOVION- NOVION GROUP INC
8634B 3RD AVE NW
SEATTLE, WA. 98117
Heatinci System Type: (1) Ali Other Systems Heat Pump
To see detailed instructions for each section, place your cursor on the word 'Instructions".
Design Temperature
Instructions Design Temperature Difference (AT) 46
Ed=n& AT= Indoor (70 degrees) -Outdoor Design Temp
Area of Building
Conditioned Floor Area
Instructions Conditioned Floor Area (sq ft)
3.8067
Average Ceiling Height
Conditioned Volume
ln�tructions Average Ceiling Height (it)
10.01
38,060
Glazing and Doors
U-Factor
X Area
UA
Inntructions
0.30
1,214
364.20
Skylights
U-Factor
X Area
UA
Instructions
0.50
Insulation
Attic
U-Factor
X Area
UA
Instructions Select R Value
w,
No selection
Single Rafter or Joist Vaulted Ceilings
U-Factor
X Area
UA
Instructions R 38 Vented
7�1
0.027
2.153
58.13
Above Grade Walls (see Fig. i)
U-Factor
X Area
UA
Instructions R 21 Inivemediale ...
0.056
2,066
115.70
Floors
U-Factor
X Area
UA
Instructions R 38
-;71
0.025
47.50
Below Grade Walls (am Figure 1)
U-Factor
X Area
Instructions
Select R value
No selection
Cv
Slab Below Grade (see Figure i)
F-Factor
X Len2!t_,
UA
Instructions select - cond . t�o - n . vic;
No selection
Slab on Grade (see Flaure v
In--tructions
-
F-Factor
0.360
X Length
80
Aft— IV k
R 10 Fu,y Insulated
IV
Location of Ducts
FEB 2 1 2019
Instructions
Uncondilicined Space
Figure 1.
Ab.�. Grade
uct as age loe11Ic ant
1.10
r�"
N
.3ull
Sum of UA
614.33
Envelope Heat Load
28,259 Btu I Hour
SumofUAXAT
Air Leakage Heat Load
18,908 Btu/Hour
V01UmeX 0.6XATX.018
Building Design Heat Load
47,167 Btu/Hour
Air Leakage + Envelope Heat Loss
Building and Duct Heat Load
51,884 Btu/ Hour
Ducts in unconditioned space Sum of Building Heat Loss X 1.
10
Ducts in conditioned space: Sum of Building Heat Loss X I
Maximum Heat Equipment Output
72,638 Btu I Hour
Building and Duct Heat Loss X 1. 40 for Forced Air Furnace
Building and D�t Heat Loss X 1.25 for Heat Pump
&Z 0 18 14 (07101113)
917 PINE STREET
2015 WASHINGTON STATE ENERGY CODE AND 2015 INTERNATIONAL RESIDENTIAL CODE
RESIDENTIAL ENERGY AND VENTILATION SUBMITTAL FORM
Applicant:
ROD NOVION
Job Type: El New
Application #:
0 Addition 0 Remodel
Date: 02.04.2019
Conditioned Square Feet: 3,806 SF
Occupancy: M Single Family /Duplex 11 Residential Care / Assisted Living / Adult Family Home
MINIMUM INSULATION REQUIREMENTS - These may need to be increased based on ENERGY CREDITS selected below.
Rafter/Joist
All
Walls
Walls
Floors Over
Slab
Glazing U-Factor
Door
Vaulted
Other
Above
Below
Unheated
On
Vertical
Overhead
U-Factor
Ceilings
Ceilings
Grade
Grade
Space
G rade
R-10 Cl Exterior OR
0.30
0.50
0.30
R-38
R-49 or
R-21
R-15 Ct Interior 5R
R-30
R-10
R-38 ADV
INT
R-5 CI + R-13 Bati OR
R-21 Batt w/TB (a-,) Slab
Equivalent
U-Factor
0.30
0.50
I
0.30
0.026
0.026
0.056
0.042
0.029
N/A
PROPOSED
0.28
0.28
R-38
R-21
R-38
R-10
ADV = Uncorn pressed R-38 Over Top Plates& Entire Ceiling Area INT= 2x6 at 16" o.c. w/R-10 Headers C1 =Continuous Rigid Insulation TB=ThermalBreak
ENERGY CREDITS - See the Energy Credits descriptions on the back of this form and indicate which options will be used.
Small Addition 0.5 pts required. (Additions < 500 s.f.)
Small Dwelling Unit / Medium Addition 1.5 pts required (Dwellings < 1,500 s.f. w/ glazing < 300 s.f., or Additions < 1,500 s.f.)
Medium Dwelling Unit / Large Addition 3.5 pts required (All Dwellings not Small or Large, or Additions > 1,500 s.f.) 3. 5 PTS
Large Dwelling Unit 4.5 pts required (Dwellings > 5,000 s.f) TOTAL POINTS = -
I@ la (0.5 pts) 0 lc (2.0 pts) 0 2a (0.5 pts) 0 2c (1.5 pts) 11 3b (1.0 pts) 0 3d (1.0 pts) 0 5a (0.5 pts) 0 5c (1.5 pts) 116 (0.5 pts)
0 lb (1.0 pts) 0 ld (0.5 pts) 11 2b (1.0 pts) Ea 3a (1.0 pts) 0 3c (1.5 pts) 0 4 (1.0 pts) 0 5b (1.0 pts) 0 5d (0.5 pts)
VAPOR RETARDERS - Select the Vapor Retarder to be used at each location.
CRAWLSPACE
0 6-mil Black Poly
0 31/2" Concrete Slab
0 N/A (No Crawl Space)
FLOORS 0 4-mil Poly
0 Face Stapled Backed Batts
0 Ext. T&G Plywood
M 6-mil Poly (Slab On Grade Floor)
WALLS 0 4-mil Poly
0 Face Stapled Backed Batts
0 Vapor Barrier Primer*
0 N/A R-3.75 Rigid On Wall Exterior)
CEILINGS 0 4-mil Poly
12 Face Stapled Backed Batts -
* Perm Rating!s 1.0]
0 Vapor Barrier Primer*
D N/A (1/150 Ventilation)
0 N/A R- 10 Rigid Above Roof Deck)
0 N/A R- 10 Spray Below Roof Deck)
VENTILATION SYSTEM - Select a System Type and complete the Ventilation Rate calculation on the back of this form.
11 Not Applicable (Additions less than 500 s.E) VENTILATATION RATE 90 CFM
01 Whole -House Exhaust Fan with fresh air port (net 4 sq. in. minimum opening) at each habitable room.
A timer operates an exhaustfan which pulls outside air through air inlets located in each habitable room.
EX Integrated System with fresh air duct connected to return air duct of forced -air heating system.
A timer operates thefurnace blower and a motorized outside air inlet damper to distribute outside air through the heating ducts.
0 Supply Fan with fresh air duct connected to supply air duct or return air duct of forced -air heating system, or other ducts.
A timer operates a supplyfan connected to an outside air inlet to distribute outside air through the heating ducts or other ducts.
0 Heat Recovery System.
A timer operates a heat recovery ventilator (HR V) to distribute outside air to habitable rooms through dedicated ducts.
0 Designed System per IMC with calculations and/or performance testing. Includes: 0 Whole -house fan 0 Fresh air ports
Typically such systems must be designed, installed, tested, and balanced by a mechanical engineer or other HVA C professiona,�
Continuously operating ventilation systems shall provide the minimum flow rates specified in Table M1507.3.3(l).
Intermittently operating ventilation systems shall provide flow rates per Table MI 507.3.3(l) as modified by Table MI 507.3.3(2).
AIR TESTING - These tests must be performed on -site with specialized equipment.
23 Duct Leakage Test Required when space -conditioning equipment is installed, altered, or replaced (including replacement ofair
handler, outdoor unit ofair conditionerlheatpump, cooling or heating coil, orfurnace heat exchanger). Some exceptions apply.
Building Leakage Test Requiredfor additions > 500 sf and new construction.
VENTILATION SYSTEM SIZING - Complete the Ventilation Rate calculation below.
Table M1507.3.3(l) is based on continuous operation. The ventilation rate must be increased by the factors from Table M1507.3.3(2) if the system Will operate less
than 24 hours per day, as follows:
Ventilation System Airflow Rate Requirement from Table M1507.3.3(l) 90 - cfm
Ventilation Rate Factor from Table M1507.3.3(2)
VENTILATION RATE
90 cfm
TABLE M1507.3.30) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS
DWELLING UNIT
NUMBER OF BEDROOMS
FLOOR AREA
(square feet)
0-1 2-3 6-7 >7
Airflow In CFM
<11,500
30
45
60
75
90
1,501 - 3,000
45
60
75
90
105
3,001 - 4,500
60
75
90
105
120
4,501 - 6,000
75
90
105
120
135
6,001 - 7,500
90
105
120
135
150
>7,500
105
120
135
150
65
TABLE M1507.3.3(2) INTERMITTENT WHOLE -HOUSE
MECHANICAL VENTILATION RATE FACTORSa, b
RUN-TIME
PERCENTAGEIN
EACH 4-HOUR
25%
33%
50%
66%
75%
100%
SEGMENT
Factora
4
1 3
2
1.5
1.3
1.0
a. For ventilation system run time values between those given, the factors are
permitted to be determined by interpolation.
b. Extrapolation beyond the table is prohibited.
TABLE M1507.3.6.2 PRESCRIPTIVE SUPPLY FAN DUCT SIZING
Supply Fan
ested CFM at 0.40" W.G.
Specified
Volume from
Table M1507.3.3(l)
Minimum
Smooth Duct
Diameter
Minimum
Flexible Duct
Diameter
50-90 CFM
4 inch
5 inch
90-150 CFM
5 inch
6 inch
150-250 CFM
6 inch
7 inch
250-400 CFM
7 inch
8 inch
ENERGY CREDIT DESCRIPTIONS
o qualify for these credits the building permit drawings shall specify the option(s) selected a shall specify all requirements.
OPTION
DESCRIYrION
PTS
OPTION
DESCRWTION
PfS
la
EFFICIENT BUILDING ENVELOPE Prescriptivecompliance is basedon Table
O�5
3c b
HIGH EFFICIENCY FIVAC EQUIPMENT: Closed -loop ground source heat pump; with a
1.5
R402. 1.1 with the followng moditications: Vertical fenestration U = 0,28, Fluor R-38, Slab
minimum COP of 3.3 OR Open loop wst� source beat pump with a nuecimurn pumping
on grade R-I 0 peruncler and under crane slab, Below grade slab R- I'D perimeter and under
hydraulic head of 150 fee and minim= COP of 16
entire slab OR Compliance 1:ased on Section R402.1.4: Reduce the Total UA by 5%.
lb
EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table
1.0
3dU
HIGH EFFICIENCY HVAC EQUIPMENT: Ductless Split System Heat Pumps, Zonal
1.0
R402.1.1 with the following modifications: Vertical fenestration U = 0,25, Wall R-21 plus
Control� In homes where the primary space heating system is zonal electric heating, a ductless
R-4 CL Floor R-38, Basement wall R-21 int plus R-5 Cl, Slab on grade R-10 perimeter and
heat pump system shall be installed and provide heating to the largest zone ofthe housing unit.
turder entire slab, Below grade slab R-10 perimeter and under entire slab OR Compliance
I based on Section R402.1 4: Reduce the Total UA by 15%.
1
c
EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based car Table
2.0
4
HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM: All heating and cooling system
1.0
R402. 1.1 with the following modifications: Vertical fenestration U = 0.22, Ceiling and
components installed inside the conditioned space, All combustion equipment shall be direct
single -rafter or joist-vauked R-49 advanced, Wood finime wall R-21 int plus R-I 2 CI, Floor
vent or sealed combustion For forced air ducts: A maxim= of 10 linear feet ofreturra ducts
R-38, Basement wall R-21 irt plus R-12 Cl, Slab on grade R-10 perimeter and under entire
and 5 linear feet of supply ducts my be located outside the conditioned space All metallic
slab, Below grade slab R-10 perimeter and under entire slab OR Compliancis based on
ducts located outside the conditioned space must have both transverse and longitudinal joints
Section R402 1 4: Reduce the Total UA by 30%.
sealed with raistic. If flex ducts are used, they cannot contain splices. Flex duct connections
must be made with nylon maps and installed using a plastic stropping tensioning toot Ducts
located outside the conditioned space must be insulated to a minimum ofR.8. Locating system
components in conditioned crawl spaces is not permitted under this option. Electric resistance
heat and ductless lost pumps are not permitted under this option. Direct combustion heating
ecur . pment with AFUE less than 80% is not mantled under this option.
I do
EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table
0.5
5a
EFFICIENT WATER HEATIN& All showerhead and kitchen sink faucets installed in the
0.5
R402. Ll with the following modifications: Vertical fenestration U = O�24
house shall he rated at 1. 75 GPM or ]�� All other lavatory faucets shall be rated at 1.0 GPM
or less.
2a
AIR LEAKAGE CONTROL AND EFFICIENT VENTILATTOM Compliance based on
0.5
5b
EFFICIENT WATER HEATING: Water heating system shall include am ofthe following:
1.0
R402.4.1.2: Reduce the lested air leakage to 3,0 air changes per hour maximum AND All
Gas, propane or oil water heaterwilh a minanum EF ofO.74 OR Water heater heated by
whole home ventilatien requirements as determined by Section MI 5073 ofthe
ground source beat pump meeting the requirements ofOption 3c.
Interiantronal Residential Code shall be met with a high efficiency fan (maximum 0 35
watts/cfffi), not interlocked with the furnace fort Ventilation systems using a furnace
including im ECM motor are allowed, provided that they are controlled to operate at low
speed in ventilation only moce.
2b
AIR LEAKAGE CONTROL AND EFFICIENT VEbITILATION: Compliance based on
1.0
5c
EFFICIENT WATTR HEATING: Water heating system shall include one ofthe following:
1-5
Section R402.4.1.2 Reduce the tested air leakage to 2,0 air changes per how m,viinium
Gas, propane or oil water heater with a minimum EF ofO,91 OR Solar water heating
AND All whole house ventilation requirements as determined by Section M1 507.3 ofthe
supplementing a minimum standard water heater. Solar water heating will provide a rated
Intennational Residential Code shall be met with a heat recovery ventilation system with
minanum savings of 85 therms or 20W kWh based on the Solar Rating and Certification
minimum sensible heat recovery efficiency of O�70.
Corporation (SRCC) Annual Performance ofOG-300 Certified Solar Water Heating Systems
OR Electric hem pump water heater with a mininium EF of2,0 and meeting the standards of
NEEA's Northern Climate Specifications for Heat Pump Water Heaters.
2c
AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: Compliance based on
1.5
5d
EFFICIENT WATER HEATING: A drain water heat recovery umt(s) shall be installed, tTch
0.5
Section R402.4. L2: Reduce the tested air leakage to 1.5 air changes per how maximum
captures waste water heat from all the showers, and has a minimum efficiency of401/6 if
AND All whole house ventilation requirements as determined by Section MI 507.3 ofthe
installed for equal flow or a mimmum efficiency ol`520% if installed for unequal flow. Such units
lnte�tronal Residential Code shall be met with a heat recovery ventilation system with
shall be rated in accordance with CSA B55.1 and be so labeled.
minimum semilite heat recovery efficiency ofO.85.
3aE
HIGH EFFICIENCY HVAC EQUIPMENT: Gas, propane or od-fited fumace with
1.0
6
RENEWABLE ELECTRIC ENERGY: For each I200kWh ofelectricalgenerationper
0.5
minimum AFUE of 94%, OR Gas, propane or oiled -fired boiler with minimum AFU`E of
housing unit provided annually by on -site wind orsolar equipment a 0.5 credit shall beallowed,
921/.
up to 3 credits. Generation shall be calculated as follows: For solar electric system, the design
shall be demonstnited to meet this requirement using the National Renewable Energy
3b
HIGH EFFICIENCY HVAC EQUIPMENT: Air -source heat pump with minimum HSPF
1.0
of9.0
Laboratory calculator PVWATTs. Documentation noting solar access shall be included on The
plans, For wind generation projects designs shall document annual power generation based an
the following factors: The wind turbine power ctuve; average annual wind speed at the site;
frequency distribution ofthe wind speed at the site and height ofthe tower.
a Projects using this option my not use Option I a, I b, or I c.
b. Projects may only include credit from one space heating option, 3a, 3b, 3c, or 3d. W'hen a housing unit has two pieces of equipment (i.e two furriaces) both must meet the standard to receive the credit.
Last Modified 7/1/16
Prescriptive Energy Code Compliance for All Climate Zones in Washington
Project Information Contact Inforn7ation
917 PINE STREET ROD NOVION- NOVION GROUP INC
8634B 3RD AVE NW
SEATTLE, WA 98117
This project will use the requirements of the Prescriptive Path below and incorporate the
the minimum values listed. In addition, based on the size of the structure, the appropriate
number of additional credits are checked as chosen by the permit applicant.
Authorized Representative
All Climate Zones
R-Value'
U-Factor'
Fenestration LI-Factorb
n/a
0.30
Skylight U-Factor
n/a
0.50
Glazed Fenestration SHGC6,"
n/a
n/a
Ceilingk
44
0.026
Wood Frame Wall g7n
21 int
0.056
Mass Wall R-Value'
21/2, h
0.056
Floor
309
&029
Below Grade Wallc-m
10/15/21 int + TB
0.042
Slab d R-Value & Depth
10, 2 ft
n/a
*Table R402. 1,1 and Table R402.1.3 Footnotes included on Page 2.
Date
h dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve
following minimum number of credits:
1. Small Dwelling Unit: 1.5 credits
Li Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration
area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500
square feet.
F112. Medium Dwelling Unit: 3.5 credits
All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall
require 2.5 credits.
LJ3. Large Dwelling Unit: 4.5 credits
Dwelling units exceeding 5000 square feet of conditioned floor area.
Additions less than 500 square feet: .5 credits
Table R406.2 Summary
Option Description
Credit(s)
la
Efficient Building Envelope la
0.5
lb
Efficient Building Envelope lb
1.0
Ic
Efficient Building Envelope 1c
2.0
Id
Efficient Building Envelope ld
0.5
2a
-Air Leakage Control and Efficient Ventilation 2a
0.5
2b
Air Leakage Control and Efficient Ventilation 2b
1.0
2c
Air Leakage Control and Efficient Ventilation 2c
1,5
3a
High Efficiency HVAC 3a
1.0
3b
High Efficiency HVAC 3b
1.0
3c
High Efficiency HVAC 3c
1,5
3d
High Efficiency HVAC 3d
1.0
4
High Efficiency HVAC Distribution System
1.0
5a
Efficient Water Heating 5a
0.5
5b
Efficient Water Heating 5b
1.0
5c
Efficient Water Heating 5c
1.5
5d
Efficient Water Heating 5d
0.5
6
Renewable Electric Energy
0.5
Total Credits
*Please refer to Table R406.2 for complete option descriptions
0.5
L
Ll
1.0
0.5
Ll
E 1.5
F-1
kwh 0.0
3.50
Table R402.1.1 Footnotes
For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing.
" R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is
less than the label or design thickness of the insulation, the compressed R-value of the insulation from
Appendix Table A101.4 shall not be less than the R-value specified in the table.
b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration.
c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous
insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the
basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13
cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior
of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity
insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement
wall.
d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1.
e There are no SHGC requirements in the Marine Zone.
f Reserved.
g Reserved.
h Reserved.
I The second R-value applies when more than half the insulation is on the interior of the mass wall.
j Reserved.
k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38.
I Reserved.
M Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as
specified in Section R402.1.3.
SECTION 2b, T.Z/N., W.M.
40 BENCH MARK
Top OF BRASS DISK AT THE INTERSECTION OF 9th AVENUE S. AND PINE
STREET.
ELEVATION ; 100.00
DATUM : ASSUMED
T.B.M. TOP OF NORTHERLY BOLT ON FIRE HYDRANT LOCATED FEET NOTH OF
THE SOUTHWEST PROPERTY CORNER
LEGAL DESCRIP-noN EN-nRE PROPERDI
_C_
P .. B S-OR L T No S -9= RECORDED UNDER
-_ A OF CITY OF EQ- DS ; �40HCIWI;H Ty. N(
RECORDING .. 111-21-13. REC-11 OF . GTON. BEING A
THE NORTHEAST .
PORnON OF THE NORTHWEST QUARTER OF ARTER OF SECTION 25.
UTILITY NOTE
TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS
APPROAMATE ONLY. THIS SURVEY DOES NOT PURPORT TO SHOW THE
THE
TOGETHER WITH LOT A. CITY OF EDMONDS LOT LINE ADJUSTMENT NO. LL-2006-100,
RECORDED HNOER AUDITOR",FILE 'NO. 200609115184, REACTOERIGS OF SNOHOMISH COUNTY.
NGTO BEING PORT, N OF THE NORTHWEST OU R OF THE NORTHEAST
LOCATION OF ALL UTILITIES, THE OWNER SHOULD CONTACT
PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE
WASH
QUAp7g OF SECTION 25. TOWNSHIP 27 NORTH. RANGE 3 EAS". W.M.;
LOCATION AND DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE
PROPERTY.
SITUATE IN THE COUNTY OF SNOHOMISH. STATE OF WASHINGTON.
A MINIMUM OF X SEPARATION IS REQUIRED BETWEEN THE DRY
UTILITIES (POWER, GAS. PHONE, CABLE, ETC.) AND SEWER.
WATER. AND STORM:
b. THE REQUIREMENT OF 10' HORIZO14TAL SEPARATION FROM WATER
AND SEWER.
3. T14E CONTRACTOR SHALL BE RESPONSIBLE FOR THE SEWER TAP
AND INSTALLATION OF SEWER LATERAL "THIN THE ROW.
4. THE CONTRACTOR SHALL FIELD VERIFY PIPE SZE AND INVER OF
EIGSTING SEWER LATERAL AND ADJUST SLOPE OF THE NEW SEWER
LATERAL ACCORDINGLY.
5. NOT USED.
6. LOCATION OF THE LANDSCAPE IRRIGATION BACKFLOW ASSEMBLY
SHALL BE IDENTIFIED (IF ONE IS PROPOSED).
7. THE 6' CLEANOUT AT THE PROPERTY LINE SHALL HAVE A 12" CAST
IRON LAMPHOLE COVER WITH 1/2' HEXBOLTS.
THE EASTING SIDE SEWER WLL NEED TO BE TVd By WE
CONTRACTOR AND VEDIO MUST BE SUBMITTED 70 THE CIT,
REVIEW AND APPROVAL TO RE -USE.
9. IF THE DOSTING SEWER LATERAL IS PROPOSED TO BE REL4
0TyS PUBLIC WORKS DEPARTMENT WILL NEED TO TV THE_V
To DETERMINE IF IT IS ACCEPTABLE TO RE -USE, CONTACTILEMONDS
PUBLIC WOWS SEWER DIVISION. 425-771-0235, 70 SCHEOU
STANDARD
DETAIL
SS-200
Ir — — — WITH NLUT I— OR -M
� PUFMIDSE UNION
NIP, X M " eN,_ V&vE OLM ST� � TO � eER-4440 M I'
FINK, m
"AlIE SMOUE TO � 1011
0 �PXVED � CARSON 1324 01801 WTH =�MVE/ M�N IC27W4% "W W= tIWN KAM 000ft
IN AgD �: � � �1_12
(' USE, � � PAMM r X 4? ST� W IT
14 &A VINT, � � TANMN Cr� M � "'P` `—Y 'CV) Tu W a 'E"" AND "'E
S*MU 0 3/4 * W V RUXL RVM � 0200� M MN'e M C`A� W� MTM
We" SDNICE Te NME. INSIXLED BY QIINEIt/CWMW= (M KMOK OOM
, � := NI,TER
�a;w I' THI—IN
WILL SUPPLY " 'RewsE. IF
AT THE
INSPECTION.
10. ALL FINAL RESTORATION SHALL BE COMPLETED BY THE
CONTRACTOR. EIVED
11. A MINIMUM OF Ig* OF VERTICAL CLEARANCE IS REQUIRED 9-RECE
SEWER AND STORMWATER LINES AT CROSSINGS.
12, INSTALL A STORZ ADAPTER ON THE FIRE HYDRANT. AUG 0 2 2018
PLN20170033 BUILDING
APPROVED FOR CONSTRUC-TION
_84411.
CITY OF EDMONDS
aTy 00NEEMM DIVISM
m/a/mS
. %�-
-
3 .-l.'
.
—UNUS
WAMR4 SERVICE
INSTAULATION
PUBUC WORKS
STANDARD
ffWA
DEPARTMENT
DET AJL
- 13 0
APPROVED BY, X EIRIM
WATER, SEWER AND UTILITY PLAN
FOR
FAIRWINDS DEVELOPMENT SP
IN NW1/4, NE1/4 SEC. 25, T.27N., R.3E.,W.M.
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
REVISED PER CITY REVIEW COMMENTS, DAM �20-18 07/10/18
fi"% Lovell—Sauerland & Associates, Inc. s—
rol Enonem/StWveyon/pl�ere/D"elOPMMt Con3UItantS C6
L E a-nmil, infogl9aenIgineering.com - vet, lmevVneering.com
19217 36th AmenUe W-, Suite 106 - wod, VA 98MB . 1421)775-1191
T_ I.-
,T.T. 1 777 1 1 "139. P-v I ' - 1-59'77-0-17 1-7
Loi 3
FINAL DRAINAGE REPORT
Revision #1
FOR
Fairwinds Development LLC
at
921 Pine Street
Edmonds, Washington 98020
July 2 017
January 2018
March 2018
July 2018
Prepared By: 0'2�
X0W K
0r. W A �8,;. '� �V
4 2-0
. �iL
C
fc, b
_ V N
AL
A
It '\
John Yuen, P.E.
MAR 2 8 20
BUILDING
Lovell-Sauerland & Associates, Inc.
1921736 1h Ave. W., Suite 106
Lynnwood, Washington 98036
LSA FILE No: 5677
71 -.� /��l
V u3pv
, 7117
11;j
a
FINAL DRAINAGE REPORT
Revision #1
FOR
RAE-fN
Uejvj��o
A/L I - 2018
DE vetopmktg
C0t11VjEf8jERV1C'ES
Fairwinds Development LLC
at
921 Pine Street
Edmonds, Washington 98020
July 2 017
January 2018
March 2018
July 2018
r-repared.By:
John Yuen, P.E.
,IV -
COMPLIES WITH APPLICABLE
CITY ST RMWW CODE
�iim
go LM �1110 N E jnffian0pLjCA%T Copy
Lovell-Sauerland & Associates,
No 19217 361h Ave. W., Suite 106
Lynnwood, Washington 98036
01:J
LSA FILE No: 5677
ON
Fairwinds Development LLC
Introduction:
This summary report provides engineering site design information for the proposed short plat permit
application for the development at 921 Pmie Street. The property is located in the Northeast 1/4 of Section
25, T 27 N, R 3 E, W.M.
Applicant: Site Address:
Steve Nielson 921 Pine Street
Fairwinds Development LLC Edmonds, WA 98020
1311 ONE 177h Place
Woodinville, WA 98072 Tax Parcel Numbers:
27032500105500
TABLE OF CONTENTS
SECTION TABLE OF CONTENTS
A- Project Summary
B. Vicinity/Parcel Map, Aerial Photo, Watershed Basin Map & Soils Classification Map
C. Stormwater System Methodology
D. Grading and Erosion Control Summary
E. Operation and Maintenance
APPENDICS
A. Geotechnical Reports
Lovell-Satterland and Associates
Final Drainage Report —RI
LS4 No.5677
L.MIR
921 Pine Street
July 2018
Lovell-Saiterland and Associates
Final Drainage Report—R.1
LSA No.5677
Section A
Project Summary
L.M.C1
921 Pine Street
July 2018
PROJECTSUMMARY.
The project site consists of about 26,170 square feet of land and is currently occupied by a single family
residence located in the eastern half of the project site. The vegetation primarily consists of lawn, with trees
of varying sizes located around the existing house. The site is bordered by single family lots to the north and
east, while 9b Avenue S. borders the site's western boundary and Pine Street borders the southern boundary.
Access to the site is from Pine Street via two existing asphalt driveways. The site generally slopes away from
east at approximately 2 to 8% towards the west. Runoff from the site sheet flows in the same directions,
towards both 9' Avenue S and Pine Street, with no signs of a defined channel.
Existing Features Summary:
a. Site Area ........................................................................................... 26,170 square feet
b. Offsite tributary area: Negligible lawn area from the north
c. Soil Types: Alderwood—Urban Land Complex, 2 to 8 percent slopes - Hydrologic Group "B"
The proposed project is to redevelop and subdivide the site by removing the existing structures and
constructing three (3) new single family houses and associated site paving totaling approximately 12,169
square feet of new and replaced impervious area. Access will be provided by the proposed driveways located
at the southern boundary of the site. Landscaping and grass lawn will sui-round significant portions of the
new houses and will stabilize the site upon building construction. Seethe submitted civil construction plans
for the proposed developments.
Summary of Project Minimum Requirements:
The project is classified as Category 2 Site Preject, and is subject to Minimum Requirements #1 through # 9.
5.1 Minimum Requirement #1 — Preparation of Stormwater Site Plan. The proposed site development
consists of disturbing approximately 0.6 acres of land and creating approx.dimately 12,169 square feet of
impenious surfaces by constructing three (3) new single family residences and associated site paving. The
project is classified as a Category 2 Site Project, perthe City's classification system, as it involves over 5,000
square feet of new and replaced impervious surfaces. A site development plan has been prepared and is
submitted along with this report.
5.2 Minimum Requirement #2 — Construction Stormwater PollutionPrevention. A summary of the site's
proposed grading and erosion control measures along with a grading estimate are included in section D.
Grading and Erosion Control Summary. The quantities for short plat improvements grading are estimated to
be 175 cubic yard of cut and 175 cubic yard of fill. The total site disturbance area of the project is less than
one acre, thus a formal Notice ofIntent application for NPDES coverage will not be made to the Department
of Ecology.
LoveXSauerland and Associates
Final Drainage Report -RI
LSA No. 5677
L'=W-W
�W-v
921 Pine Street
Jidy2018
� J
5.3 Minimum Requirement #3 — Source Control ofPolludon. No extraordinary measures are required for
the proposed single family residences as the pollution generating impervious surfaces (PGIS) associated with
the project are below the 5,000 square feet threshold.
.5.4 Minimum Requirement #4 —P�reservation ofNaturalDrainage Systems and Oinfalk The site currently
sheet flows towards both 9' Avenue S and Pine Street. The project proposes to infiltrate stormwater runoff
onsite, to the maximum extent practicable, reducing the site's impact on the downstream drainage system.
5.5 Minimum Requirement #5 — Onsite Stormwater Management
A drainage plan is developed for all new plus replaced hard surfaces, and land disturbed in reference of
Low Impact Development Performance Standard using List 92 On -site Stormwater Management BMPs
(see ECDC 18.30.060.D.5.e).
Lawn and Landscaped Areas
Post -Construction Sod Quality and Depth (BMP T5.13) - This BUT will be used for all areas subject to
clearing and grading that have not been covered by impervious surface.
..I Roofs
Full Dispersion (BMP T5.30) - Due to the site constraints, a native vegetation flowpath length of 100 feet
cannot be achieved, therefore, full dispersion is considered infeasible.
Downspout Ful I Infiltration Systems (BMP T5. I OA) — The soils condition on -site was determined to be
Sands with Gravels, the long-terin infiltration rates were determined to be 7.5, 1.8 and 3.8 inches per hour
for Lot 1, 2 and 3, respectively (see Appendix A for Geotechnical / Infiltration Addendiun prepared by
Dennis M. Bruce, P.E.). The Downspout Full Infiltration System is proposed for the project.
Through a collection of pipes, catch basins and downspout connections, the site's roof surfaces will be
collected and routed to infiltration trenches or drywells, all located onsite.
Other Hard Surfaces
Full Dispersion (BMP T5.30) - Due to the site constraints, a native vegetation flowpath length of 100 feet
cannot be achieved, therefore, full dispersion is considered infeasible.
Permeable Pavement — Where infiltrating water below the new permeable pavement area would threaten
proposed below grade basements (lots 2 and 3). Permeable pavement is considered infeasible.
Through a collection of pipes and catch basins, the site's pavement surfaces will be collected and routed to
infiltration trenches or drywells, all located onsite.
Lovell-Sauerland and Associates 921 Pine Street
Final Drainage Report-R.1 July 2018
LSA No.5677
5.6 Minimum Requirement #6 — Runoff TreatmenL Less than 5,000 sf of pollution generating impervious
surfaces are proposed (3,314 square feet of asphaltjoint access/concrete driveways), thus no additional on -site
stormwater treatment will be necessary per ECDC 18.30.060.D.6.
5.7 Minimum Requirement #7 — Flow ControL Not Applicable. Minimum Requirement 45 is met.
5.8 Minimum Requirement #8 — WetlandProtection. No wetlands are known to exist on or adjacent to the
site.
5.9 Minimum Requirement #9 — Operation andMaintenance. An operation and maintenance summary is
provided in section E.
Love&Saiierland and Associates 921 Pine Street
Final Drainage Report -RI Ju�y 2018
LSA No.5677
Section B
VicinitylParcel Map, Aerial Photo, Watershed Basin Map & Soil Classification Map
Lovell-Sauerfand and Associates
Final Drainage Report -RI
LSA N6.5677
921 Pine Street
July 2018
,jj, City of Edmonds Vicinity/Parcel Map
-71
>
rn
00
CY)
101
00
102f
1 mA
3,05
9 8 -1 21416
t
980,
t14
Q8 9804 0
CY, 00
a-
4
2 15 2�&
9210
a,
C"4
v-1 24
PINEST
(-4
rn cc
C:k 71
21628
3 1017 21630 1: 2,257 0
I0 94.04 188.1 Feet This map Is a user generated static output from an Internet mapping site and is
reference Data !ayer, that appear 'his '-nap may �'. not be &CCL;r
WGS-1984-Web-Mercator-Auxiliary-Sphere current, or otherwise relia
t', City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTI
Legend
Notes
I I L
j, I I'
,*, City of Edmonds Aerial Photo
WG5-1984-Web-Mercato r-Auxi 1 ia ry-Sphere
9', City of Edmonds
This map Is a user generated static output from an Internet mapping site and is for
reference only. Data layers that appear on this map may or may not be accurate,
current, or otherwi5e reliable.
THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION
Legend
Art:SIDIE.131S.STREET CENTERLINE!
-all other values�
1
2
5; 4
9: 71; 7; 8
Notes I
L_ I
11abarger
ShettCreek
Lovell-Sauerland and Associates
Final Drainage Report-R I
LSA N6.5677
'k
Watershed Basin Map
L.NR
Cr
921 Pine Street
July 2018
Ac
205
2071
21 7th
2;
Aldervood Urban land complex, 2-8 I%t, slopes
es
Aldet,,,.,00d Urban land complex, 8-15 % slop
Soils Classification Map
Lo vell-Satteriand and Associates 921 Pine Street
Final Drainage Report R I July 2018
LSA No. 5677
Section C
Stormwater System Methodology
Lovell-Sauerland and Associates 921 PineStreef
Final Drainage Report —RI July 2018
LSA No. 5677 I.SFI
STORMWA TER SYSTEM 3MTHODOLOGY.
Based on the recommendations of the Project Geotechnical Engineer, Dennis M. Bruce, P.E., (see
enclosed reports in Appendix A), infiltration facilities have been proposed. VVVVHM2012 was used to size
the facilities, based on the recommended design infiltration rates, to infiltrate 100% of the site impervious
runoff directed to the trenches and drywells. The WWHM2012 reports are included in this Section
Lot I - An infiltration trench (41) is proposed at the southwest comer of the lot runoffs from the roof surface
and the concrete driveway/walkway will be collected and routed to the trench. Overflow would occur out of
the top of catch basin (CB #2) to Pine Street.
Lot 2 — Two infiltration trenches (92A along the western property line & #213 along the southern property
line) are proposed. Runoff from the north half of roof surface (1,339 square feet) will be collected and routed
to the trench 92A. The remaining portion of the roof surface (1, 126 square feet), the concrete driveway (952
square feet) and the wulkway (15 square feet) will be collected and routed to the trench #2B.
Lot 3 - Two drywells (93A & #3B) are proposed along the western property line. The north drywell (#3A)
receives runoff from the roof surface; and the south drywell (#3B) receives runoff; from the concrete
driveway/walkway, and as well as the asphaltjoint access.
An overflow pipe system connecting to the storm drain system in Pine Street is pro-vided for Lots 2 & 3.
The following table summarizes the proposed infiltration facilities:
Facilitv
#
Contributing
Area (0)
Infiltration Rate
(in/hr)
Depth
(ft)
Length/Width
(ft)
Infiltration Trench 91
3,914
7.5
3.0
28.0n.0
Infiltration Trench 42A
1,339
1.8
2.0
37.0/4.0
Infiltration Trench #2B
2,093
1.8
2.0
32.0/8.0
Drywell 93A
3,022
3.8
2.5
16.0/14.0
Drywell 93B
1,801
3.8
2.5
12.0/12.0
Lovell-Satterland and Associates 921 Pine Street
Final Drainage Report —RI July 2018
LSA No. 5677
Infd'tration Trench #1
Lovell-Sauerland and Associates 921 Pine Street
Final Drainage Reporl—ki July 2018
LSA No.5677 L.=Cm
WWHM2012
PROJECT REPORT
Project Name: Infiltration Trench - Lot 1-R1
Site Na : LSA #5677
Site Address: 921 Pine Street
city : Edmonds
Report Date: 1/14/2018
MGS Regoin : Puget East
Data Start : 1901/10/1
Data End : 2058/09/30
DOT Data Number: 03
Version Date: 2017/04/14
Version : 4.2-13
Low Flow Threshold for Poc 1 : 50 Percent of the 2 Year
High Flow Threshold for POC 1: 50 year
PREDLVELOPED IJ= USE
Name : Basin I
Bypass: No
GroundWater: No
Pervious Land Use
acre
C, Forest, Mod
.09
Pervious Total
0.09
Impervious Land Use
acre
Impervious Total
0
Basin Total
0.09
Element Flows To:
Surface
MITIGATED LAND USE
Name Basin 1
Bypass: No
GroundWater: No
Interflow
Groundwater
Pervious Land Use
acre
Pervious Total
0
Impervious Land Use
acre
ROOF TOPS FLAT
0.075
DRIVEWAYS MOD
0.015
Impervious Total
0.09
Basin Total
0.09
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1 Gravel Trench Bed 1
Name : Gravel Trench Bed 1
Bottom Length: 28.00 ft.
Bottom Width: 7.00 ft.
Trench bottom slope 1: 0 To I
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer: 3
Pour Space of material for first layer: 0.3
Material thickness of second layer: 0
Pour Space of material. for second layer: 0
Material thickness of third layer: 0
Pour Space of material for third layer: 0
Infiltration On
Infiltration rate: 7-5
Infiltration safety factor: I
Total Volume Infiltrated (ac-ft.): 33.812
Total Volume Through Riser (ac-ft.): 0.001
Total Volume Through Facility (ac-ft.): 33.813
Percent Infiltrated: 100
Total Precip, Applied to Facility: 0
Total Evap From Facility: 0
Discharge Structure
Riser Height: 3 ft.
Riser Diameter: 6 in.
Element Flows To:
Outlet 1 outlet 2
Gravel Trench Bed Hydraulic Table
Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs)
0.0000 0.004 0.000 0.000 0.000
0.0444 0.004 0.000 0.000 0.034
0.0889
0.004
0.000
0.000
0.034
0.1333
0.004
0.000
0.000
0.034
0.1778
0.004
0.000
0.000
0.034
0.2222
0.004
0.000
0.000
0.034
0.2667
0.004
0.000
0.000
0.034
0.3111
0.004
0.000
0.000
0.034
0.3556
0.004
0.000
0.000
0.034
0.4000
0.004
0.000
0.000
0.034
0.4444
0.004
0.000
0.000
0.034
0.4889
0.004
0.000
0.000
0-034
0.5333
0.004
0.000
0.000
0.034
0.5778
0.004
0.000
0.000
0.034
0.6222
0.004
0.000
0.000
0.034
0.6667
0.004
0.000
0.000
0.034
0.7111
0.004
0.001
0.000
0.034
0.7556
0.004
0.001
0.000
0.034
0.8000
0.004
0.001
0.000
0.034
0.8444
0.004
0.001
0.000
0.034
0.8889
0.004
0.001
0.000
0.034
0.9333
0.004
0.001
0.000
0.034
0.9778
0.004
0.001
0.000
0.034
1-0222
0.004
0.001
0.000
0.034
1.0667
0.004
0.001
0.000
0.034
1.1111
0.004
0.001
0.000
0.034
1.1556
0.004
0.001
0.000
0.034
1.2000
0.004
0.001
0.000
0.034
1.2444
0.004
0.001
0.000
0.034
1.2889
0.004
0.001
0.000
0.034
1.3333
0.004
0.001
0.000
0.034
1.3778
0.004
0.001
0.000
0-034
1.4222
0.004
0.001
0.000
0.034
1.4667
0.004
0.002
0.000
0.034
1.5111
0.004
0.002
0.000
0-034
1.5556
0.004
0.002
0.000
0.034
1.6000
0.004
0.002
0.000
0.034
1.6444
0.004
0.002
0.000
0.034
1.6889
0.004
0.002
0.000
0.034
1.7333
0.004
0.002
0.000
0.034
1.7778
0.004
0.002
0.000
0.034
1.8222
0.004
0.002
0.000
0.034
1.8667
0.004
0.002
0.000
0.034
1.9111
0.004
0.002
0.000
0.034
1.9556
0.004
0.002
0.000
0.034
2.0000
0.004
0.002
0.000
0.034
2.0444
0.004
0.002
0.000
0.034
2.0889
0.004
0.002
0.000
0.034
2.1333
0.004
0.002
0.000
0.034
2.1778
0.004
0.002
0.000
0.034
2.2222
0.004
0.003
0.000
0.034
2.2667
0.004
0.003
0.000
0.034
2.3111
0.004
0.003
0.000
0.034
2.3556
0.004
0.003
0.000
0.034
2.4000
0.004
0.003
0.000
0.034
2.4444
0.004
0.003
0.000
0.034
2.4889
0.004
0.003
0.000
0.034
2.5333
0.004
0.003
0.000
0.034
2.5778
0.004
0.003
0.000
0.034
2.6222
0.004
0.003
0.000
0.034
2.6667
0.004
0.003
0.000
0.034
2.7111
0.004
0.003
0.000
0.034
2.7556
0.004
0.003
0.000
0.034
2.8000
0.004
0.003
0.000
0.034
2.8444
0.004
0.003
0.000
0.034
2.8889
0.004
0.003
0.000
0.034
2.9333
0.004
0.004
0.000
0.034
2.9778
0.004
0.004
0.000
0.034
3.0222
0.004
0.004
0.017
0.034
3.0667
0.004
0.004
0.090
0.034
3.1111
0.004
0.004
0.184
0.034
3.1556
0.004
0.004
0.277
0.034
3.2000
0.004
0.005
0.346
0.034
3.2444
0.004
0.005
0.385
0.034
3.2889
0.004
0.005
0.423
0.034
3.3333
0.004
0.005
0.454
0.034
3.3778
0.004
0.005
0.484
0.034
3.4222
0.004
0.006
0.511
0.034
3.4667
0.004
0.006
0.537
0.034
3.5111
0.004
0.006
0.562
0-034
3.5556
0.004
0.006
0.586
0.034
3.6000
0.004
0.006
0.609
0.034
3.6444
0.004
0.007
0.632
0.034
3-6889
0.004
0.007
0.653
0.034
3-7333
0.004
0.007
0.674
0.034
3.7778
0.004
0.007
0.694
0.034
3.8222
0.004
0.007
0.714
0.034
3.8667
0.004
0.008
0.733
0.034
3.9111,
0.004
0.008
0.751
0.034
3.9556
0.004
0.008
0.769
0.034
4.0000
0.004
0.008
0.787
0.034
ANALYSIS RESULTS
Stream Protection
Duration
Predeveloped Landuse Totals for POC #1
Total
Pervious Area:0.09
Total
Impervious Area:O
Mitigated Landuse Totals for POC
#1
Total
Pervious Area:O
Total
Impervious Area:0.09
Flow Frequency Return
Periods for
Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.001535
5 year
0.002549
10 year
0.003125
25 year 0.003724
50 year 0.004087
100 year 0.004389
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0
5 year 0
10 year 0
25 year 0
50 year 0
100 year 0
Stream Protection Duration
Annual
Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1902
0.002
0.000
1903
0.001
0.000
1904
0.002
0.000
1905
0.001
0.000
1906
0.000
0.000
1907
0.002
0.000
1908
0.001
0.000
1909
0.002
0.000
1910
0.003
0.000
1911
0.001
0.000
1912
0.006
0.000
1913
0.002
0.000
1914
0.001
0.000
1915
0.001
0.000
1916
0.001
0.000
1917
0.001
0.000
1918
0.001
0.000
1919
0.001
0.000
1920
0.001
0.000
1921
0.001
0.000
1922
0.002
0.000
1923
0.001
0.000
1924
0.001
0.000
1925
0.001
0.000
1926
0.001
0.000
1927
0.002
0.000
1928
0.001
0.000
1929
0.003
0.000
1930
0.001
0.000
1931
0.001
0.000
1932
0.001
0.000
1933
0.001
0.000
1934
0.004
0.000
1935
0.001
0.000
1936
0.002
0.000
1937
0.002
0.000
1938
0.002
0.000
1939
0.000
0.000
1940
0.001
0.000
1941
0.001
0.000
1942
0.002
0.000
1943
0.001
0.000
1944
0.002
0.000
1945
0.001
0.000
1946
0.001
0.000
1947
0.001
0.000
1948
0.003
0.000
1949
0.003
0.000
1950
0.001
0.000
1951
0.002
0.000
1952
0.005
0.000
1953
0.004
0.000
1954
0.001
0.000
1955
0.001
0.000
1956
0.001
0.000
1957
0.002
0.000
1958
0.004
0.000
1959
0.003
0.000
1960
0.001
0.000
1961
0.003
0.000
1962
0.001
0.000
1963
0.001
0.000
1964
0.001
0.000
1965
0.003
0.000
1966
0.001
0.000
1967
0.001
0.000
1968
0.002
0.000
1969
0.001
0.000
1970
0.002
0.000
1971
0.003
0.000
1972
0.002
0.005
1973
0.002
0.000
1974
0.002
0.000
1975
0.004
0.000
1976
0.002
0.000
1977
0.001
0.000
1978
0.003
0.000
1979
0.001
0.000
1980
0.001
0.000
1981
0.001
0.000
1982
0.001
0.000
1983
0.002
0.000
1984
0.001
0.000
1985
0.001
0.000
1986
0.001
0.000
1987
0.002
0.000
1988
0.002
0.000
1989
0.001
0.000
1990
0.002
0.000
1991
0.001
0.000
1992
0.002
0.000
1993
0.002
0.000
1994
0.003
0.000
1995
0.001
0.000
1996
0.004
0.000
1997
0.002
0.000
1998
0.001
0.000
1999
0.000
0.000
2000
0.001
0.000
2001
0.001
0.000
2002
0.003
0.000
2003
0.002
0.000
2004
0.002
0.000
2005
0.003
0.000
2006
0.001
0.000
2007
0.001
0.000
2008
0.002
0.000
2009
0.001
0.000
2010
0.001
0.000
2011
0.001
0.000
2012
0.001
0.000
2013
0.001
0.000
2014
0-001
0-000
2015
0.003
0.000
2016
0.000
0-000
2017
0.003
0-000
2018
0.005
0.000
2019
0.005
0-000
2020
0.002
0.000
2021
0.002
0.000
2022
0.001
0.000
2023
0.002
0.000
2024
0.006
0.000
2025
0.001
0.000
2026
0.002
0.000
2027
0.001
0.000
2028
0.000
0.000
2029
0.002
0.000
2030
0.003
0.000
2031
0.001
0.000
2032
0.001
0.000
2033
0-001
0.000
2034
0.001
0.000
2035
0.004
0.000
2036
0.002
0.000
2037
0.000
0-000
2038
0.002
0.000
2039
0.000
0.000
2040
0.001
0.000
2041
0.001
0.000
2042
0.004
0.000
2043
0.002
0.000
2044
0.002
0.000
2045
0.001
0.000
2046
0.002
0.000
2047
0.001
0.000
2048
0.001
0.000
2049
0.001
0.000
2050
0.001
0.000
2051
0.001
0.000
2052
0.001
0.000
2053
0.001
0.000
2054
0.003
0.000
2055
0.001
0.000
2056
0.001
0.000
2057
0.001
0.000
2058
0.001
0.000
Stream Protection Duration
Ranked
Annual Peaks for
Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.0065
0.0053
2
0.0058
0.0000
3
0.0053
0.0000
4
0.0051
0.0000
5
0.0048
0.0000
6
0.0043
0.0000
7
0.0042
0.0000
8
0.0040
0.0000
9
0.0038
0.0000
10
0.0037
0.0000
11
0.0036
0.0000
12
0.0036
0.0000
13
0.0035
0.0000
14
0.0034
0.0000
15
0.0032
0.0000
16
0.0031
0.0000
17
0.0031
0.0000
is
0.0031
0.0000
19
0.0029
0.0000
20
0.0029
0.0000
21
0.0028
0.0000
22
0.0028
0.0000
23
0.0027
0.0000
24
0.0027
0.0000
25
0.0027
0.0000
26
0.0026
0.0000
27
0.0025
0.0000
28
0.0025
0.0000
29
0.0025
0.0000
30
0.0024
0.0000
31
0.0024
0.0000
32
0.0024
0.0000
33
0.0023
0.0000
34
0.0023
0.0000
35
0.0023
0.0000
36
0.0022
0.0000
37
0.0021
0.0000
38
0.0021
0.0000
39
0.0021
0.0000
40
0.0020
0.0000
41
0.0020
0.0000
42
0.0020
0.0000
43
0.0020
0.0000
44
0.0020
0.0000
45
0.0019
0.0000
46
0.0019
0.0000
47
0.0018
0.0000
48
0.0018
0.0000
49
0.0018
0.0000
50
0.0018
0.0000
51
0.0018
0.0000
52
0.0017
0.0000
53
0.0017
0.0000
54
0.0017
0.0000
55
0-0017
0.0000
56
0.0017
0.0000
57
0.0016
0.0000
58
0.0016
0.0000
59
0.0016
0.0000
60
0.0016
0.0000
61
0.0016
0.0000
62
0.0016
0.0000
63
0.0016
0.0000
64
0-0016
0.0000
65
0.0016
0.0000
66
0.0016
0.0000
67
0.0015
0.0000
68
0.0015
0.0000
69
0.0015
0.0000
70
0.0015
0.0000
71
0.0015
0.0000
72
0.0015
0.0000
73
0.0015
0.0000
74
0.0015
0.0000
75
0.0015
0.0000
7C,
0.0014
0.0000
77
0-0014
0.0000
78
0.0014
0.0000
79
0.0014
0.0000
80
0.0014
0.0000
81
0.0014
0.0000
82
0.0014
0.0000
83
0.0014
0.0000
84
0.0014
0.0000
85
0.0014
0.0000
86
0.0014
0.0000
87
0-0014
0.0000
88
0.0013
0.0000
89
0.0013
0.0000
90
0.0013
0.0000
91
0.0013
0.0000
92
0.0013
0.0000
93
0.0013
0.0000
94
0.0013
0.0000
95
0.0013
0.0000
96
0.0013
0.0000
97
0.0012
0.0000
98
0.0012
0.0000
99
0.0012
0.0000
100
0.0012
0.0000
101
0.0012
0.0000
102
0.0012
0.0000
103
0.0012
0.0000
104
0.0011
0.0000
105
0.0011
0.0000
106
0.0011
0.0000
107
0.0011
0.0000
108
0.0011
0.0000
109
0.0011
0.0000
110
0.0011
0.0000
ill
0.0011
0.0000
112
0.0010
0.0000
113
0.0010
0.0000
114
0.0010
0.0000
115
0.0010
0.0000
116
0.0010
0.0000
117
0.0010
0.0000
118
0.0010
0.0000
119
0.0009
0.0000
120
0.0009
0.0000
121
0.0009
0.0000
122
0.0009
0.0000
123
0.0009
0.0000
124
0.0009
0.0000
125
0.0009
0.0000
126
0.0009
0.0000
127
0.0009
0.0000
128
0.0008
0.0000
129
0.0008
0.0000
130
0.0008
0.0000
131
0.0008
0.0000
132
0.0007
0.0000
133
0.0007
0.0000
134
0.0007
0.0000
135
0.0007
0.0000
136
0.0007
0.0000
137
0.0007
0.0000
138
0.0007
0.0000
139
0.0007
0.0000
140
0.0007
0.0000
141
0.0007
0.0000
142
0.0006
0.0000
143
0.0006
0.0000
144
0.0006
0.0000
145
0.0006
0.0000
146
0.0006
0.0000
147
0.0006
0.0000
148
0.0006
0.0000
149
0.0005
0.0000
150
0.0005
0.0000
151
0.0005
0.0000
152
0.0004
0.0000
153
0.0003
0.0000
154
0.0003
0.0000
155
0.0001
0.0000
156
0.0001
0.0000
157
0.0000
0.0000
Stream Protection Duration
POC #1
The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Mit Percentage Pass/Fail
0.0008
12768
2
0
Pass
0.0008
11578
2
0
Pass
0.0008
10550
2
0
Pass
0.0009
9599
2
0
Pass
0.0009
8797
2
0
Pass
0.0009
8070
2
0
Pass
0.0010
7441
2
0
Pass
0.0010
6850
2
0
Pass
0.0010
6306
2
0
Pass
0.0011
5812
2
0
Pass
0.0011
5337
2
0
Pass
0.0011
4904
2
0
Pass
0.0012
4518
2
0
Pass
0.0012
4173
2
0
Pass
0.0012
3854
2
0
Pass
0.0013
3548
2
0
Pass
0.0013
3275
2
0
Pass
0.0013
3031
2
0
Pass
0.0014
2805
2
0
Pass
0.0014
2615
2
0
Pass
0.0014
2443
2
0
Pass
0.0015
2291
2
0
Pass
0.0015
2118
2
0
Pass
0.0015
1985
2
0
Pass
0�0016
1868
2
0
Pass
0-0016
1763
2
0
Pass
0-0016
1652
2
0
Pass
0.0017
1563
2
0
Pass
0.0017
1478
2
0
Pass
0.0017
1393
2
0
Pass
0.0018
1324
2
0
Pass
0.0018
1246
2
0
Pass
0.0018
1173
2
0
Pass
0.0019
1119
2
0
Pass
0.0019
1054
2
0
Pass
0.0019
1000
2
0
Pass
0.0020
953
0
Pass
0.0020
901
2
0
Pass
0.0020
868
0
0
Pass
0.0021
833
2
0
Pass
0.0021
800
2
0
Pass
0.0021
774
2
0
Pass
0.0022
740
2
0
Pass
0.0022-
717
0
Pass
0.0022
688
2
0
Pass
0.0023
659
2
0
Pass
0.0023
631
2
0
Pass
0.0023
598
2
0
Pass
0.0024
564
2
0
Pass
0.0024
539
e-
0
Pass
0.0024
511
2
0
Pass
0.0025
488
2
0
Pass
0.0025
464
2
0
Pass
0.0025
447
2
0
Pass
0.0026
435
2
0
Pass
0.0026
412
2
0
Pass
0.0026
399
2
0
Pass
0.0027
375
2
0
Pass
0.0027
360
2
0
Pass
0.0027
343
2
0
Pass
0.0028
326
2
0
Pass
0.0028
309
2
0
Pass
0.0028
292
2
0
Pass
0.0029
280
2
0
Pass
0.0029
264
2
0
Pass
0.0029
254
2
0
Pass
0.0030
237
2
0
Pass
0.0030
225
2
0
Pass
0.0030
214
2
0
Pass
0.0031
203
2
0
Pass
0.0031
186
2
1
Pass
0.0031
176
2
1
Pass
0.0032
166
2
1
Pass
0.0032
156
2
1
Pass
0.0032
139
2
1
Pass
0.0033
1218
2
1
Pass
0.0033
120
2
1
Pass
0.0033
112
2
1
Pass
0.0034
99
2
Pass
0.0034
95
2
2
Pass
0.0034
84
2
2
Pass
0.0035
79
2
2
Pass
0.0035
78
2
Pass
0.0036
73
2
Pass
0.0036
66
2
3
Pass
0.0036
61
2
3
Pass
0.0037
53
2
3
Pass
0.0037
47
2
4
Pass
0.0037
43
2
4
Pass
0.0038
39
2
5
Pass
0.0038
36
2
5
Pass
0.0038
34
2
5
Pass
0.0039
31
n
6
Pass
0.0039
29
2
6
Pass
0.0039
27
2
7
Pass
0.0040
27
n
7
Pass
0.0040
25
2
8
Pass
0.0040
21
2
9
Pass
0.0041
21
2
9
Pass
0.0041
19
2
10
Pass
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.007 acre-feet
On-line facility target flow: 0.0099 cfs.
Adjusted for 15 min: 0.0112 cfs.
Off-line facility target flow: 0.0056 cfs.
Adjusted for 15 min: 0.0064 cfs.
LID Report
LID Technique
Used for
Total Volumn
Volumn
Infiltration
Cumulative
Percent Water Quality
Percent
Comment
Treatment?
Needs
Through
Volumn
Volumn
Volumn
Water Quality
Treatment
Facility
(ac-ft.)
Infiltration
Infiltrated
Treated
(ac-ft)
(ac-ft)
Credit
Gravel Trench Bed I POC
N
31.21
N 98.60
Total Volume Infiltrated
31.21
0.00
0.00
98.60 0.00
0%
No Treat. Credit
Compliance with LID Standard
8
Duration Analysis Result =
Passed
Per1nd and Imp1nd Changes
No change3 have been made -
This program and accompanying documentation are provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear Creek
Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed
J or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without
limitation to damages for loss of business profits, loss of business information, business
interruption, and the like) arising out of the use of, or inability to use this program even if Clear
Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such
damages. Software Copyright 0 by : Clear Creek Solutions, Inc- 2005-2013; All Rights Reserved-
Lovell-Sauerland and Associates
Final Drainage Report —RI
LSA No.5677
Inffitration Trench #2A
0
921 Pine Street
JuIv 2018
WWHM2012
PROJECT REPORT
Project Name: Infiltration Trench 2A - Lot 2—North Half Roof
Site Name: LSA #5677
Site Address: 921 Pine Street
city : Edmonds
Report Date: 7/16/2018
MGS Regoin : Puget East
Data Start : 1901/10/1
Data End : 2058/09/30
DOT Data Number: 03
Version Date: 2017/04/14
Version : 4.2.13
Low Flow Threshold for Poc 1 : 50 Percent of the 2 Year
High Flow Threshold for POC 1: 50 year
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use
acre
C, Forest, Mod
-0-h
Pervious Total
0.031
Impervious Land Use
acre
Impervious Total
0
Basin Total
0.031
Element Flows To:
Surface Interflow
MITIGATED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Groundwater
Pervious Land Use
acre
Pervious Total
0
Impervious Land Use
acre
ROOF TOPS FLAT
0-031
Impervious Total
0.031
Basin Total
0.031
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1 Gravel Trench Bed 1
Name : Gravel Trench Bed 1
Bottom Length: 37.00 ft.
Bottom Width: 4.00 ft.
Trench bottom slope 1: 0 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer: 2
Pour Space of material for first layer: 0.3
Material thickness of second layer: 0
Pour Space of material for second layer: 0
Material thickness of third layer: 0
Pour Space of material for third layer: 0
Infiltration On
Infiltration rate: 1.8
Infiltration safety factor: 1
Total Volume Infiltrated (ac-ft.): 11.577
Total Volume Through Riser (ac-ft.): 0
Total Volume Through Facility (ac-ft.): 11.577
Percent Infiltrated: 100
Total Precip Applied to Facility: 0
Total Evap From Facility: 0
Discharge Structure
Riser Height: 2 ft.
Riser Diameter: 6 in.
Element Flows To:
Outlet 1 Outlet 2
Gravel
Trench Bed Hydraulic Table
Stageffeet)
Area(ac.)
Volume(ac-ft.)
Discharge(cfs)
Infilt(cfs)
0.0000
0.003
0.000
0.000
0.000
0.0333
0.003
0.000
0.000
0.006
0.0667
0.003
0.000
0.000
0.006
0.1000
0.003
0.000
0.000
0.006
0.1333
0.003
0.000
0.000
0.006
0.1667
0.003
0.000
0.000
0.006
0.2000
0.003
0.000
0.000
0.006
0.2333
0.003
0.000
0.000
0.006
0.2667
0.003
0.000
0.000
0.006
0.3000
0.003
0.000
0.000
0.006
0.3333
0.003
0.000
0.000
0.006
0.3667
0.003
0.000
0.000
0.006
0.4000
0.003
0.000
0.000
0.006
0.4333
0.003
0.000
0.000
0.006
0.4667
0.003
0.000
0.000
0.006
0.5000
0.003
0-000
0.000
0.006
0.5333
0.003
0.000
0.000
0.006
0.5667
0.003
0.000
0.000
0.006
0.6000
0.003
0.000
0.000
0.006
0.6333
0.003
0.000
0.000
0.006
0.6667
0-003
0.000
0.000
0.006
0.7000
0.003
0.000
0.000
0.006
0.7333
0.003
0.000
0.000
0.006
0.7667
0.003
0.000
0.000
0.006
0.8000
0.003
0.000
0.000
0.006
6-j
0.8333
0.003
0.000
0.000
0.006
0.8667
0.003
0.000
0.000
0.006
0.9000
0.003
0.000
0.000
0.006
,j
0.9333
0.003
0.001
0.000
0.00E
0.9667
0.003
0.001
0.000
0.006
1.0000
0.003
0.001
0.000
0.006
1.0333
0.003
0.001
0.000
0.006
J
1.0667
0.003
0.001
0.000
0.006
1.1000
0.003
0.001
0.000
0.006
1.1333
0.003
0.001
0.000
0.006
1.1667
0.003
0.001
0.000
0.006
1-2000
0-003
0.001
0.000
0.006
1.2333
0.003
0.001
0.000
0.006
1.2667
0.003
0.001
0.000
0.006
1-3000
0-003
0.001
0.000
0.006
1.3333
0.003
0.001
0.000
0.006
1.3667
0.003
0.001
0.000
0.006
1 r
1.4000
0.003
0.001
0.000
0.006
1.4333
0.003
0.001
0.000
0.006
1.4667
0.003
0.001
0.000
0.006
1.5000
0.003
0.001
0.000
0.006
1.5333
0.003
0.001
0.000
0.006
1.5667
0.003
0.001
0.000
0.006
1.6000
0-003
0.001
0.000
0.006
1.6333
0.003
0.001
0.000
0.006
1.6667
0.003
0.001
0.000
0.006
1.7000
0.003
0.001
0.000
0.006
1.7333
0.003
0.001
0.000
0.006
1.7667
0.003
0.001
0.000
0.006
1.8000
0.003
0.001
0.000
0.006
1.8333
0.003
0.001
0.000
0.006
1.8667
0.003
0.001
0.000
0.006
1.9000
0.003
0.001
0.000
0.006
1.9333
0.003
0.002
0.000
0.006
1.9667
0.003
0.002
0.000
0.006
2.0000
0.003
0.002
0.000
0.006
2.0333
0.003
0.002
0.032
0.006
2.0667
0.003
0.002
0.090
0.006
2.1000
0.003
0.002
0.160
0.006
2.1333
0.003
0.002
0.233
0.006
2.1667
0.003
0.002
0.297
0.006
2.2000
0.003
0.002
0.346
0.006
2.2333
0.003
0.002
0.378
0.006
2.2667
0.003
0.003
0.406
0.006
2.3000
0.003
0.003
0.431
0.006
2.3333
0.003
0.003
0.454
0.006
2.3667
0.003
0.003
0.476
0.006
2.4000
0.003
0.003
0.498
0.006
2.4333
0.003
0.003
0.518
0.006
2.4667
0.003
0.003
0.537
0.006
2.5000
0.003
0.003
0.556
0.006
2.5333
0.003
0.003
0.575
0.006
2.5667
0.003
0.004
0.592
0.006
2.6000
0.003
0.004
0.609
0.006
2.6333
0.003
0.004
0.626
0.006
2.6667
0.003
0.004
0.642
0.006
2.7000
0.003
0.004
0.658
0.006
2.7333
0.003
0.004
0.674
0.006
2.7667
0.003
0.004
0.689
0.006
2.8000
0.003
0.004
0.704
0.006
2.8333
0.003
0.004
0.718
0.006
2.8667
0.003
0.005
0.733
0.006
2.9000
0.003
0.005
0.747
0.006
2.9333
0.003
0.005
0.760
0.006
2.9667
0.003
0.005
0.774
0.006
3.0000
0.003
0.005
0.787
0.006
ANALYSIS RESULTS
Stream Protection Duration
Predeveloped Landuse Totals for POC #1
Total Pervious Area:0.031
Total Impervious Area:O
Mitigated Landuse Totals for POC #1
Total Pervious A-rea:O
Total Impervious Area:0.031
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.000529
5 year
0.000878
10 year
0.001076
25 year
0.001283
I' -
50 year 0.001408
100 year 0.001512
Flow Frequency Return Periods for mitigated. Poc #1
Return Period Flow(cfs)
2 year 0
5 year 0
10 year 0
25 year 0
50 year 0
100 year 0
Stream Protection Duration
Annual Peaks
for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1902
0.001
0.000
1903
0.000
0.000
1904
0.001
0.000
1905
0.000
0.000
1906
0.000
0.000
1907
0.001
0.000
1908
0.001
0.000
1909
0.001
0.000
1910
0.001
0.000
1911
0.000
0.000
1912
0.002
0.000
1913
0.001
0.000
1914
0.000
0.000
1915
0.000
0.000
1916
0.000
0.000
1917
0.000
0.000
1918
0.001
0.000
1919
0.000
0.000
1920
0.000
0.000
1921
0.000
0.000
1922
0.001
0.000
1923
0.000
0.000
1924
0.000
0.000
1925
0.000
0.000
1926
0.000
0.000
1927
0.001
0.000
1928
0.000
0.000
1929
0.001
0.000
1930
0.000
0.000
1931
0.000
0.000
1932
0.000
0.000
1933
0.000
0.000
1934
0.001
0.000
1935
0.000
0.000
1936
0.001
0.000
1937
0.001
0.000
1938
0.001
0.000
1939
0.000
0.000
1940
0.000
0.000
1941
0.000
0.000
1942
0.001
0.000
1943
0.000
0.000
1944
0.001
0.000
1945
0.000
0.000
1946
0.000
0.000
1947
0.000
0.000
1948
0.001
0.000
1949
0.001
0.000
1950
0.000
0.000
1951
0.001
0.000
1952
0.002
0.000
1953
0.001
0.000
1954
0.000
0.000
1955
0.000
0.000
1956
0.000
0.000
1957
0.001
0.000
1958
0.001
0.000
1959
0.001
0.000
1960
0.000
0.000
1961
0.001
0.000
1962
0.000
0.000
1963
0.000
0.000
1964
0.000
0.000
1965
0.001
0.000
1966
0.000
0.000
1967
0.000
0.000
1968
0.001
0-000
1969
0.000
0.000
1970
0.001
0.000
1971
0.001
0.000
1972
0.001
0.002
1973
0.001
0.000
1974
0.001
0.000
1975
0.001
0.000
1976
0.001
0.000
1977
0.000
0.000
1978
0.001
0.000
1979
0.000
0.000
1980
0.000
0.000
1981
0.001
0.000
1982
0.000
0.000
1983
0.001
0.000
1984
0.000
0.000
1985
0.000
0.000
1986
0.000
0.000
1987
0.001
0.000
1988
0.001
0.000
1989
0.000
0.000
1990
0.001
0.000
1991
0.000
0.000
1992
0.001
0.000
1993
0.001
0.000
1994
0.001
0.000
1995
0.000
0.000
1996
0.001
0.000
1997
0"001
0.000
1998
0.001
0.000
1999
0.000
0.000
2000
0.000
0.000
2001
0.000
0.000
2002
0.001
0.000
2003
0.001
0.000
2004
0.001
0.000
2005
0.001
0.000
2006
0.000
0.000
2007
0.000
0.000
2008
0.001
0.000
2009
0.000
0.000
2010
0.000
0.000
2011
0.000
0.000
2012
0.000
0.000
2013
0.000
0.000
2014
0.000
0.000
2015
0.001
0.000
2016
0.000
0.000
2017
0.001
0.000
2018
0.002
0.000
2019
0.002
0.000
2020
0.001
0.000
2021
0.001
0-000
2022
0.000
0.000
2023
0.001
0.000
2024
0.002
0.000
2025
0.000
0.000
2026
0.001
0.000
2027
0.000
0.000
2028
0.000
0.000
2029
0.001
0.000
2030
0.001
0.000
2031
0.000
0.000
2032
0.000
0.000
2033
0.000
0.000
2034
0.000
0.000
2035
0.001
0.000
2036
0.001
0.000
2037
0.000
0.000
2038
0.001
0.000
2039
0.000
0.000
2040
0.000
0.000
2041
0.000
0.000
2042
0.001
0.000
2043
0.001
0.000
2044
0.001
0.000
2045
0.000
0.000
2046
0.001
0.000
2047
0.000
0.000
2048
0.001
0.000
2049
0.000
0.000
2050
0.000
0.000
2051
0.001
0.000
2052
0.000
0.000
2053
0.001
0.000
2054
0.001
0.000
2055
0.000
0.000
2056
0.000
0.000
1 0
2057 0.000 0.000
2058 0.000 0.000
Stream Protection Duration
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.0022
0.0015
2
0.0020
0.0000
3
0.0018
0.0000
4
0.0018
0.0000
5
0.0017
0.0000
6
0.0015
0.0000
7
0.0015
0.0000
8
0.0014
0.0000
9
0.0013
0.0000
10
0.0013
0.0000
11
0.0013
0.0000
12
0.0012
0.0000
13
0.0012
0.0000
14
0.0012
0.0000
15
0.0011
0.0000
16
0.0011
0.0000
17
0.0011
0.0000
18
0.0011
0.0000
19
0.0010
0.0000
20
0.0010
0.0000
21
0.0010
0.0000
22
0.0010
0.0000
23
0.0009
0.0000
24
0.0009
0.0000
25
0.0009
0.0000
26
0.0009
0.0000
27
0.0009
0.0000
28
0.0009
0.0000
29
0.0009
0.0000
30
0.0008
0.0000
31
0.0008
0.0000
32
0.0008
0.0000
33
0.0008
0.0000
34
0.0008
0.0000
35
0.0008
0.0000
36
0.0008
0.0000
37
0.0007
0.0000
38
0.0007
0.0000
39
0.0007
0.0000
40
0.0007
0.0000
41
0.0007
0.0000
42
0.0007
0.0000
43
0.0007
0.0000
44
0.0007
0.0000
45
0.0007
0.0000
46
0.0006
0.0000
47
0.0006
0.0000
48
0.0006
0.0000
49
0.0006
0.0000
50
0.0006
0.0000
51
0.0006
0.0000
52
0.0006
0.0000
53
0.0006
0.0000
54
0.0006
0.0000
55
0.0006
0.0000
56
0.0006
0.0000
57
0.0006
0.0000
58
0.0006
0.0000
59
0.0006
0.0000
60
0.0006
0.0000
61
0.0006
0.0000
62
0.0006
0.0000
63
0.0006
0.0000
64
0.0005
0.0000
65
0.0005
0.0000
66
0.0005
0.0000
67
0.0005
0.0000
68
0.0005
0.0000
69
0.0005
0.0000
70
0.0005
0.0000
71
0.0005
0.0000
72
0.0005
0.0000
73
0.0005
0.0000
74
0.0005
0.0000
75
0.0005
0.0000
76
0.0005
0.0000
77
0.0005
0.0000
78
0.0005
0.0000
79
0.0005
0.0000
80
0.0005
0.0000
81
0.0005
0.0000
82
0.0005
0.0000
83
0.0005
0.0000
84
0.0005
0.0000
85
0.0005
0.0000
86
0.0005
0.0000
87
0.0005
0.0000
88
0.0005
0.0000
89
0.0005
0.0000
90
0.0005
0.0000
91
0.0005
0.0000
92
0.0005
0.0000
93
0.0004
0.0000
94
0.0004
0.0000
95
0.0004
0.0000
96
0.0004
0.0000
97
0.0004
0.0000
98
0.0004
0.0000
99
0.0004
0.0000
100
0.0004
0.0000
101
0.0004
0.0000
102
0.0004
0.0000
103
0.0004
0.0000
104
0.0004
0.0000
105
0.0004
0.0000
106
0.0004
0.0000
107
0.0004
0.0000
108
0.0004
0.0000
109
0.0004
0.0000
110
0.0004
0.0000
ill
0.0004
0.0000
112
0.0004
0.0000
113
0.0004
0.0000
114
0.0004
0.0000
115
0.0003
0.0000
116
0.0003
0.0000
117
0.0003
0.0000
118
0.0003
0.0000
119
0.0003
0.0000
120
0.0003
0.0000
121
0.0003
0.0000
122
0.0003
0.0000
123
0.0003
0.0000
124
0.0003
0.0000
125
0.0003
0.0000
126
0.0003
0.0000
127
0.0003
0.0000
128
0.0003
0.0000
129
0.0003
0.0000
130
0.0003
0.0000
131
0.0003
0.0000
132
0.0003
0-0000
133
0.0003
0.0000
134
0.0003
0.0000
135
0.0002
0.0000
136
0.0002
0.0000
137
0.0002
0.0000
138
0.0002
0.0000
139
0.0002
0.0000
140
0.0002
0.0000
141
0.0002
0.0000
142
0.0002
0.0000
143
0.0002
0.0000
144
0.0002
0.0000
145
0.0002
0.0000
146
0.0002
0.0000
147
0.0002
0.0000
148
0.0002
0.0000
149
0.0002
0.0000
150
0.0002
0.0000
151
0.0002
0.0000
152
0.0001
0.0000
153
0.0001
0.0000
154
0.0001
0.0000
155
0.0000
0.0000
156
0.0000
0.0000
157
0.0000
0.0000
Stream Protection Duration
POC #1
The Facility PASSED
The Facility PASSED.
IL --j
I
L
Flow(cfs) Predev Mit Percentage Pass/Fail
0.0003
12788
2
0
Pass
0.0003
11569
2
0
Pass
0.0003
10570
2
0
Pass
0-0003
9599
2
0
Pass
0.0003
8814
2
0
Pass
0.0003
8073
2
0
Pass
0.0003
7468
2
0
Pass
0.0003
6857
2
0
Pass
0.0004
6324
2
0
Pass
0.0004
5822
2
0
Pass
0.0004
5322
2
0
Pass
0.0004
4917
2
0
Pass
0.0004
4509
2
0
Pass
0.0004
4193
2
0
Pass
0.0004
3847
2
0
Pass
0.0004
3556
2
0
Pass
0.0004
3274
2
0
Pass
0.0005
3039
2
0
Pass
0.0005
2809
2
0
Pass
0.0005
2625
2
0
Pass
0.0005
2448
2
0
Pass
0.0005
2290
2
0
Pass
0.0005
2121
2
0
Pass
0.0005
1985
2
0
Pass
0.0005
1872
2
0
Pass
0.0006
1762
2
0
Pass
0.0006
1658
2
0
Pass
0.0006
1563
2
0
Pass
0.0006
1484
2
0
Pass
0.0006
1393
2
0
Pass
0.0006
1323
2
0
Pass
0.0006
1248
2
0
Pass
0.0006
1172
2
0
Pass
0.0006
1121
2
0
Pass
0-0007
1053
2
0
Pass
0.0007
1002
2
0
Pass
0.0007
953
2
0
Pass
0.0007
905
2
0
Pass
0.0007
868
2
0
Pass
0.0007
835
2
0
Pass
0.0007
802
2
0
Pass
0.0007
774
2
0
Pass
0.0007
740
2
0
Pass
0.0008
717
2
0
Pass
0.0008
688
2
0
Pass
0.0008
658
2
0
Pass
0.0008
631
2
0
Pass
0.0008
599
2
0
Pass
0.0008
565
2
0
Pass
0.0008
539
2
0
Pass
0.0008
511
2
0
Pass
0.0009
489
2
0
Pass
0.0009
464
2
0
Pass
0.0009
447
2
0
Pass
0.0009
435
2
0
Pass
0.0009
413
2
0
Pass
0.0009
399
2
0
Pass
0.0009
376
2
0
Pass
0.0009
360
2
0
Pass
0.0009
343
2
0
Pass
0.0010
326
2
0
Pass
0.0010
309
2
0
Pass
0.0010
292
2
0
Pass
0.0010
279
2
0
Pass
0.0010
265
2
0
Pass
0.0010
254
2
0
Pass
0.0010
238
2
0
Pass
0.0010
225
2
0
Pass
0.0010
216
2
0
Pass
0.0011
203
2
0
Pass
0.0011
185
2
1
Pass
0.0011
176
2
1
Pass
0.0011
166
2
1
Pass
0.0011
156
2
1
Pass
0.0011
139
2
1
Pass
0.0011
128
2
1
Pass
0.0011
120
2
1
Pass
0.0012
112
2
1
Pass
0.0012
99
2
2
Pass
0.0012
95
2
2
Pass
0.0012
84
2
2
Pass
0.0012
79
2
2
Pass
0.0012
78
2
2
Pass
0.0012
73
2
2
Pass
0.0012
66
2
3
Pass
0.0012
61
2
3
Pass
0.0013
54
2
3
Pass
0.0013
47
2
4
Pass
0.0013
44
2
4
Pass
0.0013
39
2
5
Pass
0.0013
36
2
5
Pass
0.0013
34
2
5
Pass
0.0013
31
2
6
Pass
0.0013
29
2
6
Pass
0.0014
27
2
7
Pass
0.0014
27
2
7
Pass
0.0014
25
2
8
Pass
0.0014
21
2
9
Pass
0.0014
21
2
9
Pass
0.0014
19
2
10
Pass
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.0063 acre-feet
On-line facility target flow: 0.0088 cfs.
Adjusted for 15 min: 0.0099 cfs.
Off-line facility target flow: 0.005 cfs.
Adjusted for 15 min: 0.0056 cfs.
LID Report
t _j
LID Technique
Used for
Total Volumn
Volumn
Infiltration
Cumulative
Percent Water Quality
Percent
Comment
Treatment?
Needs
Through
Volumn
Volumn
Volumn
Water Quality
Treatment
Facility
(ac-ft.)
Infiltration
Infiltrated
Treated
(ac-ft)
(ac-ft)
Credit
Gravel Trench Bed I POC
N
10.72
N 98.32
Total Volume Infiltrated
10.72
0.00
0.00
98.32 0.00
0%
No Treat. Credit
Compliance with LID Standard
8
Duration Analysis Result =
Passed
Per1nd and Imp1nd Changes
kj No changes have been made.
This program and accompanying documentation are provided 'as -is' without warranty of any kind. The
k_J entire risk regarding the performance and results of this program is assumed by End User. Clear Creek
Solutions Inc- and the governmental licensee or sublicensees disclaim all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without
limitation to damages for loss of business profits, loss of business information, business
interruption, and the like) arising out of the use of, or inability to use this program even if Clear
Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such
damages. Software Copyright 0 by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved.
IL
Lovell-Satterland and Associates
Final Drainage Report—Rl
LSA No. 5677
Inffltration Trench #2B
L.WR
921 Pine Street
July 2018
WWHM2012
PROJECT REPORT
Project Name: Infiltration Trench 2B - Lot 2-S Half Roof+Misc
Site Name: LSA #5677
Site Address: 921 Pine Street
city : Edmonds
Report Date: 7/16/2018
MGS Regoin : Puget East
Data Start : 1901/10/1
Data End : 2058/09/30
DOT Data Number: 03
Version Date: 2017/04/14
Version : 4.2.13
Low Flow Threshold for Poc 1 : 50 Percent of the 2 Year
High Flow Threshold for POC 1: 50 year
PREDEVELOPED LAM USE
Nam.- : Basin I
Bypass: No
GroundWater: No
Pervious Land Use
acre
C, Forest, Mod
.048
Pervious Total
0.048
Impervious Land Use
acre
Impervious Total
0
Basin Total
0.048
Element Flows To:
Surface Interflow
MITIGATED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Groundwater
Pervious Land Use acre
Pervious Total 0
Impervious Land Use acre
ROOF TOPS FLAT 0.026
DRIVEWAYS MOD 0.022
Impervious Total 0.048
Basin Total 0.048
Element Flows To:
surface Interflow Groundwater
Gravel Trench Bed 1 Gravel Trench Bed 1
Name : Gravel Trench Bed I
Bottom Length: 32.00 ft.
Bottom Width: 8.00 ft.
Trench bottom slope 1: 0 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer: 2
Pour Space of material for first layer: 0.3
Material thickness of second layer: 0
Pour Space of material for second layer: 0
Material thickness of third layer: 0
Pour Space of material for third layer: 0
Infiltration on
Infiltration rate: 1.8
Infiltration safety factor: 1
Total Volume Infiltrated (ac-ft.): 18.211
Total Volume Through Riser (ac-ft.): 0
Total Volume Through Facility (ac-ft.): 18.211
Percent Infiltrated: 100
Total Precip Applied to Facility: 0
Total Evap From Facility: 0
Discharge Structure
Riser Height: 2 ft.
Riser Diameter: 6 in.
Element Flows To:
outlet 1 Outlet 2
Gravel Trench Bed Hydraulic Table
S"gleffeet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs)
0.0000 0.005 0.000 0.000 0.000
0.0333 0.005 0.000 0.000 0.010
0.0667
0.005
0.000
0.000
0.010
0.1000
0.005
0.000
0.000
0.010
0.1333
0.005
0.000
0.000
0.010
0.1667
0.005
0.000
0.000
0.010
0.2000
0.005
0.000
0.000
0.010
0.2333
0.005
0.000
0.000
0.010
0.2667
0.005
0.000
0.000
0.010
0.3000
0.005
0.000
0.000
0.010
0.3333
0.005
0.000
0.000
0.010
0.3667
0.005
0.000
0-000
0.010
0.4000
0.005
0.000
0.000
0.010
0-4333
0.005
0.000
0.000
0.010
0.4667
0.005
0.000
0.000
0.010
0.5000
0.005
0.000
0.000
0.010
0.5333
0.005
0.000
0.000
0.010
0.5667
0.005
0.001
0.000
0.010
0.6000
0.005
0.001
0.000
0.010
0.6333
0-005
0.001
0.000
0.010
0.6667
0.005
0-001
0.000
0.010
0.7000
0.005
0.001
0.000
0.010
0.7333
0.005
0.001
0.000
0.010
0.7667
0.005
0-001
0.000
0.010
0.8000
0.005
0.001
0.000
0.010
0.8333
0.005
0.001
0.000
0.010
0.8667
0.005
0.001
0.000
0.010
0.9000
0.005
0.001
0.000
0.010
0.9333
0.005
0.001
0.000
0.010
0.9667
0.005
0.001
0.000
0.010
1.0000
0.005
0.001
0.000
0.010
1-0333
0-005
0.001
0.000
0.010
1.0667
0.005
0.001
0.000
0.010
rl
1-1000
0.005
0.001
0.000
0.010
i
1-1333
0.005
0.002
0.000
0.010
1.1667
0-005
0.002
0.000
0.010
1.2000
0.005
0.002
0.000
0.010
1.2333
0.005
0.002
0.000
0.010
1.2667
0.005
0.002
0.000
0-010
1.3000
0.005
0.002
0.000
0.010
1.3333
0-005
0.002
0.000
0.010
1-3667
0.005
0.002
0.000
0.010
1.4000
0.005
0.002
0.000
0.010
1.4333
0.005
0.002
0.000
0.010
1.4667
0.005
0.002
0.000
0.010
1.5000
0.005
0.002
0.000
0.010
1.5333
0.005
0.002
0.000
0.010
1.5667
0.005
0.002
0.000
0.010
1.6000
0.005
0.002
0.000
0.010
1.6333
0.005
0.002
0.000
0.010
1.6667
0.005
0.002
0.000
0.010
1.7000
0.005
0.003
0.000
0.010
1.7333
0.005
0.003
0.000
0.010
1.7667
0.005
0.003
0.000
0.010
1.8000
0.005
0.003
0.000
0.010
1.8333
0.005
0.003
0.000
0.010
1.8667
O.Oos
0.003
0.000
0.010
1.9000
0.005
0.003
0.000
0.010
1.9333
0.005
0.003
0.000
0.010
1.9667
0.005
0.003
0.000
0.010
2.0000
0.005
0.003
0.000
0.010
2.0333
0.003
0.032
0.010
2.0667
0.005
0.004
0.090
0.010
2.1000
0.005
0.004
0.160
0.010
2-1333
0.005
0.004
0.233
0.010
2.1667
0.005
0.004
0.297
0.010
2.2000
0.005
0.004
0.346
0.010
2.2333
0.005
0.005
0.378
0.010
2.2667
0.005
0.005
0.406
0.010
2.3000
0.005
0.005
0.431
0.010
2.3333
0.005
0.005
0.454
0.010
2.3667
0.005
0.005
0.476
0.010
2.4000
0.005
0.006
0.498
0.010
2.4333
0.005
0.006
0.518
0.010
2.4667
0.005
0.006
0.537
0.010
2.5000
0.005
0.006
0.556
0.010
2.5333
0.005
0.006
0.575
0.010
2.5667
0.005
0.007
0.592
0.010
2.6000
0.005
0.007
0.609
0.010
2.6333
0.005
0.007
0.626
0.010
2.6667
0.005
0.007
0.642
0.010
2.7000
0.005
0.007
0.658
0.010
2.7333
0.005
0.008
0.674
0.010
2.7667
0.005
0.008
0.689
0.010
2.8000
0.005
0.008
0.704
0.010
2.8333
0.005
0.008
0.718
0.010
2.8667
0.005
0.008
0.733
0.010
2.9000
0.005
0.009
0.747
0.010
2-9333
0.005
0.009
0.760
0.010
2.9667
0.005
0.009
0.774
0.010
3.0000
0.005
0.009
0.787
0.010
ANALYSIS RESULTS
Stream Protection Duration
Predeveloped Landuse Totals for POC #1
Total Pervious Area:0.048
Total Impervious Area:O
Mitigated Landuse Totals for POC #1
Total Pervious Area:O
Total Impervious Area:0.048
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.000819
5 year 0.00136
10 year 0.001666
j
25 year 0.001986
50 year 0.00218
100 year 0.002341
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0
5 year 0
10 year 0
25 year 0
50 year 0
100 year 0
Stream Protection Duration
Annual
Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1902
0.001
0.000
1903
0.000
0.000
1904
0.001
0,000
1905
0.000
0.000
1906
0.000
0.000
1907
0.001
0.000
1908
0.001
0.000
1909
0.001
0.000
1910
0.001
0.000
1911
0-001
0.000
1912
0.003
0.000
1913
0.001
0.000
1914
0.000
0.000
1915
0.000
0.000
1916
0.001
0.000
1917
0.000
0.000
1918
0.001
0.000
1919
0.001
0.000
1920
0.001
0.000
1921
0.001
0.000
1922
0.001
0.000
1923
0.001
0.000
1924
0.000
0.000
1925
0.000
0.000
1926
0.001
0.000
1927
0.001
0.000
1928
0.001
0.000
1929
0.001
0.000
1930
0.001
0.000
1931
0.001
0,000
1932
0.001
0.000
1933
0.001
0.000
1934
0.002
0.000
1935
0.001
0.000
1936
0.001
0.000
1937
0.001
0.000
1938
0.001
0.000
1939
0.000
0.000
1940
0.001
0.000
1941
0.001
0.000
1942
0.001
0.000
1943
0.000
0.000
1944
0.001
0.000
1945
0.001
0.000
1946
0.001
0.000
1947
0.000
0.000
1948
0.002
0.000
1949
0.001
0.000
1950
0.001
0.000
1951
0.001
0.000
1952
0.003
0.000
1953
0.002
0.000
1954
0.001
0.000
1955
0.001
0.000
1956
0.000
0.000
1957
0.001
0.000
1958
0.002
0-000
1959
0.001
0.000
1960
0.000
0.000
1961
0.001
0.000
1962
0-001
0.000
1963
0.000
0.000
1964
0.001
0.000
1965
0.002
0.000
1966
0.000
0.000
1967
0.001
0.000
1968
0.001
0.000
1969
0.001
0.000
1970
0.001
0.000
1971
0.002
0.000
1972
0.001
0.000
1973
0.001
0.000
1974
0.001
0.000
1975
0.002
0.000
1976
0-001
0.000
1977
0.000
0.000
1973
0.002
0.000
1979
0.000
0.000
1980
0.001
0.000
1981
0.001
0.000
1982
0.001
0.000
1983
0.001
0.000
1984
0.000
0.000
1985
0.001
0.000
1986
0.001
0.000
1987
0.001
0.000
1988
0.001
0.000
1989
0.001
0.000
1990
0.001
0.000
1991
0.001
0.000
1992
0.001
0.000
1993
0.001
0.000
1994
0.002
0.000
1995
0.000
0.000
1996
0.002
0.000
1997
0.001
0.000
1998
0.001
0.000
1999
0.000
0.000
2000
0.001
0.000
2001
0.000
0.000
2002
0.002
0.000
2003
0.001
0.000
2004
0.001
0.000
2005
0.001
0.000
2006
0.001
0.000
2007
0.001
0.000
2008
0.001
0.000
2009
0.000
0.000
2010
0.000
0.000
2011
0.001
0.000
2012
0.001
0.000
2013
0.001
0.000
2014
0.000
0.000
2015
0.002
0.000
2016
0.000
0.000
2017
0.001
0.000
2018
0.003
0.000
2019
0.003
0.000
2020
0.001
0-000
2021
0.001
0.000
2022
0.000
0.000
2023
0.001
0.000
2024
0.003
0.000
2025
0.001
0.000
2026
0.001
0.000
2027
0.001
0.000
2028
0.000
0.000
2029
0.001
0.000
2030
0.002
0.000
2031
0.000
0.000
2032
0.000
0.000
2033
0.000
0.000
2034
0.000
0.000
2035
0.002
0.000
2036
0.001
0.000
2037
0.000
0.000
2038
0.001
0.000
2039
0.000
0.000
2040
0.000
0.000
2041
0.001
0.000
2042
0.002
0.000
2043
0.001
0.000
2044
0.001
0.000
2045
0.001
0.000
2046
0.001
0.000
2047
0.001
0.000
2048
0.001
0.000
2049
0.001
0.000
2050
0.000
0.000
2051
0.001
0.000
2052
0.000
0.000
2053
0.001
0.000
2054
0.002
0.000
2055
0.000
0.000
2056 0.000 0.000
2057 0.001 0.000
2058 0.001 0.000
Stream Protection Duration
Ranked Annual Peaks for
Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.0035
0.0000
2
0.0031
0.0000
3
0.0028
0.0000
4
0.0027
0.0000
5
0.0026
0.0000
6
0.0023
0.0000
7
0.0023
0.0000
8
0.0021
0.0000
9
0.0020
0.0000
10
0.0020
0.0000
11
0.0019
0.0000
12
0.0019
0.0000
13
0.0019
0.0000
14
0.0018
0.0000
15
0.0017
0.0000
16
0.0016
0.0000
17
0.0016
0.0000
18
0.0016
0.0000
19
0.0016
0.0000
20
0.0016
0.0000
21
0.0015
0.0000
22
0.0015
0.0000
23
0.0014
0.0000
24
0.0014
0.0000
25
0.0014
0.0000
26
0.0014
0.0000
27
0.0014
0.0000
28
0.0014
0,0000
29
0.0013
0.0000
30
0.0013
0.0000
31
0.0013
0.0000
32
0.0013
0.0000
33
0.0012
0.0000
34
0.0012
0.0000
35
0.0012
0.0000
36
0.0012
0.0000
37
0.0011
0.0000
38
0.0011
0.0000
39
0.0011
0.0000
40
0.0011
0.0000
41
0.0011
0.0000
42
0.0011
0.0000
43
0.0010
0.0000
44
0.0010
0.0000
45
0.0010
0.0000
46
0.0010
0.0000
47
0.0010
0.0000
48
0.0010
0.0000
49
0.0010
0.0000
50
0.0009
0.0000
51
0.0009
0.0000
52
0.0009
0.0000
53
0.0009
0.0000
54
0.0009
0.0000
55
0.0009
0.0000
56
0.0009
0.0000
57
0.0009
0.0000
58
0.0009
0.0000
59
0.0009
0.0000
60
0.0009
0.0000
61
0.0009
0.0000
62
0.0009
0.0000
63
0.0009
0.0000
64
0.0008
0.0000
65
0.0008
0.0000
66
0.0008
0.0000
67
0.0008
0.0000
68
0.0008
0-0000
69
0.0008
0.0000
70
0.0008
0.0000
71
0.0008
0.0000
72
0.0008
0.0000
73
0.0008
0.0000
74
0.0008
0.0000
75
0.0008
0-0000
76
0.0008
0.0000
77
0.0008
0.0000
78
0.0008
0-0000
79
0.0008
0.0000
80
0.0008
0.0000
81
0.0007
0.0000
82
0.0007
0.0000
83
0.0007
0.0000
84
0.0007
0.0000
85
0.0007
0.0000
86
0.0007
0-0000
87
0.0007
0.0000
88
0.0007
0.0000
89
0.0007
0.0000
90
0.0007
0.0000
91
0.0007
0.0000
92
0.0007
0.0000
93
0.0007
0.0000
94
0.0007
0.0000
95
0.0007
0-0000
96
0.0007
0.0000
97
0.0007
0.0000
98
0.0006
0.0000
99
0.0006
0.0000
100
0.0006
0.0000
101
0.0006
0.0000
102
0.0006
0.0000
103
0.0006
0.0000
104
0.0006
0.0000
105
0.0006
0.0000
106
0.0006
0.0000
107
0.0006
0.0000
108
0.0006
0.0000
109
0.0006
0.0000
110
0.0006
0.0000
ill
0.0006
0.0000
112
0.0006
0.0000
113
0.0005
0.0000
114
0.0005
0.0000
115
0.0005
0.0000
116
0.0005
0.0000
117
0.0005
0.0000
118
0.0005
0.0000
119
0.0005
0.0000
120
0.0005
0.0000
121
0.0005
0.0000
122
0.0005
0.0000
123
0.0005
0.0000
124
0.0005
0.0000
125
0.0005
0.0000
126
0.0005
0.0000
127
0.0005
0.0000
128
0.0004
0.0000
129
0.0004
0.0000
130
0.0004
0.0000
131
0.0004
0.0000
132
0.0004
0.0000
133
0.0004
0.0000
134
0.0004
0.0000
135
0.0004
0.0000
136
0.0004
0.0000
137
0.0004
0.0000
138
0.0004
0.0000
139
0.0004
0.0000
140
0.0004
0.0000
141
0.0004
0.0000
142
0.0003
0.0000
143
0.0003
0.0000
144
0.0003
0.0000
145
0.0003
0.0000
146
0.0003
0.0000
147
0.0003
0.0000
148
0.0003
0.0000
149
0.0003
0.0000
150
0.0003
0.0000
151
0.0003
0.0000
152
0.0002
0.0000
153
0.0002
0.0000
154
0.0002
0.0000
155
0.0001
0.0000
156
0.0000
0.0000
157
0.0000
0.0000
Stream Protection Duration
POC #1
The Facility PASSED
The Facility PASSED.
Flow(cfs)
Predev
Mit
Percentage Pass/Fail
0.0004
12773
0
0
Pass
0.0004
11591
0
0
Pass
0.0004
10532
0
0
Pass
0.0005
9598
0
0
Pass
0.0005
8776
0
0
Pass
0.0005
8086
0
0
Pass
0.0005
745S
0
0
Pass
0.0005
6863
0
0
Pass
0.0006
6306
0
0
Pass
0.0006
5817
0
0
Pass
0.0006
5332
0
0
Pass
0.0006
4901
0
0
Pass
0.0006
4509
0
0
Pass
0.0006
4193
0
0
Pass
0.0007
3855
0
0
Pass
0.0007
3553
0
0
Pass
0.0007
3275
0
0
Pass
0.0007
3032
0
0
Pass
0.0007
2-809
0
0
Pass
0.0007
2615
0
0
Pass
0.0008
2443
0
0
Pass
0.0008
2290
0
0
Pass
0.0008
212-2
0
0
Pass
0.0008
1989
0
0
Pass
0.0008
1870
0
0
Pass
0.0009
1763
0
0
Pass
0.0009
1654
0
0
Pass
0.0009
1562-
0
0
Pass
0.0009
1.478
0
0
Pass
0.0009
1393
0
0
Pass
0.0009
1323
0
0
Pass
0.0010
1248
0
0
Pass
0.0010
1175
0
0
Pass
0.0010
1120
0
0
Pass
0.0010
1054
0
0
Pass
0.0010
1000
0
0
Pass
0.0011
953
0
0
Pass
0.0011
901
0
0
Pass
0.0011
867
0
0
Pass
0.0011
835
0
0
Pass
0.0011
802
0
0
Pass
0.0011
774
0
0
Pass
0.0012
740
0
0
Pass
0.0012
717
0
0
Pass
0.0012
688
0
0
Pass
0.0012
658
0
0
Pass
0.0012
630
0
0
Pass
0,0013
597
0
0
Pass
0.0013
565
0
0
Pass
0.0013
539
0
0
Pass
0.0013
512
0
0
Pass
0.0013
488
0
0
Pass
0.0013
465
0
0
Pass
0.0014
447
0
0
Pass
0.0014 434 0 0 Pass
0.0014 412 0 0 Pass
0.0014 401 0 0 Pass
0.0014 375 0 0 Pass
0.0014 360 0 0 Pass
0.0015 343 0 0 Pass
0.0015 326 0 0 Pass
0.0015 309 0 0 Pass
0.0015 292 0 0 Pass
0.0015 279 0 0 Pass
0.0016 263 0 0 Pass
0.0016 254 0 0 Pass
0.0016 237 0 0 Pass
0.0016 225 0 0 Pass
0.0016 214 0 0 Pass
0.0016 203 0 0 Pass
0.0017 185 0 0 Pass
0-0017 176 0 0 Pass
0.0017 166 0 0 Pass
0_001� 155 0 0 Pass
0.0017 140 0 0 Pass
0.0018 128 0 0 Pass
0.0018 120 0 0 Pass
0.0018 112 0 0 Pass
0.0018 99 0 0 Pass
0-0018 95 0 0 Pass
0-0018 84 0 0 Pass
0-0019 79 0 0 Pass
0.0019 78 0 0 Pass
0.0019 73 0 0 Pass
0.0019 66 0 0 Pass
0,0019 61 0 0 Pass
0.0019 53 0 0 Pass
0-0020 47 0 0 Pass
0.0020 43 0 0 Pass
0.0020 39 0 0 Pass
0.0020 36 0 0 Pass
0.001-0 34 0 0 Pass
0.0021 31 0 0 Pass
0.0021 29 0 0 Pass
0.0021 27 0 0 Pass
0.0021 27 0 0 Pass
0.0021 25 0 0 Pass
0.0021 21 0 0 Pass
0.0022 0 0 Pass
0.0022 19 0 0 Pass
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.0063 acre-feet
On-line facility target flow: 0.0088 cfs.
Adjusted for 15 min: 0.0099 cfs.
Off-line facility target flow: 0.005 cfs.
Adjusted for 15 min: 0.0056 cfs.
LID Report
LID Technique
Used for
Total Volumn
Volumn
Infiltration
Cumulative
Percent Water Quality
Percent
Comment
Treatment?
Needs
Through
Volumn
Volumn
Volumn
Water Quality
Treatment
Facility
(ac-ft.)
Infiltration
Infiltrated
Treated
(ac-ft)
(ac-ft)
Credit
Gravel Trench Bed I POC
N
16.73
N 99.03
Total Volume Infiltrated
16.73
0.00
0.00
99.03 0.00
0%
No Treat. Credit
Compliance with LID Standard
8
Duration Analysis Result =
Passed
-ej
Per1nd and Imp1nd Changes
No changes have been made -
This program and accompanying documentation are provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear Creek
Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoev'er (including without
limitation to damages for loss of business profits, loss of business information, business
interruption, and the like) arising out of the use of, or inability to use this program even if Clear
Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such
damages- Software Copyright 0 by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved-
t
DryweH OA
Lovell-Sauerland and Associates 921 Pine Street
Final Drainage Report—R] July 2018
LSA No.5677 L.MR
WWHM2012
PROJECT REPORT
Project Name: Drywell #3A - Lot 3—Roof Only
Site Name: LSA #5677
Site Address: 921 Pine Street
city : Edmonds
Report Date: 1/14/2018
MGS Regoin Puget East
Data Start 1901/10/1
Data End : 2058/09/30
DOT Data Number: 03
Version Date: 2017/04/14
Version : 4.2.13
Low Flow Threshold for POC 1 : 50 Percent of the 2 Year
High Flow Threshold for POC 1: 50 year
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundMater: No
Pervious Land Use
acre
C, Forest, Mod
.07
Pervious Total
0.07
Impervious Land Use
acre
Impervious Total
0
Basin Total
0.07
Element Flows To:
Surface Interflow
MITIGATED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
3-�
Groundwater
.1*
Pervious Land Use
acre
Pervious Total
0
Impervious Land Use
acre
ROOF TOPS FLAT
0.07
Impervious Total
0.07
Basin Total
0.07
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1 Gravel Trench Bed 1
Name Gravel Trench Bed I
Bottom Length: 16.00 ft.
Bottom Width: 14.00 ft.
Trench bottom slope 1: 0 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer: 2.5
Pour Space of material for first layer: 0.3
Material thickness of second layer: 0
Pour Space of material for second layer: 0
Material thickness of third layer: 0
Pour Space of material for third layer: 0
Infiltration On
Infiltration rate: 3.8
Infiltration safety factor: 1
Total Volume Infiltrated (ac-ft.): 2-6.278
Total Volume Through Riser (ac-ft.): 0.001
Total Volume Through Facility (ac-ft.): 26.279
Percent Infiltrated: 100
Total Precip Applied to Facility: 0
Total Evap From Facility: 0
Discharge Structure
Riser Height: 2.5 ft.
Riser Diameter: 6 in.
Element Flows To:
outlet 1 outlet 2
Gravel
Trench Bed Hydraulic Table
Stageffeet)
Araa(ac.)
Volume(ac-ft.)
Discharge(afs)
Infilt(cfs)
0.0000
0.005
0.000
0.000
0.000
0.0389
0.005
0.000
0.000
0.019
0.0778
0.005
0.000
0.000
0.019
0.1167
0.005
0.000
0.000
0.019
0.1556
0.005
0.000
0.000
0.019
0.1944
0.005
0.000
0.000
0.019
0.2333
0.005
0.000
0.000
0.019
0.2722
0.005
0.000
0.000
0.019
0.3111
0.005
0.000
0.000
0.019
0.3500
0.005
0.000
0.000
0.019
0.3889
0.005
0.000
0.000
0.019
0.4278
0.005
0.000
0.000
0.019
0.4667
0.005
0.000
0.000
0.019
0.5056
0.005
0.000
0.000
0.019
0.5444
0.005
0.000
0.000
0.019
0.5833
0.005
0.000
0.000
0.019
0.6222
0.005
0.001
0.000
0.019
0.6611
0.005
0.001
0.000
0.019
0.7000
0.005
0.001
0.000
0.019
0.7389
0.005
0.001
0.000
0.019
0.7778
0.005
0.001
0.000
0-019
0.8167
0.005
0.001
0.000
0.019
0.8556
0.005
0.001
0.000
0.019
0.8944
0.005
0.001
0.000
0.019
0.9333
0.005
0.001
0.000
0.019
0-9722
0.005
0.001
0.000
0.019
1-0111
0.005
0.001
0.000
0.019
1.0500
0.005
0.001
0.000
0.019
1.0889
0.005
0.001
0-000
0.019
1.1278
0.005
0.001
0.000
0.019
1.1667
0.005
0.001
0.000
0.019
1.2056
0.005
0.001
0.000
0.019
1.2444
0.005
0.001
0.000
0.019
1.2833
0.005
0.002
0.000
0.019
1.3222
0.005
0.002
0.000
0.019
1.3611
0.005
0.002
0.000
0.019
1-4000
0.005
0.002
0.000
0-019
1.4389
0.005
0.002
0.000
0.019
1.4778
0.005
0.002
0.000
0.019
1.5167
0.005
0.002
0.000
0.019
1.5556
0.005
0.002
0.000
0.019
1.5944
0.005
0.002
0.000
0.019
1-6333
0.005
0.002
0.000
0.019
1.6722
0.005
0.002
0.000
0.019
1.7111
0.005
0.002
0.000
0.019
1.7500
0.005
0.002
0.000
0.019
1.7889
0.005
0.002
0.000
0.019
1.8278
0.005
0.002
0.000
0.019
1.8667
0.005
0.002
0.000
0.019
1.9056
0.005
0.002
0.000
0.019
1.9444
0.005
0.003
0.000
0.019
1.9833
0.005
0.003
0.000
0.019
2.0222
0.005
0.003
0.000
0.019
2.0611
0.005
0.003
0.000
0.019
2.1000
0.005
0.003
0.000
0.019
2.1389
0.005
0.003
0.000
0.019
2.1778
0.005
0.003
0.000
0.019
2.2167
0.005
0.003
0.000
0.019
2.2556
0.005
0.003
0.000
0.019
2.2944
0.005
0.003
0.000
0.019
2.3333
0.005
0.003
0.000
0.019
2-3722
0.005
0.003
0.000
0.019
2.4111
0.005
0.003
0.000
0.019
2.4500
0.005
0.003
0.000
0.019
2.4889
0.005
0.003
0.000
0.019
2.5278
0.005
0.004
0.024
0.019
2.5667
0.005
0.004
0.090
0.019
2.6056
0.005
0.004
0.172
0.019
2.6444
0.005
0.004
0.255
0.019
2.6833
0.005
0.004
0.324
0.019
2.7222
0.005
0.005
0.369
0.019
2.7611
0.005
0.005
0.402
0.019
2.8000
0.005
0.005
0.431
0.019
2.8389
0.005
0.005
0.458
0.019
2.8778
0.005
0.005
0.484
0.019
2.9167
0.005
0.006
0.508
0.019
2.9556
0.005
0.006
0.531
0.019
2.9944
0.005
0.006
0.553
0.019
3.0333
0.005
0.006
0.575
0.019
3.0722
0.005
0.006
0.595
0.019
3.1111
0.005
0.007
0.615
0.019
3.1500
0.005
0.007
0.634
0.019
3.1889
0.005
0.007
0.653
0.019
3.2278
0.005
0.007
0.671
0.019
3-2667
0.005
0.007
0.689
0.019
3-3056
0.005
0.008
0.706
0.019
3.3444
0.005
0.008
0.723
0.019
3.3833
0.005
0.008
0.740
0.019
3.4222
0.005
0.008
0.756
0.019
3.4611
0.005
0.008
0.771
0.019
3.5000
0.005
0.009
0.787
0.019
ANALYSIS RESULTS
Stream Protection
Duration
Predeveloped Landuse
Totals for POC #1
Total
Pervious Area:0.07
Total
Impervious Area:O
Mitigated Landuse Totals for POC
#1
Total
Pervious Area:O
Total
Impervious Area:0.07
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.001194
5 year 0.001983
10 year 0.00243
25 year 0.002897
J-1
50 year 0.003179
100 year 0.003413
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0
5 year 0
10 year 0
25 year 0
50 year 0
100 year 0
Stream Protection Duration
Annual Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1902
0.002
0.000
1903
0.001
0.000
1904
0.001
0.000
1905
0.001
0.000
1906
0.000
0.000
1907
0.002
0.000
1908
0-001
0.000
1909
0.001
0.000
1910
0.002
0.000
1911
0.001
0.000
1912
0.004
0.000
1913
0.002
0.000
1914
0-000
0.000
1915
0.001
0.000
1916
0.001
0.000
1917
0.000
0.000
1918
0.001
0-000
1919
0.001
0.000
1920
0.001
0.000
1921
0.001
0.000
1922
0.001
0.000
1923
0.001
0.000
1924
0.001
0.000
1925
0.001
0.000
1926
0.001
0.000
1927
0.001
0.000
1928
0.001
0.000
1929
0.002
0.000
1930
0.001
0.000
1931
0.001
0.000
1932
0.001
0.000
1933
0.001
0.000
1934
0.003
0.000
1935
0.001
0.000
1936
0.002
0.000
1937
0.001
0.000
1938
0.001
0.000
1939
0.000
0.000
1940
0.001
0.000
1941
0.001
0.000
1942
0.002
0.000
1943
0. oloo
0.000
1944
0.002
0.000
1945
0.001
0.000
1946
0.001
0.000
1947
0.001
0.000
1948
0.002
0.000
1949
0.002
0.000
1950
0.001
0.000
1951
0.001
0.000
1952
0.004
0.000
1953
0.003
0.000
1954
0.001
0.000
1955
0.001
0.000
1956
0.001
0.000
1957
0.001
0.000
1958
0.003
0.000
1959
0.002
0.000
1960
0.001
0.000
1961
0.002
0.000
1962
0.001
0.000
1963
0.000
0.000
1964
0.001
0.000
1965
0.002
0.000
1966
0.000
0.000
1967
0.001
0.000
1968
0.001
0.000
1969
0.001
0.000
1970
0.002
0.000
1971
0.003
0.000
1972
0.002
0.005
1973
0.002
0.000
1974
0.001
0.000
1975
0.003
0.000
1976
0.001
0.000
1977
0.001
0.000
1978
0.002
0.000
1979
0.001
0.000
1980
0.001
0.000
1981
0.001
0.000
1982
0.001
0.000
1983
0.002
0.000
1984
0.000
0.000
1985
0.001
0.000
1986
0.001
0.000
1987
0.002
0.000
1988
0.001
0.000
1989
0.001
0.000
1990
0.001
0.000
1991
0.001
0.000
1992
0.002
0.000
1993
0.001
0.000
1994
0.002
0.000
1995
0.001
0.000
1996
0.003
0.000
1997
0.001
0.000
1998
0.001
0.000
1999
0.000
0.000
I
2000
0.001
0.000
2001
0.001
0.000
2002
0.002
0.000
2003
0.001
0.000
2004
0.001
0.000
2005
0.002
0.000
2006
0.001
0.000
2007
0.001
0.000
2008
0.001
0.000
2009
0.001
0.000
2010
0.001
0.000
2011
0.001
0.000
2012
0.001
0.000
2013
0.001
0.000
2014
0.001
0.000
2015
0-003
0.000
2016
0.000
0.000
2017
0.002
0.000
2018
0.004
0.000
2019
0.004
0.000
2020
0.001
0.000
2021
0.002
0.000
2022
0.001
0.000
2023
0.001
0.000
2024
0.005
0.000
2025
0.001
0.000
2026
0.002
0.000
2027
0.001
0.000
2028
0.000
0.000
2029
0.001
0.000
2030
0.003
0.000
2031
0.001
0.000
2032
0.001
0.000
2033
0.001
0.000
2034
0.001
0.000
2035
0-003
0.000
2036
0.002
0.000
2037
0.000
0.000
2038
0.002
0.000
2039
0.000
0.000
2040
0.001
0.000
2041
0.001
0.000
2042
0.003
0.000
2043
0.001
0.000
2044
0.002
0.000
2045
0.001
0.000
2046
0.001
0.000
2047
0.001
0.000
2048
0.001
0.000
2049
0.001
0.000
2050
0.001
0.000
2051
0.001
0.000
2052
0.001
0.000
2053
0.001
0.000
2054
0.002
0.000
2055
0.000
0.000
2056
0.000
0.000
2057 0.001 0.000
2058 0.001 0.000
Stream Protection Duration
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.0050
0.0054
2
0.0045
0.0000
3
0.0041
0.0000
4
0.0040
0.0000
5
0.0037
0.0000
6
0.0033
0.0000
7
0.0033
0.0000
8
0.0031
0.0000
9
0.0030
0.0000
10
0.0029
0.0000
11
0.0028
0.0000
12
0.0028
0.0000
13
0.0027
0.0000
14
0.0026
0.0000
15
0.0025
0.0000
16
0.0024
0.0000
17
0.0024
0.0000
18
0.0024
0.0000
19
0.0023
0.0000
20
0.0023
0.0000
21
0.0022
0.0000
2.2
0.0022
0.0000
23
0.0021
0.0000
24
0.0021
0.0000
25
0.0021
0.0000
26
0.0020
0.0000
27
0.0020
0.0000
28
0.0020
0.0000
29
0.0019
0.0000
30
0.0019
0.0000
31
0.0019
0.0000
32
0.0019
0.0000
33
0.0018
0.0000
34
0.0018
0.0000
35
0.0018
0.0000
36
0.0017
0.0000
37
0.0016
0.0000
38
0.0016
0.0000
39
0.0016
0.0000
40
0.0016
0.0000
41
0.0016
0.0000
42
0.0015
0.0000
43
0.0015
0.0000
44
0.0015
0.0000
45
0.0015
0.0000
46
0.0014
0.0000
47
0.0014
0.0000
48
0.0014
0.0000
49
0.0014
0.0000
50
0.0014
0.0000
51
0.0014
0.0000
52
0.0014
0.0000
53
0.0013
0.0000
54
0.0013
0.0000
55
0.0013
0.0000
56
0.0013
0.0000
57
0.0013
0.0000
58
0.0013
0.0000
59
0.0013
0.0000
60
0.0013
0.0000
61
0.0013
0.0000
62
0.0013
0.0000
63
0.0012
0.0000
64
0.0012
0.0000
65
0.0012
0.0000
66
0.0012
0.0000
67
0.0012
0.0000
68
0.0012
0.0000
69
0.0012
0.0000
70
0.0012
0.0000
71
0.0012
0.0000
72
0.0011
0.0000
73
0.0011
0.0000
74
0.0011
0.0000
75
0.0011
0.0000
76
0.0011
0.0000
77
0.0011
0.0000
78
0.0011
0.0000
79
0.0011
0-0000
80
0.0011
0.0000
81
0.0011
0.0000
82
0.0011
0.0000
83
0.0011
0.0000
84
0.0011
0.0000
85
0.0011
0.0000
86
0.0011
0.0000
87
0.0011
0.0000
88
0.0010
0.0000
89
0.0010
0.0000
90
0.0010
0.0000
91
0.0010
0.0000
92
0.0010
0.0000
93
0.0010
0.0000
94
0.0010
0.0000
95
0.0010
0.0000
96
0.0010
0.0000
97
0.0010
0.0000
98
0.0009
0.0000
99
0.0009
0.0000
100
0.0009
0.0000
101
0.0009
0.0000
102
0.0009
0.0000
103
0.0009
0.0000
104
0.0009
0.0000
105
0.0009
0.0000
106
0.0009
0.0000
107
0.0009
0.0000
-J,
r
108
0.0008
0.0000
109
0.0008
0.0000
110
0.0008
0.0000
ill
0.0008
0.0000
112
0.0008
0.0000
113
0.0008
0.0000
114
0.0008
0.0000
lis
0.0008
0.0000
116
0.0008
0.0000
117
0.0008
0.0000
118
0.0007
0.0000
119
0.0007
0.0000
120
0.0007
0.0000
121
0.0007
0.0000
122
0.0007
0.0000
123
0.0007
0.0000
124
0.0007
0.0000
125
0.0007
0.0000
126
0.0007
0.0000
127
0.0007
0.0000
128
0.0006
0.0000
129
0.0006
0.0000
130
0.0006
0.0000
131
0.0006
0.0000
132
0.0006
0.0000
133
0.0006
0.0000
134
0.0006
0.0000
135
0.0006
0.0000
136
0.0006
0.0000
137
0.0005
0.0000
138
0.0005
0.0000
139
0.0005
0.0000
140
0.0005
0.0000
141
0.0005
0.0000
142
0.0005
0.0000
143
0.0005
0.0000
144
0.0005
0.0000
145
0.0005
0.0000
146
0.0005
0.0000
147
0.0004
0.0000
148
0.0004
0.0000
149
0.0004
0.0000
150
0.0004
0.0000
151
0.0004
0.0000
152
0.0003
0.0000
153
0.0002
0.0000
154
0.0002
0.0000
155
0.0001
0.0000
156
0.0001
0.0000
157
0.0000
0.0000
Stream Protection Duration
POC #1
The Facility PASSED
The Facility PASSED.
,_J
Flow(cfs) Predev Mit Percentage Pass/Fail
0.0006
12743
2
0
Pass
0.0006
11578
2
0
Pass
0-0006
10532
2
0
Pass
0.0007
9605
2
0
Pass
0.0007
8792
2
0
Pass
0.0007
8076
2
0
Pass
0.0008
7440
2
0
Pass
0-0008
6858
2
0
Pass
0.0008
6306
2
0
Pass
0.0008
5822
2
0
Pass
0-0009
5341
2
0
Pass
0.0009
4915
2
0
Pass
0-0009
4524
2
0
Pass
0.0009
4167
2
0
Pass
0-0010
3845
2
0
Pass
0.0010
3547
2
0
Pass
0.0010
3274
2
0
Pass
0.0010
3031
2
0
Pass
0.0011
2809
2
0
Pass
0.0011
2615
2
0
Pass
0.0011
2446
2
0
Pass
0-0011
2291
2
0
Pass
0.0012
2121
2
0
Pass
0.0012
1986
2
0
Pass
0.0012
1870
2
0
Pass
0-0012
1762
2
0
Pass
0.0013
1652
2
0
Pass
0-0013
1562
2
0
Pass
0.0013
1478
2
0
Pass
0.0014
1393
2
0
Pass
0-0014
1324
2
0
Pass
0-0014
1245
2
0
Pass
0.0014
1173
2
0
Pass
0.0015
1120
2
0
Pass
0.0015
1054
2
0
Pass
0.0015
1001
2
0
Pass
0.0015
953
2
0
Pass
0.0016
905
2
0
Pass
0.0016
868
2
0
Pass
0.0016
833
2
0
Pass
0.0016
800
2
0
Pass
0.0017
774
2
0
Pass
0.0017
740
2
0
Pass
0.0017
717
2
0
Pass
0.0017
688
2
0
Pass
0.0018
659
2
0
Pass
0.0018
631
2
0
Pass
0.0018
600
2
0
Pass
0.0018
564
2
0
Pass
0.0019
539
2
0
Pass
0.0019
511
2
0
Pass
0.0019
487
2
0
Pass
0.0020
464
2
0
Pass
0.0020
447
2
0
Pass
0.0020
435
2
0
Pass
0.0020
412
2
0
Pass
0.0021
399
2
0
Pass
0.0021
375
2
0
Pass
0.0021
360
2
0
Pass
0.0021
343
2
0
Pass
0.0022
326
2
0
Pass
0.0022
309
2
0
Pass
0.0022
292
2
0
Pass
0.0022
279
2
0
Pass
0.0023
264
2
0
Pass
0.0023
254
2
0
Pass
0.0023
237
2
0
Pass
0.0023
225
2
0
Pass
0-0024
214
2
0
Pass
0.0024
203
2
0
Pass
0.0024
186
2
1
Pass
0.0024
176
2
1
Pass
0.0025
166
2
1
Pass
0.0025
156
2
1
Pass
0.0025
140
2
1
Pass
0.0026
128
2
1
Pass
0-00,46
120
2
1
Pass
0.0026
112
2
1
Pass
0.0026
99
2
2
Pass
0.0027
95
2
2
Pass
0.0027
84
2
2
Pass
0.0027
79
2
2
Pass
0-0027
78
2
2
Pass
0.0028
73
2
2
Pass
0.0028
66
2
3
Pass
0.0028
61
2
3
Pass
0-0028
54
2
3
Pass
0.0029
47
2
4
Pass
0.0029
43
2
4
Pass
0.0029
39
2
5
Pass
0-0029
36
2
5
Pass
0-0030
34
2
5
Pass
0.0030
31
2
6
Pass
0.0030
29
2
6
Pass
0.0030
27
2
7
Pass
0.0031
27
2
7
Pass
0.0031
25
2
8
Pass
0.0031
21
2
9
Pass
0.0032
21
2
9
Pass
0.0032
19
2
10
Pass
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.0063
acre-feet
On-line facility target flow:
0.0088
cfs.
Adjusted for 15 min:
0.0099 cfs.
Off-line facility target flow:
0.005
cfs.
Adjusted for 15 min:
D.0056 cfs.
LID Report
LID Technique Used for
Total Volumn
Volumn
Infiltration
Cumulative
Percent Water Quality Percent
Comment
Treatment?
Needs
Through
Volumn
Volumn
Volumn Water Quality
Treatment
Facility
(ac-ft.)
Infiltration
Infiltrated Treated
(ac-ft)
(ac-ft)
Credit
Gravel Trench Bed 1 POC N
24.20
N 98.83
Total Volume Infiltrated
24.20
0.00
0.00
98.83 0.00 0%
No Treat. Credit
Compliance with LID Standard 8
Duration Analysis Result = Passed
Per1nd and ImpInd Changes
No changes have been made.
This program and accompanying documentation are provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear Creek
Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation -
In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without
limitation to damages for loss of business profits, loss of business information, business
interruption, and the like) arising out of the use of, or inability to use this program even if Clear
Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such
damages. Software Copyright 0 by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved.
DryweU OB
Lovell-Sauerland and Associates 921 Pine Street
Final Drainage Report -RI Ju�v 2018
LS4 No.5677
WWE[142012
PROJECT REPORT
Project Name: Drywell #3B -
Lot 3 DW+Joint Access
Site Name: LSA #5677
Site Address: 921 Pine Street
city : Edmonds
Report Date: 1/14/2018
MGS Regoin : Puget East
Data Start : 1901/10/1
Data End : 2058/09/30
DOT Data Number: 03
Version Date: 2017/04/14
Version : 4.2.13
Low Flow Threshold for POC
1 50 Percent of the 2 Year
High Flow Threshold for POC
1: 50 year
PREDEVFMOPED LAND USE
Name Basin 1
Bypass: No
GroundWater: No
Pervious Land Use
acre
C, Forest, Mod
.6il
Pervious Total
0.041
Impervious Land Use
acre
Impervious Total
0
Basin Total
0.041
Element Flows To:
Surface Interflow Groundwater
MITIGATED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use
acre
Pervious Total
0
Impervious Land Use
acre
DRIVEWAYS MOD
0.041
Impervious Total
0.041
Basin Total
0.041
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1 Gravel Trench Bed I
Na Gravel Trench Bed 1
Bottom Length: 12.00 ft.
Bottom Width: 12.00 ft.
Trench bottom slope 1: 0 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thiclmess of first layer: 2.5
Pour Space of material for first layer: 0.3
Material thiclmess of second layer: 0
Pour Space of material for second layer: 0
Material thic)mess of third layer: 0
Pour Space of material for th-ird layer: 0
Infiltration On
Infiltration rate: 3.8
Infiltration safety factor: 1
Total Volume Infiltrated (ac-ft.): 15.656
Total Volume Through Riser (ac-ft.): 0
Total Volume Through Facility (ac-ft.): 15.656
Percent Infiltrated: 100
Total Precip Applied to Facility: 0
Total Evap From Facility: 0
Discharge Structure
Riser Height: 2.5 ft.
Riser Diameter: 6 in.
Element Flows To:
Outlet 1 Outlet 2
Gravel Trench Bed Hydraulic Table
Stage(feet)
Axea(ac.)
Volume(ac-ft.)
Discharge(cfs)
Infilt(cfs)
0.0000
0.003
0.000
0.000
0.000
0.0389
0.003
0.000
0.000
0.012
0.0778
0.003
0.000
0.000
0.012
0.1167
0.003
0.000
0.000
0.012
0.1556
0.003
0.000
0.000
0.012
0.1944
0.003
0.000
0.000
0.012
0.2333
0.003
0.000
0.000
0.012
0.2722
0.003
0.000
0.000
0.012
0.3111
0.003
0.000
0.000
0.012
0.3500
0.003
0.000
0.000
0.012
0.3889
0.003
0.000
0.000
0.012
0.4278
0.003
0.000
0.000
0.012
0.4667
0.003
0.000
0.000
0-012
0.5056
0.003
0.000
0.000
0.012
0.5444
0.003
0.000
0.000
0.012
0.5833
0.003
0.000
0.000
0.012
0-6222
0.003
0.000
0.000
0-012
0.6611
0.003
0.000
0.000
0.012
0.7000
0.003
0.000
0.000
0-012
0.7389
0.003
0-000
0.000
0-012
0.7778
0.003
0.000
0.000
0.012
0.8167
0.003
0.000
0.000
0-012
0.8556
0.003
0.000
0.000
0.012
0.8944
0.003
0.000
0.000
0-012
0.9333
0.003
0.000
0.000
0.012
0.9722
0.003
0.001
0.000
0.012
1.0111
0.003
0.001
0.000
0.012
1.0500
0.003
0.001
0-000
0.012
1.0889
0.003
0.001
0.000
0-012
1.1278
0.003
0.001
0.000
0.012
1.1667
0.003
0.001
0.000
0.012
1.2056
0.003
0.001
0.000
0.012
1.2444
0.003
0.001
0.000
0.012
1.2833
0.003
0.001
0.000
0.012
1.3222
0.003
0.001
0.000
0.012
1.3611
0.003
0-001
0.000
0-012
1.4000
0.003
0.001
0.000
0.012
1.4389
0.003
0.001
0.000
0.012
1.4778
0.003
0.001
0.000
0.012
1.5167
0.003
0.001
0.000
0.012
1.5556
0.003
0.001
0.000
0-012
1.5944
0.003
0.001
0.000
0.012
1.6333
0.003
0.001
0.000
0.012
1.6722
0.003
0.001
0.000
0.012
1.7111
0.003
0.001
0.000
0.012
1.7500
0.003
0.001
0.000
0.012
1.7889
0.003
0.001
0.000
0.012
1.8278
0.003
0.001
0.000
0.012
1.8667
0.003
0.001
0.000
0.012
1.9056
0.003
0.001
0.000
0.012
1.9444
0.003
0.001
0.000
0.012
1.9833
0.003
0.002
0.000
0.012
2.0222
0.003
0.002
0.000
0.012
2.0611
0.003
0.002
0.000
0.012
2.1000
0.003
0.002
0.000
0.012
2.1389
0.003
0.002
0.000
0.012
2.1778
0.003
0.002
0.000
0.012
2.2167
0.003
0.002
0.000
0.012
2.2556
0.003
0.002
0.000
0.012
2.2944
0.003
0.002
0.000
0.012
2.3333
0.003
0.002
0.000
0.012
2.3722
0.003
0.002
0.000
0.012
2.4111
0.003
0.002
0.000
0.012
2.4500
0.003
0.002
0.000
0.012
2.4889
0.003
0.002
0.000
0.012
2.5278
0.003
0.002
0.024
0.012
2.5667
0.003
0.002
0.090
0.012
2.6056
0.003
0.002
0.172
0.012
2.6444
0.003
0.003
0.255
0.012
2.6833
0.003
0.003
0.324
0.012
2.7222
0.003
0.003
0.369
0.012
2.7611
0.003
0.003
0.402
0.012
2.8000
0.003
0.003
0.431
0-012
2.8389
0.003
0.003
0.458
0.012
2.8778
0.003
0.003
0.484
0.012
2.9167
0.003
0.003
0.508
0.012
2-9556
0.003
0.004
0.531
0.012
2.9944
0.003
0.004
0.553
0.012
3.0333
0.003
0.004
0.575
0.012
3.0722
0.003
0.004
0.595
0.012
3.1111
0.003
0.004
0.615
0.012
3.1500
0.003
0.004
0.634
0.012
3.1889
0.003
0.004
0.653
0.012
3.2278
0.003
0.004
0.671
0.012
3.2667
0.003
0.005
0.689
0.012
3.3056
0.003
0.005
0.706
0.012
3.3444
0.003
0.005
0.723
0.012
3.3833
0.003
0.005
0.740
0.012
3.4222
0.003
0.005
0.756
0.012
3.4611
0.003
0.005
0.771
0.012
3.5000
0.003
0.005
0.787
0.012
ANALYSIS RESULTS
Stream Protection Duration
Predeveloped Landuse Totals for POC #1
Total Pervious Area:0.041
Total Impervious Area:0
Mitigated Landuse Totals for POC #1
Total Pervious Area:O
Total Impervious Area:0.041
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.000644
5 year
0.001091
10 year
0.001407
25 year
0.001933
50 year 0.00236
100 year 0.002631
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0
5 year 0
10 year 0
25 year 0
50 year 0
100 year 0
Stream Protection Duration
Annual Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1902
0.001
0.000
1903
0.000
0.000
1904
0.001
0.000
1905
0.000
0.000
1906
0.000
0.000
1907
0.001
0.000
1908
0.001
0.000
1909
0.001
0.000
1910
0.001
0.000
1911
0.001
0-000
1912
0.003
0.000
1913
0.001
0.000
1914
0-000
0.000
1915
0.000
0.000
1916
0.001
0.000
1917
0.000
0.000
1918
0.001
0.000
1919
0.000
0.000
1920
0.001
0.000
1921
0.001
0.000
1922
0.001
0.000
1923
0.001
0.000
1924
0.000
0.000
1925
0.000
0.000
1926
0.001
0.000
1927
0.001
0.000
1928
0.000
0.000
1929
0.001
0.000
1930
0.001
0.000
1931
0.001
0.000
1932
0.000
0.000
1933
0.001
0.000
1934
0.002
0.000
1935
0.001
0.000
1936
0.001
0.000
1937
0.001
0.000
1938
0.001
0.000
1939
0.000
0.000
1940
0.001
0.000
1941
0.001
0.000
1942
0.001
0.000
1943
0.000
0-000
1944
0.001
0.000
1945
0.001
0.000
1946
0.0101
0.000
1947
0.000
0.000
1948
0.001
0.000
1949
0.001
0.000
1950
O.Orol
0.000
1951
0.001
0.000
1952
0.002
0.000
1953
0.002
0.000
1954
0.001
0.000
1955
0.000
0.000
1956
0.000
0.000
1957
0.001
0.000
1958
0.002
0.000
1959
0.001
0-000
1960
0.000
0.000
1961
0.001
0.000
1962
0.001
0.000
1963
0.000
0.000
1964
0.001
0.000
1965
0.001
0.000
1966
0.000
0.000
1967
0.001
0.000
1968
0.001
0.000
1969
0.000
0.000
1970
0.001
0.000
1971
0.001
0.000
1972
0.001
0.002
1973
0.001
0.000
1974
0.001
0.000
1975
0.002
0.000
1976
0.001
0.000
1977
0.000
0.000
1978
0.001
0.000
1979
0.000
0.000
1980
0.001
0.000
1981
0.001
0.000
1982
0.000
0.000
1983
0.001
0.000
1984
0.000
0.000
1985
0.001
0.000
1986
0.001
0.000
1987
0.001
0.000
1988
0.001
0.000
1989
0.001
0.000
1990
0.001
0.000
1991
0.001
0.000
1992
0.001
0.000
1993
0.001
0.000
1994
0.001
0.000
1995
0.000
0.000
1996
0.002
0.000
1997
0.001
0.000
1998
0.001
0.000
1999
0.000
0.000
2000
0.000
0.000
2001
0.000
0.000
2002
0.001
0.000
2003
0.001
0.000
2004
0.001
0.000
2005
0.001
0.000
2006
0.000
0.000
2007
0.001
0.000
2008
0.001
0.000
2009
0.000
0.000
2010
0.000
0.000
2011
0.000
0.000
2012
0.001
0.000
2013
0.001
0.000
2014
0.000
0.000
2015
0-002
0.000
2016
0.000
0.000
2017
0.001
0.000
2018
0-002
0.000
2019
0.002
0.000
2020
0.001
0.000
2021
0.001
0.000
2022
0.000
0.000
2023
0.001
0.000
2024
0.003
0.000
2025
0.001
0.000
2026
0.001
0.000
2027
0.000
0.000
2028
0.000
0.000
2029
0.001
0.000
2030
0.002
0.000
2031
0-000
0.000
2032
0.000
0.000
2033
0.000
0.000
2034
0.000
0.000
2035
0.002
0.000
2036
0.001
0.000
2037
0.000
0.000
2038
0.001
0.000
2039
0.000
0.000
2040
0.000
0.000
2041
0.000
0.000
2042
0.002
0.000
2043
0.001
0.000
2044
0.001
0.000
2045
0.001
0.000
2046
0.001
0.000
2047
0.000
0.000
2048
0.001
0.000
2049
0.001
0.000
2050
0.000
0.000
2051
0.001
0.000
2052
0.000
0.000
2053
0.001
0.000
2054
0.001
0.000
2055
0.000
0.000
2056
0.000
0.000
2057 0.000 0.000
2058 0.001 0.000
Stream Protection Duration
Ranked Annual Peaks for Predeveloped. and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.0030
0.0019
2
0.0026
0.0000
3
0.0024
0.0000
4
0.0023
0.0000
5
0.0022
0.0000
6
0.0019
0.0000
7
0.0019
0.0000
8
0.0018
0.0000
9
0.0017
0-0000
10
0.0017
0.0000
11
0.0017
0.0000
12
0.0016
0.0000
13
0.0016
0.0000
14
0.0015
0.0000
15
0.0015
0.0000
16
0.0014
0.0000
17
0.0014
0.0000
18
0.0014
0.0000
19
0.0013
0.0000
20
0.0013
0.0000
21
0.0013
0.0000
22
0.0013
0.0000
23
0.0012
0.0000
24
0.0012
0.0000
25
0.0012
0-0000
26
0.0012
0.0000
27
0.0012
0.0000
28
0.0012
0.0000
29
0.0011
0.0000
30
0.0011
0.0000
31
0.0011
0.0000
32
0.0011
0.0000
33
0.0011
0.0000
34
0.0011
0.0000
35
0-0010
0.0000
36
0.0010
0.0000
37
0.0010
0.0000
38
0.0010
0.0000
39
0.0010
0.0000
40
0.0009
0.0000
41
0.0009
0.0000
42
0.0009
0.0000
43
0.0009
0.0000
44
0.0009
0.0000
45
0.0009
0.0000
46
0.0008
0.0000
47
0.0008
0.0000
48
0.0008
0.0000
49
0.0008
0.0000
50
0.0008
0.0000
51
0.0008
0.0000
52
0.0008
0.0000
53
0.0008
0.0000
54
0.0008
0.0000
55
0.0008
0,0000
56
0.0008
0.0000
57
0.0008
0.0000
58
0.0007
0.0000
59
0.0007
0.0000
60
0.0007'
0.0000
61
0.0007
0.0000
62
0.0007
0.0000
63
0.0007
0.0000
64
0.0007
0.0000
65
0.0007
0.0000
66
0.0007
0.0000
67
0.0007
0.0000
68
0.0007
0.0000
69
0.0007
0.0000
70
0.0007
0.0000
71
0.0007
0.0000
72
0.0007
0.0000
73
0.0007
0.0000
74
0.0007
0.0000
75
0-0007
0.0000
76
0.0007
0.0000
77
0.0006
0.0000
78
0.0006
0.0000
79
0.0006
0.0000
80
0.0006
0.0000
81
0.0006
0.0000
82
0.0006
0.0000
83
0.0006
0.0000
84
0.0006
0.0000
85
0.0006
0.0000
86
0.0006
0.0000
87
0.0006
0.0000
88
0.0006
0.0000
89
0.0006
0.0000
90
0.0006
0.0000
91
0.0006
0.0000
92
0.0006
0.0000
93
0.0006
0.0000
94
0.0006
0.0000
95
0.0006
0.0000
96
0.0006
0.0000
97
0.0006
0.0000
98
0.0005
0.0000
99
0.0005
0.0000
100
0.0005
0.0000
101
0.0005
0.0000
102
0.0005
0.0000
103
0.0005
0.0000
104
0.0005
0.0000
105
0.0005
0.0000
106
0.0005
0.0000
107
0.0005
0.0000
108
0.0005
0.0000
109
0.0005
0.0000
110
0.0005
0.0000
ill
0.0005
0.0000
112
0.0005
0.0000
113
0.0005
0.0000
114
0.0005
0.0000
115
0.0005
0.0000
116
0.0005
0.0000
117
0.0004
0.0000
118
0.0004
0.0000
119
0.0004
0.0000
120
0.0004
0.0000
121
0.0004
0.0000
122
0.0004
0.0000
123
0.0004
0.0000
124
0.0004
0.0000
125
0.0004
0.0000
126
0.0004
0.0000
127
0.0004
0.0000
128
0.0004
0.0000
129
0-0004
0.0000
130
0.0004
0.0000
131
0.0003
0.0000
132
0.0003
0.0000
133
0.0003
0.0000
134
0.0003
0.0000
135
0.0003
0.0000
136
0.0003
0.0000
137
0.0003
0.0000
138
0.0003
0.0000
139
0.0003
0.0000
140
0.0003
0.0000
141
0.0003
0.0000
142
0.0003
0.0000
143
0.0003
0.0000
144
0.0003
0.0000
145
0.0003
0.0000
146
0.0003
0.0000
147
0.0003
0.0000
148
0.0003
0.0000
149
0.0002
0.0000
150
0.0002
0.0000
151
0.0002
0.0000
152
0.0002
0.0000
153
0.0001
0.0000
154
0.0001
0.0000
155
0.0001
0.0000
156
0.0000
0.0000
157
0.0000
0.0000
Stream Protection Duration
POC #1
The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Mit Percentage Pass/Fail
0.0003
15304
3
0
Pass
0.0003
13370
3
0
Pass
0.0004
11695
3
0
Pass
0.0004
10358
3
0
Pass
0.0004
9127
3
0
Pass
0.0004
8149
3
0
Pass
0.0004
7275
3
0
Pass
0.0005
6499
3
0
Pass
0.0005
5838
3
0
Pass
0.0005
5193
3
0
Pass
0.0005
4645
3
0
Pass
0.0005
4176
3
0
Pass
0-0006
3746
3
0
Pass
0.0006
3351
3
0
Pass
0.0006
3014
3
0
Pass
0.0006
2733
3
0
Pass
0.0007
2495
3
0
Pass
0.0007
2285
3
0
Pass
0-0007
2070
3
0
Pass
0-0007
1899
3
0
Pass
0.0007
1753
2
0
Pass
0.0008
1607
2
0
Pass
0.0008
1490
2
0
Pass
0.0008
1380
2
0
Pass
0.0008
1282
2
0
Pass
0.0008
1186
2
0
Pass
0.0009
1101
2
0
Pass
0.0009
1031
2
0
Pass
0.0009
954
2
0
Pass
0.0009
897
2
0
Pass
0.0009
844
2
0
Pass
0.0010
802
2
0
Pass
0.0010
765
2
0
Pass
0.0010
724
2
0
Pass
0.0010
688
2
0
Pass
0.0010
647
2
0
Pass
0.0011
607
2
0
Pass
0.0011
563
2
0
Pass
0.0011
528
2
0
Pass
0.0011
497
2
0
Pass
0.0011
464
2
0
Pass
0.0012
442
1
0
Pass
0.0012
414
1
0
Pass
0.0012
394
1
0
Pass
0.0012
371
1
0
Pass
0.0012
343
1
0
Pass
0.0013
326
1
0
Pass
0.0013
302
1
0
Pass
0.0013
283
1
0
Pass
0.0013
258
1
0
Pass
0.0014
243
1
0
Pass
0.0014
226
1
0
Pass
0.0014
209
1
0
Pass
0.0014
192
1
0
Pass
0.0014
177
1
0
Pass
0.0015
162
1
0
Pass
0.0015
147
1
0
Pass
0.0015
128
1
0
Pass
0.0015
117
1
0
Pass
0.0015
102
1
0
Pass
0.0016
92
1
1
Pass
0.0016
84
1
1
Pass
0-0016
79
1
1
Pass
0.0016
73
1
1
Pass
0.0016
64
1
1
Pass
0.0017
57
1
1
Pass
0-0017
47
1
2
Pass
0.0017
43
1
2
Pass
0-0017
38
1
2
Pass
0.0017
34
1
2
Pass
0-0018
31
1
3
Pass
0.0018
27
1
3
Pass
0.0018
27
1
3
Pass
0.0018
22
1
4
Pass
0.0018
21
1
4
Pass
0.0019
17
0
0
Pass
0.0019
16
0
0
Pass
0.0019
13
0
0
Pass
0-0019
12
0
0
Pass
0-0019
10
0
0
Pass
0-0020
10
0
0
Pass
0.0020
10
0
0
Pass
0.0020
10
0
0
Pass
0.0020
10
0
0
Pass
0.0021
10
0
0
Pass
0.0021
10
0
0
Pass
0.0021
9
0
0
Pass
0-0021
9
0
0
Pass
0.0021
9
0
0
Pass
0.0022
9
0
0
Pass
0-0022
9
0
0
Pass
0.0022
8
0
0
Pass
0.0022
7
0
0
Pass
0.0022
7
0
0
Pass
0.0023
7
0
0
Pass
0.0023
6
0
0
Pass
0-0023
5
0
0
Pass
0.0023
5
0
0
Pass
0.0023
4
0
0
Pass
0.0024
4
0
0
Pass
Water Quality BMP Flow and Volume for POC #1
on-line facility volume: 0.0037 acre-feet
on-line facility target flow: 0.0056 cfs.
Adjusted for 15 min: 0.0064 cfs.
Off-line facility target flow: 0.0032 cfs.
Adjusted for 15 min: 0.0036 cfs.
LID Report
LID Technique Used for
Total Volumn
Volumn
Infiltration
Cumulative
Percent Water Quality Percent
Comment
Treatment?
Needs
Through
Volumn
Volumn
Volumn Water Quality
Treatment
Facility
(ac-ft.)
Infiltration
Infiltrated Treated
(ac-ft)
(ac-ft)
Credit
Gravel Trench Bed I POC N
14.44
N 98.67
Total Volume Infiltrated
14.44
0.00
0-00
98.67 0.00 0%
No Treat- Credit
Compliance with LID Standard 8
Duration Analysis Result = Passed
Per1nd and Imp1nd Changes
No changes have been made.
This program and accompanying documentation are provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear Creek
Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without
limitation to damages for loss of business profits, loss of business information, business
interruption, and the like) arising out of the use of, or inability to use this program even if Clear
Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such
damages. Software Copyright 0 by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved-
Section D
Grading and Erosion Control Summary
Lovell-Saiterland and Associates
Final Drainage Report -RI
LSA No. 5677
921 Pine Street
July -7018
GRADING AND EROSION CONTROL SUMAM Y.-
The project will require moderate grading in order to construct the proposed single family residences and
associated site paving. Standard erosion control measures are proposed to be used during construction.
The primary erosion and sediment control 'Test Management Practice" (BMP) during construction will
be proper soil stabilization methods. Exposed soils shall be stabilized by application of effective BMP's
that protect the soil from the erosive forces of raindrops, flowing water, and wind.
Appropriate BMPs 'include, but not limited to, temporary and permanent seeding, sodding, mulching, plastic
covering, erosion control fabrics, matting, soil application ofpolyacrylamide (PAM), the early application of
gravel base on areas to be paved, and dust control. The contractor shall select a soil stabilization method best
suited for the particular situation. Stock piles must be stabilized and protected with sediment trapping
measures. In addition, site containment of exposed soils shall be sustained by usig silt fence barriers along
the down -slope boundaries of the site's disturbance areas.
Soil Types: Alderwood-Urban Land Complex, 2-8 % slopes Hydrologic Group ='T"
The grading amounts associated with the project have been approximated as shown below. The quantities
listed are for the permitting process only and should not be considered precise amounts for bidding purposes.
The estimated quantities for short plat inprovements grading arc:
Approximate Cut: 175 CY
Approximate Fifl: 175 CY
Included in the submitted site development construction plans are specific proposed grades and drainage
improvement notes and details. With proper installation, maintenance and inspection of the proposed
construction, the project should have minimal impact to the surrounding environment.
Lovell-Sauerland and Associates 921 Pine Street
Final Drainage Report RI July 2018
LSA No.5677
I "
Lovell-Sauerland and Associates
Final Drainage Reporl-RI
LSA No. 5677
Section E
Operation and Maintenance
L.==
921 Pine Street
July 2018
OPERATION AND MAINTENANCE GUIDELINES:
Operation and Maintenance Requirements: These guidelines are intended to provide operation and
maintenance 'instruction for the new single family residences located at 921 Pine Street and their storm
drainage control facilities. The owners are responsible for maintenance of storm drainage facilities within
their individual properties. Owners are not responsible for maintenance within the public night -of -way.
This manual is not comprehensive. Although it explains the intended operation of the various components of
the drainage system, and suggests a routine of inspection and maintenance, it cannot anticipate every problem.
Once a historical record of maintenance is established, it may be prudent to alter the routine. It is
recommended that maintenance records be kept, and that the records be reviewed periodically.
Concept of Operation: The drainage design is shown and described in the site development engineering
plans and report. The approved site development plans and report should be retained by the owner and used
as a reference to identify drainage facilities outlined in this manual.
Conveyance Systems. The design objective in pipe sizing was to convey the I 0-year storm V"ithout the water
surface exceeding the overflow elevation of the proposed facilities. Frequent overtopping of the pipe system
in a particular area might indicate a downstream blockage. Overtopping of the drain systems at the yard
drains or cleanouts is an indication that maintenance is required.
Recommended iWections of Facilities. The following are inspection guidelines for the drainage system.
The inspections should occur prior to the winter rain season, leaving sufficient time to correct any detected
maintenance problems, and at the end of the season to determine the effect of the season's runoff. Once a
historical basis is developed the frequency of 'inspection may be modified as necessary.
For additional and updated maintenance information visit the Washington State Department of Ecology's
web -site at: htti): ec v. w a. gg-vL/R ro grams/w g /w
Ahome.litm].
Lovell-Saiterland and Associates 921 Pine Street
Final Drainage Report —RI Juty 2018
LSA No. 5677 L.MRM
4.6 Maintenance Standards for Drainage Facilities
The facility -specific maintenance standards contained in this section are
intended to be conditions for determining if maintenance actions are
required as identified through inspection. They are not intended to be
measures of the facility's required condition at all times between
inspections. In other words, exceedence of these conditions at any time
between inspections and/or maintenance does not automatically constitute
a violation of these standards. However, based upon 'inspection
observations, the inspection and maintenance schedules shall be adjusted
to minimize the length of time that a facility is 'in a condition that requires
a maintenance action.
Table 4.5.2 Maintenance Standards
No. I — Detention Ponds
Deftct
Conditions When Maintenance Is
Results Expected When
Nntenance
Co ent
Needed
Maintenance Is Performed
General
Trash & Debris
Any trash and debris which exceed 1
Trash and debris cleared site.
cubic feet per 1,000 square feet. In
general, there should be no v�sual
evidence of dumping.
If less than threshold all trash and
debris will be removed as part of ne)d
%QFheduled maintenance.
Poisonous
An 'sonous or nuisance
danger of poisonous vegetation
Vegetaton and
vegeta which may constitute
where maintenance personnel or the
rpublic
no)dous weeds
hazard to . tenance pe or
might normally be. (Coordinate
the public.
with local health department)
Any evidence of no weeds as
Complete eradication of no)dous weeds
defined by State gulations.
may not be possible. Compliance with
(Apply requii en s of ado IPM
State or local eradication policies
policies e use of herbicide
required
Contaminants
y evidence of oil, gasoline,
No
and Pollution
contaminants or other pollutants
(Coordinate removal/cleanup with
local water quality response agency).
OoKodent Holes
Any evidence of rodent holes if
Rodents destroyed an� m or berm
facility is acting as a dam or berm, or
e
repaired. (Coordinat wit I health
any evidence of water piping through
department; coordinate vAA2 y
�y
dam or berm via rodent holes.
Dam Safety Office if pond excee 0
acre-feet.)
Vohime V — Runof
Treatment BMPs — December 2014
4-32
No. 2 - Infiltration
Maintenance
Defect
Conditions When Maintenance is
Results Expected When
Component
Needed
Maintenance Is
Performed
General
Trash & Debris
See "Detention Ponds" (No- 1)-
See "Detention Ponds'
(No- 1)-
Poisonous/Noxious
See"Detention Ponds'(No. 1).
See "Detention Ponds"
Vegetation
(No, 1).
Contaminants and
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Pollution
(No. 1).
Rodent Holes
See "Detention Ponds' (No. 1).
See "Detention Ponds"
(No. 1)
Storage Area
Sediment
Water ponding in infiltration pond after
Sediment is removed
rainfall ceases and appropriate time
and/or facility is cleaned
allowed for infiltration. Treatment basins
so that infiltration system
should infiltrate Water Quality Design Storm
works according to
Volume within 48 hours, and empty within
design.
24 hours after cessation of most rain
events.
(A percolation test pit or test of facility
indicates facility is only working at 90% of
its designed capabilities- Test every 2 to 5
years. If two inches or more sediment is
present, remove),
Filter Bags (if
Filled with
Sediment and debris fill bag more than 112
Filter bag is replaced or
applicable)
Sediment and
full-
system is redesigned.
Debris
Rock Filters
Sediment and
By visual inspection, little or no water flows
Gravel in rock filter is
Debris
through fifter during heavy rain storms,
replaced.
Side Slopes of
Erosion
See "Detention Ponds" (No- 1).
See "Detention Ponds"
Pond
(No. 1).
Emergency
Tree Growth
See "Detention Ponds" (No. 1).
See *Detention Ponds"
Overflow Spillway
(No. 1).
and Berms over 4
feet in height.
Piping
See"Detention Ponds"(No. 1).
See "Detention Ponds*
(No. 1).
Emergency
Rock Missing
See *Detention Ponds" (No. 1).
See "Detention Ponds"
Overflow Spillway
(No. 1).
Erosion
See 'Detention Ponds" (No- 1)-
See "Detention Ponds*
(No- 1)-
Pre-settling
Facility or sump
6" or designed sediment trap depth of
Sediment is removed.
Ponds and Vaults
filled with Sediment
sediment -
and/or debris
Volume V — Runoff Treatment BMPS — December 2014
4-35
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is
performed
General
Trash &
Trash or debris which is located immediately
No Trash or debris located
Debrs
in front of the catch basin opening or is
immediately in front of
blocking inletting capacity of the basin by
catch basin or on grate
more than 10%.
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
Inlet and outlet pipes free
blocking more than 1/3 of its height-
of trash or debris.
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
or dangerous gases (e.g., methane).
vegetation present within
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Top slab has holes larger than 2 square
Top slab is free of holes
Damage to
inches or cracks wider than 1/4 inch
and cracks -
Frame and/or
Top Slab
(Intent is to make sure no material is running
into basin).
Frame not sitting flush on top slab, Le.,
separation of more than 3/4 inch of the frame
from the top slab. Frame not securely
Frame is sitting flush on
the riser rings or top slab
and firmly attached.
attached
Fractures or
Cracksin
Maintenance person judges that structure is
unsound-
Basin replaced or repaired
to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider
than 1/2 inch and longer than 1 foot at the
Pipe is regrouted and
secure at basin wall -
joint of any inlet/outlet pipe or any evidence of
soil particles entering catch basin through
cracks,
Settlement/
Misalignment
If failure of basin has created a safety,
function, or design problem.
Basin replaced or repaired
to design standards -
Vegetation
Vegetation growing across and blocking more
than 10% of the basin opening-
No vegetation blocking
opening to basin.
Vegetation growing in inlet/outlet pipe joints
that is more than six inches tall and less than
No vegetation or root
growth present.
six inches apart.
Contamination
See "Detention Ponds" (No. 1).
No pollution present.
and Pollution
Volume V — Runoff Treatment BMPs — December 2014
4-38
No. 5 — Catch Basins
Maintenance
Component
Defect
Conditions When Maintenance is Needed
Results Expected When
Maintenance is
performed
Catch Basin
Cover
Cover Not in
Place
Cover is missing or only partially in place-
Any open catch basin requires maintenance-
Catch basin cover is
closed
Locking
Mechanism
Not Working
Mechanism cannot be opened by one
maintenance person vAth proper tools. Bolts
into frame have less than 1/2 inch of thread.
Mechanism openswith
proper tools -
Cover Difficult
to Remove
One maintenance person cannot remove lid
after applying normal lifting pressure-
Cover can be removed by
one maintenance person -
(intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Unsafe
Ladder is unsafe due to missing rungs, riot
securely attached to basin wall,
misalignment, rust, cracks, or sharp edges,
Ladder meets design
standards and allows
maintenance person safe
access.
Metal Grates
(if Applicable)
Grate opening
Unsafe
Grate with opening wider than 718 inch.
Grate opening meets
design standards -
Trash and
Debris
Trash and debris that is blocking more than
20% of grate surface inletting capacity.
Grate free of trash and
debris -
Damaged or
Missing-
Grate missing or broken member(s) of the
grate-
Grate is in place and
meets design standards -
No. 6 - Debris Barriers (e.g., Trash Racks)
ance
[7corm�pon
Defect
Condition When Maintenance is
Needed
Results Eqmted When
Maintenance is
General
Trash or debris that is plugging more
than 20% of the openings in the barrie
Barrie to design flow
Metal
Damaged/
Missing
Bars.
Ba ent o �of shape mor��
jnches_�
Bars in place with no bends more
than 3/4 inch,
Bars aAoReing—or enti
Bars in place according to design.
MOM
Ba laced or repaired to
design s &
s.
7
ars
Bars are loose and rust is causing 50%
deteric
deterioration to any part of barrier.
InIpe /Outlet
t/O
P p ipe
s
Debris barrier missing or not attached to
pipe
pip
Barrier firmly attaJ> �e
Volume V— Runoff Treatment BMPs — December 2014
4-39
No. 18 - Catchbasin Inserts
Maintenance
Defect
Conditions When Maintenance is
Results Expected When
Component
Needed
Maintenance is Performed
General
Sediment
When sediment forms a cap over the
No sediment cap on the insert
Accumulation
insert media of the insert and/or unit.
media and its unit.
Trash and
Trash and debris accumulates on insert
Trash and debris removed
Debris
unit creating a blockage/restriction.
from insert unit. Runoff freely
Accumulation
flows into catch basin,
Media Insert Not
Effluent water from media �nseft has a
Effluent water from media
Removing Oil
visible sheen.
insert is free of oils and has no
visible sheen.
Media Insert
Catch basin insert is saturated with water
Remove and replace media
Water Saturated
and no longer has the capacity to
insert
absorb.
Media Insert -Oil
Media oil saturated due to petroleum spill
Remove and replace media
Saturated
that drains into catch basin.
insert.
Media Insert Use
Media has been used beyond the typical
Remove and replace media at
Beyond Normal
average life of media insert product.
regular intervals, depending on
Product Life
insert product.
Vohime V — Runof
f Treatment BMPs — December 2014
4-51
Appendix A
Geotechnical Reports
Lovell-Sauerland and Associates
Final Drainage Report -RI
LSA No. 5677
921 Pine Street
July-70I8
Dennis M. Bruce, RE. _rl) AJ E_ ;� � I f� 0 1 Ir—
M.S.C.E., M.B.A. Geotechnical /Civil Engineer
Geotechnical Evaluation and Infiltration Rates Fairwinds Development 921 Pine St.
This engineering report summarizes the geotechnical and infiltration evaluation of the site at 921 Pine St.
Fairwinds Development proposes to construct 3 new single family homes on the overall property. See plans.
In order to determine the possibility of on -site storm water management, 3 soil test pits were dug, evaluated,
and in -situ infiltration tests were performed. Additionally, representative soil samples were tested in a grain
size analysis to corroborate the field descriptions.
All soil analyses verified that the native soils are : Sands.
Design Infiltration Rate: Use of the State of Washington D.O.E. Manual allows for a determination of
Infiltration Rate by soil texture evaluation. See attached laboratory sieve analysis of 2 samples. The grain size
analysis verifies the category: Sand.
Hence,the D.O.E. Manual allows for a short term infiltration rate of 8 hr. , which is to be modified by a
Correction Factor of 4 to result in a Long Term ( or Design Rate) of 2 / hr.
This "textural designation" method may be overruled by the more reliable method of in -situ infiltration
testing. This engineer performed multiple in -situ infiltration tests of the native sands, using industry standard
methods (see attached data).
- The ACTUAL in -situ infiltration rates exceeded 30 " / hr.
-Geotechnical guidelines recommend a Correction Factor of 2, which yields a Design Rate of 15 " / hr.
-This engineer - based on decades of practical experience - recommends a Max. Design Rate of 10 " / hr.
-Some Municipal Jurisdiction utilize a Correction Factor of 4, which yields a Design Rate of 7.5 "' / hr.
Choose a Design Rate: An effective on site infiltration facility may be designed and built using any of the
above Design Rates. If the particular governmental jurisdiction desires to mandate the Correction Factor of 4,
the facility can easily be constructed in the native sands.
Inspections: On site geotechnical inspections by this Engineer are reguired to:
Verify actual subgrade conditions at the facility, verify geometry of the facility, verify
material type and placement, and verify the storm line connections, per design.
4
Dennis M. Bruce, P.E. 0L"J>.C-
Geotechnical / Civil Engineer
SOILS * FOUNDATIONS - SITE DEVELOPMENT 0 INSPECT70N 0 DRAINAGE e DESIGN & PERMIT 0 LEGAL
P.O. Box 55502' - Shoreline, WA 98155 - (206) 546-9217 - F-AX-ktge)-��
)(rV
ro s\k �'TAT E7 VJ A -
_�-rokmwAr-rEP- AAMukL v 5U
for homogeneous soils. These rates not consider the effects of site
variability and long-term clogging due to siltation and biomass buildup in
tile infiltration facility.
ck a, 'Pt&M �-(
5( a
IOU. _re;6_r
S A ti k�..
Table 3.7 - Recommended In filtration Rates
based on USDA Soil Textural Classification.
Estimated Long -
*Short -Term
Term (Design)
Infiltration
Correction
Infiltration Rate
Rate (inJhr)
Factor, CF
(inJhr)
'Clean sandy gravels and
20
2
gravelly sands (i.e-, 90% of
the total soil sample is
retained in the #10 sieve)
Sand
8
4
2***
Loamy Sand
2
4
U
Sandy Loam
1
4
025
Loam
0.5
4
0.13
*From WEHASCE� 1998.
"Not recommended for treatment
NOTE ACTOA L *"* Refer to SSC-4 and SSC-6 for treatment aoceptability criteria
MFtLrRA-(IOOased on experience with long-term full-scale infiltration pond
performance, Ecology's Technical Advisory Committee (TAQ
—res TS V ei�_l r- I el recommends that the short-term infUtration rates be reduced as shown in
Table 3.7, dividing by a correction factor of 2 to 4, depending on the soil
(1dF(L-M_A-rkok) 'VATF-S temral clasIsification. The correction ffictors provided in Table 3.7
�30represent an average degree of long-term facility maintenance, TSS
'Xtat- reduction through pretreatment and site variability in the subsurface
.��onditions. These conditions might include deposits of ancient landslide
IlAos-re-Y C-rkNxAk debris buried stream channels, lateral grain size variability, and other
h facto; that affect homogeneity).
These correction factors could be reduced, subject to the approval of the
-.6local jurisdiction, under the following conditions:
'T It /o a For sites with little soil variability,
0 Where there will be a high degree of long-term facility maintenance,
-b'JP_UCE pe7. Where specific, reliable pretreatment is employed to reduce TSS
.b6'St,O&) )kjk"rE 0 ')/tile entering the infiltration facility
no caw shall a correction factor less than Z.0 be used.
1=AC'r0P-- kesuL-rs I" A ��e8(4,U '_PA-rG OP
3-76 Volume Ill - Hydrologic Analysis and How Control BMPs Febfuafy 2005
,,,T#�j F- ;� 7 j R 0 17, -
6P,AW
rkOA,l
St---M ANA-LYSGS 0 F --) 0 (L- 0
VCE7911=:7E-A -rqe- 44JC41�7-10A)
----------------- -
Ac,-rL)kL- [tj-�vrc) IA)rfL-rkATIOA)
(V i e-h -64E TAPIts fivra- � kiwrErs
or 6AOV,&.
ry
Dennis M. Bruce, P.E.
\TVA) 5
M.S.C.E.,, M.B.A.
Geotechnical /Civil Engineer
T�-1*-c-SE71S ME-VJ
T
E-h MON &5—vi:
.I-
F A M I i -**Y a Or\ A A 117- -
-rt Q C) A) 7E6"Ts
This Infiltration Test was performed by.
Company Name: 0 & (F Conlact Name: 1�4
Phone Number 0 10 S—A Email Address: L'Evtuce E'626AA A( L. 60M
2 Incl
rude site map or drainage control plan, with test locations clearly marked.
The intent of this checklist is to provide a summary of stormwater BMP subsurface investigation and infiltration tesbn(
requirements associated with the Simple Subsurface Investigation. All projects and associated plans are also subject
to the minimum requirements outlined in the City of Seattle Stormwater Manual and SMC Chapters 22.800 — 22.808,
as well as the specific subsurface investigation and infiltration testing requirements outlined in Volume 3, Chapter 3
and Appendix D of the 2016 City of Seattle Stormwater Manual.
TNs checkiiist does not preclude the use of professional judgment to evaluate and manage risk associated with
design, construction, and operation of infiltration BMPs.
See Appendix C for site constraints that may preclude infiltration facility feasibility for -some BMPs. The Simple
Infiltration Test is not allowed for projects with no off -site p6int of discharge (Section 4.3.2.1). These projects shall use
a Small Pilot Infiltration Test (PIT).
Before you start call Utirity Locates 811 to request locates of utilities at your site.
The Simple Subsurface Investigation involves an Infiltration Testing element and a Subsurface Investigation element.
Although the infiltration Testing is listed first below, the Infiltration Testing and Subsurface Investigation can be done
in any order.
INFILTRATION TESTING:
1. Is the infiltration test within the footprint of the proposed infiltration facility? El,^s [KNo
2. If Onoo is the test within 50 feet of the proposed infiltration facility? Yes n No
Explain why:
3. What is the total proposed new plus replaced impervious area (not including permeable pavement surfaces)
6 E-E -eIT5- PCAM V6 P— P P-0 P 0 5 E h A),F(kJ
SOILS FOUNDATIONS SITE DEVELOPMENT
INSPECTION DRAINAGE DESIGN & PERMIT LEGAL
P.O. Box 55502 - Shoreline, WA 981,55 - �206) 546-9217
A A'� ("T 00 M A Y S-1 9,e) I q
4. Date and time of test(s): (0
ff performed November through March, one test is required.
If performed April through October, two tests are required -
Tests rn�_sfl; in the_rJm—e_--ho1e_w_J-tFin 2-days.
The beginning of each test must be spaced 24-hours apart.
5. 2f /Dig an infiltration test hole at least 2-feet deep, measured from the proposed finished grade, and 2-feet
across. It is recommended that the test hole depth be at the bottom of the facility to provide the best
design information. (Note: this hole is separate fronvthe hole in Step 11 below)
6. Diameter of test hole (2-foot minimum): 6-)( -2 feet
7. Depth of test hole (2-foot minimum): &.0 . feet
8. Describe soil type and texture (e.g., sand, clay, gravel.): L 16WJ S A Uh-S
9. 'alk period
a) Add water to th(�� (Measure depth using a ruler, scale, or tape measure).
)S
�b) Stabilize water depth fbr a minimum of 30-minutes by adding water untl the depth is mpFAeimed-at4____
minimum of 12 inches, then move on to step c. ALL (?,
c) Stop adding water, then record the number of inches the water has fallen in 1 hour k�_� inches I IIJ
d) Record the number of inches the water has fallen from hour 1 to hour 2: WA inches At 0
e) What is the smaller of the two numbers in row 9c and 9d above? (check only one box below)
> 3-inches (Use Table I below — I 5-minute intervals-)
Between 1 -inch and 3-inches (Use Table 2 below — 30-minute intervals.)
< I -inch (Use Table 3 below — 60-minute intervals.)
This is your "testrig period.
10. Testing period
Based on the answer to 9e above, use either Table 1, 2 or 3 on the Results and Certification page to record your
data and:
*-Refill the hole to the 12-inch mark.
Immediately record the time and depth of water in the appropriate table below.
c) Based on your time interval (answer to 9e above):
Record the time and depth of water in the hole at the specified intervals.
Complete the table by recording six measurements (in addition to the starting depth).
V If the hole empties p(w to the six measurements, refill to the 12-im;h mark and continue recording
until you have completed We table.
d)
Using the depth of water recorded at each interval, calculate the infiltration rate and recoird the results.
Table 1: Infiltration Rate = Change in depth between each interval x 4
Table 2- Infiltration Rate = Change in depth between each interval x 2
3- Infiltration Rate = Change in depth between each interval x 1
*T
__e) If perFormed April through October, repeat steps 9 and 10 in the same hole 24 hours after the beginning
of the first infiltration test and recordIft �resulis, 'in the Infiltration Test 92 Result tables-
SUBS7Fg E INVESTIGATION:
D hole to the depth required per Table 5 below and approximately 5-feet from the proposed infiltration
facil4. (See the footnote at the end of Table 5 — depth is measured from the bottom of the proposed
infiltration facility.)
12, Record total depth of hole from surrounding ground surface: 55 feet
13. While digging the hole, did you:
a) Hit hard pan? (i.e. hardened soil that is like conicrete) Myes
WyNoo
b) Encounter standing water or seepage in the hole? L1 Yes 0
14. If you answered "yes" to either (I 3a) or (13b), infiltration is not feasible for this site. Testis finished.
Page 2 OF
TOG
INFILTRATION TEST RESULTS AND CERTIFICATION
Infiltration Test #1 Results
Table I (15.rninl Tahlf%
Vy', M
,nme
(30-min)
Depth of
Water
(In003)
Infittrat]
Rate
(irdhr,
12
able 3 ( -min)
Tinve Depth of Infiftdon
(80-min) Water Pate
anches) (irdhr)
12
Infilitratiorl(Te;st #02 Lsults (Required if performed April through Cctober - see step 4 above)
rsF(t L.,
-V-V a'k
9 (15-min) Ta a 2 (30-m n)
ThIne Depth of VwfiftmMon
Water Rate
(Inches) On/hr)
12
Table 3 (wnln)
Time I Depthof Inifflftdon
(N-min) I Water Rate
2?�� lowest infiltration rate from the tables above = Z �L, inthr (Measured infiltration rate)
• IF ffie lowest measured irdiltratfon rate is less than the mWenum rate associated with an infiftration BMP
(see Table 4 below), that BMP cannotbe used
• IF 9w measured infiltrahon er
'PWI§ �, �lo t �7v v �r-
--s U; �j -r 1E 0 r-- L o 40vr
investigaffon is required.( (U'S5 r- —
JE] Design infiltration rate = Measured infiltration rate x 0.5 inthr
SIGNATURES ARE REQUIIRED
I certify that I have followed the procedures outlined in this document to determine the infiltration BMP f6asibilit)
and infiltration rate.
Infiltration Test performed by;
'j, J�;-o tj t'�
Print Name
of
Signature Date
P-01
7
Subsurface Investigation performed by. 17405
Pdnt Name b I L U e re 1" �E ONAL
Signature _ L2" - 'P, GT - Date
r
.P. � ,
f
llr�
Page 4 OF
C.2.2 FULL INFTLTRATION
IFIGURE CI.LA TYPICAL TRENCH INFILTRATION SYSnM I
I %jt A k-e CLEFAW roof
drain
PLAN VIEW
4" rigid or 6" flexible
perforated pipe
r-DOTS (OrIG-rik-AT'100
------------------------------------
------------------------------- ------------------
infiltration trench sump whsolid lid,
0611�7 �LO LAOEAL� PT. Or- —C1t-1FUC-"
o I ?- or tm p15 6r—Qtou-s
?.a-k ()000 IT
PLAN VIEW jilroof drain
NTS
11F MOTAL IAKV\)'00�5 w
F T, C rigid or 6"flexible splash block
us 1E peftrated pipe
--- - ------- I -------------------------------------
S-V min
washed rock �� 5\�- , ;. III: a �" P.,
12" , "�� i� z — 0 r-, 0 o �, ;
11 1 10-W —10�0
— ------------------------------ - �v
fine nesh OB sump w/soEd fid
vanes-
-rLAF— ToTAL .0il T(t903CA4 MAY '515 SPUT 03TO
L64J6 TJd ;L Vivrw iAtmtmv&A
fitter fabfic ----\ I compacted backfin 6EPAkA-r(OJU
A-
6"
4' rigid or 6" flexible
T perforated pipe
24"
v 7 washed rock
12" J�/ MLMLMLA
V, 1 1 Z-3/4'
V
SECTION A
NTS Ty 7;�t-s AJ4 P
2009 Surface Water Design Manual — Appendix C 1/912009
C-45
921 Pine St, Soil Test Pits verify clean sand subgraide.
All test pits verified native sands ( to depth of pit @ 7ft.)
Clean sands — excellent for infiltration.
Perform Infiltration Test. Rapid actual infiltration rate
Actual measured infiltration rates exceeded 30 hour
Use Design Rate = 10 " per Hour Maximum
L L L c L L L 'L L
R,3E., W.K
CITY OF FOACAVS -qr' 915-L'44J*l
tJrC0/7D.W M. 03041402-IJ
AW A0. fir-OX0216)
4
m�ly "p
APPUCANI ENr.NEER/SURVEYOR
r.. ..... . .. 1,1111,11111 CIE F
j
'A ---- ----------
WATER SERIACE
PARCELNUMscA
PROPERTY AREA F10
UCE PR07ECTION
7 P4 I I I .- . ll� — — .11 . —
,4
ole,
PAJ, V3CRIP710N (FyTtRC PROPERry)
-a- 04: � k Al2 � 0M 7W @ 19, IVTK' I
U_T UTLN
f
I
PRO FER7Y ADDRESS PUBLIC SCHOOLS
r
ZONINO FIRE PROTECTION
... ........ .
re
TELEPHONE 11 " SEWER SERMCE
MOM*
LLA 0,
JO
ELECTRICITY NATURAL GAS
- - - - - - - - - -
LEAENI)
----- - --------
6.
LoeA-r(Otj Or
r � t _r
TOPOGRAPHY SURVEY
FOR
SotL
r.A IRWNDS DEVELOPMENT LLC
IN NW1/4, NE1/4 SEC. 25, T.27N., R.3E.,W.M.
CITY OF EDMONDS
T-4
SNOHOMISH COUNTY, WASHINGTON
1 -Saverland & Am�isteo. too.
LER
Ml — r.
5;77-0-17
0
Dcnn ' is Bruce, 1R.E. 'q0t
M.S.C,E. M.B.A.
-Engineer
City of Edmonds # PLN 20170033
This engineering report presents the results of additional geotechnical evaluation (more Test
Pits, S mail PIT Infiltration Testing) at 921 Pine St. This additional testing was required by City of
Edmonds Review Comments pertaining to the proposed development of 3 new S.F,R,
Additional Soil Test pits: See Sits Plan depicting the Proposed 3 lots and the additional test pits dug
October 10, 2017. One test pit was dug per lot (per layout on the Site Plan).
Each Pit was dug to 6 ft. depth. Subsurface conditions are presented on the following Soil Logs:
-Test Pit Lot I ( East portion of overall propertyl: 0 -8 " Lawn, roots, organic slit.
8" to 6.0 ft. (bottom of pit) Consistent Sands with Gravels. This entire zone is
compatible with infiltration.
- Test Pit Lot 2 : 0 -8 " Plant roots, organic silt
8" -3.0 ft. Sands with Gravels. This zone is compatible with infiltration,
3.0' — 6.0 ' increasingly silty sands grading into weathered Glacial Till. This zone is NOT
compatible with infiltration,
Test Pit Lot 3: 0 -8 " Plant roots,, organics, silt,
8" — 4 ft. Sands with Gravels, This zone is compatible with infiltration.
4 ft. - 6�O ft Increasingly silty sands grading into weathered Glacial Till. This zone is NOT 113
compatible with infiltration.
See photo sheets of Test Pits and Infiltration Testing
90k3 0 F(',11NDA110A,S S1'FL;H&L0P,'fENT jNS..+C,j'yV 0
L)R AINAC'L
6 P,
P 0 Box 55502 St-cire i ie INA c)B I 5f-' - 206) 546-9217 -
I � Addi ional infiltration Tesjjn�hree new test pits were dug to 6 ft. depths on October 10, 2017.
Each Pit was filled to a minimum of 18 inch depth with water to establish the Pre -Soak condition per
City of Edmonds approved Small PIT procedures (attached).
Actual Testing began the following day ( October 11, 2017) — performing the Small PIT test on each
Test Pit.
............ I ........................... .1, .......................................................... I— ................. ...... I ...... . ......................
The eastern Pit (Lot #,) had verified sands with gravels for the_gBLire 6ft. depth of pit.
I -his consistent condition. Actual infiltration Rates exceeded 16 inches per hour.
The Infiltratior, TeS+ verifiedt.
This condition ( clear observable soils that are consistent throughout the entire pit) AND actual test resuits
verifying excellent infiltration rates APPROVE this Lot 4 .1 zone for an Infiltrat'ion Facility,
L
USE: A Design Rate = 9r' per Hr. for facilities in this area,
................ ........ .............
Lot # 2 pit and test: The pit on Lot #2 encountered clean sands and gravels in the upper 3.0 ft,
However, soil conditions below 3.0 ft- were more dense, and contained more sit' content grading into
weathered Glacial Till. This location resulted in less favorable infiltration rates ( less than 4 inches per
hour 3.0 ft.) An Infiltration Facility could b designed to utilize the upper
Soils Use a Design Rate = 2 " per Hr.for any F2cihty designed to o0erate in Lot 2
.................... ................................................
Lot # 3 pit anditest: The pit on Lot # 3 encountered clean sands and gr-avel-s in the upper 4 ft.
However ( as with Lot #2 z�it` dense, Silty Soils were encountered below 4 ft. Jepth. The upper -soils did
. I
infiltrate at actual rates exCeeciing 8 inches perhour. Soils below 4-ft. clepths infiltrated much mmore
% slowly. This location could support an infiltration fald1lity utilizing the well draining soils in the upper 4
,--I ft. Use a Design Rate = 4 " per Hr.
............. I ............................................................................ ..............................
Summary and Recommend tions:
Three additional deep tes-, oits were dug. One Per lot.
Geo�echnical evaluation verified subsurface conditions of each pit. Eazh pit did verify an effec—Live zone
for infiltration.
'_ I
The City of Edmonds approved Small PIT test procedure was performed on each of the three soil pits,
The Eastern pit (Lot # 1) performed optimally — with rapid actual infiltration —and no zones of
impermeable material.
Lot #2, and # 3 pits did verify functional infiltration rates —but only in the upper portions of the pits.
Deeper soils were NOT conducive to infiltration. Upper portions of the soils ARE conducive to
infiltration.
Follow up (next day) excavation of the 3 test pit bottoms revealed No standing water in Pit 4 1.
No standing water in pit # 3. However, some water was evident in the base of Pit # 2
This Engineer prefers the practice of constructing one infiltration facility per lot.
However, this overall site avails limited upper soils for infiltration at the western portion, and excellent
soils for infiltration at the eastern portion.
This addendum report satisfies the Review comments from City of Edmonds August 8, 2017
Thus, the optimum geotechnical solution would be the following:
Install ALL downspouts from ALL 3 housect into a tightline that discharges into the existing city of
Edmonds stormwater systern in Pine St. and/or 9"' Ave.
Inspections: Geotechnical Inspections to verify the following: Soil subgrade conditions
at the specific location of the Infiltration Facility ( Drywell, Trench). Actual construction of the Facifty
(materials, installation, filter fabric, pipe connections, etc).
07
of WAS,
Dennis M. Bruce, P.E. kc
jk
Geotechnical Civil Engineer
<
r PVC FOC
nm!GP-A:.t--
fN
qu� - cl
lob
NV
N .10 _AW
I 'Al J �E T i-Y,
9� P't a
_F-L 4A.- -11 "t
-OP Cf :Ap
-01 X -001 - TI.-
CW5 tf*' IL
C ER 6
iT SD
b"&V. pvc mmm Q%m
pvc r. OtA. Ax,
LCT 1 0,
wv%v 30"cu-, Fk%t!L.Y--/
INC
.07 1-1, o,,=
rAmiL r
0.
Ir
7
OF Qj't
.40
os IV
4va
vc
EX C SLOP-- EASEWNT
jxn= ra m ELM
't 4 vE EC m0g.'2344-76
m
i I EU %Q
i.)
'A � - -V 75 ' Vf� P A A 11
gz
JI'T
�la-
---1
Xi
T
:7-
;z-AiPWNDS DrVL, OPMEN7 LLC
LNR
r--7
w
�17ytl-
JUNE 2017,
bw EDMONDS STORMWATER ADDENDUM
LW
A p p e, n d x 0 c' cz Ign Pr D e t e r rn'
ming
Design frifiEtration Rates
r
'r?
jUNI 2017 APPENDIX B - METHODS FOR DETERMINING DESIGN INFILTRATION RATES
If). Within 24 hours aftcr the conclusion of testing. mt. r-cxcaN ate the pit to .1�ee if the test water is
mounded on shal lom, restrictive layers or if it _hw continued to flow deep into the subsurface. The
depth of excavation varies depending on soil t-vl)c and depth Io hydraulic restricting layer. and 15
determined by the engineer or certified soils ptofes�,ional. Moun d-ing is an indication that a
mounding analysis is nccc,;s-,irN.
Data Analysis:
I. Calculate ard record the infiltration rate in inches rer hour in 30 minutt—, or I -hour increments
until I hour after file flow has stabilized,
Nate: Lse si�atistical trend analysis to obtain the houriv flow rate when the flow stabillLe.s. This
would be the lowest hourb, flmk rate.
2. To compute the design Infiltration rate (Ksatd,,). apply appropriate correction factors outlined
previousiv.
Example:
*I'he area of the bottom of the test pit is 8.5 feel by 11.5 feei,
Water flow rate was measured and recorded at inten-als ranging from 15 to '30 minutes throughout the
lest. Between 400 minutes and 1 .000 minutes, the I'low rate stabilized between 10 and 12..5 gallons per
minute or 600 to 750 gallons per hour, or an a% erave off 9.,4 — 12.3) 1 � I I I inches per hour.
ro compute the design infiltration rate (Ksat&,,,,.), the infiltration rate must then be aqjusted by the
appropriate correction factors outlined previouslN.
B. 3.2 Small -Scale Pilot Infiltration Test
A ,mallcr-scalc PI -I can be UScd in any ofthe following Instances-
• The drainage area to the infiltration site is le,�:� than I acre.
• The testing I-, for bioretention area:� or permeable pavement surfaces that either serve small
drainage are -is and (it- are xvidel-%, dispersed throughout a project site.
• The ,lie has a hial, int-41ttaiion rate. making
I , a large- scale PfT diffiLcuk. and the site geotechnical
ly
in'�eS62_atiOn Uniform Alb'.Airfacc chatactensties.
Infiltration Test:
i Fxcdk ate thc test pit to tht estimate �d_k2upi of the ?ropozed infiltrat,ort titcdity. fit the case ot,
'T%-- le estimat vat i on at 7�i_c �Ihe I j�inported ��;oi I TnI_X%A I I I I le oil I up Lit
hioretelition. exca. a . to ed cle �
the underlying name soil. I or permeable PaVement. excavate it) the elevation at %Nhich the
imported subgradc materials. or the pavement itsell. m. III contact the Linderking iiative still. Ifib,:
native soils troad ,,ubgradv) will have to meet a mitilinurn subgrade compaction rquireineriL.
compact file nati\c soil to that requirement pnor io testing. \ote that Ibe pmneable paNernerit
de,zign guidance recommends compaction not exceed 90 to 92 percent. Finally. ]a) back tbc
slopes suffi(_ientf� to I\ oid cak inp
stdc� ofthe test pit. and eioblon dui nu the test. Mternawciv. conbidef shorjn� the
j-3 METIJOD I FIELD TESTING PROCEDURP3 7
APPENDIX B - METHODS FOR DETERMINING DESIGN INFILTRATION RATES
JUNE 201-1
2. The horizontal surface area of the bottom of the test pit should be 12 to 32 square flect. it may be
circular or rectangular, but accurately document the size and Lyea-metty of the test pit.
3. Insiall a-y-grtical measurim-, -od adequate It) measure t' he ponded water depth and that is marke(I in
half-incfi7m'crements in the c'enter of the pit botjop-,�
J
4. Use a i0_';b_2Late on the bottom to convey water to thQ pit and reduce side wall
erosion or excessive disturbance of the pond bottom. Excessive erosion and bottom disturbanc,�
will result in clogging of the infiltration receptor and yield lower than actua'! infiltration rates. Use
a ' )-inch-diameleT pipe lor pits on the 3,111alker end of the recommended -,urface area, and a 4-�nch
pipe for pits on the larger erd of the recommended surface area.
5. Pre-suak period: Add water to ihe pit so that there is standing water fot at least 6 hours. Maintain
t e :r
Pic 6A water level at 11cast 12 inches abo,,c the bottom of the pit.
6. At the end of the pre-soak pt;iiod, add water to the pit at a rate that %kill mairtain a fixed water
level between 6 and 12 inch--s abok,c the borom of t'ie pit ove
r a full hour. The depth must not
exceed the proposed maximum depti-, of water c-<pcctcd in the completed fincilit-,.
7. Every 15 minutcs. record the cumulative volume and instantaneous flow ratc in gallons per
let minute necessary �o �maintain__& water level at the same point (between 6 to 12 inches) on the
neasuring rod. �hc specific depth should ba the same as the maxinnurn dc-igned panding depth
(,usually 6 to 12 inches).
4�AEfftter I �Ihiour turn off the %A a1!5 and record the rate of intdltration (the drop nve of the standing
watErTi—nin-c-hes-rer �botjr from the meauxing r_o_a7d__a�a_,_u_n_tiT the pit is empq,
9� A self-loq i -
gin-o pressure sensor may also be used to determine water depth and drain -down.
10� 'Within 24 hours after the conclusion of testing..2N�er-excavate the pit to see if the test water i�,
ricti� e lavers or if ", baT�oatinued to 1`15-A-7e—ep intc, the-Tub-s-u—Race- The
mourded on shallow rest
depth of excavation vade� depending on soi I type and depth to hydraulic restricting laver. and ik
determined by the engineer )r certified soils professional. The soils professional shouldjudge
Lif whether a moundinu analysis is necessary.
— ---------------------
Data Analysis:
Use the -guidance for the larp-�cale I'l-I'method outlincd !ibovt.
B-3.3 Failing Head Percolation Test Procedure (as modified for the City of
Edmonds) (Source: U.S. EPA, On -site Wastewater Treatment and
Disposal Systems, 1980)
\ole This test MLIVonly be itsed for pet�ortnance veriiicarion testinc, as ontlined /-eviwishl in this
C,
llpz)�Wdi_r Thivtesl niaY nothe used.16r BAIP devign o), t,) dumonsti-ate infeasibilih- of"Ineeting1fliumim?
Requirenieni No, 5.
1, Location of Tests
Tcsts shall bc spaced unifoi.i,ly throughout th�.,. arca. 11'soil co-ndiiions are high1v variable. mor,.�
be
S-3 10F.T IC)D i -FIFLD PROC�DURFS:
0
921 Pine St. Additional test pits and infiltration Testing.
Lot # 3 Sands, with gravels in upper 4 ft. allow for
infiltration facility witt) a Design Rate = 4 inchej_per "q�Lr
Note rapid actual infiltration in Lot # 3 PIT test.
V
a
Lot 4 2 Test Pit encountered upper sands top 3 ft.)
capable of infiltration. However, soils below 3 ft. were
weathered Glacial Till ( above) whjich precludes deeper
infiltration-
w IL
qa",., W",:"
Slow actual infiltration (4 - / Hr.) in upper portion of Test
pit, but little, if any infiltration below 3 ft. depth in Lot #2
Ac
4
jEF"lk
&
r
-qW
Example of "chunk" of weathered Glacial Tili below 3 ft.
depth. Effectively, no infiltration below 3 ' at this location Lot# 1 Test Pit at East portion of overall property.
Lot # 2 pit DOES contain sands /gravels ABOVE 3 ft. depth
,-ot # 3 pit verifies san&/Igravel�s above 4 ft. depths
Rapid actual infiltration (exceeds 16" per hour) Lot # I
Consistent sands I gravels tc, pit bottom
921 Pine St. Lot # I Test Pit verifies sdnds wl gravels.
PIT test verifies good infiltration rates
East property line fences at left
U
U-1
5
Rod to measure infiltration rates in Lot # I Test Pit.
Actual rates exceeded 16 inches per hour
Use Design Rate = 8 r)er Hr. for Infiltration
Facilities in Lot #1,
V
�,N7
-! j5"
,-7
C
Willi
bow Auiewku,& co
'V
W
Dennis M. Bruce, P.E.
96 RO(7
M's C F, RRA. --= -, - - Z— — ,
Geotecinical !Civil -ffn-ginepr
0
Addeqd ine St.
4m___!j21 Pi ___fair
pro.e
Ct
City of Edmonds # PLN 20170033
This engineering report pFesents the results of additional geotechmcal EvFluation (more Test Pits.
Small P!T Infiltration Testing) at 921 Pine St. This additional tEstincy was required by City of Edmonds Review
Comments pertamingto the proposed development of 3 new,--.F
S R,
Additional Soil Test Pits: See Site Plan depicting the proposed 3 lots and the additional test pits dug October
10, 2017. One test pit was dug per lot (per layout on the Site -'Ian).
Each p!t was dug to ft. depth. Subsurface conditions are preiented on thef'ollowing Soil Logs:
)/P
-1 e2st Pit Lot 1 ( 1--ast Portion of overall property): 0 _8 r, Lawn, roots, organic �,ilt.
8 " to 0 ft- (bottom of pit) Coi,sisent Sands with Gravp�s. This entire zone is
cornpatible with infiltration.
est iltt L#)t 2 : 0 -8 ' Plant onts, organic sift,
8`-3.0ft. Sands with Gravek. This �!,)ne is compatible with infiltration.
3.0'—/o' increasingly silty sands grading into weathered Gladal TIM. This zone is NOT
compatible with i.ifiltration.111P,
- Test Pit L A 3: 0' -8 " Plant rocts, organirs, silt.
8" - 4 ft- Sandc 1vith Gravels rnis zonc is compatible with infiltration.
4 0. L�e�l"O ft incr cc singly silty sands grading ;nto weatht-red Glacial Till- This zone i!, NOT
compatio e with infiltr3TIon.
See oh,)tr., sheets of Test Pits anJ !nfiltration Testing
q ol) C 0 ;-6,Jj1r)AT;C'.S I'.' UF 4 1 , 0 , " :, , - i ;if- * & F&Heyll 1 0 N�LiAL
P -) 6ti; 551502 v A c)Rln 546 92-
3.5
TO-rTONA
C;0.-A
.... .................................................. ...... .0
Additional Infiltrat-lon Tes Ing, Three n '�'j
ew test pits were dug to e. depths on October 10, 2017.
Each Pit was filled to a minimum of 18 inch depth with water to establish the Pre -Soak condition per City of
Edmonds approved Small PIT procedures (attached)
Actual Testing began the following day (October 11. 2017) - performing the Small PIT test on each Te�t Pit
.................... .. ......................................... ......... ............. ..................... _ .... . ..... ...............
- The eastern it Lot 9 11 had verified sands with gravels for the entir4e. de.Vth of pit.
The Infiltration Test verified this consistent condition: Actual Infiltration Rates exceeded 16 inches Per hour.
This condition ( clear observable soils that are consistent throughout the entire pit) AND actual test results
verifying excellent infiltration rates APPROVE this Lot # I zone for an Infiltration Facility
*r (�S A-C Z� VSALY- K FT
USE: A Desig:nRa:te �fc!ilitip in this area� tv-steW (MY
It X. 0 X
............
I.E .. ..... ......... .... ...
- Lot#2pitandtest: The piton Lot #2 encountered clean sands and gravels in the upper 3.0ft.
However, soil conditions below 3.0 ft. were more dense, and contained more silt content grading into
weathered Glacial Till. This location resulted in less favorable infiltration rates ( less than 4 inches par
hour Q LY in the soil zone abo e 3.0 ft.) An Infiltration Facility i;ould b designed to utilize the upoer
I I�Ksoils/ Lfs_eE3De:sie:n Rat for @nV Facilitv designed to operate in Lot 2
IfIN X 0 if 0'sr X 0.
Lot # 3 pit and test The pit on Lot 4 3 encountered clean sands and gravels n the upper 4 ft.
However ( as with Lot N2 pit) der -se, silty soils were encountered below 4 ft. eepth The upper Wils 'lid
infiltrate at actual rates exceeding 8 inches per hour !ioils below 4ft. depths infiltrated much more
slowly. T is location could support an infiltration facility utilizing the well draining soils in the upper 4
Use a :Design Rate—/ A O.C1
�e. tf &.1
- -Ti:� \45
11 PT N T4'A IF 1-50tL _RZILOW
Summary and Recommendations: 4
&)Oy IMMTMATS 5rlFIEC ?-I\JELY.
Three additional deep test pits were dug. One per lot
-Is
Geotechnical evaluation verified subsurface conditions of each pit. Fach�pit d"id verify an effective zone
for irfiltrarion
01JV:*:L0V)
71(s R41[81C. 61" GY-6T-'Fu'..'
The City of Edmonds approved Small PIT test procedure was performed on each of the three soil pits.
The Eastern pit (Lot # 1) performed optimally — with rapid actual infilt
impermeable material ration —and no zones of
Lot #2, and # 3 pits did verify functional infiltration rates —but only in the upper portions of the pits
Deeper soils were NOT conducive to infiltration Uppe, portions of the soils ARE conducive to
infiftratior..
Follow up (next day) excavation of the 3 test Pit bottoons revealed Nostanding water in Pit # I
Nostanding water in Pit # 3 However, some water wes evident in the base of Pit 4 2
This Engineer prefers the practice of constructing one infiltration facility per lot,
However, this overall site avails limited upper, soils for infiltration at the western portion, and excelient
soils for infiltration at the eastern portion.
- This addendum report satisfies the Review comments �rom City of Edmonds August 8, 2017
- Thus, the optimum geotechnical solution would be the following.
Thu
E ry Install ALL downspouts from ALL 3 housect into a tightline that discharges into the existing City of
drn
onds stormwater system in Pine St. and/or 9"' Ave
Install an infiltration Facility on I ot # I -Lo handle sto-rrwater from all 3 of the new S.F.R.
Inspections: Geotechnical Inspections are reguired to verify the following Soil subgrade conclWors
at the specific location of the Infiltration Facility ( Drywell, Trench)- Actual construction of the Facility
(materials installation, filter tabric, pipe connections, etc)
Dennis M. Bruce, P.E.
Geotechn cal / Civil Engineer
T/4-1: 41 41,
1� J:�� Lo r,:C, fi'v -a
At
�PA nL(T
'SS �e'
, 'U
D77
7t. �Z'� U S (A,
T"rol t-v
Cr -Ir L� t Q '5'
_0
Lo -r
I
Client I
- " r -' I I
1011 Q& 10A
Fairwinds Development, LLC
Steve Nielson
13110 NE 177th PL, Suite 194
Woodinville, WA 98072
425.998.9809 phone
fax
I Ft,6�� *
�A
�S7
SSS#1 s1811020
N' SA"L
10/ Project 917 Pine Street
Identification 2 Story SFR
Novion Group Inc (206-361-6133)
WAC 196-23-070
Section Engineering Calculations
1 Design Criteria
2 Wind & Earthquake Design
3 Framing Analysis
4 Foundation Design
5 Detail Calculations
,,I 7"1F;y
L —2v
FEB 2 1 2019
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490
Su> ao \at '- 0 t % 41
*-"' r
EV OR;
ll 101.1
DESIGN CRITERIA
10
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
I DESIGN CRITERIA
Governing Code 15 SBC Risk Category II
Wind Design Data I
Basic Wind Speed (3 sec gust) mph
110
Surface Roughness
B
Wind Exposure Category
B
Internal Pressure Coefficient
0.18
Topographic Factor, K,
1.00
Wind Importance Factor, 1
1.00
I Earthquake Design Data I
Seismic Importance Factor, 1,
1.00
Site Classification
D
Short Period Acceleration, S,
1.267
I -Second Acceleration, S,
0.496
Seismic Design Category
D
Spectral Response Coefficient, SDS
0.845
Spectral Response Coefficient, SW
0.497
I Gravity Load Data
IRoofs: loads are psf
Deaa-- Live Snow
Seismic Force Resisting System
able 12.2-1: A-15
Response Modification Factor, R
6.5
6.5
Transverse
Longitudinal
2010 Equiv. Lateral Force Procedure
Seismic Response Coefficient, Cs
0.130
0.130
Transverse
Longitudini I
Iseismic Base Shear, v
20475
lbs
Trusses (flat)
*Occupiable 2
Top Chord 4 15 60
25
Bottom Chord 5 0
0
-Solar-Ready 3
Top Chord 4 15 0
25
Bottom Chord 5 0
0
Floors: loads are psf
Dead Live
Snow
3oists5 15 40
0
Trusses
Top Chord 8 40
0
Bottom Chord 4 0
0
Decks: loads are psf
Dead Live
Snow
Joists'5 20 60
25
Trusses
Top Chord 15 60
25
Bottom Chord 5 0
0
Notes apply as called out in table above.
2 Roof has direct access and is intended to be
used by occupants as living space.
3 Dead load includes 5psf for photovoltaic panels.
4 Slope top chords to drain; see architectural plans.
Is Joists of sawn lumber or wood I -joists.
� Soil Data
jAllowable Soil Bearing 1200-0--P-s-f]
12/3/2018 Design Maps Summary Report
W,= Design Maps Summary Report
ilm
User -Specified Input
Report Title 917 Pine St
Mon December 3, 2018 20:35:58 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.803470N, 122.36638OW
Site Soil Classification Site Class D — "Stiff Soil"
Risk Category I/II/III
C0 A., RO 0 qT
P�)RT 6 A k,18-f
RESERVAID'ON
Lynnwqod
Edirriond?t
Mountlake Terrac
Bothell
jndanola
"Sh orefine
3 'Suquamish
V
Ft R 0,R7
USGS-Provided Output
S, = 1.267 g S,, = 1.267 g. S,, = 0.844 g
S, = 0.496 g S,, = 0. 746 g So, = 0.497 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
AIC Ett Response Spectrum,
IA1
4
PeritA, T 45m)
06
Design ResponseSpectrum
Perind, T um)
For PGA,, T, C,S' and CRI values, please view the detailed report.
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
hftps:llprod02-earthquake.cr.usgs.gov/des�gnmaps/us/summary.php?template=minimal&latitude=47.8034732&longitude=-122.3663753&siteclass=3&r
2600l+
15QL
tAILS
I':', ...... .. ..
00
;t
3�0
Pine St
!4
:jv-
GoogleEarth
At*
1 3000 ft
Topographic Effects
Distances below are measured from the base.
Crest
elev: 380
dist: 6811
Site
elev: 338
dist: 5544
H/2
elev: 190—
dist: 3940
�2D 9,10(5�6
Base
elev: 0
dist: 0
Exposure Category B
Height above local ground Z= 27 ft
Location Relative to Crest Upwind
Hill Shape 2-D Rd1g
Height of Hill H= 380 ft
Distance upwind of the crest to where the
Lh= 2871 ft difference in ground elevation is half of the height
of the hill.
x= 1267 ft Distance upwind (or downwind�) from the crest to
Wind Speed-up over Hills, Ridges, and Escarpments
1) The hill, ridge, or escarpment is isolated and unobstructed upwind by
other similar topographic features of comparable height for 100 times the Controlled
height of the topographic feature or 2 mi., whichever is less. This by:
distance shall be measured hohzontally from the point at which the
height H of the hill, ridge, or escarpment is determined.
2) The hill, ridge, or escarpment protrudes above the height of upwind
terrain features within a 2-mi radius in any quadrant by a factor of two or
more.
3) The structure is located as shown in Fig. 6-4 in the upper one-half of a
hill or ridge or near the crest of an escarpment.
4) H/Lh >= 0.2 H/Lh >=
5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for H
Exposure B
Topographic factor
If site conditions and locations of structures do not meet all the
conditions specified in Section 26.8.1 then Kzt = 1.0.
Otherwise:
K,t= 1.25 Ki= 0.17
K2= 0.71
K3= 0.97
Case Studies in Kzt Determination
2-mi True
2-mi True
True
0.13 False
380 True
K,t= 1.00
Nk TV -
IN
WO
10 I.ATERAL ANALYSIS
rl
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
Lateral Analvsis
s1811020
Number of Diaphragms
Code
General Design Criteria
2
15 SBC 2015 Seattle Building code & 2010 ASCE7
Design Loads
(r)sf)
Dead
Live
Snow
Seismic
Mass
Roof 1
15
---
25
15
Rf Deck 2
20
60
25
20
Floor 2
15
40
---
15
Wall 1
10
10
Wall 3
15
15
Species of Framing Lumber
Shearwall Stud Spacing
Risk Category
Wind Design Criteria
Wind Load Design Procedure
Basic Wind Speed
Surface Roughness
Wind Exposure Category
Topographic Factor
Enclosure Classification
Internal Pressure Coefficient
Seismic Design Data
Seismic Load Desicin Procedure
Seismic Design Category
Mapped Spectral Accelerations, MSA
Short Period Acceleration
1-Second Accelleration
Long -Period Transition Period
Spectral response coefficient
Spectral response coefficient
Site Classification
Seis. Force Resisting System
Response Modification Factor F
Seismic Response Coefficient C
Design Base Shear
Overstrength Factor
HF
16" oc
II
2010 Directional Procedure
110 mph
B
B
Kzt .1.00
Enclosed Building
+/- 0.18
2010 Equiv. Lateral Force Procedure
D
Ss
1.267
S,
0.496
TL
6 sec.
SDS
0.845
SDI
0.497
D
Table 12.2-1:
A-15
Transverse
Longitudinal
6.5
6.5
S 0.130
0.130
20475
20524 lbs
Q,,
2.5
_SSSIateral—s'1811020 DC
Pq
b.W
loud
Wind Loads
Ridge Elevation 23.5 ft
Eave Height 20.25 ft
Mean Roof Height, h 21.875 ft
Least Horizontal Dimension, LHD 34.75 ft
Transverse Direction
B Dimension 34.75 ft
L Dimension 88 ft
End Zone, 2a 6.95 ft
Transverse Direction (WW)
Roof Pitch
Classified:
Angle
0 :12
Enclosed Building
0
LEVEL
Wall Area
Roof Area
(Horiz Proj)
(sq ft)
N2
199
sq ft
01
qft
,
3531sq
ft
01sq
ft
Transverse Direction (LW)
Roof Pitch
Classified:
Angle
0 :12
Enclosed Building
0
LEVEL
Wall Area
Roof Area
(Horiz Proj)
(sq ft)
2
199
sq ft
01
q ft
1
384
sq ft
01sq
ft
Wind Loads Help XPEL WL
XPELBD
Longitudinal Direction (WW)
B Dimension 88 ft
L Dimension 34.75 ft
,End Zone, 2a 6.95 ft
Longitudinal Direction (WW)
Roof Pitch
Classified:
Angle
0 :12
Enclosed Building
0
LEVEL
Wall Area
Roof Area
(Horiz Proj)
(sq ft)
2
555
sq ft
I ,
10481sq
ft
Isq ft
Longitudinal Direction (LW)
Roof Pitch
Classified:
Angle
0 :12
Enclosed Building
0
LEVEL
I
Wall Area
Roof Area
(Horiz Proj)
(sq ft)
2
1
5551sq
ft
0
sq ft
1
1
10481sq
ft
0
s Nqft
Wind Variables
XPELVIIV
Basic Wind Speed, V
110 mph
Topographic Factor,Kzt
1.00
Directionality Factor, Kd
0.85
Velocity Pres. Exp. Coeff. Kz
0.62
Gust Effect Factor, Gf
0.85
Velocity Pressure, gh
16.37 psf
Main Wind Force Resisting
System - Diag)hragm
Design Loads
XPEMWF
2010 Directional Procedure
Direction
Transverse
Longitudinal
sum
10050
25648
Load Case
1 L
L-16psf
2
3599
8880
1
6452
16768
_SSSIateral—s'1811020
WF(2)
Seismic Loads Yes
C" 6; .1 ; ; kf �f Qf IvI
XPELSL
YPFFSW
Diaphragm
height (ft)
1
(Ibs)
2
Roof 2
Rf Deck 2
Mass (lbs)
area (e)
3050
450
70000
trans - wx
74725
long - w.,
79675
Walls
height (ft)
9
trans -wall (ft)
<--)
unit weight (psf)
10
15
long -wall (ft)
Wall 1
Wall 2
Mass (Ibs)
105
9450
unit weight (psf)
10
10
Wall 1
200
Wall 3
10
mass (Ibs) 19350
Diaphragm
height (ft)
I
(lbs)
1
Floor 2
Rf Deck 2
Mass (Ibs)
area (ff
2256
616
46160
trans - wx
82835
long - wx
78264
Walls
height (ft)
9
trans -wall (M
<—)
unit weight (psf)
10
15
1
long -wall (ft)
Wall 1
Wall 2
Mass (Ibs)
280
25200
unit weight (ps�
10
10
Wall 1
250
Wall 3
25.612
Mass (lbs) 25958
trans - w, long - w,
ISum of Effective Seismic Weights (lbs) 196118 196118 1
_SSSIateral—s'1811020 EF
Mapped Spectral Accelerations
XPEMSA.
Ss 1.267
Fa 1.000
SDS
0.84
S, 0.496
Fv 1.504
SDI
0.50
OR
Seismic Design Category
D
Seismic Importance Factor
1 1.00
imw
Seismic Use Group
Site Classification
D
2010 Equiv. Lateral Force Procedure
XPEELF
.
Transverse
Longitudinal
6w
Approximate Period Ct
0.020
0.020
Parameters X=
0.75
0.75
Approximate Fundamental
Period T=
0.189 sec
0.189 sec
hn=
20.0 ft
TL =
6 sec:
Transverse
Longitudinal
CS =
0.130
0.130
lbs
EQ 12.8-2
OR
(Maximum) C�; =
0.405
0.405
lbs
EQ 12.8-3 / 8.4
I'
(Minimum) Cs =
0.037
0.037
lbs
EQ 12.8-5
ON
(Minimum) Cs =
0.010
0.010
lbs
EQ 12.8-5
(Minimum) Cs =
0.010
0.010
lbs;
EQ 12.8-6
Calculation of Seismic Response Coefficient
XPESRC
ResDonse Modification Coefficient and
Seismic ReSDonse Coefficient
a
No
Diaph.
Trans
Cs
Mass
V
Long
Cs
Mass
2
6.5
1
0.130
74725
1
9710
6.5
0.130
79675
1
6.5
0.130
82835
10764
6.5
0.130
78264
Transverse
Base Shear, h, V 20475 lbs
Vertical Distributionof Seismic Forces
k= 1.00
Longitudinal
V 20524 lbs,
XPEVDS
Transverse
Longitudinal
Diaph.
hx
WX
k
wXhX
CVX
WX
w),hx'
CVX
2
20
84400
1688000
0.662
84400
1688000
0.662]
—1
10
86139
861388.1
0.338
86139
861388.1
0.338
2549388
2549388
Diaphragm
2
Transverse
13557 lbs
6918 lbs
SUM- 20475
Longitudinal
13589 lbs
6935 lbs
sum 20524
P" —SSSIateral—s1811O2O EF
two
Allowable Stress Design Loads
2010 Directional Procedure
Wind Load Combination
0.61) + 0.6W + H
% of DL used in OT
60%
Wind Design Loads F,,
Transverse
Longitudinal
Diaphragm
Force (lbs)
Force (lbs)
2
2159
5328 1
1
3871
i 0061
2010 Equiv. Lateral Force Procedure
Seismic Load Combination
(0.6 - 0.14SOs)D + 0.7pQE + H
% of DL used in OT
48%
Seismic Design Loads, F),
p 1.30
Transverse
I
1.30
Longitudinal
Diaphragm
Force(lbs)
Force (lbs)
2
12337
12366
1
6295
6311
Principle of Mechanics - cont.
Where, v shear per linear foot of shearwall
w width of shearwall
h height of shearwall
D resisting dead load centered over shearwall
P resisting dead load at end of shearwall
Shearwall calculations follow, where,
V),
VD.,
VT,,,,
VT),
L.
V
VF
Max Tx
V,
w
h
dr
d,a
dr
dfz,
Tw..1
TWX
Tex+1
Te),
r%
1214.2
(V X 6)
Total force in the diaphragm above story (x), pounds (lbs)
Percent of Vx tributary to the shearwalls (SW) in the wall line
Force from the diaphragm above that transfers to the SW's, lbs
Force from the SW's above that transfers to the SW's, lbs IN MOMDM
Total force in the SW's (VDx + VT,+,), lbs
Total length of SW's (I w), feet (ft)
Linear force in the SW's (VTx/L), pounds per foot (plf)
Greater of v induced by wind or earthquake, plf
Maximum uplift force of the SW's, lbs Free Body Diagram of a ShearWall
Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf
Width of SW, ft
Height of SW, ft
Tributary distance of roof (used to calculate D) along the width of the SW, ft
Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft
Tributary distance of floor (used to calculate D) along the width of the SW, ft
Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft
Wind uplift force of the SW above that transfers to the SW, IN
Wind uplift force of the SW, IN
Earthquake uplift force of the SW above that transfers to the SW, lbs
Earthquake uplift force of the SW, IN
_SSSIateral—s'1811020 DL
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
2
Trans
v,
w
h
dr
dra
df
df�,
Twx,i
Twx
Tex�j
Tex
WIND E-QUAKE
104
11.63
9
-219
556
104
6.50
9
1
-12
1
723
VTx 507 1881
v 28 104
Max Tx 723
L VF V,
18.13 104 104
Wall Line
Story (x)
Direction
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
2
2
Trans
vs
w
h
dr
dra
df
dfa
Twx,j
Twx
Tex,j
Tex
WIND E-QUAKE
337
6.75
9
580
2818
VTx 640 2278
v 95 337
Max Tx 580 2818
L VF V�
1 6.75 337 337
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
3
2
Trans
v,,
w
h
d,
dra
df
dfa
Twx+l
Twx
Tex,,
Tex
WIND E-QUAKE
116
5.75
9.5
78
905
116
5.50
9.5
89
913
116
7.33
9.5
11
850
VTx 748 2542
v 34 116
Max T, 182 988
165
3.33
9.5
182
988
L V, V,
1 21.92 116 165
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
4
2
Trans
V,
w
h
dr
dra
df
dfa
Twx+j
Twx
Tex-,,
Tex
WIND E-QUAKE
93
19.75
9
-633
195
112
1 3.75
9
15
715 1
105
4.00
9
5
707
VTX 615 3093
v 19 93
Max Tx 15 715
93
5.75
9
-66
650
L VF vs
33.25 93 112
Im —SSS[ateral—sl 811020 FIR
-.9
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
5
2
Trans
v ,
w
In
dr
dra
of
dfa
Twxj
Twx
Tex,,
Tex
WIND E-QUAKE
275
6.50
9.25
345
2325
462
2.75
9.25
501
2451
VTx 615 2542
v 67 275
Max T, 501 2451
L VF v S
9.25 275 462
—SSSIateral—sl 811020 FIR
Wall Line
Story (x)
Direction
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
Trans
v,
w
In
dr
dra
of
dfa
Twx,j
Twx
Tex,,
Tex
WIND E-QUAKE
126
10.50
9.25
-26
723
1537
126
7.33
9.25
106
723
1643
126
6.25
10.75
175
723
1834
VT, 2225 6308
v 44 126
Max Tx 175 1834
126
26.00
10.75
-780
723
1067
L VF v
50.08 126 126
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
2
1
1 Trans
v,
w
In
dr
or,
df
dfa
Tw.,,
Twx
Tex,,
Tex
WIND E-QUAKE
584
7.50
10.25
580
3394
2818
8523
VTx 2312 4378
308 584
Max Tx 3394 8523
L V F v
1 7.50 584 584
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
3
—TTrans
vs
w
In
dr
dra
of
dfa
Twx+j
Tw,
Tex,,
Tex
WIND E-QUAKE
548
6.33
10.25
182
2885
988
6374
VTx 1851 3473
v 292 548
Max Tx 2885 6374
L VF VS
1 6.33 548 548
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
4
1
1 Trans
vs
w
In
dr
clm
of
dfa
Twx,j
Twx
Tex,,
Tex
WIND E-QUAKE
121
19.75
10.25
15
-418
715
1229
146
3.75
9
15
283
715
1686
137
4.00
9
15
272
715
1678
VTx 1718 4473
v 47 121
Max Tx 283 1686
121
9.33
9
1
1
1 15
56
715
1505
L V F V,
36.83 121 146
M —SSS[ateral—sl 811020
Ow
FIR
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
A
2
Long
v,
w
h
cl,
dra
df
dfa
Twx-,,
Twx
Tex,j
Tex
WIND E-QUAKE
347
4.50
9
1407
2976
VT, 794 1561
v 177 347
Max Tx 1407 2976
L vr V,
4.50 347 347
1
1
1
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
B
2
Long
vs
w
h
dr
dr.
df
df.
Twx,j
Twx
Tex,-,
Tex
WIND E-QUAKE
341
9.75
9
832
2755
VTX 1329 3328
v 136 341
Max Tx 832 2755
L VF vs
9.75 341 341
Wall Line
Story (x)
Directicn
I
Sheathing
Shear I
SW Dimensions
I
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
C
2
Long
v,
w
h
dr
d,a
df
clf,
T-x,l
Twx
Tex,,
Tex
WIND E-QUAKE
305
12.50
9.25
587
2402
366
3.75
9
925
2622
VTx 1945 4954
v 120 305
Max Tx 925 2622
L VF V,
16.25 305 366
—SSSIateral—sl 811020 FIR
M
r
Fa
MO
PO
No
Pq
fw..I
SW Dimensions
Eadquake Uplift
WIND E-QUAKE
VT, 1260 2523
v 53 105
Max Tx 166
L V, V,
24.00 105 105
—SSS[ateral—s 1811020 FR
==MR
ffl'�_
SW Dimensions
Earthquake Uplift
—WIND &QUAKE
VT, 2346 2704
v 361 416
Max Tx 4807 6999
L v, V�
6.50 416 416
Wall Line
Story X
Direction
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
B
1
Long
V,
w
In
dr
dra
clf
dfa
Twx+l
Twx
Te,,,,
Tex
WIND E-QUAKE
284
6.50
9
832
2503
2755
5097
284
1 7.75
9
832
2453
2755
5056
319
4.00
9
832
2605
2755
5178
VTx 3924 5176
v 215 284
Max T, 2605 5178
L V F v
18.25 284 319
LEI
I
I
I
I
Wall Line
Story (x)
Direction
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
C
Long
V,
w
In
dr
dra
df
dfa
Twx+l
Tw),
Tex,,
Tex
WIND E-QUAKE
303
16.75
9
925
2017
2622
4805
364
3.75
9
925
2544
2622
5228
VTx 4032 6214
v 197 303
Max T, 2544 5228
1
1
1
L VF v
20.50 303 364
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
D
1
Long
v,
w
In
dr
dra
of
dfa
Tw,j
Twx
Te,,,,
Tex
WIND &QUAKE
92
16.50
10.75
579
162
VTx 2114 1233
v 128 75
Max Tx 579 162
L V F v
1 16.50 128 92
_SSSIateral—s1811020 FR am
mm
bw
ON
Wall Line
Story (x)
Direction
I
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
E
1
1 Long
v,
w
In
dr
dra
df
df�,
Twx,.r
Twx
Tex,,
Tex
WIND E-QUAKE
140
24.00
11.75
186
166
787
VTX 2973 3350
v 124 140
Max T, 186 787
L VF V.
24.00 140 140
_SSSIateral—s1811020 FIR
Shear Transfer Connections XPSTC
Fasteners and Spacing
0
:2
V1
(n
0
(n
0
Ln
LA
:L'
V
M
1-
C�
06
a
a
Ln
N
0
M
Ln
a
Ln
ON
00
ko
rq
CL
V,
%0
Ln
V-
r4
ID
M
2x Plates
3x Plates
Ln
Ln
x
x
x
x
M
M
<
CL
X:
0
r4
r14
M
0
Zi
C
_J
0
on ES
<
M 21
<
Co
<
cc,
<
0
0
W
CL
0
W
CL
0
CL
0
CL
0
M
-0
-0
E
E
E
05
E
rN
00
r'J 0.
00 0-
LU
—
Ln
Ln
0i
A
ISO
11
9
48
46
10
33
16
101
75
110
B
350
4
20
19
4
14
7
29
32
47
C
450
3
16
15
3
11
5
21
25
36
D
600
2
1
12
11
2
8
4
15
IS
27
E
780
2
9
8
2
6
3
11
14
21
17
Shearwall Capacities from SDPWS-2015 Table 4.3A
2
= L.
MINIMUM
Tabulated
Adjusted
m m
NOMINAL PANEL
Nail or Staple size
value
for HF @
THICKNESS
based on
16" oc
(inch)
DF
6
242
7/16"
8d @ 6"oc
260
242
4
1 353
7/16"
8d @ 4"oc
380
353
3
456
7/16"
8d @ Yoc
490
456
2
595
7/16"
8d @ 2"oc
640
595
44
707
7/16" BOTH SIDES
8d @ 4"oc
760
707
1. The above allowable capacities were reduced
by 2 for ASD and are for Seismic loads.
2. Shears are
Allowable Wind loads are 1.4 greater. This office
permitted to
be increased
3. G=0.43 [1-
decreases the wind sheathing shear, v s,
to values
(0.5-0,43)]
demand by this factor rather than using the
shown for
0.0,3
increased capacity. That way, only one set of
15/32-inch
,capacities is needed for simplicity.
sheathing
1001
um
Px
P"
No
an
fmw
No
too
PW
PM
FR
WW
11"
WW
—SSSlateral—s1811020 ST
V"
11M
bud Shear Transfer Notes
IiA (1] TABLE 12N (pg109 NDS] Z=89 lbs for a 16d box nail (D=0.135) in Hem -Fir G=0.43 and
mow multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which
is CD=1.6 found in TABLE 2.3.2 [pg11 NDS]
[2] Value from note I then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS]
% IN for nominal lateral design values Ctn=0.83
MW [3] the A35 is used in loading condition 4 in an F1 direction of load according to Simpson
designations for SPF/HF Lateral(133/160) Z=450 lbs [pg331 C-C-2017]
!l1w [4]
1 MW : [5] for SP5F/HF Lateral(133/160) Z=130 lbs [pg315 C-C-2017]
[6] the HI is used in an F1 loading according to Simpson designations for SPF/HF
Lateral (133/160) Z=415 lbs [pg315 C-C-2017]
I IN [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF
I Mod Lateral(133/160) Z=210 lbs [pg269 C-C-2017]
[8] TABLE 12E [pg97 NDS] Z=590 lbs for a 1/2" diameter bolt in 1-1/2" side member of
Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for
wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] Sill plates resisting a
design load greater than 350 plf shall not be less than a 3-inch nominal member.
Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch
nominal member if the sill plate is anchored by two times the number of bolts required by
desian.
[9] TABLE 12E [pg97 NDS] Z=860 lbs for a 5/8" diameter bolt in 1-1/2" side member of
Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for
wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] Sill plates resisting a
design load greater than 350 plf shall not be less than a 3-inch nominal member.
Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch
nominal member if the sill plate is anchored by two times the number of bolts requiredby
[10] TABLE 12E [pg97 NDS] Z=730 lbs for a 1/2" diameter bolt in 2-1/2" side member of
Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for
wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgl I NDS]
[11] TABLE 12E [pg97 NDS] Z=1140 lbs for a 5/8" diameter bolt in 2-1/2" side member of
Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for
wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgl I NDS]
F�
ea
liA _SSSlateral_s1811020 ST
Horizontal Diaphragm Calculations
ANSI/AF&PA SDPWS-2008
Table 4.2C
Unblocked DF
Panel Thickness
Nails
Case 1
All other
Roof Diaphragm
1 7/16"
8d
230
170
Floor Diaphragm
1 23/32" (19/32")
, 10d
285
215
The minimum depth of horizontal diaphragm required to
provide shear capacity for SEISMIC forces
The minimum depth of horizontal diaphragm required to
provide shear capacity for WIND forces
XPHDC
Unblocked HF
Case 1
All other
213.9
158.1
265.05
.199.951
Line
Story
Wind
Seismic
Middle
or end
Roof or
Floor
Case
Shear
Stress
(wind)
Shear
Stress
(Seis)
1
2
507
1,881
E
R
All other
158.1
3.2
11.9
2
2
640
2,278
E
R
All other
158.1
4.0
14.4
3
2
748
2,542
E
R
All other
158.1
4.7
16.1
4
2
615
3,093
E
R
All other
158.1
3.9
19.6
5
2
615
2,542
E
R
All other
158.1
3.9
16.1
A
2
794
1,561
E
R
All other
158.1
5.0
9.9
B
2
1,329
3,328
E
R
All other
158.1
8.4
21.1
C
2
1,945
4,954
1 E
R
All other
158.1
12.3
31.3
E12
1 1,260
2,523
1 E
R
All other
158.1
8.0
16.0
1
1
1,103
1,885
E
F
All other
199.95
5.5
9.4 1
2
1
1,673
2,100
E
F
All other
199.95
8.4
10.5 1
3
1
1,103
931
E
F
All other
199.95
5.5
4.7
4
1
1,103
1,380
E
F
All other
199.95
5.5
6.9
All
1 1,552
1,142
E
F
All other
199.95
1 7.8
5.7
B
1
2,595
1,848
E
F
All other
199.95
13.0
9.2
C
1
2,087
1,260
E
F
All other
199.95
10.4
6.3
1
D
1
2,114
1,233
E
F
All other
199.95
10.6 '
6.2
E
1
1,712
. 827
E
F
All other
199.95
8.6
4.1
1
-SSSIateral-sl 811020
w
owl
I=:
aw
w
aw
Ow
iso
M"
Ow
OR
HD
Shear Wall Summary
-2 Width
SW VF
%
Stressed
V,
%
Stressed
Notes
1 2
18.13
A
6
104
69%
104
43%
2 2
6.75
C
3
337
75%
337
74%
3 2
21.92
A
6
116
77%
165
68%
4 2
33.25
A
6
93
62%
112
46%
5 2
9.25
B
2
275
79%
462
78%
A 2
4.50
C
3
347
77%
347
76%
B 2
9,75
C
3
341
76%
341
75%
C 2
16.25
B
3
305
87%
366
80%
E 2
24.00
A
6
105
70%
105
43%
1 1
50.08
A
6
126
84%
126
52%
2 1
7.50
E
44
584
75%
584
83%
3 1
6.33
D
2
548
91%
548
92%
4 1
36.83
A
6
121
81%
146
60%
A 1
6.50
C
3
416
92%
416
91%
B 1
18.25
B
4
284
81%
319
90%
C 1
20.50
B
3
303
87%
364
80%
D 1
16.50
A
6
128
85%
92
38%
E 1
24.00
A
93%
140
58%
Gray Scaled . I Area I s draw attention to the fact that 80% demand (corresponding to a 125% capacity)
, has been specified to address horizontal irregularities. XPIRR
I W —SSSlateral—s1811020 SW
.MW
Holdown Summa!y
Wind
Wind
Wind
Seismic
Seismic
Seismic
Capacity
Capacity
Capacity
Capacity
Capacity
Capacity
Uplift W
Uplift E
Holdown
Midwall
Corner
Endwall
Midwall
Corner
Endwall
1 2
0
723
2 2
580
2818
HTT5 (a)
3740 @
3740 @
3740 @
3740 @
3325 @
3740 @
15%
15%
15%
75%
85%
75%
3 2
182
988
4 2
15
715
5 2
501
2451
MSTC52 (a)
3645 @
3645 @
3645 @
3645 @
3645 @
3645 @
14%
14%
14%
67%
67%
67%
A 2
1407
2976
MSTC52 (a)
3645 @
3645 @
3645 @
3645 @
3645 @
3645 @
39%
39%
39%
82%
82%
82%
B 2
832
2755
MSTC52 (a)
3645 @
3645 @
3645 @
3645 @
3645 @
3645 @
1
23%
23%
23%
76%
76%
76%
C 2
925
2622
MSTC52 (a)
3645 @
3645 @
3645 @
3645 @
3645 @
3645 @
25%
25%
25%
72%
72%
72%
E 2
0
166
1 1
175
1834
STHD14 (a)
5150 @
5150 @
3200 @
3695 @
3695 @
3200 @
3%
3%
5%
50%
50%
57%
2 1
3394
8523
HDU11 (b)
11175 @
11175 @
11175 @
11175 @
11175 @
11175 @
30%
30%
30%
76%
76%
76%
3 1
2885
6374
HDU8 (b)
7870 @
7870 @
DNA
7870 @
7855 @
DNA
1
37%
1 37%
81%
810
4 1
283
1686
STHD14 (a)
5150 @
5150 @
3200 @
3695 @
3695 @
3200 @
5%
5%
9%
46%
46%
53%
A 1
4807
6999
HDU8 (b)
7870 @
7870 @
DNA
7870 @
7855 @
DNA
61%
61%
89%
89%
B 1
2605
5178
HDU8 (b)
7870 @
7870 @
6820 @
7870 @
7855 @
6820 @
33%
33%
38%
66%
66%
76%
C 1
2544
5228
HDU8 (b)
7870 @
7870 @
6820 @
7870 @
7855 @
6820 @
32%
32%
37%
1 66%
67%
77%
D 1
579
162
E 1
186
787
_SSSIateral—s18111020 Sw
PON
PIN
. WO
r,
Ke A W- o
- +J-4
- ----------
GRAVITY ANALYSIS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
File= SAJoWsMs18 I 1\s181 1020 - 917 Pine Street4o 181203N2F_enerGalc trib 180131.ec(
I M ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.
Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (2-1)
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
900.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
900.0 psi
Ebend-xx 1,600.0 ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0 ksi
Wood Species Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.20 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Q(0.02) S(O.025)
2x12
Span = 16.750 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.020, S = 0.0250, Tdbutary Width 1.0 ft, (ROOF)
DESIGN SUMMARY
Maximurn Bending Stress Ratio 0.5711 1 Maximum Shear Stress Ratio 0.162 : 1
Section used for this span
2x12
Section used for this span
2x1 2
fb: Actual
598.53 psi
fv : Actual
33.50 psi
FB: Allowable
1,035.00psi
Fv: Allowable
207.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
8.375ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximurn occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.156 in Ratio=
1285 360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.282 in Ratio=
714 240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max . ..... Defl Location in Span
Load Combination
Max. Defl Location in Span
+D+S 1
0.2815 8.436
0.0000 0.000
Vertical Reactions
Support
notation Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
lGo
Overall MAXimum
0.377 0.377
Overall MINimum
0.101 0.101
D Only
0.168 0.168
+D+S
0.377 0.377
+D+0.750S
0.325 0.325
+0.60D
0.101 0.101
S Only
0.209 0.209
0W
Illff
Wood Beam
File= S:Uobs\s181s181l1ks1811I020-917 Pine Street\wo 181203\2F enercalctrib'180131 ed
ENERCALC, INC. 1983-2017, Build:6.17.2.' 28, Ver:6.17.2.2
A
Lic. #: KW-06006655
Licensee
- SOUND STRUCTURAL S0LUW#,
Description : (2-2)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
900.0 psi
E Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
900.0 psi
Ebend-xx 1,600.0 ksi
Fc - PrIl
1,350.0 psi
Eminbend - xx 580.0 ksi
Wood Species Douglas Fir - Larch
Fc; - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.20 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
2x12
Span = 6.0 ft
Aplalied Loads
Uniform Load : D = 0.020, S = 0.0250, Tributary Width = 1.0 ft, (ROOF)
P:)int Load: D = 0.1680, S = 0.210 k @ 2.0 ft, ((2-1))
DESIGN SUMMARY
Maximurn Bending Stress Ratio
Section used for this span
fb : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Ovorall Maximum Deflections
Load Combination Span
_�D_4 S 1
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimurn
D Only
+D+,13
+D+0.750S
+0.60D
S Only
Service loads entered. Load Factors will be applied for calculations.
O�259. 1 Maximum Shear Stress Ratio
0.166 : 1
2xl 2
Section used for this span
2x12
258.96 psi
fv : Actual
34.40 psi
1,035.00 psi
Fv: Allowable
207.00 psi
+D+S
Load Combination
+D+S
2.015ft
Location of maximum on span
0.000ft
Span # 1
Span # where maximum occurs
Span # 1
0.008 in Ratio=
9571 >=360
0.000 in Ratio=
0 <360
0.014 in Ratio =
5317 240.
0.000 in Ratio=
0 <240.0
Max. "-" Defi Location in Span Load Combination
0.0135
2.825
Support notation Far left is #1
Support 1
Support 2
0.387
0.261
0.103
0.070
0.172
0.116
0.387
0.261
0.333
0.225
0.103
0.070
0.215
0.145
Max. 'Y' Defi Location in Span
0.0000 0.000
Values in KIPS
File= S:\Jobs\s18\s1811\s1811020 - 917 Pine Street�wo 181203\2F_enercalctrib 180131_.ec(
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lic. #: KW-06006655
Description : (2-3)
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination JBC 2015
Fb - Compr
Fc - Prll
Wood Species Trus Joist
Fc - Perp
Wood Grade TimberStrand LSL 1.55E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Q(0,02) S(OL25)
1.75xl 1.25
Span = 23.0 ft
Pq
bw
ad
low
"d
2325 psi
E: Modulus of Elasticity
2325 psi
Ebend-xx 1550ksi
2170 psi
Eminbend - xx 787.815ksi
900 psi
0"
310 psi
1070 psi
Density 44.99 pcf 804
Applied
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.020, S = 0.0250, Tributary Width = 1.0 ft, (ROOF)
DESIGN SUMMARY
'Maximum Bending Stress Ratio
0.3621 Maximum Shear Stress Ratio
0.111 :1
Section used for this span
1.75xl 1.25
Section used for this span
1.75xl 1.25
fb, : Actual
967.31 psi
fv : Actual
39.43 psi
FB : Allowable
2,673.75 psi
Fv: Allowable
356.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
11.500ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.492 in Ratio
561 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.885 in Ratio=
311 240.
Max Upward Total Deflection
0.000 in Ratio
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max . ..... Defl Location in Span
Load Combination
Max. 'Y' Defl Location in Span
+D+S 1
0.8855 11.584
0.0000 0.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Supportl Support 2
Overall MAXimum
0.518 0.518
Overall MINimum
0.138 0.138
D Only
0.230 0.230
+D+S
0.518 0.518
+D+0.750S
0,446 0.446
+0.60D
0.138 0.138
S Only
0.288 0.288
File= SAJobs\s18\s1811\s1811020- 917 Pine Street4o 181203QF-enercalc trib 180131_.ec(
Wc,od Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
=�: KW-06006655
Description : (2-4)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination IBC 2015
Fb - Compr
Fc - PHI
Wood Species Douglas Fir - Larch
Fc - Perp
Wood Grade No.2
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
900.0 psi
E: Modulus of Elasticity
900.0 psi
Ebend-xx 1,600.0 ksi
1,350.0 psi
Eminbend - xx 580.0 ksi
625.0 psi
180.0 psi
575.0 psi
Density 31.20 pcf
- ---------------
D(O.23) (0.288) D(0.11 16) S(O.145)
6(0.02) S(0,025) D(O.02) S(O.025) �1(�0.02) S(O.025)
2x12 2x12 2x12
Span = 1 M ft Span = 12.0 ft Span 2.50 ft
AplAied Loads_
Load for Span Number 1
Uniform Load: D = 0.020, S = 0.0250, Tributary Width = 1.0 ft, (ROOF)
PDint Load : D = 0.230, S = 0.2880 k @ 0.0 ft, ((2-3))
Load for Span Number 2
Uniform Load : D = 0.020, S = 0.0250 , Tributary Width = 1.0 ft, (ROOF)
Load for Span Number 3
Uniform Load : D = 0.020, S = 0.0250 , Tributary Width = 1.0 ft, (ROOF)
PointLoad: D=0.1160, S=0.1450k@2.50ft,((2-2))
DESIGN SUMMARY
.Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
i Max Downward Transient Deflection
Max Upward Transient Deffection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
Service loads entered. Load Factors will be applied for calculations.
0303c 1 Maximum Shear Stress Ratio
0.251 : 1
2x12
Section used for this span
2x12
313.88psi
fv : Actual
52.04 psi
1,035.00psi
Fv: Allowable
207.00 psi
+D+S
Load Combination
+D+S
1.500ft
Location of maximum on span
1.500 ft
Span # I
Span # where maximum occurs
Span # 1
0.019 in Ratio=
321 0 >=360,
-0.009 in Ratio =
16804 360.
0.034 in Ratio=
1784 >=240.
-0.015 in Ratio =
9356 240.
Load Combination Span Max. "-" Defl Location in Span Load Combination
Max. 'Y' DO Location in Span
+D+S 1 0.0188 0.000 0.0000 0.000
2 0.0000 0.000 +D+S -0.0154 4.840
+D+S 3 0.0336 2.500 0.0000 4.840
Wood Beam
File= SAJobs\s1&s18111s1811020-917 Pine Streefto 181203\2F-enerraictrib 180131-ed
ENERCALC, INC. 1983-2017,Build:6,17.2.28,Ver:6.17.2.2E
Lic. # : KW-06006655
Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (2-4)
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Support 3 Support 4
Overall MAXimum
0.858
0.641
Overall MINimum
0.229
0.171
D Only
0.381
0.285
+D+S
0.858
0.641
+D+0.750S
0.739
0.552
+0.60D
0.229
0.171
S Only
0.477
0.356
Wood Beam
File= SAJo1bs\s1ffis1811\s1811020 - 917 Pine Streetwo 181203\181203 - 2F - enercalc trib - s1811020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lic. #: KW-06006655
Licensee,:
SOUND STRUCTURAL SOLUTITIM
Description : (2-5) A
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,900.0 psi
E Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,900.0 psi
Ebend-xx 2,200.Oksi
Fc - Pril
2,900.0 psi
Eminbend - xx 1, 118.19 ksi
Wood Species Trus Joist
Fc - Perp
625.0 psi
Wood Grade Parallam PSL 2.2E
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.050 pcf
Beam Bracing Beam is Fully Braced against lateral -torsion a I buckling
D(O.382),S(O.477) Q(Q. 12) S(Q. 15) Qfflj?�(0_15)
5.25xi 1.25 5.25xll.25
Span = 6.0 ft Span = 16.333 ft
Applied Loads
Load for Span Number 1
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF)
Point Load : D = 0.3820, S = 0,4770 k @ 0.0 ft, ((2-3))
Load for Span Number 2
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF)
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.325.1 Maximum Shear Stress Ratio
0.215 : 1
Section used for this span
5.25xl 1.25
Section used for this span
5.25xi 1.25
fb : Actual
1,085.11 psi
fv : Actual
71.57 psi
FIB: Allowable
3,335.00 psi
Fv: Allowable
333.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
6.000ft
Location of maximum on span
6.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.097 in Ratio
1478 >=360.
Max Upward Transient Deflection
-0.001 in Ratio=
151203 >=360.
Max Downward Total Deflection
0.175 in Ratio =
820 >=240.
Max Upward Total Deflection
-0.002 in Ratio=
83643 >=240.
Overall Maximum Deflections
Load Combination
YNO
+D+S
+D+S
Vertical Reactions
Load Combination
Overall MAXimurn
Overall MINimurn
D Only
+D+S
Span Max . ..... Defl Location in Span
Load Combination
1 0.1753 0.000
2 0.1115 9.763
+D+S
Support notation : Far left is #1
Support 1 Support 2
Support 3
5.297
1.592
1.413
0.424
2.355
0.707
5.297
1.592
Max. 'Y' Defl Location in Span
0.0000 0.000
-0.0023 0.639
Values in KIPS
Wood Beam
111111TWUNTIVEMMM-TM
Description : (2-5) A
Vertical Reactions
Load Combination
+D+0.750S
+0.60D
S Only
SAJobs\s18\s18Ms1811020-917 Pine Streetkwo 181203\l8l2O3-2F_enercalctdb_sl8llO2O.ecI
ENERCALC, INC. 1983-2017. Build:6.17.2.28. Ver:6.17.2.2(
Support notation : Far left is #1 Values in KIPS
Support I Support 2
Support 3
4.561
1.371
1.413
0.424
2.943
0.884
Wood Beam File= SAJobsW8ks18111s1811020 - 917 Fine Streefto 181203\2F — enercalc trib 180131—ed
ENERCALC INC. 1983-2017, Build:6.17.2.28, Ver:6.17.22E
�Lic. #: KW-06006655
Licensee
- SOUND STRUCTURAL SOLLITH
Description (2-5) B
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2900 psi
E: Modulus of Elasticity
Load Combination JBC 2015
Fb - Compr
2900 psi
Ebend-xx 2200 ksi
Fc - Prll
2900 psi
Eminbend - xx 1118.19 ksi
Wood Species Trus Joist
Fc - Perp
625 psi
Wood Grade Parallam PSL 2.21E
Fv
290 psi
Ft
2025 psi
Density 45.05 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D( .382) Q(0.12) Q(Q. 12) SQ. 15)
04
5.25A 1.25 5.25A 1.25
Span = 6.0 ft Span = 16.333 Ift
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF)
Point Load : D = 0.3820 k @ 0,0 ft, ((2-3))
Load for Span Number 2
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF)
Ub,WUN SUMMANY
N gn�, 01
Maximum Bending Stress Ratio
012a 1 Maximum Shear Stress Ratio
0.189 : 1
Section used for this span
5.25xl 1.25
Section used for this span
5.25xl 1.25
fb : Actual
749.32 psi
fv : Actual
62.92 psi
FB: Allowable
3,335.00 psi
Fv: Allowable
333.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
9.216ft
Location of maximum on span
6.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.177 in Ratio
1108 360.
Max Upward Transient Deflection
-0.206 in Ratio=
698 360.
Max Downward Total Deflection
0.224 in Ratio=
874 240.
Max Upward Total Deflection
-0.128 in Ratio=
1124 >=240.
Overall Maximum Deflections
Load Combination Span Max. "-" Defi Location in Span Load Combination
Max. 'Y' Defl Location in Span
1 0.0000 0.000 S Only -0.2060 0.000
+D+S 2 0.2242 8.669 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+S
Support 1 Support 2 Support 3
3.580 1.932
1.225 0.424
2.355 0.707
3.580 1,932
Wood Beam
rUXIMETITTITIT.T.T79M
Description : (2-5) B
Vertical Reactions
Load Combination
+D+0.750S
+0.60D
S Only
File= S.Mobs�slffis`1811%18111020 - 917 Pine Streeftwo 181203\21`�enercalc trib 180131_.ecf
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Support notabon : Far left is #1 Values in KIPS
Support 1 Support 2
Support 3
3.273
1.626
1.413
0.424
1.225
1.225
[Wood Beam
File = SAJobs\slffis18l%l811020 . 917 Pine Street\wo 181203QF—enercalc trib 180131.ec(
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.21!
Lic. #: KW-06006655
-1:tcensee::
SOUND STRUCTURAL SOLUT1.6
Description (2-5) C
CODE REFERENCES
Calculations per INDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2900 psi
E Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2900 psi
Ebend-xx 2200ksi
Fc - PrIl
2900 psi
Eminbend - xx 1118.19 ksi
Wood Species Trus Joist
Fc - Perp
625 psi
Wood Grade Parallam PSL 2.21E
Fv
290 psi
Ft
2025 psi
Density 45.05 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.382).S(D.477) 0(0.12) S(O.1 5) W0.121
5.25xl 1-25
5.25xl 1.25
Span = 6.0 ft Span = 16333 ft
Applied Loads
Load for Span Number I
Uniform Load: D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF)
Point Load : D = 0.3820, S = 0.4770 k @ 0.0 ft, ((2-3))
Load for Span Number 2
Uniform Load : D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
:Maximum Bending Stress Ratio
0.32S. 1 Maximum Shear Stress Ratio
0.189 :1
Section used for this span
5.25xl 1.25
Section used for this span
5.25xl 1.25
ftb : Actual
1,085.11 psi
fv : Actual
62.96 psi
FB: Allowable
3,335.00 psi
Fv: Allowable
333.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
6.000ft
Location of maximum on span
6.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.303 in Ratio=
474 >=360.
Max Upward Transient Deflection
-0.122 in Ratio=
1609 >=360.
Max Downward Total Deflection
0.381 in Ratio=
376 >=240.
Max Upward Total Deflection
-0.088 in Ratio=
2218 240.
Overall Maximum Deflections
Load Combination Span
Max.%" Dell Location in Span
Load Combination
Max. 'Y' Defl Location in Span
+D+S 1
0.3813 0.000
0.0000 0.000
2
0.0000 0.000
S Only
-0.1218 6.935
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support I Support 2 Support 3
Overall MAXimum
4.072
0.707
Overall MINimum
1.413
-0.341
D Only
2.355
0.707
+D+S
4.072
0.367
MR
vw
Wood Beam
IMM.1,311573ii-MisT.T.-711111111
Description : (2-5) C
Vertical Reactions
Load Combination
+D+0.750S
+0.60D
S Only
File= SAJobs\s18\s1811\s1811020 - 917 Pine Streefto 181203QF_enercalc trib 180131_.ec(
ENERCALG, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2,2f
Licensee: SOUND STRUCTURAL SOLUTIONS
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
Support 3
3.643
0.452
1.413
0.424
1.718
-0.341
o
1A1 A 0 File = S:\JobsW81s181
UU VC211111
Lic. #: KW-06006655
Description : (2-7)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination JBC 2015
Fb - Compr
Fc - PrIl
Wood Species Douglas Fir - Larch
Fc - Perp
Wood Grade No.2
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.04) L(D.12) S(O.05)
2x12
Span = 7.0 ft
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
0 - 917 Pine Street\wo 181203k2F_enercalc trib 180131_.e(i
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.' 2E
E: Modulus of Elasticity
Ebend-xx 1,600.Oksi
Eminbend - xx 580.Oksi
Density 31.20 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF DECK)
DESIGN SUMMARY
a�*� I -M
Maximum Bending Stress Ratio
0.41 a. 1 Maximum Shear Stress Ratio
0.277 :1
Section used for this span
2x12
Section used for this span
2x1 2
fb, : Actual
371.67 psi
fv : Actual
49.78 psi
FB: Allowable
900.00 psi
Fv: Allowable
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
3.500ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.023 in Ratio=
3668 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.032 in Ratio =
2628 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span Max . ..... Def] Location in Span Load Combination Max. 'Y' Defi Location in Span
+D+0.750L+0.750S 1 0.0320 3.526 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.586
0.586
Overall MINimurn
0.084
0.084
D Only
0.140
0.140
+D+L
0,560
0.560
+D+S
0.315
0.315
+D+0.750L+0.750S
0.586
0.586
+0.60D
0.084
0.084
L Only
0.420
0.420
S Only
0.175
0.175
FN
too
File= SAJobs\s18\s1811\s1811020 - 917 Pine Street\wo 181203\181203 — 2F — enercalc trib—s I 811020.ecl
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2,28, Ver:6.17.2.2E
I RTWIM ATE I 1 1.111 1 R1 I "IM&*9111 " I II&I I ZAILM I
Description : (2-12)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination JBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.Oksi
Fc - Prll
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310.0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.114)
3.5x9.25
Span = 9.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D = 0,0150, S = 0.0250 ksf, Extent = 0.0 > 2.750 ft, Tributary Width = 6.0 ft, (ROOF)
Uniform Load: D = 0.020, S = 0.0250 ksf, Extent = 2.750 > 9�50 ft, Tributary Width = 12.0 ft, (rOOF)
Point Load : D = 0.1140, L = -0.0890, S = 0.2020 k @_ 2.750 ft, ((2-10))
Ut")IL71V "AUMMAKY
Maximum Bending Stress Ratio
0.53a 1 Maximum Shear Stress Ratio
0.330 : 1
Section used for this span
3.5x9.25
Section used for this span
3.5x9.25
fb : Actual
1,432.90 psi
fv : Actual
117.55 psi
FIB: Allowable
2,673.75 psi
Fv: Allowable
356.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
4.785ft
Location of maximum on span
9.500 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.153 in Ratio=
743 >=360
Max Upward Transient Deflection
-0.006 in Ratio =
18871 360
Max Downward Total Deflection
0.270 in Ratio =
422 240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination
Span Max. "-" Defi Location in Span Load Combination Max. 'Y' Defl Location in Span
+D+S
1 0.2700 4.785 0.0000 0.000
Reactions
Support notation : Far left is #1 Values in KIPS
—,Vertical
Load Combination
Support 1 Support 2
Overall MAXimum
2.084 2.537
Overall MINimum
-0.063 -0.026
D Only
0.868 1.113
+D+L
0.805 1.088
+D+S
2.084 2.537
+D+0.750L+0.750S
1.733 2.162
Wood Beam
Description (2-12)
Vertical Reactions
Load Combination
+0.60D
L Only
S Only
File= S,.UobsW81s18111s1811020 - 917 Pine Stre6wo 181203\181203,2F_percalc tdb�_M811020.ecf
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Support notation : Far left is #1 Values in KIPS
Supportl Support 2
0.521 0.668
-0.063 -0.026
1.216 1.424
File= SAJobsWffls1811�s1811020- 917 Pine Streefto 1811201181203217enercalc trib-s'1811020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (2-13)
CODE REFERENCES
Calculations per INDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
900.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
900.0 psi
Ebend-xx 1,600.0 ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0 ksi
Wood Species Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.20 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
0(0.23) (0.288)
D(O.0 V (0.05) V0.03V(0.j
4x12 4X12
Span = 9.50 ft Span = 2.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0150, S = 0,0250 ksf, Tributary Width = 2.0 ft, (ROOF)
Load for Span Number 2
Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF)
Point Load : D = 0,230, S = 0.2880 k @ 2.0 ft, ((2-3))
DESIGN SUMMARY
aximum Bending Stress Ratio
0.171:1 Maximum Shear Stress Ratio
0.125 :1
Section used for this span
4x12
Section used for this span
4x12
fb : Actual
194.40 psi
fv : Actual
25.83 psi
FB: Allowable
1, 138.50 psi
Fv: Allowable
207.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
9.500ft
Location of maximum on span
9.500ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.004 in Ratio =
11730 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.009 in Ratio =
5438 >=240.
Max Upward Total Deflection
-0.001 in Ratio=
113391 >=240.
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location in Span Load Combination
Max. 'Y' Defl Location in Span
+D+S 1
0.0054 3.450 +D+S
-0.0010 8.545
+D+S 2
0.0088 2.000
0.0000 8.545
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
0.254 1.184
Overall MINimum
0.053 0.292
D Only
0.088 0.487
+D+S
0.254 1.184
Now
Wood Beam File= 8AJobs\s1Ms1811\s1811O2O - 917 Pine Street1wo 181203\181203L2Fenercalc tdk-s16116k�Cf-1l11l
ENERCALC, INC. 1983-2D17, Build:6.17.2,28, Ver:6.17.2.2i I
Description : (2-13)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support I Support 2 Support 3
+D+0.750S 0.213 1.010
+0.60D 0.053 0.292
S Only 0.166 0.697
r,
400
on
aw
Wood Beam
File = S:\Jobs\sl B\sl
Lic. #: KW-06006655
Description : (2-16)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination IBC 2015
Fb - Compr
Fc - PrIl
Wood Species Trus Joist
Fc - Perp
Wood Grade Parallam PSL 2.2E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional
buckling
811020 - 917 Pine Streetkwo 181203k18i203_2F_enercaIc triLs'1811020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2,28, Ver:6.1722E
2,900.0 psi
E: Modulus of Elasticity
2,900.0 psi
Ebend-xx 2,200.0 ksi
2,900.0 psi
Eminbend - xx 1, 118.19 ksi
625.0 psi
OR
290.0 psi
2,025.0 psi
Density 45.050 pcf
D(O.1 i� (0. 15, ID, Q(0.28) S(O.35)
T
15A.25 3.5x9.25
Span = 17.0 ft Span = 6.333 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Varying Uniform Load : D(S,E) = 0.0840-0.020,
S(S,E) = 0.1210-0.050 ksf, Extent 9.50 --- 17.0 ft, Trib Width 2.0 ft, (ROOF)
Uniform Load : D = 0.020, S = 0.0250 ksf, Extent
= 0.0 -->> 9.50 ft, Tributary Width 6.0 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 14.0 ft, (ROOF)
DESIGN SUMMARY
2Maximum Bending Stress Ratio
1 Maximum Shear Stress Ratio
0.462 : 1
Section used for this span
3.5x9.25
Section used for this span
3.5x9.25
fb : Actual
2,024.04 psi
fv : Actual
154.02 psi
FIB : Allowable
3,335.00 psi
Fv: Allowable
333.50 psi
Pq
Load Combination
+D+S
Load Combination
+D+S
t Location of maximum on span
17.000ft
Location of maximum on span
17.000ft
I Span #where maximum occurs
Span # I
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.325 in Ratio=
627 >=360
Max Upward Transient Deflection
-0.020 in Ratio=
3812 >=360
Max Downward Total Deflection
0.563 in Ratio
362 >=240.
i Max Upward Total Deflection
-0.033 in Ratio=
2331 >=240.
Overall Maximum Deflections
so
Load Combination Span Max
. ..... Defi Location in Span
Load Combination Max. 'Y' Defl
Location in Span
+D+S 1
0.5630 7.693
0.0000
0.000
2
0.0000 7.693
+D+S -0,0326
2.052
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
1.883 6.069
0.666
Overall MINimum
0.493 1.525
0.198
D Only
0.821 2.542
0.330
+D+S
1.883 6.069
0.666
%M
Not
IN
&am
Wood Beam
File= SAJobs\s18\s1811\s1811020-917 Pine Streetwo 181203k181202L2Fjnercalc td�_s1811020.w
ENERGALC, INC. 1983-2017, Build:6.17.2.28. Vw:6.17.2.2E
Description : (2-16)
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2 Support 3
+D+0.750S
1.617
5.187 0,582
+0.60D
0.493
1.525 0.198
S Only
1.061
3.527 0.336
PIN
rill
I"
"MI,
File= S:\JoWs1&s181 %1811020 - 917 Pine Skeefto 1812031181203 2F enercalc trib s1811020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. #: KW-06006655
Description : (2-17)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination JBC 2015
Fb - Compr
Fc - Prll
Wood Species Trus Joist
Fc - Perp
Wood Grade TimberStrand LSL 1.55E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.1979 Y (0.24752)
3.50.25
Span = 9.333 ft
2,325.0 psi
E: Modulus of Elasticity
2,325.0 psi
Ebend-xx 1,550.0 ksi
2,170.0 psi
Eminbend - xx 787.82 ksi
900.0 psi
310. 0 psi
1,070.0 psi
Density 44.990 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.01414, S = 0.01768 ksf, Tributary Width = 14.0 ft, (ROOF)
DESIGN SUMMARY
.Maximum Bending Stress Ratio
0.43111, 1 Maximum Shear Stress Ratio
0270 : 1
Section used for this span
3.5x9.25
Section used for this span
3.5x9.25
flb : Actual
1, 166.25 psi
fv : Actual
96.32 psi
FB: Allowable
2,673.75 psi
Fv: Allowable
356.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
4.667ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.119 in Ratio=
942 360
i Max Upward Transient Deflectioin
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.214 in Ratio=
523 >=240.
Max Upward Total Deflection
0.000 in Ratio
0 <240.0
Overall Maximum Deflections
Load Combination Span
+D+S 1
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+S
+D+0.750S
+0.60D
S Only
Max."2' Defl Location in Span Load Combination
02138 4.701
Support notation Far left is #1
Support 1 Support 2
2.079 2.079
0.554 0.554
0.924 0.924
2,079 2.079
1.790 1.790
0.554 0.554
1.155 1.155
Max."+" Defi Location in Span
Values in KIPS
Awl
Wood Beam
File = S:\Jobs\s18\s1811\s1811020 - 917
Pine Streefto 181203\2F enercalc trib 180131 ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.172.2j
7 = I
Description (2-18)
- - ----
CODE REFERENCES
Calculations per INIDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
900 psi
E.- Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
900 psi
Ebend-xx 11600ksi
Fc - PrIl
1350 psi
Eminbend - xx 580 ksi
Wood Species Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade No.2
Fv
180 psi
Ft
575 psi
Density 31.2 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.06) s(O.075)
4x4
Spa— 5 0 ft
Applied Loads Service loads entered. Load ractors will be applied for calculations.
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF)
Uk,WUN Z:iUMMAHY
Maximum Bending Stress Ratio
0.456Z 1 Maximum Shear Stress Ratio
0.200 : 1
Section used for this span
4x4
Section used for this span
4x4
flo : Actual
708.45 psi
fv : Actual
41.33 psi
FB: Allowable
1,552.50psi
Fv: Allowable
207.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
2.500 ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.053 in Ratio=
1131 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.095 in Ratio=
628 >=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. "-" Dell Location in Span Load Combination Max. 'Y' Defl Location in Span
+D+S 1
0.0954
2.518 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.338
0.338
Overall MINimum
0.090
0.090
D Only
0.150
0.150
+D+S
0.338
0.338
+D+0.750S
0.291
0.291
+0.60D
0.090
0.090
S Only
0.188
0.188
S"
UW
File= SAJobs\s18W811\s1811020 - 9117 Pine Street\wo 181201181203 1F enerm1ctrib_s1811020.ed
Wood Beam ENEIRCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
'Lic.#:KW-06006655
Description : (1 -1)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination IBC 2015
Fb - Compr
Fc - Prll
Wood Species Trus Joist
Fc - Perp
Wood Grade TimberStrand LSL 1.55E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
2325 psi
2325 psi
2170 psi
900 psi
310 psi
1070 psi
D(O.02) L( V 6)S(O.025) f --------
1.75xll.875
Span = 3.750 ft
E: Modulus of Elasticity
Ebend-xx 1550ksi
Eminbend - xx 787.815ksi
Density 44.99 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
UniformLoad: D=0.020, L=0.060r S=0.0250, Tributary Width= 1.0 ft, (ROOF DECK)
DESIGN SUMMARY mmm���
Maximum Bending Stress Ratio
0.018Z 1 Maximum Shear Stress Ratio
0.035 : 1
Section used for this span
1.75xl 1.875
Section used for this span
1.75xl 1.875
flo : Actual
41.03psi
fv : Actual
10.83 psi
1713: Allowable
2,325.00 psi
Fv: Allowable
310.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
1.875ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0.000 in Ratio
0 <360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.001 in Ratio=
45444 >=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Spar
+D+0.750L+0.750S
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+L
+D+S
+D+0.750L+0.750S
+0.60D
L Only
S Only
Max, %" Defl Location in Span Load Combination Max. 'Y' Dell Location in Span
00010 1.889 0.0000 0.060
Support notation : Far left is #1 Values in KIPS
No
fto
00
am
M
%Md
Support 1
Support 2
0.157
0.157
0.023
0.023
0.038
0.038
0.150
0.150
0.084
0.084
.
0.157
0.157
00
0.023
0.023
0.113
0.113
0.047
0.047
am
MW
�.j
bow
go
%ad
Wood Beam
File= SAJobs\s1Ms18Ms1811020 917 Pine Street\wo 181203k181203 I Fenercalc trib-s1811020.ect
ENERCALC, INC. 1983-2017, Build:6.17.2,28, Ver:6.17.2.2
Lic. # : KW-06006655
Licensee,."
SOUND STRUCTURAL SOLUTI�Ijj
Description : (1-2)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
low
Analysis Method: Allowable Stress Design
Fb - Tension
2325 psi
E Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2325 psi
Ebend-xx 1550ksi
Fc - PrIl
2170 psi
Eminbend - xx 787.815ksi
Wood Species Trus Joist
Fc - Perp
900 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310 psi
Ft
1070 psi
Density 44.99 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O. 15) L(O f )S(D.1875)
1.75xll.B75
Spa-- 3 750 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 7.50 ft, (ROOF DECK)
Maximum Bending Stress Ratio
0.1321 Maximum Shear Stress Ratio
0.262 :1
wo
Section used for this span
1.75xl 1.875
Section used for this span
1.75xi 1.875
fb : Actual
307.72 psi
fv : Actual
81.20 psi
F`13: Allowable
2,325.00psi
Fv: Allowable
310.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
1.875ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.005 in Ratio =
8457 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.007 in Ratio=
6059 240.
i Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Maximum Deflections
Load Combination Span
Max. "2' Defl Location in Span Load Combination Max. 'T' Defl Location in Span
+D+0.750L+0.750S 1
0.0074 1.889 0.0000 0.000
ON
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
"W
Overall MAXimum
1.178 1.178
Overall MINinnum
0.169 0.169
D Only
0.281 0.281
+D+L
1.125 1.125
'.W
+D+S
0.633 0.633
+D+0.750L+0.750S
1.178 1.178
+0.60D
0.169 0.169
L Only
0.844 0.844
S Only
0.352 0.352
MEN
File= SAJobs\s18\s1811\s1811020 - 917 Pine Street\wo 181203\181203 1F-enercalc trib_s1811020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION
Description : (1-3)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CEIC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E Modulus of Elasticity
Load Combination JBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.Oksi
Fc - PHI
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310. 0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D(O.02) L(O.06) S(O.025)
1.75xl 1.875
Span = 18.250 ft
Loads
Service loads entered. Load Factors will be applied for calculations.
--Applied
Uniform Load : D = 0,020, L = 0.060, S
0.0250 , Tributary Width = 1.0 ft, (ROOF DECK)
DESIGN SUMMARY
Maximurn Bending Stress Ratio
0.36a. 1 Maximum Shear Stress Ratio
0.170 : 1
Section used for this span
1.75xl 1.875
Section used for this span
1.75xll.875
flo : Actual
971.75 psi
fv : Actual
52.69 psi
FB: Allowable
2,673.75 psi
Fv: Allowable
310.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
9.125ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflecbon
0.398 in Ratio=
550 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.555 in Ratio=
394 >=240.
Max Upward Total Deflection
0.000 in Ratio
0 <240.0
Overall Maximum Deflections-_
Load Combination Span
Max. Defl Location in Span
Load Combination
Max. 'Y' Defl Location in Span
+D+0.750L+0.750S 1
0.5555 9.192
0.0000 0.000
Vertical Reactions
Support
notation Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
0.764 0.764
Overall MINimum
0.110 0.110
D Only
0.183 0.183
+D+L
0.730 0.730
+D+S
0.411 0.411
+D+0.750L+0.750S
0.764 0.764
+0.60D
0,110 0.110
L Only
0.548 0.548
S Only
0.228 0.228
Wood Beam File= 8:\Jobs\s18\s1811\s1811020 - 917 Pine Street%wo 181203\181203 1F_enercale trib_s1811020,ei,,I
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lic. #: KW-06066US
Licensee
: SOUND STRUCTURAL SOLUTI
Description : (1-4)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E Modulus of Elasticity
Load Combination JBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.Oksi
Fc - PrIl
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310. 0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D(M`15) S(O.025)
1.75xl 1.875
Span = 22.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.0250, Tributary Width = 1.0 ft, (ROOF)
DESIGN SUMMARY
'Maximum Bending Stress Ratio
0.24a. 1 Maximum Shear Stress Ratio
0.091 : 1
Section used for this span
1.75xll.875
Section used for this span
1.75xl 1.875
fto : Actual
738.52 psi
fv : Actual
32.48 psi
FB: Allowable
3,074.81 psi
Fv: Allowable
356.50 psi
Load Combination
+D+S
Load Combination
+D+S
1 Location of maximum on span
11.250ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.383 in Ratio =
704 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.613 in Ratio =
440 >=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
—Overall Maximum Deflections
Load Combination Span
Max. 'Y' Defi 'Location in Span
Load Combination
Max. 'Y' Defl Location in Span
+D+S 1
0.6129 11.332
0.0000 0.000
-verticall Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXinnum
0.450 0.450
Overall MINinnurn
0.101 0.101
D Only
0.169 0.169
+D+S
0.450 0.450
+D+0.750S
0.380 0.380
+0.60D
0.101 0,101
S Only
0.281 0,281
File= SAlobs\08\0811\0811020-9117 Pine StreeAwo 181203\181203 I F_enercalctrib_s1811020eC(
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lie. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-5)
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination JBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.Oksi
Fc - Pdl
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310. 0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
I
D(O. 169) S(0.282)
D(O.015) L( 6)S(O.025) �(V15) S(O.025)
1.75xl 1.875 1.75xll.875
Span = 14.50 ft Span = 2.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
aw
Load for Span Number 1
Uniform Load: D = 0.0150, L = 0.060, S = 0.0250 , Tributary Width = 1.0 ft, (ROOF)
401
Load for Span Number 2
Uniform Load : D = 0.0150, S = 0.0250, Tributary Width = 1.0 ft, (ROOF)
MW
Point Load : D = 0,11690, 3 = 0.2820 R 2.0 ft, ((1 -4))
DESIGN SUMMARY
Maximum Bending Stress Ratio
0. 1 9S 1 Maximum Shear Stress Ratio
0.133 : 1
Section used for this span
1.75xi 1.875
Section used for this span
1.75xl 1.875
fb : Actual
522.65 psi
fv : Actual
41.08 psi
FB: Allowable
2,673.75 psi
Fv: Allowable
310.00 psi
00
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
6.885ft
Location of maximum on span
14,500ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.159 in Ratio
1093 >=360
Max Upward Transient Deflection
-0.070 in Ratio=
688 >=360
Max Downward Total Deflection
0.177 in Ratio=
984 >=240.
Max Upward Total Deflection
-0.069 in Ratio=
700 >=240.
Overall Maximum Deflections
Load Combination Span
Max. Defi Location in Span
Load Combination
Max. 'Y' Defl Location in Span
+D+L 1
0.1767 7.128
0.0000 0.000
2
0.0000 7.128
L Only
-0.0696 2.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2 Support
3
Ing
Overall MAXimum
0.518 1.076
Overall MINimurn
0.050 0.200
D Only
0.083 0.333
+D+L
0.518 0.768
.IN
kod
Wood Beam
Description
Vertical Reactions
Load Combination
taw
+D+S
+D+0.750L+0.750S
+0.60D
L Only
S Only
r
File= SAJobsks1ffis1811ks18 11020 - 917 Pine Streellkwo 181201181203 1 F_enercalc triLM11020.ed
ENEIRCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Support notation : Far left is #1 Values in KIPS
Support I Support 2 Support 3
0.222 0.889
0.514 1.076
0.050 0.200
0.435 0.435
0.139 0.556
Wood Beam
File= S-.Uobs\s18\s1811Ns1811020 - 917 Pine Street1wo 181203\181203 1F enercalctrib_sIB11020.eci
ENERCALC,
INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lic. # : KW-06006655
Licensee:
SOUND STRUCTURAL SOLUTIONS
Description (1 -6) A
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,900.0 psi
E Modulus of Elasticity
Load Combination JBC 2015
Fb - Compr
2,900.0 psi
Ebend-xx 2,200.0 ksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1,118.19 ksi
Wood Species Trus Joist
Fc - Perp
625.0 psi
Wood Grade Parallam PSL 2.2E
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.050 pcf
Beam Bracing Beam is Fully Braced against late ra 1-torsiona I
buckling
D(O.115) Q0.145) S(O.14375) 0.12) L(O.36) S(O.1
D(O.015)L( 6)S(O.025) D(O.015) S(o.o2liO.031) L(O 0435) S(O.517)
7xl 1.875 7x1 1.875
Span = 16.667 ft Span = 6.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load D = 0.0150, L = 0.060, S = 0.0250, Tributary Width = 1.0 ft, (ROOF)
Uniform Load D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.750 ft, (ROOF DECK)
Load for Span Number 2
Uniform Load : D = 0.0150, 3 = 0.0250, Tributary Width = 1.0 ft, (ROOF)
Point Load : D = 0.0310, L = 0,04350, S = 0.5170 k @ 6.0 ft, ((1-5))
Uniform Load : D = 0.020, L = 0.06G, S = 0.0250 ksf, Tributary Width = H ft, (ROOF DECK)
tIff #ARAB A F211
'Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB; Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
Load Combination Span
+D+L 1
2
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
0.4711 1 Maximum Shear Stress Ratio
0.416 : 1
5.25xl 1.875
Section used for this span
5.25xll.875
1111101
1,380.26psi
fv : Actual
120.78 psi
2,900.00 psi
Fv: Allowable
290.00 psi
000
+D+L
Load Combination
+D+L
7.263 ft
Location of maximum on span
16.667ft
Am
Span # I
Span # where maximum occurs
Span # I
1001
0.315 in Ratio =
635 >=360
-0.196 in Ratio =
734 >=360
ON
0.408 in Ratio=
490 -240.
-0.238 in Ratio=
604 >=240.
NEW
Max. �-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
0.4076 7.914 0.0000 0.000
0.0000 7.914 +D+L -0.2381 6.000
Support notation : Far left is #1 Values in KIPS
Supportl Support 2 Support 3
3.928 9.080
0.556 1.249
No
AM
low
Wood Beam
Description (1-6)A
Vertical Reactions
Load Combination
D Only
+D+L
+D+S
+D+0.750L+0.750S
+0.60D
L Only
S Only
PR
V
S:Uobs1s1Ms181%1811020 - 917 Pine Streetwo 1812031`1812D3 I F_enercalc tril�_0811020.eil
ENERCALC, INC. 1983-2017, Build:6.17.2.28. Ver.6.17.2.' 2f
Support notation : Far left is #1
Support 1
Support 2 Support 3
0.926
2.081
3.897
8.064
1.958
5.430
3.928
9.080
0.556
1.249
2.971
5.983
1.031
3.348
Values in KIPS
i IN
�.w
File = S.XJobs1s1&s181%1811020 - 917 Pine Street\wo 181203\181203 IF-enercalc trib s1811020.ec6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-6) B
CODE REFERENCES
Calculations per INDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,900.0 psi
E: Modulus of Elasticity
Load Combination JBC 2015
Fb - Compr
2,900.0 psi
Ebend-xx 2,200.0 ksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1, 118.19 ksi
Wood Species Trus Joist
Fc - Perp
625.0 psi
Wood Grade Parallam PSL 2.2E
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.050 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.08625) L(O 5) S(O.14375) D(O.09)
D(O.015) L(O.06) S(O.025) D(O.015) D(O.0131)
7
7x1 1.875 7A 1.875
Span = 16.667 ft Span = 6.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D = 0.0150, L = 0.060, S =
0.0250, Tributary Width = 1.0 ft, (ROOF)
P"
Uniform Load: D=0.0150, L = 0.060, S =
0.0250 ksf, Tributary Width 5.750 ft, (DECK)
Load for Span Number 2
Uniform Load: D = 0.0150, Tributary Width = 1.0 ft, (ROOF)
Point Load: D = 0.0310 k 0- 6.0 ft, (0-5))
Uniform Load : D = 0.0150 ksf, Tributary Width 6.0 ft, (ROOF DECK)
DESIGN SUMMARY
_lMaximum
Bending Stress Ratio
0.416.1 Maximum Shear Stress Ratio
0.270 :1
Section used for this span
7xl 1.875 Section used for this span
7xl 1.875
fb : Actual
1,207.56 psi fv : Actual
78.38 psi
FB: Allowable
2,900.00 psi Fv: Allowable
290.00 psi
Load Combination
+D+L Load Combination
+D+L
Location of maximum on span
8.101 ft Location of maximum on span
16.667 ft
op
Span # where maximum occurs
Span # 1 Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.330 in Ratio 605 >=360
Max Upward Transient Deflection
-0.377 in Ratio= 382 >=360
PIN
Max Downward Total Deflection
0.404 in Ratio= 494 >=240.
Max Upward Total Deflection
-0.424 in Ratio= 338 >=240.
PW
Overall Maximum Deflections
wo .
Load Combination Span
Max. Defl Location in Span Load Combination
Max. Defl
Location in Span
+D+0.750L+0.750S 1
0.4041 8.287
0.0000
0.000
2
0.0000 8.287 +D+0.750L+0.750S
-0.4236
6.000
Vertical.
Support notation : Far left is #1
Values in KIPS
-Reactions
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
4.305 5.215
Overall MINimum
0.432 0.978
on
No
Wood Beam
Description : (1-6) B
Vertical Reactions
Load Combination
D Only
+D+L
+D+S
+D+0.750L+0.750S
4601)
L Only
S Only
File � &\Jobs�s 1 ft181110811020-917 Pine SIneeftwo 181203\181203 IF enercalc trib sl 811020.ec6
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2 Support 3
0.719 1.629
4.094 5.004
2.125 3,036
4.305 5,215
0,432 0.978
3.375 3.375
1.406 1.406
File= S-.Uobs1sl81s1811\s1811020 -917 Pine Street\wo 18120181203 1F enercalctrib—s1811020.ecl
Nood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION'
Description : (1 -6) C
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination IBC 2015
Fb - Compr
Fc - Prll
Wood Species Trus Joist
Fc - Perp
Wood Grade Parallam PSL 2.2E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsiona I buckling
I"
No
Pq
fto
so
aw
Pq
No
2,900.0 psi
E: Modulus of Elasticity
2,900.0 psi
Ebend-xx 2,200.0 ksi
2,900.0 psi
Eminbend - xx 1, 118.19 ksi
625.0 psi
290.0 psi
2,025.0 psi
Density 45.050 pcf
Q (0; 12) 0.12) L( V 6)S(O.1 � ----+
D(O.015) D(0.015)S(o.oA0Q.031) Q0.0435) S(O.517)
7x1 1.875
Span = 16.667 ft
7xl 1.875
Span = 6.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0150, Tributary Width = 1.0 ft, (ROOF)
Uniform Load: D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF DECK)
Load for Span Number 2
Uniform Load : D = 0.0150, S = 0.0250, Tributary Width = 1.0 ft, (ROOF)
Point Load: D = 0.0310, L = 0.04350, S = 0.5170 k @ 6.0 ft, ((1 -5))
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF DECK)
DESIGN SUMMARY
!- Maximum Bending Stress Ratio
0.270.1
Maximum Shear Stress Ratio
Section used for this span
7x1 1.875
Section used for this span
fb : Actual
901.60 psi
fv : Actual
FB: Allowable
3,335.00 psi
Fv: Allowable
Load Combination
+D+0.750L+0.750S
Load Combination
Location of maximum on span
16.667ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.230 in Ratio=
626 >=360
Max Upward Transient Deflection
-0.097 in Ratio=
2055 >=360
Max Downward Total Deflection
0.301 in Ratio =
4.76 >=240.
Max Upward Total Deflection
-0.076 in Ratio=
2629 >=240.
Overall Maximum Deflections
0.199 : 1
7x1 1.875
66.21 psi
333.50 psi
+D+0.750L+0.750S
16,667ft
Span # I
Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Dell Location in Span
D Only 1 0.0112 0.745 L Only -0.0973 9.683
+D+0.750L+0.750S 2 0.3013 6.000 0.0000 9.683
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support I Support 2 Support 3
Overall MAXimum 0.968 5.536
Overall MINimum -0.375 1.274
a"
am
ISM
%W
Wood Beam
rlll�. .1 =1 I - �,
Description : (1-6) C
Vertical Reactions
Load Combination
0 Only
+D+L
+D+S
+D+0.750L+0.750S
+0.60D
L Only
S Only
File= S:UobsW81s181i1s1811020 -917 Pine Streefto 1812031181203 1F_enercalc tri�_0811020.ec(
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Support notaltion : Far left is #1 Values in KIPS
Support 1 Support 2 Support 3
0.968 2.123
0.564 4.731
0.593 4.065
0,383 5.536
0.581 1.274
-0.404 2.608
-0.375 1.942
File =S,.QobsW81s18111a1811020 - 917 Fine Stwilwo 1181201181203 T-enercalctrib-s'1811020.ed
Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.1722E
Description : (1 -7) A
CODE REFERENCES
Calculations per AISC 360-10, IBG 2015, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Ei Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bencing
DMAZ L161 S(O.15)
Span 12.0 ft Span 6.0 ft
WIN22 W12x22
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR)
Uniform Load: D = 0.020, L = 0,060, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF DECK)
Point Load : W = 1.422, E = 4.339 k @ 0.0 ft
Load(s) for Span Number 2
PointLoad: D=0.1070, L=0.04350, S=0.1780k@6.0ft,((1-5))
UniformLoad: D=0.020, L=0.060, S=0.0250ksf, Tributary Width=
15.0 ft, (ROOF DECK)
PointLoad: D=0.1830, L=0.,W0, S=0.2280k(ZD_6.0ft,((1-3))
DESIGN SUMMARY
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
0.137 1
Section used for this span W12x22
Section used for this span
W1 2x22
Ma: Applied 29.475 k-ft
Va : Applied
8.761 k
Mn / Omega: Allowable 73.104 k-ft
Vn/Omega: Allowable
63.960 k
Load Combinffi&D+0.750L+0.750S�+0.8925E, LL Comb Run (ILL)
Load Combir(aBND+0.750L+0.75OS-0.8925E, LL Comb Run (1)
Location of maximum on span 12.000ft
Location of maximum on span
12.000 ft
Span # where maximum occurs Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.253 in Ratio =
569 >=360
Max Upward Transient Deflection -0.119 in Ratio =
1,212 >=360
Max Downward Total Deflection 0.310 in Ratio=
465 >=180
Max Upward Total Deflection -0.070 in Ratio=
2059 >=180
Overall Maximum Deflections
Load Combination Span Max."-" Defl Location in Span Load Combination Max. 'Y' Defl Location in Span
+D+L 1 0.0767 5.760 +D+L -0.0699 7.440
+0+0.750L+0.75OS-0.5250E 2 0.3097 6.000 0.0000 7.440
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1
Support 2 Support 3
Overall MAXimum
6.554
16.424
Overall MINimum
:0.082
2.529
D Only
-0.935
4.215
+D+L, LL Comb Run rQ
.,0.711
11.852
+D+L, LL Comb Run (L*)
5.255
8.535
+D+L, LL Comb Run (U-)
3.609
16.172
+D+S
1.070
8.537
+D+0.750L+0.750S, LL Comb Run (*L)
-0.198
13.184
+D+0.750L+0.750S, LL Comb Run (L)
4.276
10.696
+D+0.750L+0.750S, LL Comb Run (U.)
3.042
16.424
+D+0.60W
1.788
4.215
+D-0.60W
0.082
4.215
+D+0.70E
3.972
4.215
M
ow
�w
0
Steel Beam
He -- �AJobs\sMs181`I\s181`I020-917 Pine Sbeetlwo 181203\181203 IF - enercalc trib_0811020.eci
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ve�:6.1722E
W 1111 K.4 d -11,
Description : (1 -7) A
Vertical Reactions
Support notabon Far left is #1 Values in KIPS
Load Combination Support I
Support 2 Support 3
+D-0.70E -2.102
4.215
+D+0.750L+0.750S+0.45OW, LL Comb R 0.441
13.184
+D+0.750L+0.750S+0.45OW, ILL. Comb R 4.916
10.696
+D+0.750L+0.750S+0A50W, LL Comb R 3.681
16.424
+D+0.750L+0.75OS-0.45OW, LL Comb Ri -0.838
13.184
+D+0.750L+0.75OS-0.45OW, LL Comb Ri 3.636
10.696
+D+0.750L+0.75OS-0.45OW,LL Comb Ri 2.402
16.424
+D+0.750L+0.750S+0.5250E, LL Comb F 2.080
13.184
+D+0.750L+0.750S+0.5250E, LL Comb F 6.554
10:696
+D+0.750L+0.750S+0.5250E, LL Comb F 5.320
.16.424
+D+0.750L+0.75OS-0.5250E, LL Comb R -2.476
13.184
+D+0.750L+0.75OS-0.5250E, ILL Comb R 1.998
10.696
+D+0.750L+0.75OS-0.5250E, LL Comb R 0.764
16.424
+0.60D+0,60W 1.414
2.529
+0.60D-0.60W -0.292
2.529
+0.60D+0.70E 3.598
2.529
+0.60D-0.70E -2.476
2.529
L Only, LL Comb Run (*L) -1.646
7.637
L Only, LL Comb Run (L*) 4.320
4.320
L Only, LL Comb Run (LL) 2.674
11.957
S Only 0.135
4.322
W Only 1 A22
0.000
-W -1.422
-0.000
E Only 4.339
E Only * -1.0 4.339
0
File= SAJobs\s'o8\s1811W811020 - 917 Pine StreetNwo 181203\181203 1F_enercalc trib_s1811020.ed
Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.1722E
. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-7) C
CODE REFERENCES
Calculations per AISC 360-10, 1 BC 2015, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load D = 0.0150 ksf, Tributary Width = 9.0 ft, (FLOOR)
Uniform Load D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF DECK)
Uniform Load D = 0,010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF)
Uniform Load D = 0,020 ksf, Tributary Width = 9.0 ft, (ROOF DECK)
Load(s) for Span Number 2
Point Load: D = 0.1070, L = 0.04350, S = 0.1780 k @ 6.0 ft, ((1-5))
Uniform Load : D = 0,020, L = 0.060, S = 0.0250 ksf, Tributary Width 15.0 ft, (ROOF DECK)
Point Load: D = 0.1830, L = 0.5480, S = 0.2280 k @ 6.0 ft, ((1-3))
DESIGN SUMMARY
Maximum Bending Stress Ratio
0,405: 1
Maximum Shear Stress Ratio =
0.138 : I
Section used for this span
W12x22
Section used for this span
W1 2x22
Ma: Applied
29.591 k-ft
Va : Applied
8.795 k
Mn / Omega: Allowable
73.104 k-ft
Vn/Omega: Allowable
63.960 k
Load Combination
+1.105D+0.750L+0.750S
Load Combination
+1.1050+0.750L+0.750S
Location of maximum on span
16.500ft
Location of maximum on span
16.500 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection 0.321 in Ratio = 449 >=360
Max Upward Transient Deflection -0. 132 in Ratio = 1,495 >=360
Max Downward Total Deflection 0. 193 in Ratio = 747 >=180
Max Upward Total Deflection -0. 160 in Ratio = 899 >=180
OR
Pq
Will
OR
fto
OR
wo
Overall Maximum Deflections
Load Combination Span
Max. "-" Defi
Location in Span Load Combination
Max. "+" Defi Location in Span
and
D Only 1
0.1929
7.986 L Only
-0.0798 14.124
L Only 2
0.3207
6.000
0.0000 14.124
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination Support 1
Support 2
Support 3
Overall MAXimum 4.889
15.645
Overall MlNimum -0.557
3.213
D Only 4.889
7.844
+D+L 3.692
15.032
+D+S 4.332
11.057
+D+0.750L+0.750S 3.573
15.645
+0.60D 2.933
4.706
L Only -1.197
7.188
S Only -0.557
3.213
PM
No
'PIN
Steel Beam
Description : (1 -7) E
File= &Qobs\s1ft18111s1811020-917 Pine Streedwo 18120181203 1 F_enercalctrilX_s 1811 020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.2f
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
D(O.3) L(J SAM)
W>%,
Span = 6.0 ft
W12X22
Applied Loads Service loads entered. Load Factors will be applied for calculations,
Beam self weight NOT internally calculated and added
Wd Load(s) for Span Number 1
PointLoad: D=0.1070, L=0.04350, S=0.1780k@6.0ft,((1-5))
UniformLoad: D=0.020, L=0.060, S=0.0250ksf, Tributary Width= 15.0 ft, (ROOF DECK)
PointLoad: D=0.1830, L=0.5480, S=0.2280k@6.Oft,((1-3))
DESIGN SUMMARY
Maximum Bending Stress Ratio 0.405: 1 Maximum Shear Stress Ratio
Section used for this span
W12x22 Section used for this span
Ma: Applied 29.591 k-ft Va: Applied
Mn / Omega: Allowable 73.104 k-ft Vn/Onnega: Allowable
Load Combination +1.105D+0.750L+0.750S Load Combination
Location of maximum on span 0.000ft Location of maximum on span
Span # where maximum occurs Span # 1 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
; rp
ind
goo
Overall Maximum Deflections
0.072 in Ratio= 2,005 >=360
0.000 in Ratio= 0 <360
0. 106 in Ratio = 1358 >=180
0.000 in Ratio= 0 <180
0.138
W1 2x22
8.795 k
63.960 k
+1. 1 05D+0.750L+0.750S
0.000 It
Span # I
Load Combination
Span
Max. "-" Dell Location in Span Load Combination Max."+" Defi Location in Span
+D+0.750L+0.750S
1
0.1061 6.000 0.0000 0.000
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
8.576
Overall MiNimum
1.254
D Only
2.090
+D+L
8.082
+D+S
4.746
+D+0.750L+0.750S
8.576
+0.60D
1.254
L Only
5.992
S Only
2.656
File= SAJobs\slffisi811ks181l1020-9117 Pine Streeftwo 181203\181203 T enercalctrib s1811020,ec(
steel Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1 -8) A
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Strength Design
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling
Bending Axis: Major Axis Bending
Fy : Steel Yield 50.0 ksi
E: Modulus: 29,000.0 ksi
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load D = 0.0150, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR)
Uniform Load D = 0.0 10 ksf, Tributary Width = 9.0 ft, (WALL)
Load(s) for Span Number 2
Point Load : D = 0.0380, L = 0.1130, S = 0.0470 k @ 6.0 ft, ((1-1))
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 11.0 ft, (ROOF DECK)
Point Load: D = 0.1830, L = 0.5480, S = 0.2280 k @ 6.0 ft, ((1-3))
DESIGN SUMMARY
�011111111
Maximum Bending Stress Ratio
0.310: 1 Maximum Shear Stress Ratio
0.103 - I
Section used for this span
W1 2x22
Section used for this span
W12x22'
Ma: Applied
22.676 k-ft
Va: Applied
6.612 k
Mn / Omega: Allowable
73.104 k-ft
Vn/Omega: Allowable
63.960 k
Load Combination
+1.105D+0.750L+0.750S
Load Combination
+1.105D+0.750L+0.750S
Location of maximum on span
16.500ft
Location of maximum on span
16.500 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.108 in Ratio =
1,337 >=360
Max Upward Transient Deflection
-0.044 in Ratio =
4;473 >=360
Max Downward Total Deflection
0.149 in Ratio=
969 >=180
Max Upward Total Deflection
-0.010 in Ratio =
14049 >=180
Overall Maximum Deflections
Load Combination Span Max . ..... Defl Location in Span Load Combination Max. "+" Defi Location in Span
+D+L
+D+0.750L+0.750S
Vertical Reactions
Load Combination
1
2
Support I
0.0830 6.864 S Only
0.1487 6.000
Support notation Far left is #1
Support 2 Support 3
-0.0395 12.012 PE
0.0000 12.012
wo
Values in KIPS
Overall MAXimum
3.546
12.269
Overall MINimum
-0.400
2.231
D Only
1.536
3.718
+D+L
3.546
12.269
+D+S
1.136
6.043
PM
+D+0.750L+0.750S
2.743
11.875
+0.60D
D.922
2.231
INd
L Only
2.010
8.551
S Only
-0.400
2.325
00
bw
W
aw
I pl�
Pq Steel Beam
L iTff,
MF,'M,
W.d Description (1 -8) C
0
woo
CODE REFERENCES
Calculations per AISC 360-10, 113C 2015, ASCE 7-10
Load Combination Set : 113C 2015
Material Properties
File = S.,\JobsWMs181%1811020 - 917 Pine Streellwo 181203�`181203 1F-enercalc tdb_s1811020.ec1
ENERCALC, INC. 1983-2017, Build:6.17.2.28. Ver.6.17.2.' 2E
Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Q(0.18)
D(V9)
Q(�35)
D(O.22) L( S(O.27q(0.088) L(O 48) S(O.249)
30
*
Span 6.0 ft
Span = 16.5D ft
W12x22
W12x22
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load: D = 0.0150 ksf, Tributary Width = 9.0 ft, (FLOOR)
Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load: D = 0.020 ksf, Tributary Width = 9.0 ft, (ROOF DECK)
Load(s) for Span Number 2
Point Load: D = 0.0380, L = 0,1130, S = 0.0470 k @ 6.0 ft, ((1-1))
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width 11.0 ft, (ROOF DECK)
Point Load: D = 0.1830, L = 0.5480, S = 0.2280 k @ 6.0 ft, ((1-3))
DESIGN SUMMARY nmff���
Maximum Bending Stress Ratio
0.310: 1 Maximum Shear Stress Ratio =
Section used for this span
W1 2x22
Section used for this span
Ma: Applied
22.676 k-ft
Va : Applied
Mn / Omega: Allowable
73.104 k-ft
Vn/Onnega: Allowable
Load Combination
+1.1 05D+0.750L+0.750S
Load Combination
Location of maximum on span
16.500 ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.259 in Ratio=
556 >=360
Max Upward Transient Deflection
-0.106 in Ratio=
1,863 360
Max Downward Total Deflection
0.187 in Ratio=
769 >=180
Max Upward Total Deflection
-0.087 in Ratio=
1646 >=180
Overall Maximum Deflections
0.103
W1 2x22
6.612 k
63.960 k
+1. 1 05D+0.750L+0.750S
16.500 ft
Span # 1
Load Combination
Span
Max.%" Defl
Location in Span Load Combination
Max. 'Y' Defi
Location in Span
D Only
1
0-1159_
7.986 L Only
_0-1F55_
10.230
L Only
2
0.2586
6.000
0.0000
10.230
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
3.021
11.132
Overall MINimum
-0.400
2.325
D Only
3.021
5.203
+D+L
2.061
10.784
+D+S
2.621
7.528
+D+0.750L+0.750S
2.001
11.132
+0.60D
1.813
3.122
L Only
-0.960
5.581
S Only
-0.400
2.325
go
File =S:Uobs\s18\s1811\s1811020-917 Pine Streeftwo 181203\181203 1F—enercalc trib_s1811020.ec(
Steel Beam ENERGALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
. -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONt
Description : (1-8) E
CODE REFERENCES
Calculations per AISC 360-10, 1 3C 2015, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties,
Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
W12x22
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load(s) for Span Number 1
PointLoad: D=0.0380, L=0.1130, S=0.0470kP_6.0ft,((1-1))
UniformLoad: D=0.020, L=0.060, S=0.0250ksf, Tributary Width= 11.0 ft, (ROOF DECK)
PointLoad: D=0.1830, L=0.5480, S=0.2280k@6.0ft,((1-3))
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.310: 1 Maximum Shear Stress Ratio
0.103 : 1
Section used for this span
W1 2x22
Section used for this span
W1 2x22
Ma: Applied
22.676 k-ft
Va: Applied
6.612 k
Min / Omega: Allowable
73.104 k-ft
Vn/Ornega: Allowable
63.960 k
Load Combination
+1.105D+0.750L+0.750S
Load Combination
+1.105D+0.750L+0.750S
Location of maximum on span
0.000ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.059 in Ratio =
2,444 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.082 in Ratio =
175" >=180
Max Upward Total Deflection
0.000 in Ratio =
6 1180
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. 'Y' Defl Location in Span
+D+0.750L+0.750S
Vertical Reactions-
1 0.0822
Load Combination
-_ -
Support 1 Support 2
Overall MAXimum
6.451
Overall MINimum
0.925
0 Only
4.541
+D+L
6.162
+D+S
3.466
+D+0.750L+0.750S
6.451
+0.60D
0.925
L Only
4.621
S Only
1.925
6.000 0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Wood Beam
File= S:kJobs\,s18\s1811\s1811020 - 917 Pine Streefto 181203\181203 1F—enercalc trib — s1811020.e,(
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.22E
1-ic. #: KW-06006655
Licensee
- SOUND STRUCTURML —SOUMOM
Description : (1 -9) A
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.0ksi
Fc - Prll
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310. 0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
MOM) U16) S(O.025)
D(V9) D(O.169) S(U82)
M0.015) L(O.04) D(O.021 S(0,025)
3.5x1 1.875 3.5xi 1.875
Span = 9.50 ft Span = 2.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number I
Uniform Load : D = 0.0150, L = 0.040 , Tributary Width = 1.0 ft, (FLOOR)
Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load: D = 0.020, L = 0.060, S = 0.0250 , Tributary Width = 1.0 ft, (ROOF DECK)
Load for Span Number 2
Point Load: D = 0.1690, S = 0.2820 k @ 2.0 ft, ((1-4))
Uniform Load : D = 0.020, S = 0.0250, Tributary Width = 1.0 ft, (ROOF)
Maximum Bending Stress Ratio
PO
Section used for this span
flo : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
PIN
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
SEW
6.
0.14111 Maximum Shear Stress Ratio
0.129 : I
3.5xl 1.875
Section used for this span
3.5xl 1.875
343.23 psi
fv : Actual
40.01 psi
2,325.00 psi
Fv: Allowable
310.00 psi
+D+L
Load Combination
+D+L
4.564ft
Location of maximum on span
9.500 fl,
Span # 1
Span # where maximum occurs
Span # 1
0.024 in Ratio=
4667 >=360
-0.016 in Ratio=
2942 >=360
0.050 in Ratio =
2277 240.
-0.030 in Ratio =
1592 240.
Load Combination Span Max. "-" Defl Location in Span Load Combination
Max. 'Y' Defl Location in 'Span
+D+L 1 0.0501 4.723 0.0000 0.000
2 0.0000 4.723 +D+L -0.0301 2.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 1.029 1.585
Overall MINinnum 0.054 0.475
File= S:UobsW81s18Ms1811020 - 917 Pine Streetwo 1812031181203 1F—enercalc trib—M`11020,ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
1111MI'MATE11:91 I "M 1111111c,161 Rob i M 0
Description : (1 -9) A
Vertical Reactions
Load Combination
D Only
+D+L
+D+S
+D+0.750L+0.750S
+0.60D
L Only
S Only
Support notation : Far left is #1
Supportl
Support 2 Support 3
0.554
0.843
1.029
1.318
0.608
1.358
0.951
1.585
0.332
0.506
0.475
0.475
0.054
0.515
Values in KIPS
P@
Pill
I Ifflood Beam
File= &WoWs'18\0811\0811020 - 9W Pine Street\wo 181203\181203 I F—enercalc trib—s'1811020ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.117.2.21
IlLic. # : KW-06006655
Licensee:
SOUND STRUCTURAL SOLVEL-
Description (1 -9) B
OR
CODE REFERENCES
I ow
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.0ksi
Fc - Prll
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310. 0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
PR
low
PM
D(O.02) L( i 6)S(O.025)
DV) D(O. 1 169)
3.5xl 1.875 3.5xll.875
Span = 9.50 ft Span = 2.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations,
Load for Span Number 1
Uniform Load D = 0.0150, L = 0.040, Tributary Width = 1.0 ft, (FLOOR)
Uniform Load D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load D = 0.020, L = 0.060, S = 0.0250 , Tributary Width = 1.0 ft, (ROOF DECK)
Load for Span Number 2
Point Load : D = 0.1690 k @_ 2.0 ft, ((1-4))
Uniform Load : D = 0.020, Tributary Width = 1.0 ft, (ROOF)
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FIB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
OA4a 1 Maximum Shear Stress Ratio
0.129 : 1
3.5xl 1.875
Section used for this span
3.Sxl 1.875
343.23 psi
fv : Actual
40.01 psi
2,325.00 psi
Fv: Allowable
310.00 psi
+D+L
Load Combination
+D+L
4.564ft
Location of maximum on span
9.500 ft
Span # 1
Span # where maximum occurs
Span # 1
0.024 in Ratio=
4667 360
-0.016 in Ratio=
2942 >=360
0.050 in Ratio=
2277 >=240.
-0.030 in Ratio=
1592 >=240.
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. 'Y' Defi Location in Span
+D+L 1 0.0501 4.723 0.0000 0.0c.0
2 0.0000 4.723 +D+L -0.0301 2.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 1.029 1.318
Overall MINimum 0.119 0.119
Fill
1
6.W
Wood Beam File = S:Uobs's Iffisl8l %11811020 - 917 Pine Streeftwo 118120MM03 IF_enercalc trib_s1811020.ec(
ENERCALC, INC. 1983-2017, Build:6.17.2.28. Ver:6.17.2,2f
Description : (1 -9) B
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Suppoql
Support 2 Support 3
D Only
0.554
0.843
+D+L
1.029
1.318
+D+S
0.673
0.961
+D+0.750L+0.750S
0.999
1.288
+0.60D
0.332
0,506
L Only
0.475
0.475
S Only
0.119
0.119
Wood Beam
File= S.\Jobs\s18\s181%11811020 - 917 Pine
El
#: KW-06006655
Licen
Description : (1 -9) C
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
Load Combination JBC 2015
Fb - Compr
2,325.0 psi
Fc - Pdl
2,170.0 psi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310.0 psi
Ft
1,070.0 psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
1812031181203 11'_enercalc trlb_s1811020.ec(
INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
E: Modulus of Elasticity
Ebend-xx 1,550.0 ksi
Eminbend - xx 787.82 ksi
Density 44.990 pcf
D( 2)
D( 9) D(O.169) I S(0,282)
3.Sxl 1.875 3.5X1 1.875
Span = 9.50 ft Span = 2.0 ft
Applied Loads
Load for Span Number 1
Uniform Load: D = 0.0150, Tributary Width = 1.0 ft, (FLOOR)
Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load: D = 0.020, Tributary Width = 1.0 ft, (ROOF DECK)
Load for Span Number 2
PointLoad: D=0.1690, S=0.2820k@_2.Oft,((1-4))
UniformLoad: D=0.020, S=0.0250, Tributary Width= 1.0ft, (ROOF)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
r �Maximurn Bending Stress Ratio
0�08e. 1 Maximum Shear Stress Ratio
0.082 : 1
Section used for this span
3.5xl 1.875
Section used for this span
3.Sxl 1.875
flo : Actual
179.06psi
fv : Actual
22.86 psi
FB: Allowable
2,092.50 psi
Fv: Allowable
279.00 psi
Load Combination
D Only
Load Combination
D Only
Location of maximum on span
4.458ft
Location of maximum on span
9.500 It
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0.011 in Ratio
4486 >=360
Max Upward Transient Deflection
-0.008 in Ratio=
13948 >=360
Max Downward Total Deflection
0.026 in Ratio=
4444 >=240.
Max Upward Total Deflection
-0.014 in Ratio=
3476 >=240.
Overall Maximum Deflections
Load Combination Span
Max. Defi Location in Span
Load Combination
Max. 'Y' Def] Location in Span
D Only 1
0.0256 4.670
0.0000 0.000
2
0.0000 4.670
D Only
-0.0138 2.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2 Support
3
Overall MAXimum
0.554 1.239
Overall MINimum
-0.065 0.397
am
so
Wood Beam
Description (1 -9) C
Vertical Reactions
Load Combination
D Only
+D+S
+D+0.750S
+0.601)
S Only
He= S-.Uobs1s181s18111s1811020-917 Fine Streeftwo 18120181203 lFjnercalc bib — s1811020.ed I
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Licensee: SOUND STRUCTURAL SOLUTIONS
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2 Support 3
0.554 0.843
0.489 1.239
0.505 1.140
0.332 0.506
-0.065 0.397
go
also
Wood Beam File= SAJobs\sWs1811\s1811020 -917 Pine Street\wo 181203\181203 11`�enercalc trb_s1811020.ec(
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Verl
iLic. #: KW-06006655
Description : (1 -9) E
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination JBC 2015
Fb - Compr
Fc - Pr1l
Wood Species Trus Joist
Fc - Perp
Wood Grade TimberStrand LSL 1.55E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.169 S(O.282)
D(O.021 S(0.02Q
—4
3.5xl 1.875
Span = 2.0 ft
2,325.0 psi
E: Modulus of Elasticity
2,325.0 psi
Ebend-xx 1,550.0 ksi
2,170.0 psi
Eminbend - xx 787.82 ksi
900.0 psi
310.0 psi
1,070.0 psi
Density 44.990 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculatiors.
PointLoad: D=0.1690, S=0.2820k@2.0ft,((1-4))
Uniform Load : D = 0.020, S = 0.0250 , Tributary Width 1.0 ft, (ROOF)
DESIGN SUMMARY
�Maximum Bending Stress Ratio
0.05411 Maximum Shear Stress Ratio
Section used for this span 3.5xl 1.875
Section used for this span
fb : Actual
144.71 psi
fv : Actual
FB: Allowable
2,673.75 psi
Fv: Allowable
Load Combination
+D+S
Load Combination
Location of maximum on span
0.000ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.002 in Ratio=
26292 360
Max Upward Transient Deflection
0.000 in Ratio
0 <360
1 Max Downward Total Deflection
0.003 in Ratio=
16312 >=240.
Max Upward Total Deflection
1
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
0.055 : 1
3.5xl 1.875
19.52 psi
356.50 psi
+D+S
0.000 ft
Span # 1
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. 'Y' Defi Location in Span
+D+S 1 0.0029 2.000 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
0.541
Overall MINimum
0.125
1) Only
0.209
-FD+S
0.541
+D+0.750S
0.458
+0.60D
0.125
S Only
0.332
MCI
No
OR
00
Wood Beam
File= SAJoWsiffis'1811\0811020
- 917 Pine Streeftwo 181203\181203 1F — enercalc trib—sl 811020.eci
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Description (1-10)
CODE REFERENCES
PSI
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress lDesign
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.0 ksi
Fc - Prll
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
Fv
900.0 psi
310.0 psi
Wood Grade TimberStrand LSL 1.55E
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional
buckling
D( V 9)
D(O.03) U0.08)
1.75x14
Span = 11.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load D = 0.0150, L = 0.040 ksf,
Tributary Width = 2.0 ft, (FLOOR)
Uniform Load D = 0.010 ksf, Tributary Width 9.0 ft, (WALL)
DESIGN SUMMARY
[Maximum Bending Stress Ratio
0.30a 1 Maximum Shear Stress Ratio
0.227 : 1
Section used for this span
1.75xl 4
Section used for this span
1.75x14
fto : Actual
694.02 psi
fv : Actual
70.41 psi
FB: Allowable
2,292.26 psi
Fv: Allowable
310.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
5,750ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span #where maximum occurs
Span # I
Maximum Deflection
max Downward Transient Deflection
0.051 in Ratio =
2703 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.128 in Ratio=
1081 -240.
Max Upward Total Deflection
0.000 in Ratio
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. Defi Location in Span
Load Combination
Max. 'Y' Defi Location in Span
+D+L 1
0,1276 5.792
0.0000 0.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support I
Support 2
Overall MAXimum
1.150
1.150
Overall MINimurn
0.414
0,414
D Only
0.690
0.690
+D+L
1.150
1.150
+D+0.750L
1.035
1.035
+0.60D
OA14
0.414
L Only
0.460
0.460
PW
bw
W
No
,on
ow
Wood Beam File= SAJobsksiffis'1131 1\0811020 - 917 Pine Streeftwo 181203\181203 I F_enercalc trl1b_s1811020.ec1
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.1722E
tric. #. KW-06006655
Licensee
' SOUND STRUCTURAL SOLU-
Description : (1-11)
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
-Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.Oksi
Fc - Prll
2,170. 0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310. 0 psi
Ft
1,070.0 psi
Density 44.990 pef
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0, I V0,44)
1.75x14
Span = 6.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, L = 0.040 ksf,
Tributary Width = 11.0 ft, (FLOOR)
DESIGN SUMMARY
1 6
.Maximum Bending Stress Ratio
0.24R. 1 Maximum Shear Stress Ratio
0358 : 1
Section used for this span
1.75x14
Section used for this span
1.75x14
fb : Actual
571.49 psi
fv : Actual
111.12 psi
FB: Allowable
2,292.26 psi
Fv: Allowable
310.00 psi
1 Load Combination
+D+L
Load Combination
+D+L
1 Location of maximum on span
3.000ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.021 in Ratio=
3460 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.029 in Ratio=
2516 >=240,
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. Defl Location in Span
Load Combination
Max. 'Y' Defl Location in Span
+D+L 1
0.0286 3.022
0.0000 0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
1.815 1.815
Overall MINimum
0.297 0.297
1) Only
0.495 0.495
+D+L
1.815 1.815
+D+0.750L
1.485 1.485
+0.60D
0.297 0.297
L Only
1.320 1.320
Wood Beam File= S:\Jobs\s18\s1811\s1811020 -917 Pine Streelkwo 1811201811203 1F_pnercalc tr1b_s1811020.ed
ENERCALC, INC. 1983-20,17, Build:6.17.2.28, Ver:6.1722E
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1 -11)
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
900 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
900 psi
Ebend-xx 1600ksi
Fc - Pril
1350 psi
Eminbend - xx 580 ksi
Wood Species Douglas Fir - Larch
Fe - Perp
625 psi
Wood Grade No.2
Fv
180 psi
Ft
575 psi
Density 31.2pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.11L(O.44)
2-24
Span = 3.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR)
Maximum Bending Stress Ratio
0.4621 Maximum Shear Stress Ratio
0.458 : 1
Section used for this span
2-2x6
Section used for this span
2-2x6
flo : Actual
540.00psi
fv: Actual
82.50 psi
FB: Allowable
1, 170.00 psi
Fv: Allowable
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
1.500ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.012 in Ratio=
2970 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.017 in Ratio=
2160 240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Span Max. %" Defi Location in Span Load Combination
+D+L
Reactions
1 0.0167
1.511
Support notation : Far left is #1
--Vertical
Load Combination
Suppoql
Support 2
Overall MAXimum
0.908
0.908
Overall MINimum
0.149
0.149
D Only
0.248
0.248
+D+L
0.908
0.908
+D+0.750L
0.743
0.743
+0.60D
0.149
0.149
L Only
0.660
0.660
Max. 'Y' Defl Location in Span
0.0000 0.000
Values in KIPS
File= SMobs\s1ffis1811\s1811020 -917 Pine Streefto 181203\181203 I F—enercalc trib_s181102D.ed
Wood Beam 'ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver6.17.22E
IlLic. #. KW-06006655
Lica
Description : (1-12)
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
Load Combination JBC 2015
Fb - Compr
2,325.0 psi
Fc - Prll
2,170.0 psi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310.0 psi
Ft
1,070.0 psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.01 5) S(0,025)
1.75xl 1.875
Span = 10.50 ft
E: Modulus of Elasticity
Ebend-xx 1,550.0 ksi
Eminbend - xx 787.82 ksi
Density 44.990 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.0250, Tributary Width = 1.0 ft, (ROOF)
UkWUN bUMMANY
Maximum Bending Stress Ratio
0.06Q. 1 Maximum Shear Stress Ratio
0.043 : 1
Section used for this span
1.75xl 1.875
Section used for this span
1.75xll.875
fb : Actual
160.83 psi
fv : Actual
15.16 psi
FB: Allowable
2,673.75 psi
Fv: Allowable
356,50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
5.250ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.018 in Ratio
6935 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.029 in Ratio =
4334 >=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination
Max. 'T' Defl Location in Span
+D+S 1 0.0291 5.288 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXlmum
0.210
0.210
Overall MINimum
0.047
0.047
D Only
0.079
0.079
+D+S
0.210
0.210
+D+0.750S
0.177
0.177
+0.60D
0.047
0.047
S Only
0.131
0.131
File= S.Uobs\s1ffis1811\s1811020 - 917 Pine Streeftwo 181203\181203 1F enercalctrib s181111020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-13) A
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compir
2,325.0 psi
Ebend-xx 1,550.0 ksi
Fc - PrIl
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1,55E
Fv
310.0 psi
Ft
1,070.0 psi
Density 44.990 pef
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.12 V (0.15) D(O.0 i S(O.1) ___+
1.75xl 1.875 1.75X11.875
Span = 5.50 ft Span = 3.250 ft
Appi ie-d.- Loads
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF)
DESIGN SUMMARY
Maximurn Bending Stress Ratio
0.1041 Maximum Shear Stress Ratio
0,185 : 1
Section used for this span
1.75xll.875
Section used for this span
1.75xl 1.875
flo : Actual
277.36 psi
fv : Actual
66.07 psi
FB: Allowable
2,673.75 psi
Fv: Allowable
356.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
5.500ft
Location of maximum on span
5.500 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0.005 in Ratio=
14772 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.010 in Ratio =
8206 >=240.
Max Upward Total Deflection
-0.000 in Ratio =
376462 >=240.
Overall Maximum Deflections
Load Combination Span
Max."-" Defl Location in Span Load Combination
Max. "+" Defl Location in Span
+D+S 1
0.0067 2.397
0.0000 0.000
+D+S 2
0.0095 3.250 +D+S
-0.0000 0.145
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXinnurn
0.570 1.500
Overall MINimum
0.152 0.400
D Only
0.253 0.667
+D+S
0.570 1.500
+D+0.750S
0.491 1.292
Wood Beam
Description (1-13) A
Vertical Reactions
Load Combination
+0.60D
S Only
; I'm
PIN
File= S:\Jobs\s1Ms1811\s1811020 -917 Pine Street1wo 18120181203 1F—enercalc tril�—Ml 1020.e(i
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Support notation : Far left is #1 Values in KIPS
Supportl Support 2 Support 3
0.152 0,400
0.316 0.834
File= S:Wobs\s18\s1811\s1811020-917 Pine Stredwo 181203\181203 I F_enercaIctrib_s1811020.ec1
Nood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
. —ic. #: KW-06006655 Licensee. SOUND STRUCTURAL SOLUTION."
Description : (1-13) C
CODE REFERENCES
Calculations per INDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.Oksi
Fe - PrIl
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310.0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D( V 2) Q(0.0 i S(O.1)
1.75xll.875 1.75A 1.875
Span = 5.50 ft Span = 3.250 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF)
L)k�it(iN �iUMMAHY
Maximum Bending Stress Ratio
0.1041 Maximum Shear Stress Ratio
0.118 : 1
Section used for this span
1.75xl 1.875
Section used for this span
1.75xl 1.875
flo : Actual
277.36 psi
fv : Actual
42.23 psi
FB: Allowable
2,673.75 psi
Fv: Allowable
356.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
5.500ft
Location of maximum on span
5.500 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.021 in Ratio =
3766 >=360
Max Upward Transient Deflection
-0.005 in Ratio =
14005 >=360
Max Downward Total Deflection
0.025 in Ratio =
3128 >=240.
Max Upward Total Deflection
-0.003 in Ratio =
26028 >=240.
Overall Maximum Deflections
Load Combination Span
Max . ..... Defl Location in Span Load Combination
Max."+" Defl Location in Span
1
0.0000 0.000 S Only
-0.0047 3.196
+D+S 2
0.0249 3.250
0.0000 3.196
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
0.253 1.088
Overall MINjmum
-0.096 0.400
D Only
0.253 0.667
+D+S
0.157 1.088
+D+0.750S
0.181 0.983
P"
b"M
Wood Beam
File= S1IobsXs181s1181%1811020 - 917 Pine Streeftwo 1181201811203 IF — enercalc trib 0811020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, VT:6.17.2.2f
Description: (1-13) C
Vertical Reactions Support notation : Far left is #1 Values in KIPS
bw Load Combination Support 1 Support 2 Support 3
+0.60D 0.152 0.400
S Only -0.096 0.421
—7
60
JIM
t..
6w
File= SMobs\s18\s1811\s1811020 -917 Pine Streetwo 181203\181203 1F enerealctdb — s1811020.ed
Im ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
_'Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-13) B
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
Load Combination IBC 2015
Fb - Compr
2,325.0 psi
Fc - Prll
2,170.0 psi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310. 0 psi
Ft
1,070.0 psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
E: Modulus of Elasticity
Ebend-xx 1,550.0 ksi
Eminbend - xx 787.82 ksi
Density 44.990 pcf
4 + D(O.12V(0.15) + + + Q( V 8) + +
31
1.75xil.875 1.75xil.875
Spa� = 5.50 ft Spw = 3.250 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.020 ksf, Tributary Width = 4.0 ft, (ROOF)
DESIGN SUMMARY WON=
'Maximum Bending Stress Ratio
0.090.1 Maximum Shear Stress Ratio
Section used for this span
1.75xl 1.875
Section used for this span
fb : Actual
239.42 psi
fv : Actual
FB: Allowable
2,673.75 psi
Fv: Allowable
Load Combination
+D+S
Load Combination
Location of maximum on span
2.458ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.008 in Ratio=
8017 360
Max Upward Transient Deflection
-0.015 in Ratio=
5054 >=360
Max Downward Total Deflection
0.011 in Ratio =
5908 >=240.
Max Upward Total Deflection
-0.011 in Ratio =
6962 >=240.
0.166 : 1
1.75xl 1.875
59.14 psi
356.50 psi
+D+S
5.500ft
Span # 1
Overall Maximum Deflections
Load Combination Span Max. "2' Defl Location in Span Load Combination Max. 'Y' Defl Location in Span
+D+S 1 0.0112 2.642 0.0000 0.000
2 0.0000 2.642 S Only -0.0154 3.250
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Suppoql Support 2 Support 3
Overall MAXimum 0.666 1.079
Overall MINimum 0.152 0.400
D Only 0.253 0.667
+D+S 0,666 1.079
+D+0.750S 0.563 0.976
Wood Beam
IM AN "ATE I I 71TI MiTw
Description : (1-13) B
Vertical Reactions
Load Combination
+0.60D
S Only
low
low
SAJobs\s18ts181%1811020 - 917 Pine StreeAwo 1812031181203 1F-enerealc trib_s1811020,ec(
ENERCALC. INC. 1983-2017. Build:6.17.2.28. Ver:6.1722E
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2 Support 3
0.152 0.400
0.413 0.413
File= SAJobs\s18\s1811\s1811020- 917 Pine Street\wo 181203\181203 1F__pnercalc trib s1811020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lk. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION"
Description : (1-13) C
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination JBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.0 ksi
Fc - PHI
2,170. 0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310. 0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.0 4 S(O.1)
1.75xll.875
Span = 3.250 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF)
Maximum Bending Stress Ratio
0.104.1 Maximum Shear Stress Ratio
0.118 : 1
Section used for this span
1.75xl 1.875
Section used for this span
1.75xl 1.875
fb: Actual
277.36 psi
fv : Actual
42.23 psi
FB: Allowable
2 673.75 psi
Fv: Allowable
356.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
0.000ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.006 in Ratio=
12280 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.011 in Ratio=
6822 240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflectiors
Load Combination Span Max. %" Defi Loration in Span Load Combination Max. 'Y' Defl Location in Span
+D+S 1 0.0114 3.250 0.0000 0.000
Vertical Reactions Support notation Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.585
Overall MINimum 0.156
D Only 0.260
+D+S 0.585
+D+0.750S 0.504
+0.60D 0.156
S Only 0.325
Wood Beam
File S:\Jobs\s18\s181 1\0811020 - 917 Pine StreOwo 181203\181203 11F_enercalc tril� s1811020.et.,(
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver6.1172;1
Lic. # : KW-06006655
Licensee.,
SOUND STRUCTURAL SOi—ILIT1,14
Description (1-14)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.Qksi
Fc - Prll
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310.0 psi
Ft
1,070.0 psi
Density 44.990pcf
Beam Bracing Beam is Fully Braced against lateral -torsional
buckling
too
Q(0,03�(0.08) ----------------- -
D(0,0 i S(01)
U
A
1.75�14
Span = 5.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF)
Uniform Load D = 0.010 ksf, Tributary Width = 3.0 ft, (WALL)
Uniform Load D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR)
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
0.083: 1 Maximum Shear Stress Ratio
1.75x14
Section used for this span
218.28psi
fv : Actual
2,636.10psi
Fv: Allowable
+D+0.750L+0.750S
Load Combination
2.750ft
Location of maximum on span
Span # 1
Span # where maximum occurs
0.003 in Ratio =
19767 >=360
0.000 in Ratio =
0 <360
0.009 in Ratio =
7188 >=240.
0.000 in Ratio =
0 <240.0
Load Combination Span Max . ..... Defl Location in Span Load Combination
0.130 : 1
1.75x14
46.30 psi
356.50 psi
+D+0.750L+0.750S
0.000ft
Span # 1
Max. "+" Defl Location h Span
+D+0.150L+0.750S 1
0.0092
2.770 0.0000 01,000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.756
0,756
Overall MINimum
0.220
0.220
D Only
0.385
0.385
+D+L
0.605
0.605
+D+S
0.660
0.660
+D+0.750L+0.750S
0.756
0.756
+0.60D
0.231
0.231
6w
File= S.,XJobsksl8\sl8l%1811020-917P'ineStreet\wo 181203\181203 IF — enercalc trib—s'1811020.ed
Im ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17-2.2E
Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-14)
Vertical Reactions
Load Combination
L Only
S Only
Support notation : Far left is #11 Values in KIPS
Support 1 Support 2
0.220 0.220
0.275 0.275
Wood Beam
File= S:\Jobs\s18ks1811\s1811020 - 917 Pine Street%wo 181203\181203 1F enercalctrib-0811020.e(j,
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.21
Lic. #: KW-06006655
Licensee
I SOUND STRUCTURAL SOLUMt
Description (1-15)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus ofElasticity
Load Combination IBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.Oksi
Fc - Prll
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310. 0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
1.7504
Span = 6.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR)
Point Load D = 0.3850, L = 0.220, S =
0.2750 k 2.750 ft, ((1-14))
Point Load D = 0.3850, L = 0.220, S =
0.2750 k 3.50 ft, ((1-14))
DESIGN SUMMARY
laximum Bending Stress Ratio
0.2921 Maximum Shear Stress Ratio
0.301 : 1
Section used for this span
1.75x14
Section used for this span
1.75x14
fib : Actual
670.19 psi
fv : Actual
93.18 psi
F`13: Allowable
2,292.26 psi
Fv: Allowable
310.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
3.345ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.020 in Ratio=
3913 360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.038 in Ratio=
2031 240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location in Span Load Combination Max."+" Defl Location in Span
+D+0.750L+0.750S 1
0.0384
3.250 0.0000 O.ODO
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support I
Support 2
Overall MAXimum
1.522
1.475
Overall MINimum
0.286
0.264
D Only
0.644
0.614
4-D+L
1.522
1.475
4-D+S
0.929
0.878
+D+0.750L+0.750S
1.517
1.458
*0.60D
0.386
0.368
File= S:Uobs1s18Xs18Ms1811020-917 Pine Streellwo 1181201181203 1F_enercalctrib_s1811020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. #. KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-15)
Vertical Reactions Support notation: Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
L Only 0.878 0.862
S Only 0.286 0,264
6W
r
6W
lifflood Beam
File= S:1Jobs%s18Xs1
1'�Ic. # - KW-06006655
Description
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: I BC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination JBC 2015
Fb - Compr
Fe - PrlI
Wood Species Trus Joist
Fc - Perp
Wood Grade Parallam PSL 2.2E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.1 (0.48)
5.25xl4.0
Span = 18.0 ft
1020 - 917 Pine Streeftwo 1812031181203 1F_enerealc
ENERCALC, INC. 1983-2017, Build:6.17.
2,900.0 psi
E: Modulus of Elasticity
2,900.0 psi
Ebend-xx 2,200.Oksi
2,900.0 psi
Eminbend - xx 1, 118.19 ksi
625.0 psi
290.0 psi
2,025.0 psi
Density 45.050 pef
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 12.0 ft, (FLOOR)
ULWUN ZiUMMANY
iff'.4111111111
Maximum Bending Stress Ratio
0.65e 1 Maximum Shear Stress Ratio
0.418 : 1
Section used for this span
5.25x14.0
Section used for this span
5.25x14.0
fb : Actual
1,870.32 psi
fv : Actual
121.22 psi
FI3 : AJIowable
2,850.80 psi
Fv: Allowable
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
9.000ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.432 in Ratio=
500 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.594 in Ratio=
363 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240,0
Overall Maximum Deflections
Load Combination Span
Max. "-' Def! Location in Span Load Combination Max. 'Y' Defi Location in Span
+D+L 1
0.5937
9.066 0.0000 0.000
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
5.940
5.940
Overall MINimum
0.972
0.972
D Only
1.620
1.620
+D+L
5.940
5.940
+D+0.750L
4.860
4.860
+0.60D
0.972
0.972
L Only
4.320
4.320
on
No
Wood Beam
File = S:\Jobs\s1ft181
Lic. #: KW-06006655 -
Description : (1-17)
CODE REFERENCES
Calculations per NDS 2015, IBIC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination IBC 2015
Fb - Compr
Fc - PrIl
Wood Species Trus Joist
Fc - Perp
Wood Grade TimberStrand LSL 1.55E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
OR
bw
- 917 Pine Street\wo 111201181203 11F_enercalc 1rib_s1811020.ec'
ENERCALC, INC. 1983-2017, Build:6.17.2.28 Ver:6.117,2Z Pill
00
Pq
2325 psi E: Modulus of Elasticity
2325 psi Ebend-xx 1550ksi two
2170 psi Eminbend - xx 787.815 ksi
900 psi IN
310 psi
1070 psi Density 44.99 pcf No
D(O.12�(0.48) +
3.5x14
Span = 10.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 12.0 ft, (FLOOR)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.4% 1 Maximum Shear Stress Ratio
O�342 : 1
Section used for this span
3.5x14
Section used for this span
3.5x14
fib : Actual
954.64 psi
fv : Actual
106.07 psi
FB: Allowable
2,292.26 psi
Fv: Allowable
310.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
5.250ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.106 in Ratio=
1183 >=360
Max Upward Transient Deflectior
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.146 in Ratio=
860 240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
—.Overall Maximum Deflections
Load Combination Span
+D+L I
Yertical - Reactions
Load Combination
Overall MAXimum
Overall MINimurn
D Only
+D+L
+D+0.750L
+0.60D
L Only
Max. "-" Defl Location in Span Load Combination
01464 5.288
Support notation Far left is #1
Support 1 Support 2
3.465 3,465
0.567 0,567
0.945 0.945
3.465 3.465
2.835 2.835
0.567 0.567
2.520 2.520
Max. 'Y' Defl Location in Span
0.0000 0.000
Values in KIPS
Pill
so
an
ow
faw
Wood Beam
File= S:NJobs\s18\sl811\s1811020 - 917 Pine Streefto 181203\181203 I F_enercalc trib—s1811020.w III
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.,�_A
Lic. #: KW-06006655
Licensee
- SOUND STRUCTURAL SCILL111410
Description
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2900 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2900 psi
Ebend-xx 2200 ksi
Fc - PrIl
2900 psi
Eminbend - xx 1118.19 ksi
Wood Species Trus Joist
Fc - Perp
625 psi
Wood Grade Parallam PSL 2.21E
Fv
290 psi
Ft
2025 psi
Density 45.05 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
5.25x14.0
Span = 23.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0150, L = 0.040 ksf,
Tributary Width = 1.333 ft, (FLOOR)
Point Load: D = 1.620, L = 4.320 k @_ 1.250
ft, ((1 -16))
Point Load : D = 0.9450, L = 2.520 k 1.250
ft, ((1 -17))
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.30T. 1 Maximum
Shear Stress Ratio
Section used for this span
5.25x14.0
Section used for this span
5.25x14.0
fb : Actual
875.19 psi
fv : Actual
198.71 psi
FIB: Allowable
2,850.80 psi
Fv: Allowable
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
4.533ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # 1
I Maximum Deflection
Max Downward Transient Deflection
0.316 in Ratio=
872 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.435 in Ratio =
634 240.
Max Upward Total Deflection
L
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. Defl Location in Span
Load Combination
Max."+" Defl Location in Span
+U+L
1 0.4351
10.493 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support I
Support 2
Overall MAXimum
9.737
1.354
Overall MINimum
1.593
0.222
D Only
2.656
0.369
+D+L
9.737
1.354
+D+0.750L
7.967
1.108
+0.60D
1.593
0.222
L Only
7.081
O�985
File= S:\Jobs\sl8\s1811\s1811020 - 9117 Pine Streetkwo 181203\181203 IF,.PnerGalc tdb s1811020.eC1
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. #: KW-06006655
Description : (1-19)
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination JBC 2015
Fb - Compr
Fc - Prll
Wood Species Trus Joist
Fc - Perp
Wood Grade MicroLam LVL 2.0 E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
*D(O.28 (0.35) V
3.500A4.000
Span = 16.0 ft
OR
bw
11"
aw
2,600.0 psi
E: Modulus of Elasticity
2,600.0 psi
Ebend-xx 2,000.0 ksi
2,510.0 psi
Eminbend - xx 1,016.54 ksi
750.0 psi
285.0 psi
1,555.0 psi
Density 42.0 pef
D(U8V(U5)
Analied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D 0.0150, L = 0.040 , Tributary Width = 1.0 ft, (FLOOR)
Point Load : D = 0.6830, S = 1.138 k @ 3.750 ft, (FRH)
Uniform Load D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load D = 0.020, S = 0.0250 ksf, Extent = 10.125 > 16.0 ft, Tributary Width = 14.0 ft, (ROOF)
Point Load : D = 0.6830, S = 1. 138 k @ 10. 125 ft, (FRH)
Uniform Load: D = 0.020, S = 0.0250 ksf, Extent = 0.0 > 3.750 ft, Tributary Width = 14.0 ft, (ROOF)
DESIGN SUMMARY
'Maximum Bending Stress Ratio 0.759.1 Maximum Shear Stress Ratio
Section used for this span 3.500x14.000
Section used for this span
fb : Actual 2,193.33 psi
fv : Actual
FB: Allowable 2,924.88 psi
Fv: Allowable
Load Combination +D+S
Load Combination
Location of maximum on span 10.102ft
Location of maximum on span
Span # where maximum occurs Span # I
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.301 in Ratio=
638 360
Max Upward Transient Deflection 0.000 in Ratio=
0 <360
Max Downward Total Deflection 0.606 in Ratio
316 >=240.
Max Upward Total Deflection 0.000 in Ratio=
0 <240.0
0.534 :1
3.500x14.000
175.03 psi
327.75 psi
+D+S
16.000ft
Span # 1
Overall Maximum Deflections
Load Combination Span Max. %" Defi Location in Span Load Combination Max. 'Y' Defi Location in Span
+D+S 1 0.6060 8.175 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 5.668 5.718
Overall MINimum 0.320 0.320
D Only 2.843 2.898
+D+L 3.163 3.218
00
No
PM
No
PM
010
no
10
Pq
ww
am
ow
PW
W
No
Wood Beam
PIMEE��
Description : (1-19)
Vertical Reactions
Load Combination
+D+S
+D+0.750L+0.750S
+0.60D
L Only
S Only
= S:\Jobs\s1Ms181 11s1811020 - 917 Pine
Support notation : Far left is #1
Support 1 Support 2
5.668 5.718
5.202 5.253
1.706 1.739
0.320 0.320
2.825 2.819
1812031181203 1F_enercalc trl�_sI811020.eci
INC. 1983-2017, Build:6.17.2.28, Ver:6,17,2.21
Values in KIPS
File= S.-Uobs\s18Xs1811\s1811020-917 Pine Streeftwo 1812D181203 'IF-enercalc trib-s1811020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.228, Ver:6.17.2.2E
'Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-20)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CEIC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.0 ksi
Fc - Pill
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310. 0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.U.35)
1.75x14
spa� = 8.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, L = 0.040 , Tributary Width = 1.0 ft, (FLOOR)
Point Load : D = 0.6830, S = 1. 138 k @ 0.50 ft, (FRH)
Uniform Load D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load D = 0.020, S = 0.0250 ksf, Extent = 6.875 > 8.0 ft, Tributary Width = 14.0 ft, (ROOF)
Point Load : D = 0.6830, S = 1. 138 k Ca_) 6.875 ft, (FRH)
Uniform Load: D = 0.020, S = 0.0250 ksf, Extent 0.0 > 0.50 ft, Tributary Width = 14.0 ft, (ROOF)
DESIGN SUMMARY
IMaximum Bending Stress Ratio 0.21e 1 Maximum Shear Stress Ratio
0.475 : 1
Section used for this span 1.75x14
Section used for this span
1.75x14
fb : Actual 570.22 psi
fv : Actual
169.44 psi
FB: Allowable 2,636.10 psi
Fv: Allowable
356.50 psi
Load Combination +D+S
Load Combination
+D+S
Location of maximum on span 5.723ft
Location of maximum on span
8.000ft
Span # where maximum occurs Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.023 in Ratio
4111 >=360
Max Upward Transient Deflection 0.000 in Ratio=
0 <360
Max Downward Total Deflection 0.054 in Ratio =
1790 >=240.
1 Max Upward Total Deflection 0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. 'Y' Defl Location in Span
+D+S 1 0.0536 4.175 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.738 2.767
Overall MINimum 0.160 0.160
D Only 1.314 1.347
+D+L 1.474 1.507
how
Wood Beam
SAJobsW81s1811W811020 - 917 Pine Streefiwo 181201181203 1 F_enercalc trib_s1811020.ecf
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.22E
Description : (1-20)
Vertical Reactions
Support notation: Far left is #1 Values in KIPS
Load Combination
Support I
Support 2
+D+S
2.738
2.767
+D+0.750L+0.750S
2.502
2.532
+0.60D
0.788
0.808
L Only
0.160
0.160
S Only
1.424
1.421
pq
�i
r
PM
bmw
i IN
6wA
He= SAJobs\s181s1811\s181l020 - 917 Pine Streefto 181203\181203 1F — enercalc tdbL_sl 811020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.1722E
Description : (1-21)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination JBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.0 ksi
Fc - Prll
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310.0 psi
R
1,070.0 psi
Density 44.990 pef
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
QMMIL1241S(0.11
DLCj�09)
IF D(O.04IL(O.121
1.75M
Sp-- 650 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 3.0 ft, (FLOOR)
Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load: D = 0.020, L = 0.060, S
0.0250 ksf, Tributary Width 4.0 ft, (ROOF DECK)
DESIGN SUMMARY
'[Maximum Bending Stress Ratio
0.27a 1 Maximum Shear Stress Ratio
0.369 :1
Section used for this span
1.75x14
Section used for this span
1.75x14
fb : Actual
637.45 psi
fv : Actual
114.41 psi
FB: Allowable
2,292.26 psi
Fv: Allowable
310.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
3.250ft
Location of maximum on span
0.000 ft
I Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.023 in Ratio=
3326 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.037 in Ratio =
2082 >=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. Defi Location in Span
Load Combination
Max. 'Y' Defi Location in Span
+D+L 1
0.0375 3.274
0.0000 0.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXinnum
1.869 1.869
Overall MINimum
0.325 0.325
D Only
0.699 0.699
+D+L
1.869 1.869
+D+S
1.024 1.024
+D+0.750L+0,750S
1.820 1.820
+0.60D
0.419 0.419
on
k"i
Wood Beam
Description (1-21)
Vertical Reactions
Load Combination
L Only
S Only
PR I
Pq
L
5:NJobsNs18\s181 %1811020 - 917 Pine Streefto 181203\181203 IF_enercalc tr1b_s18l1020.ec1
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.22f
Support notation: Farleftis#1 Values in KIPS
Support 1 Support 2
1.170 1.170
0.325 0.325
File= SAJobs\sWs1811\s1811G20 - 917 Pine Street\wo 181203k181203 1F—enercalc trib_s1811020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.1722E
Lic. # : KW-06006655
Description : (1-22)
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination IBC 2015
Fb - Compr
Fc - Prll
Wood Species Trus Joist
Fc - Perp
Wood Grade TimberStrand LSL 1.55E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
3.5x14
Span = 14.50 ft
I -at
kaw
w_
No
IN!"
No
54
2325 psi
E: Modulus of Elasticity
2325 psi
Ebend-xx 1550ksi 680
2170 psi
Eminbend - xx 787.815ksi
900 psi
ON
310 psi
1070 psi
Density 44.99 pcf MW
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number I
Varying Uniform Load: D(S,E) = 0.06396-0.1650, L(S,E) = 0.1980->0.440 k/ft,
Extent = 0.0 > 14.50 ft, Trib Width = 1.0 ft, (FLOOR)
Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Varying Uniform Load : D(S,E) = 0.05303-4.0,
L(S,E) = 0.1591-4.0, S(S,E) = 0.08839-4.0 k/ft, Extent = 0.0 > 14.50 ft, Trib Width = 1.0
ft, (ROOF DEC�
Point Load : D = 1.307, S = 1.633 k 4.50 ft, ((2-17))
DESIGN. SUMMARY
— -------
Maximum Bending Stress Ratio
0�89R 1 Maximum Shear Stress Ratio
0.524 : 1
Section used for this span
3.5x14
Section used for this span
3.5x14
flo : Actual
2,054.08 psi
fv : Actual
162.47 psi
FB: Allowable
2,292.26 psi
Fv: Allowable
310.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
6.721 ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximurn occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.321 in Ratio=
541 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.638 in Ratio =
272 >=240,
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall M ax innum Deflections
- -
Load Combination Span
Max."-" Defl Location in Span Load Combination
+D+0.750L+0.750S 1
0.6376
7.091
Vertical Reactions
Support notation : Far left is #1
Load Combination
Support I
Support 2
Overall MAXimum
5.775
5.128
Overall MINimum
1,511
0.720
D Only
2.518
2.138
+D+L
5.307
5.128
+D+S
4.072
2.859
Max. 'Y' Defl Location in Span
0.0000 0.000
Values in KIPS
Wood Beam
File= SAJobs\s18\s18Ms1811020 - 917 Pine Streetwo 118112011811203 1F_enercalc trl�_s1811020.e.(
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.22E
Description : (1-22)
Vertical Reactions
Support notaltion : Far left is #1 Values in KIPS
Load Combination
Support I
Support 2
+D+0.750L+0.750S
5.775
4.921
+0.60D
1.511
1.283
L Only
2.789
2.990
S Only
1.553
0.720
mid
Wood Beam
File = &UoWsiffisl
Lic. #: KW.06006655
Description : (1-23)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination IBC 2015
Fb - Compr
Fc - Prll
Wood Species Trus Joist
Fc - Perp
Wood Grade MicroLam LVL 2.0 E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
81 %1811020 - 917 Pine Streefto 181203\181203 1F-Onercalc trib_s1811020.eo
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2,2I
2600 psi
2600 psi
2510 psi
750 psi
285 psi
1555 psi
D( 9) D(0.ZR`ll)M@AJRdq0)349)
V
1)(0.01) L(O.04)
X
3.500x14.000
Span = 6.0 ft
E: Modulus of Elasticity
Ebend-xx 2000 ksi
Eminbend - xx 1016.535ksi
Density 42 pef
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load D = 0.010, L = 0,040 Tributary Width = 1.0 ft, (FLOOR)
Uniform Load D = 0.010 ksf, Extent 0.0 > 5.0 ft, Tributary Width = 9,0 ft, (WALL)
Point Load : D = 0.2610, L = 0.6170, S = 0.3490 k @ 5.0 ft, ((2-10))
Point Load: D = 1,594, L = 2.656 k @ 5.0 ft, ((2-14))
Maximum Bending Stress Ratio
Section used for this span
flo : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0. 1 89r 1 Maximum Shear Stress Ratio
3.500x14.000
Section used for this span
480.88 psi
fv : Actual
2,543.37 psi
Fv: Allowable
+D+L
Load Combination
4.993 ft
Location of maximum on span
Span # 1
Span # where maximum occurs
0.009 in Ratio
8393 360
0.000 in Ratio=
0 <360
0.015 in Ratio=
4890 >=240..
0.000 in Ratio=
0 <240.0
W,
No
Aq
"d
AV
on
AM
pa
0.495 : 1
3.500x14.000
141.15 psi
285.00 psi
+D+L
6.000ft
Span # 1
00�
Overall Maximum Deflections -
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defi Location in Span
+D+L
Vertical Reactions
1 0.0147
3.350
Support notation Far left is #1
0.0000 0.000
Values in KIPS MW
Load Combination
Support 1
Support 2
Overall M"murn
1.267
4.611
PW
Overall MINimurn
0.058
0.291
D Only
0.602
1.763
+D+L
1.267
4.611
+D+S
0.660
2.054
0M
+D+0.750L+0.750S
1.144
4.117
tow
w Flifflood Beam
Description : (1-23)
File= S:VMs1s181s181%1811020 -917 Pine StreeAwo 1812031181203 1 F—enercalc trib — S1 81 1020.e.i
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.1722E
Vertical Reactions Support notabon : Far left is #1 Values in KIPS
Load Combination Support I Support 2
+0.60D 0.361 1.058
L Only 0.666 2.848
S Only 0.058 0.291
ri
Pq
I PM
I"I
go -
File= SAJobsW8\s181 1\s1811G20 - 917 Pine Streetkwo 181203\CRAWL_enercalc trib 180131_.ec(
1M ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (0-1)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination IBC 2015
Fb - Compr
Fc - Prll
Wood Species Douglas Fir - Larch
Fc - Perp
Wood Grade No.2
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Rm
Sp.n = 6.0 ft
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
E: Modulus of Elasticity
Ebend-xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
owl
MW
00
%no
I"
Density 31.20pcf mm
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 18.0 ft, (FLOOR)
Uniform Load : D = 0.010 ksf, Tributary Width
9.0 ft, (WALL)
DESIGN SUMMARY
Maximurn Bending Stress Ratio
0198: 1 Maximum Shear Stress Ratio
Section used for this span
4x1 2
Section used for this span
fb : Actual
789.94 psi
fv : Actual
FB: Allowable
990.00 psi
Fv: Allowable
Load Combination
+D+L
Load Combination
I Location of maximum on span
3.000ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.032 in Ratio=
2265 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.048 in Ratio =
1510 >=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Maximum Deflections
--Overall - -
Load Combination Span Max . ..... Defl Location in Span
Load Combination
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+L
+D+0.750L
+0.60D
L Only
1 0.0477 3.022
Support notation : Far left is #1
Support 1 Support 2
3.240 3,240
0.648 0.648
1.080 1.080
3.240 3.240
2.700 2.700
0.648 0.648
2.160 2.160
00
wa
ION
0.686 : 1
fto
4x12
123.43 psi
$01
180.00 psi
+D+L
we
0.000 ft
Span # 1
Max. 'Y' Defi Location in Span
Values in KIPS
MR
hm
P0
wo
low
no
M
4no
so
wo
PIN
boo
Pill
PIN
VIA
6*
Fill
PIN
Wood Column File= S:kJobs\s18\s1811\s1811020 - 917 Pine Streetwo 181203\181203 columns-enercalc trib_s1811020.eri
ENERCALC, INC. 1983-2017, Build:6.17.2,28, Ver:6.172'2f
Lic. # : KW-06006655 Licensee -. souNb STRUCTURAL SOI
Description : (1-9) #2 + (1-6) #1 + FRH + (2-13) #2 + (2-5) #1 + (2-12)
Code References
Calculations per NIDS 2015, 1 BC 2015, CIBC 2016, ASCE 7-10
Load Combinations Used: I BC 2015
General Information
Analysis Method Allowable Stress Design
Wood Section Name
6x6
End Fixities Top & Boftom Pinned
Wood Grading/Manuf.
Graded Lumber
Overall Column Height 10.250 ft
Wood Member Type
Sawn
( Used for non-s/ender calculations
Exact Width
5.50 in Allow Stress Modification Factors
Wood Species Douglas Fir - Larch
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Wood Grade No.1
Area
30.25 in12 Cf or Cv for Compression
1.0
Fb - Tension 1,200.0 psi Fv 170.0 psi
Ix
76.255 in14 Cf or Cv for Tension
1.0
Flb - Compr 1,200.0 psi Ft 825.0 psi
ly
76.255 in14 Cm: Wet Use Factor
1.0
Fc - PrIl 1,000.0 psi Density 31.20 pcf
Ct : Temperature Factor
1.0
Fc - Perp 625�O psi
E : Modulus of Elasticity ... x-x Bending y-y Bending
Axial
Cfu : Flat Use Factor
Kf: Built-up columns
1.0
1 . 0 1410) 15. 3. 2
Basic 1,600.0 1,600.0
1,600.0 ksi
Use Cr: Repetitive ?
No
Minimum 580.0 580.0
Brace condition for deflection
(buckling) along columns :
XA (width) axis :
Unbraced Length for XA Axis buckling = 10.250 ft, K = 1.0
Y-Y (depth) axis:
Unbraced Length for XA Axis buckling = 10.250 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 67.180 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.250 ft, D = 5.118, L = 5.065, S = 4.605 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.5739 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+0.750L+0.750S
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Governing NDS Forumla
Comp
Only, fc/Fc'
Top along XA
0.0 k
Bottom along X-X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y
0,0 in
at 0.0 ft above base
Applied Axial
12.438 k
for load combination : n1a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X
0.0 in
at 0.0 ft above base
Fc: Allowable
716.46 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio
0.0 : 1
Bending Compression
Tension
Load Combination
+0.460D
Location of max.above base
10.250 ft
Applied Design Shear
0.0 psi
Allowable Shear
272.0 psi
Load Combination Results
Maximum
Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Stress Ratio Status
Location
D Only
0.900
0.710
0.2681 PASS
0.0 ft
0.0 PASS
10,250 ft
+D+L
1.000
0.674
0.5026 PASS
O.Oft
0.0 PASS
10.250 ft
+D+S
1.150
0.623
0.4517 PASS
0.0 ft
0.0 PASS
10.250 ft
+D+0.750L+0.750S
1.150
0.623
0.5739 PASS
0.0ft
0.0 PASS
10.250 ft
+1.140D
1.600
0.497
0.2456 PASS
0.0ft
0.0 PASS
10.250 ft
+1.105D+0.750L+0.750S
1.600
0.497
0.5393 PASS
O.Oft
0.0 PASS
10.250 ft
+0.60D
1.600
0.497
0.1292 PASS
O.Oft
0.0 PASS
10.250 ft
+0.460D
1,600
0.497
0.09908 PASS
O.Oft
0.0 PASS
10.250 ft
MR
File= S:Uobs1s181s1811%s1811020 - 917 Pine Streetwo 181203\181203 columns-enercalc trib_s'18111020.ed
Nood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
-ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION"
Description : (2-11)#3 + (1-7)#3
Code References
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Analysis Method
Allowable Stress Design
End Fixities
Top & Bottom Pinned
Overall Column Height
9.50 ft
( Used for non -slender calculaticns
Wood Species
Douglas Fir - Larch
Wood Grade
No.1
Flb - Tension
1,200.0 psi Fv
170.0 psi
Fb - Compr
1,200.0 psi Ft
825.0 psi
Fc - PHI
1,000.0 psi Density
31.20 pcf
Fc - Perp
625.0 psi
E : Modulus of Elasticity ... x-x Bending
y-y Bending
Basic 1,600.0
1,600.0
Minimum 580.0
580.0
Wood Section Name
6x6
Wood Grading/Manuf.
Graded Lumber
Wood Member Type
Sawn
Exact Width
5.50 in Allow Stress Modification Factors
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Area
30.25 in A 2 Cf or Cv for Compression
1.0
Ix
76.255 in A 4 Cf or Cv for Tension
1.0
ly
76.255 inA4 Cm :Wet Use Factor
1.0
Ct jemperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial
Kf : Built-up columns
1.0 NDS 15.3.2
1,600.0 ksi
Use Cr: Repetitive ?
No
:
Now
Brace condition for deflection
(buckling) along columns:
X-X (width) axis:
Unbraced Length for X-X Axis buckling = 9.50 ft, K
= 1.0
Y-Y (depth) axis:
Unbraced Length for XA Axis buckling = 9.50 ft, K
= 1.0
Aoolied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 62.265 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.50 ft, D = 8.995, L
7.921, S = 5.293 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.8036 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+0.750L+0.750S
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Governing NDS Forumla
Comp Only, fc/Fc'
Top along X-X
0.0 k
Bottom along XA
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y
0.0 in
at 0.0 ft above base
Applied Axial
18.968 k
for load combination : n/a
Applied Mx
0,0 k-ft
Applied My
0.0 k-ft
Along X-X
0.0 in
at 0.0 ft abovebase
Fc: Allowable
780.31 psi
for load combination: n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio=
0.0 :1
Bending Compression,
Tension
Load Combination
+0.460D
Location of max.above base
9.50 ft
Applied Design Shear
0.0 psi
Allowable Shear
272.0 psi
Load Combination Results
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D C P Stress Ratio Status
Location
Stress Ratio Status
Location
D Only
0.900 0.758
0.4389 PASS
0.0ft
0.0 PASS
9.50 ft
+D+L
1.000 0.726
0.7734 PASS
0.0 ft
0.0 PASS
9.50 ft
+D+S
1.150 0.679
0.6079 PASS
0.0 ft
0.0 PASS
9.50 ft
+D+0.750L+0.750S
1.150 0.679
0.8036 PASS
0.0 ft
0.0 PASS
9.50 ft
+1.140D
1.600 0.555
0.3843 PASS
0.0 ft
0.0 PASS
9.50 ft
+1.105D+0.750L+0.750S
1.600 0.555
0.7414 PASS
0.0 ft
0.0 PASS
9.50 ft
+0.60D
1.600 0.555
0.2023 PASS
O.Oft
0.0 PASS
9.50 ft
+0.460D
1.600 0.555
0.1551 PASS
0.0ft
0.0 PASS
9.50 ft
Wood Column
Description : (1-6) #2 + (2-5) #2
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
I
Wd
Analysis Method
Allowable Stress Design,
End Fixities
Top & Bottom Pinned
Overall Column Height
10.250 ft
( U.sed for non
-slender calculations
Wood Species
Douglas Fir - Larch
Wood Grade
No.1
Fb - Tension
1,200.0 psi Fv
170.0 psi
J
Fb - Compr
1,200.0 psi Ft
825.0 psi
Fc - PrIl
1,000.0 psi Density
31.20 pcf
Fc - Perp
625.0 psi
E : Modulus of Elasticity ... x-x Bending
y-y Bending
Basic 1,600.0
1,600.0
Minimum 580.0
580.0
Applied Loads
olumn self weiqht included : 67.180 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.250 ft, D = 4.478, L = 6.108, S = 6.343 k
DESIGN SUMMARY
S:Uobs\s1Msl8Msl8l1020-917 Pine Streefto T81203\181203 columns enercalc trib S1811020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Wood Section Name
6x6
Wood Grading/Manuf.
Graded Lumber
Wood Member Type
Sawn
Exact Width
5.50 in Allow Stress Modification Factors
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Area
30.25 in A 2 Cf or Cv for Compression
1.0
Ix
76.255 in14 Cf or Cv for Tension
1.0
ly
76.255 in,14 Cm : Wet Use Factor
1�0
Ct : Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial
Kf : Built-up columns
1.0 NDS 15.3.2
1,600.0 ksi
Use Cr: Repetitive ?
No
Brace condition for deflection
(buckling) along columns :
X-X (width) axis:
Unbraced Length for X-X Axis buckling = 10.250 ft, K = 1.0
Y-Y (depth) axis:
Unbraced Length for XA Axis buckling = 10.250 ft, K = 1.0
Service loads entered. Load Factors will be anolied for calculations.
Bending & Shear Check Results
PASS Max. Axia]+Bending Stress Ratio
0.6406 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+0.750L+0.750S
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Governing NOS Forumla
Location
Comp
Only, fc/Fc'
Top along X-X
0.0 k
Bottom along XA
0.0 k
of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y
0.0 in
at 0.0 ft abovebase
Applied Axial
13.883 k
for load combination: n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X
0.0 in
at 0.0 ft above base
Fc: Allowable
716.46 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio
0.0 : 1
Bendinq Compression
Tension
Load Combination
+0.460D
Location of max.above base
10.250 ft
i6w
Applied Design Shear
0.0 psi
Allowable Shear
272.0 psi
0.0
Load Combination Results
MW
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Stress Ratio Status
Location
D Only
0.900
0.710
0.2350 PASS
0.0 It
0.0 PASS
10.250 fl
+D+L
1.000
0.674
0.5223 PASS
0.0 ft
0.0 PASS
10.250 ft
+D+S
1.150
0.623
0.5024 PASS
0�0 ft
0.0 PASS
10.250 ft
+D+0.750L+0.750S
1.150
0.623
0.6406 PASS
0.0 ft
0.0 PASS
10.250 ft
+1.140D
1.600
0.497
0.2152 PASS
0.0 ft
0.0 PASS
10.250 ft
+1.105D+0.750L+0.750S
1.600
0.497
0.5966 PASS
0.0 ft
0.0 PASS
10.250 ft
+0.60D
1.600
0.497
0.1133 PASS
0.0 ft
0.0 PASS
10.250 ft
+0.460D
1.600
0.497
0.08685 PASS
0.0 ft
0.0 PASS
10.250 ft
File= S:kJobs\s18\s1811\s1811020-917 Pine Street\wo 181203\181203 columns - enercalc tdb_s1811020.ec(
Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.1722E
Lic. # : KW-06006655 Licensee - SOLIN Mok -
Description : (2-11#2 + (1-7#2
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Analysis Method
Allowable Stress Design
End Fixities
Top & Bottom Pinned
Overall Column Height
10.250 ft
( Used for non
-slender calculatians
Wood Species
Douglas Fir - Larch
Wood Grade
No.1
Fb - Tension
1,200.0 psi Fv
170.0 psi
Fb - Compr
1,200.0 psi Ft
825.0 psi
Fc - PrIl
1,000.0 psi Density
31.20 pcf
Fc - Perp
625.0 psi
E : Modulus of Elasticity ... x-x Bending
y-y Bending
Basic 1,600.0
1,600.0
Minimum 580.0
580.0
Applied Loads
Column self weiqht included : 67.180 lbs Dead Load Factor
AXIAL LOADS. . .
Axial Load at 10.250 It, D = 11.877, L 12,444, S = 8.230 k
DESIGN SUMMARY
Bending & Shear Check Results
FAIL Max. Axial+Bending Stress Ratio
Load Combination
Governing NDS Forumla
Location of max.above base
At maximum location values are ...
Applied Axial
Applied Mx
Applied My
Fc: Allowable
PASS Maximum Shear Stress Ratio=
Load Combination
Location of max.above base
Applied Design Shear
Allowable Shear
Load Combination Results
1.267 :1
+D+0.750L+0.750S
Comp Only, fc/Fc'
0.0 It
27.450 k
0.0 k-ft
0.0 k-ft
716.46 psi
0.0 :1
+0.460D
10.250 It
0.0 psi
272.0 psi
Wood Section Name
6x6
Wood Grading/Manuf.
Graded Lumber
Wood Member Type
Sawn
Exact Width
5.50 in Allow Stress Modification Factors
Exact D . epth
5.50 in Cf or Cv for Bending
1.0
Area
30.25 inA2 Cf or Cv for Compression
1.0
Ix
76.255 in'4 Cf or Cv for Tension
1.0
ly
76.255 in14 Cm: Wet Use Factor
1.0
Ct : Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial
Kf : Built-up columns
1.0 NDS 15.3.2
1,600.0 ksi
Use Cr: Repetitive ?
No
Brace condition for deflection
(buckling) along columns :
X-X (width) axis:
Unbraced Length for X-X Axis buckling = 10.250 ft, K = 1.0
Y-Y (depth) axis:
Unbraced Length for X-X Axis buckling = 10.250 ft, K = 1.0
Service loads entered. Load Factors will be applied for calculations.
Maximum SERVICE Lateral Load Reactions..
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along XA 0.0 k Bottom along X-X 0.0 k
Maximum SERVICE Load Lateral Deflections ...
Along Y-Y 0.0 in at 0.0 It abovebase
for load combination: n/a
Along XA 0.0 in at 0.0 ft above base
for load combination : n/a
Other Factors used to calculate allowable stresses ...
Bending Compression Tension
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P
Stress Ratio
Status
Location
Stress Ratio
Status
Location
D Only
0.900
0.710
0.6175
PASS
0.0 ft
0.0
PASS
10.250 It
+D+L
1.000
0.674
1.196
FAIL!
0.0ft
0.0
PASS
10.250 ft
+D+S
1.150
0.623
0.9308
PASS
0.0 It
0.0
PASS
10.250 It
+D+0.750L+0.750S
1.150
0.623
1.267
FAIL!
0.0 ft
0.0
PASS
10.250 ft
+1.140D
1.600
0.497
0.5656
PASS
0.0 ft
0.0
PASS
10.250 ft
+1.105D+0.750L+0.750S
1.600
0.497
1.192
FAIL!
O.Oft
0.0
PASS
10.250 ft
+0.60D
1.600
0.497
0.2977
PASS
0.0ft
0.0
PASS
10.250 ft
+0.460D
1.600
0.497
0.2282
PASS
0.0 It
0.0
PASS
10.250 It
Will
wao
0111111�
JIM
Pill
on
up
No
Pill
'M
Wood Column File= S:Uobs\s1ffis1811\s1811020 - 917 Pine Streefto T8120181203 columns enercalctrib-s1811020.0
ENERCALC, INC. 1983-2017, Build:6.17.2.28,Ver.6.17.22E
Description : (1-2) + (1-8)#2 C + (2-19)#2 C
Code References
Calculations per INDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: I BC 2015
-General Information
Analysis Method Allowable Stress Design
Wood Section Name
6x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded Lumber
Overall Column Height 10.250 ft
Wood Member Type
Sawn
( Used for non -slender calculations
Wood Species Douglas Fir - Larch
Exact Width
5.50 in Allow Stress Modification Factors
Wood Grade No.1
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Fb - Tension 1,200.0 psi Fv 170.0 psi
Area
30.25 in A 2 Cf or Cv for Compression
1.0
Fb - Compr 1,200.0 psi Ft 825.0 psi
Ix
76,255 inA4 Cf or Cv for Tension
1.0
Fc - PrIl 1,000.0 psi Density 31.20 pcf
ly
76.255 inA4 Cm : Wet Use Factor
1.0
Fc - Perp 625.0 psi
Ct : Temperature Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending
Axial
Cfu : Flat Use Factor
1.0
Kf : Built-up columns
1.0 NOS 15.3.2
Basic 1,600.0 1,600.0
1,600.0 ksi
Use Cr: Repetitive ?
No
Minimum 580.0 580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis:
Fully braced aqainst buckling along XA Axis
Y-Y (depth) axis:
Fully braced aqainst buckling along Y-Y Axis
-Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included 67.180 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.250 ft, D = 6.362, L ='7.403, S = 3.773 k
DESIGN SUMMARY
Bending & Shear Check Results
�iww
rm,')a Max. Axial+Denchng CAress MdL]U
0.4573 : 11
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+L
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Governing INDS Forumla
Location of max.above base
Comp
Only, fc/Fc'
0.0 ft
Top along X-X
0.0 k
Bottom along XA
0.0 k
At maximum location values are
Maximum SERVICE Load Lateral Deflections
...
...
Along Y-Y
0.0 in
at 0.0 ft above base
Applied Axial
13.832 k
for load combination : n1a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X
0.0 in
at 0.0 ft abovebase
Fc: Allowable
1,000.0 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio=
0.0 :1
Bending Compression
Tension
Load Combination
+0.460D
Location of max.above base
10.250 ft
Applied Design Shear
0.0 psi
Allowable Shear
272.0 psi
Load Combination Results
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Stress Ratio Status
Location
D Only
0.900
1.000
0.2362 PASS
0.0 ft
0.0 PASS
10.250 ft
+D+L
1.000
1.000
0.4573 PASS
0.0 ft
0.0 PASS
10.250 ft
+D+S
1.150
1.000
0.2933 PASS
0.0 ft
0.0 PASS
10.250 ft
+D+0.750L+0.750S
1.150
1.000
0.4258 PASS
0.0 ft
0.0 PASS
10.250 ft
+1.140D
1.600
1.000
0.1514 PASS
0.0 ft
0.0 PASS
10.250 ft
+1.105D+0.750L+0.750S
1.600
1.000
0.320 PASS
0.0 ft
0.0 PASS
10.250 ft
+0.60D
1.600
1.000
0.07970 PASS
O.Oft
0.0 PASS
10.250 ft
+0.460D
1.600
1.000
0.06110 PASS
O.Oft
0.0 PASS
10.250 ft
File= S.\Jobs\s18ks18l1\s1811020 - 917 Pine Street\wo 181203\181203 columns_enercalc trib�_s1811020.ed
Nood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2i
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTI=
Description : (2-17) + (2-16)#2
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Analysis Method: Allowable Stress Design
Wood Section Name
6x6
I
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded Lumber
%NE1
Overall Column Height
9.0 ft
Wood Member Type
Sawn
ON
( Used for non -slender calculations
Exact Width
5.50 in Allow Stress Modification Factors
Wood Species Douglas Fir - Larch
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Wood Grade No.1
Area
30.25 in12 Cf or Cv for Compression
1.0
Fb - Tension 1,200.0 psi Fv
170.0 psi
Ix
76.255 in'4 Cf or Cv for Tension
1.0
Fb - Compr 1,200.0 psi Ft
825.0 psi
ly
76.255 in14 Cm : Wet Use Factor
1.0
Fc - Pill 1,000.0 psi Density
31.20 pcf
Ct: Temperature Factor
1.0
Fc - Perp 625.0 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending
Axial
Kf: Built-up columns
1.0 NDS 1512
Basic 1,600.0
1,600.0
1,600.0 ksi
Use Cr: Repetitive ?
No
Minimum 580.0
580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis:
Unbraced Length for XA Axis buckling = 9.0 ft, K
= 1.0
Y-Y (depth) axis:
Unbraced Length for XA Axis buckling = 9.0 ft, K
= 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
low
Column self weiqht included : 58.988 lbs * Dead Load Factor
11",
AXIAL LOADS. . .
Axial Load at 9.0 ft, D = 4.073, S = 5.410 k
1%0
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max, Axial+Bending Stress Ratio
0.3834:1
Load Combination
+D+S
Governing NDS Forumla
Comp Only, fc/Fc'
Location of max.above base
0.0 ft
At maximum location values are.
Applied Axial
9.542 k
Applied Mx
0,0 k-ft
Applied My
0.0 k-ft
Fc: Allowable
822.75 psi
PASS Maximum Shear Stress Ratio
0.0 :1
Load Combination
+0.460D
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
272.0 psi
Load Combination Results
Maximum SERVICE Lateral Load Reactions..
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along X-X 0.0 k Bottom along X-X 0.0 k
Maximum SERVICE Load Lateral Deflections ...
Along Y-Y 0,0 in at 0.0 ft abovebase
for load combination: n/a
Along XA 0.0 in at 0.0 It abovebase
for load combination : n/a
Other Factors used to calculate allowable stresses ...
Bending Compression Tension
Load Combination
C D
C P
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
D Only
0.900
0.788
0,1926
PASS
0.0 ft
+D+S
1.150
0.715
0,3834
PASS
0.0 ft
+D+0.750S
1.150
0.715
0.3291
PASS
0.0 ft
+1.140D
1.600
0.596
0.1632
PASS
0.0 ft
+1.105D+0,750S
1.600
0.596
0.2987
PASS
0.0 ft
+0.60D
1.600
0.596
0,08588
PASS
0.0 ft
+0.460D
1.600
0.596
0.06584
PASS
0.0 ft
Maximum Shear Ratios
Stress Ratio
Status
Location
0.0
PASS
9.0 ft
0.0
PASS
9.0 ft
0.0
PASS
9.0 ft
0.0
PASS
9.0 ft
0.0
PASS
9.0 ft
0.0
PASS
9.0 ft
0.0
PASS
9.0 ft
WEI
raw
bud
ow
Wood Column File= SAJobs\s18\s1811\s1811020-917 Pine Streefto TB1203\181203 columns-enercalc trib s1811020.e
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.117.22A
Description : (2-17) + (2-16)#2 + (1-22)
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016,- ASCE 7-10
Load Combinations Used: I BC 2015
General Information
Analysis Method: Allowable Stress Design
Wood Section Name
6x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded Lumber
Overall Column Height 12.333 ft
Wood Member Type
Sawn
( Uspd for non -slender calculations
Exact Width
5.50 in Allow Stress Modification Factors
Wood Species Douglas Fir - Larch
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Wood Grade No.1
Area
30.25 in12 Cf or Cv for Compression
1.0
Fb - Tension 1,200.0 psi Fv 170.0 psi
Ix
76.255 in14 Cf or Cv for Tension
1.0
Fb - Compr 1,200.0 psi Ft 825.0 psi
ly
76.255 in14 Cm : Wet Use Factor
1.0
Fc - Pril 1,000.0 psi Density 31.20 pcf
Ct : Temperature Factor
1.0
Fc - Perp 625.0 psi
E : Modulus of Elasticity ... x-x Bending y-y Bending
Axial
Cfu : Flat Use Factor
1.0
Kf : Built-up columns
1.0 INIDS 15.3.2
Basic 1,600.0 1,600.0
1,600.0 ksi
Use Cr: Repetitive ?
No
Minimum 580.0 580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis:
Unbraced Length for X-X Axis buckling = 12.333 It, K = 1.0
Y-Y (depth) axis:
Unbraced Length for X-X Axis buckling = 12.333 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 80.833 lbs * Dead Load Factor
AXIAL LOADS. . .
Axial Load at 12.333 ft, D = 6.377, L = 3.347, S = 6.219 k
DESIGN SUMMARY
Bending & Shear Check Results
rAaa Max. MX01+13ending OLress Rauu
0.8121 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+0.750L+0.750S
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Governing NDS Forumla
Comp
Only, fc/Fc'
Top along X-X
0.0 k
Bottom along XA
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y
0.0 in
at 0.0 It above base
Applied Axial
13.632 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along XA
0.0 in
at 0.0 ft above base
Fc: Allowable
554.95 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio=
0.0 :1
Bending Compression
Tension
Load Combination
+0.460D
Location of max.above base
12.333 It
Applied Design Shear
0.0 psi
Allowable Shear
272.0 psi
Load Combination Results
Maximum Axial + Bendinq
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Stress Ratio Status
Location
D Only
0.900
0.576
0.4121 PASS
0.0 ft
0.0 PASS
12.333 Ift
+D+L
1.000
0.535
0.6056 PASS
0.0 ft
0.0 PASS
12.333 ft
+D+S
1.150
0.483
0.7552 PASS
0.0 ft
0.0 PASS
12.333 ft
+D+0.750L+0.750S
1.150
0.483
0.8121 PASS
0.0 ft
0.0 PASS
12.333 ft
+1.140D
1.600
0.369
0.4127 PASS
0.0 ft
0.0 PASS
12.333 ft
+1.105D+0.750L+0.750S
1.600
0.369
0.8023 PASS
0.0 ft
0.0 PASS
12.333 ft
+0.60D
1.600
0.369
0.2172 PASS
0.0 ft
0.0 PASS
12.333 ft
+0.460D
1.600
0.369
0.1665 PASS
0.0 ft
0.0 PASS
12.333 ft
WA
File= S:Uobs\s18\s1811\s1811020 - 917 Pine Street\wo 181203\181203 columns-enerGaic trib_s I 811020.ed
Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lic. #: KW-06006655 Ui6ensee: SOUND STRUCTURAL SOLUTIO
Description : (2-11) #2
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: IBC 2015
General Information
Analysis Method Allowable Stress Design
Wood Section Name
6x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded Lumber
Overall Column Height 9.0 ft
Wood Member Type
Sawn
( Used for non -slender calculatians
Exact Width
5.50 in Allow Stress Modification Factors
Wood Species Douglas Fir - Larch
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Wood Grade No.1
Area
30.25 in A 2 Cf or Cv for Compression
1.0
Fb - Tension 1,200.0 psi Fv 170.0 psi
Ix
76.255 in A 4 Cf or Cv for Tension
1.0
Fb - Compr 1,200.0 psi Ft 825.0 psi
ly
76.255 in A 4 Cm : Wet Use Factor
1.0
Fc - PrIl 1,000.0 psi Density 31.20 pcf
Ct : Temperature Factor
1.0
Fc - Perp 625.0 psi
Cfu : Flat Use Factor
1.0
E: Modulus of Elasticity ... x-x Bending y-y Bending
Axial
Kf : Built-up columns
1.0 NDS 15.3.2
Basic 1,600.0 1,600.0
1,600.0 ksi
Use Cr: Repetitive ?
No
Minimum 580.0 580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis:
Unbraced Length for X-X Axis buckling = 9.0 ft, K
= 1.0
Y-Y (depth) axis:
Unbraced Length for XA Axis buckling = 9.0 ft, K
= 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 58.988 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 4.033, L = 5.256, S = 5.017 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
Load Combination
Governing NDS Forumla
Location of max.above base
At maximum location values are ...
Applied Axial
Applied Mx
Applied My
Fc: Allowable
PASS Maximum Shear Stress Ratio=
Load Combination
Location of max.above base
Applied Design Shear
Allowable Shear
Load Combination Results
0.4740 :1
+D+0.750L+0.750S
Comp Only, fc/Fc'
0.0 ft
11.797 k
0.0 k-ft
0.0 k-ft
822.75 psi
0.0 :1
+0.460D
9.0 ft
0.0 psi
272.0 psi
Maximum SERVICE Lateral Load Reactions..
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along XA 0.0 k Bottom along X-X 0.0 k
Maximum SERVICE Load Lateral Deflections ...
Along Y-Y 0.0 in at 0.0 ft abovebase
for load combination: n1a
Along X-X 0.0 in at 0.0 ft above base
for load combination : n/a
Other Factors used to calculate allowable stresses ...
Bending Compression Tension
Load Combination
C D
C P
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
D Only
0.900
0.788
0.1907
PASS
0.0 ft
0.0
PASS
9.0 ft
+D+L
1.000
0.759
0,4072
PASS
0.0 fit
0.0
PASS
9.0 ft
+D+S
1.150
0.715
0.3660
PASS
0.0 ft
0.0
PASS
9.0 ft
+D+0.750L+0.750S
1.150
0.715
0.4740
PASS
0.0 ft
0.0
PASS
9.0 ft
+1.140D
1.600
0.596
0.1616
PASS
0.0 ft
0.0
PASS
9.0 ft
+1.105D+0.750L+0.750S
1.600
0.596
0.4235
PASS
0.0 ft
0.0
PASS
9.0 ft
+0.60D
1.600
0.596
0.08505
PASS
0.0 ft
0.0
PASS
9.0 ft
+0.460D
1.600
0.596
0.06520
PASS
0.0 fit
0.0
PASS
9.0 ft
OR
60
law
OR
460
WWI
Wood Column
jMM. RTIM-IMM-13M
Description : (2-11) #3
File= SAJobs\s18ks1811\s1811020-917 Pine Street\wo 131203\181203columns-enerralctrib_sl8llO2O.ec:I
ENERCi1C, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Analysis Method Allowable Stress Design
Wood Section Name
6x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded Lumber
Overall Column Height 9.0 ft
Wood Member Type
Sawn
( Used for non-siender calculations.)
Wood Species Douglas Fir - Larch
Exact Width
5.50 in Allow Stress Modification Factors
Wood Grade No.1
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Fb - Tension 1,200.0 psi Fv 170.0 psi
Area
30.25 in'12 Cf or Cv for Compression
1.0
Fb - Compr 1,200.0 psi Ft 825.0 psi
Ix
76.255 in,14 Cf or Cv for Tension
1.0
Fe - PrIl 1,000.0 psi Density 31.20 pcf
ly
76.255 inA4 Cm: Wet Use Factor
1.0
Fc - Perp 625.0 psi
Ct : Temperature Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending
Axial
Cfu : Flat Use Factor
1.0
Kf: Built-up columns
1.0 NDSI,5�3.2
Basic 1,600.0 1,600.0
1,600.0 ksi
Use Cr : Repetitive ?
No
Minimum 580.0 580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis:
Unbraced Length for X-X Axis buckling = 9.0 ft, K
= 1.0
Y-Y (depth) axis:
Unbraced Length for X-X Axis buckling = 9.0 ft, K
= 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 58.988 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 4.106, L = 7.921, S = 5.293 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axia]+Bending Stress Ratio
0.5655 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+0,750L+0.750S
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla
Comp Only, fc/Fc'
Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
14.075 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable
822.75 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio
0.0 :1
Bending Compression Tension
Load Combination
+0.460D
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
272.0 psi
Load Combination Results
ow
Maximum Axial + Bendinq
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P
Stress Ratio
Status
Location
Stress Ratio
Status Location
00
D Only
0.900
0.788
0.1941
PASS
0.0 ft
0.0
PASS
9.0 ft
+D+L
1.000
0.759
0.5265
PASS
0.0 ft
0.0
PASS
9.0 ft
6W
+D+S
1.150
0.715
0.380
PASS
0.0 ft
0.0
PASS
9.0 ft
+D+0.750L+0.750S
1.150
0.715
0.5655
PASS
0.0 ft
0.0
PASS
9.0 ft
+1.140D
1.600
0.596
0.1645
PASS
0.0 ft
0.0
PASS
9.0 ft
+1.105D+0.750L+0.750S
1.600
0.596
0.5027
PASS
0.0 ft
0.0
PASS
9.0 ft
+0.60D
1.600
0.596
0.08656
PASS
0.0ft
0.0
PASS
9.0 ft
+0.460D
1.600
0.596
0.06637
PASS
0.0 ft
0.0
PASS
9.0 ft
File= SAJobs\s18Ns1811\s1811020 - 917 Pine Streeko 181203\181203 columnsenerealc trib - s1811020.ed
Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
. # - KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONZ
Description : WIND COLUMNS AT ENTRY
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Analysis Method
Allowable Stress Design
Wood Section Name
5.25x5.25
End Fixities
Top Fixed, Bottom Fixed
Wood Grading/Manuf.
Trus Joist
Overall Column Height
19.0 ft
Wood Member Type
Parallam PSL
( Used for non -slender calculatians
Exact Width
5.250 in Allow Stress Modification Factors
Wood Species
Trus Joist
Exact Depth
5.250 in
Cf or Cv for Bending
1.0
Wood Grade
Parallam PSL 2.21E
Area
27.563 in12
Cf or Cv for Compression
1.0
Fb - Tension
2900 psi Fv
290 psi
Ix
63.308 in14
Cf or Cv for Tension
1.0
Fb - Compr
2900 psi Ft
2025 psi
ly
63.308 in A 4
Cm : Wet Use Factor
1.0
Fc - PrIl
2900 psi Density
45.05 pcf
Ct: Temperature Factor
1.0
Fc - Perp
625 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity
... x-x Bending y-y Bending
Axial
Kf : Built-up columns
1.0 NDS 15,31
Basic 2200
2200
2200 ksi
Use Cr : Repetitive ?
No
Minimum 1118.19
1118.19
Qr 44;nn fnr finfl-f- lik"Adin � ninn
Pni"mne v
- I U �1
X-X (width) axis: Fully braced against buckling along X-X Axis
Y-Y (depth) axis: Fully braced
against buckling along Y-Y Axis
Applied Loads
Service loads entered. Load Factors will be applied for
calculations.
Column self weiqht included : 163.837 lbs * Dead
Load Factor
AXIAL LOADS ...
Axial Load at 19.0 ft, D = 0.50, S = 0.6250 k
BENDING LOADS ...
Lat. Uniform Load creatinq Mx-x, W = 0.0840 k/ft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axia]+Bending Stress Ratio
0.1626 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+0.60W+H
Top along Y-Y 0.7980 k
Bottom along Y-Y 0.7980
k
Governing NOS Forumla Comp + Mxx, NDS Eq. 3.9-3
Top along XA 0.0 k
Bottom along XA
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.3537 in at
9.564 ft abovebase
Applied Axial
0.6638 k
for load combination: W Only
Applied Mx
-1.516 k-ft Along X-X 0.0 in at
0.0 ft abovelbase
Applied My
0.0 k-ft
Fc: Allowable
4,640.0 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio=
0.03744:1
Bending Compression
Tension
Load Combination
+D+0.60W+H
Location of max.above base
19.0 ft
Applied Design Shear
26.057 psi
Allowable Shear
464.0 psi
Load Combination Results
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination C D
C P
Stress Ratio Status Location
Stress Ratio Status
Location
+D+H 0.900
1.000
0.009228 PASS 0.0 ft
0.0 PASS
19.0 ft
+D+L+H 1.000
1.000
0.008305 PASS 0.0 ft
0.0 PASS
19.0 ft
+D+Lr+H 1.250
1.000
D.006644 PASS 0.0ft
0.0 PASS
19.0 ft
+D+S+H 1.150
1.000
0.01402 PASS 0.0 ft
0.0 PASS
19.0 ft
+D+0.750Lr+0.750L+H 1.250
1.000
D.006644 PASS 0.0 ft
0.0 PASS
19.0 ft
+D+0.750L+0.750S+H 1.150
1.000
0.01232 PASS 0.0 ft
0.0 PASS
19.0 ft
+D+0.60W+H 1.600
1.000
0.1626 PASS 0.0 ft
0.03744 PASS
19.0 ft
+D+0.70E+H 1.600
1.000
D.005191 PASS 0.0ft
0.0 PASS
19.0 ft
+D+0.750Lr+0.750L+0.450W+H 1.600
1.000
0.1220 PASS 0.0 ft
0.02808 PASS
19.0 ft
am
aw
04
0"
AMR
Wood Column
Description : VVIND COLUMNS AT ENTRY
Load Combination Results
S.1Jabs\s18\s1811\s11811020 - 917 Pine Streetwo 161203\181203 columns�_enercalc trib_0811020.ed
ENIERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.22t
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P
Stress Ratio
Status
Location
Stress Ratio
Status Location
+D+0.750L+0.750S+0.450W+H
1.600
1.000
0.1220
PASS
0.0 ft
0.02808
PASS
19.0 It
+D+0.750L+0.750S+0.5250E+H
1.600
1.000
0.008856
PASS
0.0 ft
0.0
PASS
19.0 it
+0.60D+0.60W+0.60H
1.600
1.000
0.1626
PASS
0.0ft
0.03744
PASS
19.0 It
+0.60D+0.70E+0.60H
1.600
1.000
0.003114
PASS
O.Oft
0.0
PASS
19.0 it
Iwo
04
File= S:Uobs\s18\s1811\s1811020 -917 Pine Streetwo 181203\181203 columns-enerGalctrib_0811020.ed
Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. # ; KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONZ
Description : WIND COLUMNS AT ENTRY - BETWEEN WINDOWS
Code References
Calculations per INDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Analysis Method
Allowable Stress Design
Wood Section Name
3.5x5.25
End Fixities
Top Fixed, Bottom Fixed
Wood Grading/Manuf.
Trus Joist
Overall Column Height
19.0 ft
Wood Member Type
Parallam PSL
( Used for non -slender calculations
Exact Width
3.50 in Allow Stress Modification Factors
Wood Species
Trus Joist
Exact Depth
5.250 in
Cf or Cv for Bending
1.0
Wood Grade
Parallam PSL 2.2E
Area
18.375 in A 2
Cf or Cv for Compression
1.0
Fb - Tension
2,900.0 psi Fv
290.0 psi
Ix
42.205 in14
Cf or Cv for Tension
1.0
Flb - Compr
2,900.0 psi Ft
2,025.0 psi
ly
18.758 inA4
Cm : Wet Use Factor
1.0
Fc - PrIl
2,900.0 psi Density
45.050 pcf
Ct : Temperature Factor
1.0
Fc - Perp
625.0 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending
Axial
Kf : Built-up columns
1 . 0 NDS 15,3.2
Basic 2,200.0
2,200.0
2,200.0 ksi
Use Cr : Repetitive ?
No
Minimum 1,118.19 1,118.19
Brace condition for deflection lbucklinnl alonn
columns :
aw
111"
ftw
Applied Loads
X-X (width) axis: Fully braced against buckling along XA Axis
Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 109.223 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 19.0 ft, D = 0.50, S = 0.6250 k
BENDING LOADS ...
Lat. Uniform Load creatinq Mx-x, W = 0.0840 k/fit
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.2439 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+0.60W+H
Top along Y-Y 0.7980 k Bottom along Y-Y 0.7980 k
Governing NOS Forumla Comp + Mxx, NDS Eq. 3.9-3
Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.5306 in at 9.564 ft abovebase
PR
Applied Axial
0.6092 k
for load combination : W Only
Applied Mx
-1.516 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable
4,640.0 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio
0.05616 :1
Bending Compression Tension
Load Combination
+D+0.60W+H
Location of max.above base
19.0 ft
Applied Design Shear
39.086 psi
Allowable Shear
464.0 psi
Load Combination Results
Load Combination
C D
C P
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
+D+H
0.900
1.000
0.01270
PASS
0.0 ft
0.0
PASS
19.0 ft
+D+L+H
1.000
1.000
0.01143
PASS
0.0 ft
0.0
PASS
19.0 ft
+D+Lr+H
1.250
1.000
0.009146
PASS
0.0 fit
0.0
PASS
19.0 ft
+D+S+H
1.150
1.000
0.02014
PASS
0.0 ft
0.0
PASS
19.0 ft
+D+0.750Lr+0.750L+H
1.250
1.000
0.009146
PASS
0.0 ft
0.0
PASS
19.0 ft
+D+0.750L+0.750S+H
1.150
1.000
0.01759
PASS
0.0 it
0.0
PASS
19.0 ft
+D+0.60W+H
1.600
1.000
0.2439
PASS
0.0 ft
0.05616
PASS
19.0 ft
+D+0.70E+H
1.600
1.000
D.007145
PASS
O�O ft
0.0
PASS
19.0 ft
+D+0.75OLr+0.750L+0.450W+H
1.600
1.000
0.1830
PASS
0.0 ft
0.04212
PASS
19.0 ft
ON
me
PIN
L I
amp
PIR
'Nood Column
S:\JobsAs18Xs1811Xs1811020- 917 Pine Streetkwo 11203\1811203 colurnns�enercalc trIb_s1811020.ec1
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.22f
Description : WIND COLUMNS AT ENTRY - BETWEEN WINDOWS
Load Combination Results
Maximum Axial
+ Sending
Stress Ratios
Maximum
Shear Ratios
Load Combination
C D
C P
Stress Ratio
Status
Location
Stress Ratio
Status
Location
+D+0.750L+0.750S+0.450W+H
1.600
1.000
0.1831
PASS
0.0 ft
0.04212
PASS
19.0 it
+D+0.750L+0.750S+0.5250E+H
1.600
1.000
0.01264
PASS
O.Oft
0.0
PASS
19.0 it
+0.60D+0.60W+0.60H
1.600
1.000
0.2439
PASS
0.0 it
0.05616
PASS
19.0 it
+0.60D+0.70E+0.60H
1.600
1.000
0.004287
PASS
0.0 it
0.0
PASS
19.0 it
File= S:\Jobs\s18ks1811\s1811020 -917 Pine Streefto 181203\181203 columnsenercalc trlb_s1811020.ec(
Wood Column ENERCALC, INC. 1983-2017, Build:6,17.2.28, Ver:6.17.2.2E
Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION,"
Description : (1-18) + (1-19) + (1-20) (PACKED STUDS)
P"
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Analysis Method Allowable Stress Design
Wood Section Name 6x6
End Fixities Top Fixed, Bottom Fixed
Wood Grading/Manuf. Graded Lumber
Overall Column Height 10.0 ft
Wood Member Type Sawn
( Used for non-sbender calculations
Exact Width 5.50 in Allow Stress Modification Factors
Wood Species Douglas Fir - Larch
Exact Depth 5.50 in Cf or Cv for Bending
1.0
Wood Grade No.2
Area 30.25 in12 Cf or Cv for Compression
1.0
Fb - Tension 900.0 psi Fv 180.0 psi
Ix 76.255 in14 Cf or Cv for Tension
1.0
Fb - Compr 900.0 psi Ft 575.0 psi
ly 76.255 inA4 Cm : Wet Use Factor
1'0
Fc - PrIl 1,350.0 psi Density 31.20 pcf
Ct: Temperature Factor
1.0
Fc - Perp 625.0 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending Axial
Kf: Built-up columns
1.0 NDS 15 3.2
Basic 1,600.0 1,600.0 1,600.0
ksi Use Cr: Repetitive ?
No
Minimum 580.0 580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis: Fully braced against buckling along X-X Axis
Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis
Loads
Service loads entered. Load Factors will be applied for calculations.
-Applied
Column self weiqht included : 65.542 lbs * Dead Load Factor
AXIAL LOADS. . .
on
Axial Load at 10.0 ft, D = 5.190, L 3.0, S = 4.240 k
we
DESIGN SUMMARY
Bending & Shear Check Results
OR
PASS Max. Axia]+Bending Stress Ratio 0.2275:1
Maximum SERVICE Lateral Load Reactions..
Load Combination +D+0.750L+0.750S+H
Top along Y-Y 0.0 k Bottom along Y-Y
0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along XA 0.0 k Bottom along X-X
0.0 k
Location of max.above base 0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial 10.686 k
for load combination : n/a
Applied Mx 0.0 k-ft
Applied My 0.0 k-ft
Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable 1,552.50 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio 0.0 : 1
Bendinq Compression
Tension
Load Combination +0.60D+0.70E+0.60H
Location of max.above base 10.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 288.0 psi
Load Combination Results
Load Combination
C D
C P
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
+D+H
0.900
1.000
0.1430
PASS
0.0ft
0.0
PASS
10.0 ft
+D+L+H
1.000
1.000
0.2022
PASS
0.0 ft
0.0
PASS
10.0 ft
+D+Lr+H
1.250
1.000
0.1030
PASS
0.0 ft
0.0
PASS
10.0 ft
+D+S+H
1.150
1.000
0.2022
PASS
0.0 ft
0.0
PASS
10.0 ft
+D+0,750Lr+0.750L+H
1.250
1.000
0.1470
PASS
0.0 ft
0.0
PASS
10.0 ft
+D+0.750L+0.750S+H
1.150
1.000
0.2275
PASS
0.0 ft
0.0
PASS
10.0 ft
+D+0.60W+H
1 �600
1.000
0.08043
PASS
0.0 ft
0.0
PASS
10.0 ft
+D+0.70E+H
1.600
1.000
0.08043
PASS
0.0ft
0.0
PASS
10.0 ft
+D+0.750Lr+0,750L+0.450W+H
1.600
1.000
0.1149
PASS
0.0ft
0.0
PASS
10.0 ft
+D+0.750L+0.750S+0.450W+H
1.600
1.000
0.1635
PASS
0.0ft
0.0
PASS
10.0 ft
+D+0.750L+0.750S+0.5250E+H
1.600
1.000
0.1635
PASS
0.0 ft
0.0
PASS
10.0 ft
+0.60D+0.60W+0.60H
1.600
1.000
0.04826
PASS
0.0 ft
0.0
PASS
10.0 ft
Wood Column
. .1c. #: KW-06006655
DescrIption : (1-18) + (1-19) + (1-20) (PACKED STUDS)
Load Combination Results
File= S:�Jobs\s%Ml %1811020 - 917 Pine Streeftwo V1201181203 columns,_enercalc tdbjl8llO2O.ec(
ENERCALC, INC. 1983-2017, Build:6.17.2.28. Ver:6.17.22i
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination C D c p Stress Ratio Status Location Stress Ratio Status Location
+0.60D+0.70E+0.60H 1.600 1.000 0.04826 PASS 0.0 ft 0.0 PASS 10.0 It
04
File= S:Wbs\s18\s181Ps1811020-917 Pine StreOwo 181203\181203 columns-enercalctrib-sl8ll02O.ed
Steel Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
'Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-7) #2 + (2-11) #2, UNBRACED 10'3"
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Steel Section Name: HSS3x3x5/16 Overall Column Height 10.250 ft
Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns
Fy : Steel Yield 36.0 ksi X-X (width) axis:
E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis
Y-Y (depth) axis:
Fully braced against buckling along Y-Y Axis
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 108.445 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.250 It, D = 11.877, L = 12.444, S = 8.230 k
BENDING LOADS.. .
Lat. Point Load at 10.0 ft creating Mx-x, E = 1.636 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.4694 : 1
Maximum SERVICE Load Reactions..
Load Combination +D+0.750L+0.750S+0.5250E+H
Top along X-X
0.0 k
Location of max.above base
9.975 ft
Bottom along X-X
0.0 k
At maximum location values are ...
Top along Y-Y
1.596 k
Pa Axial
27.491 k
Bottom along Y-Y
0.03990 k
Pn Omega: Allowable
63.377 k
Ma-x: Applied
0.2090 k-ft
Maximum SERVICE Load Deflections ...
Mn-x / Omega: Allowable
5.210 k-ft
Along Y-Y 0.04798 in at
5.916ft above base
for load combination: E Only
Ma-y: Applied
0.0 k-ft
Mn-y / Omega: Allowable
5.210 k-ft
Along X-X 0.0 in at
O.Oft above base
for load combination
PASS Maximum Shear Stress Ratior
0.06978 : I
Load Combination +D+0.70E+H
Location of max.above base
10.044 ft
At maximum location values are ...
Va: Applied
1.117 k
Vn /Omega: Allowable
16.011 k
Load Combination Results
Load Combination
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
+D+H
0.189
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+L+H
0.385
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+Lr+H
0.189
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+S+H
0.319
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.75OLr+0,750L+H
0.336
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S+H
0.434
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.60W+H
0.189
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.70E+H
0.189
PASS
0.00 ft
0.070
PASS
10.04 ft
+D+0.75OLr+0.750L+0.450W+H
0.336
PASS
0.00 ft
0.000
PASS
10.04 ft
+D+0.750L+0.750S+0.450W+H
0.434
PASS
0.00 ft
0.000
PASS
10.04 ft
+D+0.750L+0.750S+0.5250E+H
0.469
PASS
9.97 ft
0.052
PASS
10.04 ft
+0.60D+0.60W+0.60H
0.113
PASS
0.00 ft
0.000
PASS
10.04 ft
+0.60D+0.70E+0.60H
0.113
PASS
0.00 ft
0.070
PASS
10.04 ft
Steel Column
File= S:\Jobs'vs18IsI8Ms1811020 - 917 Pine Streeftwo 181203\181203 columns enercalctrib sl&1102 I
' ';'
�111-ic.
ENERCALC,
INC. 1983-2017, Build:6.17.2.28, Ver6.1772j
# : KW-06006655
Licensee-, SOUND
STRUCTURAL SOWTI(s
Description : (1-7) #2 + (2-11) #2,
UNBRACED 10'3"
Maximum Reactions
Note:
Only non -zero reactions are listed.
X-X Axis Reaction
Y-Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@
Top
@ Base
+D+H
k
k
11.985 k
+D+L+H
k
k
24.429 k
+D+Lr+H
k
k
11.985 k
+D+S+H
k
k
20.215 k
+D+0.750Lr+0.750L+H
k
k
21.318 k
+D+0.750L+0.750S+H
k
k
27.491 k
+D+0.60W+H
k
k
11.985 k
+D+0.70E+H
k
0,028
1.117 k
11.985 k
+D+0.75OLr+0.750L+0.450W+H
k
k
21.318 k
+D+0.750L+0.750S+0.450W+H
k
k
27.491 k
+D+0.750L+0.750S+0.5250E+H
k
0.021
0.838 k
27.491 k
+0.60D+0.60W+0.60H
k
k
7.191 k
+0.60D+0.70E+0.60H
k
0.028
1.117 k
7.191 k
D Only
k
k
11.985 k
Lr Only
k
k
k
L Only
k
k
12.444 k
S Only
k
k
8.230 k
W Only
k
k
k
E Only
k
0.040
1.596 k
k
H Only
k
k
k
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
+D+H
0.0000
in
0.000
Ift 0.000
in
0.000
ft
+D+L+H
0.0000
in
0.000
ft 0.000
in
0.000
ft
+D+Lr+H
0.0000
in
0.000
ft 0.000
in
0.000
ft
+D+S+H
0.0000
in
0.000
ft 0.000
in
0.000
ft
+D+0.750Lr+0.750L+H
0.0000
in
0.000
ft 0.000
in
0.000
ft
+D+0.750L+0.750S+H
0.0000
in
0.000
ft 0.000
in
0.000
ft
+D+0.60W+H
0.0000
in
0.000
ft 0.000
in
0.000
ft
+D+0.70E+H
0.0000
in
0.000
ft 0.034
in
5.916
ft
+D+0.750Lr+0.750L+0.450W+H
0.0000
in
0.000
ft 0.000
in
0.000
ft
+D+0.750L+0.750S+0.450W+H
0.0000
in
0.000
ft 0.000
in
0.000
ft
+D+0.750L+0.750S+0.5250E+H
0.0000
in
0.000
ft 0.025
in
5.916
ft
+0.60D+0.60W+0.60H
0.0000
in
0.000
ft 0.000
in
0.000
ft
+0.60D+0.70E+0.60H
0.0000
in
0.000
ft 0.034
in
5.916
ft
D Only
0.0000
in
0.000
ft 0.000
in
0.000
ft
Lr Only
0.0000
in
0.000
ft 0.000
in
0.000
ft
L Only
0.0000
in
0.000
ft 0.000
in
0.000
ft
S Only
0.0000
in
0.000
ft 0.000
in
0.000
ft
W Only
0.0000
in
0.000
ft 0.000
in
0.000
ft
E Only
0.0000
in
0.000
ft 0.048
in
5.916
ft
H Only
0.0000
in
0.000
ft 0.000
in
0.000
ft
Steel Section Properties
HSS3x3x5/16
Steel Column File= S:\Jobs\s181s1811\s1811020 - 917 Pine Streetwo 181203\181203 cDlurnns�_enercalc trlb_s181I020.ecl
. ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-7) #2 + (2-11) #2, UNBRACED 10'3"
Steel Section Properties
IHSS3x3x5/16
Depth
3.000 in
I xx
3.45 inA4 1 5.940 in A 4
Design Thick
'6.291 in
S xx
2.30 in'13
Width
3.000 in
R xx
1.080 in
Wall Thick
0.313 in
zx
2.900 in13
Area
2.9* in A 2
1 yy
3.450 inA4 C 4.180 in A 3
Weight
10.580. Pif
S yy
2.300 in A 3
R yy
1.080 in
Ycg
0.000 in
M-x Loads
x
Loads are total entered value. Arrows do not reflect absolute direction.
I INood Column
Description (1-22)
File = S.Uobs\s18\s181 %1811020 - 917 Pine Streetkwo 161203\181203 colurrins-enercalc trib - s18111
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: IBC 2015
General Information
Analysis Method Allowable Stress Design
End Fixities Top & Bottom Pinned
Overall Column Height 11.750 ft
( Used for non -slender calculations )
Wood Section Name
4x6
Wood Grading/Manuf.
Graded Lumber
Wood Member Type
Sawn
Wood Species
Douglas Fir - Larch
Exact Width
3.50 in Allow Stress Modification Factors
Wood Grade
No.2
Exact Depth
5.50 in Cf or Cv for Bending
1.30
Fb - Tension
900.0 psi
Fv
180.0 psi
Area
19.250 in A 2 Cf or Cv for Compression
1.10
Fib - Compr
900.0 psi
Ft
575.0 psi
Ix
48.526 inA4 Cf or Cv for Tension
1.30
Fe - PrIl
1,350.0 psi
Density
31.20 pcf
ly
19.651 inA4 Cm : Wet Use Factor
1.0
Fc - Perp
625.0 psi
Ct : Temperature Factor
1.0
E : Modulus of Elasticity ...
x-x Bending
y-y Bending
Axial
Cfu : Flat Use Factor
1.0
Kf : Built-up columns
1 . 0 PVD;S 15.3.2
Basic
1,600.0
1,600.0
1,600.0 ksi
Use Cr : Repetitive ?
No
Minimum
580.0
580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis:
Fully braced against buckling along X-X Axis
Y-Y (depth) axis:
Unbraced Length for X-X Axis buckling = 11.750
ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 49.007 lbs * Dead Load Factor
AXIAL LOADS ...
bw
Axial Load at 11.750 ft, D = 2.750, L = 3.504, S = 1.730 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.5423 :1
Maximum SERVICE Lateral Load
Reactions..
Load Combination
+1.1 05D+0.750L+0.750S
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Governing NDS Forumla
Comp Only, fc/Fc'
Top along X-X
0.0 k
Bottom along X-X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
6W
At maximum location values are ...
Along Y-Y
0.0 in
at 0.0 ft above base
Applied Axial
7.018 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along XA
0.0 in
at 0.0 ft abovebase
6w
Fc: Allowable
672.35 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio=
0.0 :1
Bending Compression
Tension
OR
Load Combination
+0.460D
Location of max.above base
11.750 ft
Applied Design Shear
0.0 psi
Allowable Shear
288.0 psi
Load Combination Results
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D C P Stress Ratio Status
Location
Stress Ratio Status
Location
00
D Only
0.900 0.463
0.2350 PASS
O.Oft
0.0 PASS
11.750 ft
i,
+D+L
1.000 0.425
0.5182 PASS
O.Oft
0.0 PASS
11.750 ft
6w
+D+S
1.150 0.379
0.3639 PASS
0.0 ft
0.0 PASS
11.750 ft
+D+0.750L+0,750S
1.150 0.379
0.5402 PASS
0.0 ft
0.0 PASS
11.750 ft
+1.140D
1.600 0.283
0.2465 PASS
0.0 ft
0.0 PASS
11.750 ft
+1. 1 05D+0.750L+0.750S
1.600 0.283
0.5423 PASS
0.0 ft
0.0 PASS
11.750 ft
+0.60D
1.600 0.283
0.1298 PASS
0.0 ft
0.0 PASS
11.750 ft
+0.460D
1.600 0.283
0.09948 PASS
0.0 ft
0.0 PASS
11.750 ft
P"
E__1
F__j
"o
File= SAJobs\sl8ks1811\s1811020-917 Pine Streeftwo 181203�181203 columns-enercalctdb-sl8llO2O.ecI
Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.1722E
Description : (1-13) #2
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: I BC 2015
General Information
Analysis Method:
Allowable Stress Design
End Fixities
Top & Bottom Pinned
Overall Column Height
9.250 ft
( Used for non -slender calcu'lations
Wood Species
Douglas Fir - Larch
Wood Grade
No.2
Flb - Tension
900.0 psi Fv
180.0 psi
Fb - Compr
900.0 psi Ft
575.0 psi
Fc - PrIl
1,350.0 psi Density
31.20 pcf
Fc - Perp
625.0 psi
E : Modulus of Elasticity
... x-x Bending
y-y Bending
Basic 1,600.0
1,600.0
Minimum 580.0
580.0
Applied Loads
Column self weiqht included 24.551 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.250 ft, D 0.6670, S = 0.8340 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axia]+Bending Stress Ratio
Load Combination
Governing NDS Forumla
Location of maxabove base
At maximum location values are., .
Applied Axial
Applied Mx
Applied My
Fc: Allowable
PASS Maximum Shear Stress Ratio
Load Combination
Location of max.above base
Applied Design Shear
Allowable Shear
Load Combination Results
Load Combination
D Only
+D+S
+D+0.750S
+1.140D
+1.105D+0.750S
+0.60D
+0.460D
Wood Section Name
4x4
Wood Grading/Manuf.
Graded Lumber
Wood Member Type
Sawn
Exact Width
3.50 in Allow Stress Modification Factors
Exact Depth
3.50 in Cf or Cv for Bending 1.50
Area
12.25 in12 Cf or Cv for Compression 1.150
Ix
12.505 in14 Cf or Cv for Tension 1.50
ly
12.505 inA4 Cm : Wet Use Factor 1.0
Ct : Temperature Factor 1.0
Cfu : Flat Use Factor 1.0
Axial
Kf: Built-up columns 1.0 NDS 15.3.2
1,600.0 ksi
Use Cr: Repetitive ? No
Brace condition for deflection (buckling) along columns :
X-X (width) axis :
Unbraced Length for X-X Axis buckling = 9.250 ft, K = 1.0
Y-Y (depth) axis:
Unbraced Length for X-X Axis buckling = 9.250 ft, K = 1.0
Service loads entered. Load Factors will be applied for calculations.
0.2801 :1
+D+S
Comp Only, fc/Fc'
0.0 ft
1.526 k
0.0 k-ft
0.0 k-ft
444.537 psi
0.0 :1
+0.460D
9.250 ft
0.0 psi
288.0 psi
Maximum SERVICE Lateral Load Reactions..
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along X-X 0.0 k Bottom along X-X 0.0 k
Maximum SERVICE Load Lateral Deflections ...
Along Y-Y 0.0 in at 0.0 ft abovebase
for load combination: n/a
Along X-X 0,0 in at 0.0 ft above base
for load combination : n/a
Other Factors used to calculate allowable stresses ...
Sending Como ssion Tension
C D
C P
Maximum Axial + Bendinq
Stress Ratio Status
Stress Ratios
Location
0.900
0.311
0.1299
PASS
0.0ft
1.150
0.249
0.2801
PASS
0.0 ft
1.150
0.249
0.2419
PASS
0.0 ft
1.600
0.183
0.1418
PASS
0.0 ft
1.600
0.183
0.250
PASS
0.0 ft
1.600
0.183
0.07465
PASS
0�oft
1.600
0.183
0.05723
PASS
0.0 ft
Maximum Shear Ratios
Stress Ratio
Status
Location
0.0
PASS
9.250 ft
0.0
PASS
9.250 ft
0.0
PASS
9.250 ft
0.0
PASS
9.250 ft
0.0
PASS
9.250 ft
0.0
PASS
9.250 ft
0.0
PASS
9.250 ft
Wood Column File= S:\Jobs\sl8\sl8l %18111020- 917 Pine Streetwo 11203\181203 oolumns-enercalctdb-sl8ll02O.eiI
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver(3.117.2.2f
Description : (2-10) + (2-14)
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: IBC 2015
General Information
Analysis Method
Allowable Stress Design
End Fixities
Top & Bottom Pinned
Overall Column Height
9.0 ft
Usedfor non
-slender calculations
Wood Species
Douglas Fir - Larch
Wood Grade
No.2
Flb - Tension
900.0 psi Fv
180.0 psi
Fb - Compr
900.0 psi Ft
575.0 psi
Fe - PrII
1,350.0 psi Density
31.20 pcf
Fe - Perp
625.0 psi
E : Modulus of Elasticity ... x-x Bending y-y Bending
Basic 1,600.0
1,600.0
Minimum 580.0
580.0
Applied Loads
Column self wei.qht included : 23.888 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 1.855, L = 0.6170, S = 3.005 k
DESIGN SUMMARY
Wood Section Name
4x4
Wood Grading/Manuf.
Graded Lumber
Wood Member Type
Sawn
Exact Width
3.50 in Allow Stress Modification Factors
Exact Depth
3.50 in Cf or Cv for Bending 1.50
Area
12.25 in12 Cf or Cv for Compression 1.150
IX
12.505 inA4 Cf or Cv for Tension 1.50
ly
12.505 inA4 Cm : Wet Use Factor 1.0
Ct : Temperature Factor 1.0
Cfu : Flat Use Factor 1.0
Axial
Kf : Built-up columns 1.0 15�3.2
1,600.0 ksi
Use Cr: Repetitive ? No
Brace condition for deflection
(budding) along columns :
X-X (width) axis:
Unbraced Length for X-X Axis buckling = 9.0 ft, K = 1.0
Y-Y (depth) axis:
Unbraced Length for X-X Axis buckling = 9.0 ft, K = 1.0
Service loads entered. Load Factors will be applied for calculations.
Bending & Shear Check Results
PASS Max. Axia]+Bending Stress Ratio
0.8527 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+S
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Governing NDS Forumla
Comp
Only, fc/Fc'
Top along XA
0.0 k
Bottom along X-X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y
0.0 in
at 0.0 ft abovebase
Applied Axial
4.884 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along XA
0.0 in
at 0.0 ft above base
Fc: Allowable
467.538 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio=
0.0 :1
Bending, Compression
Tension
Load Combination
+0.460D
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
288.0 psi
Load Combination Results
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Stress Ratio Status
Location
D Only
0.900
0.327
0.3360 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+L
1.000
0.297
0.4414 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+S
1.150
0.262
0.8527 PASS
0.0 ft
0.0 PASS
9.0 ft
+D+0.750L+0,750S
1.150
0.262
0.8024 PASS
0.0 ft
0.0 PASS
9.0 ft
+1,140D
1.600
0.192
0.3658 PASS
0,0 ft
0.0 PASS
9.0 ft
+1.105D+0.750L+0.750S
1.600
0.192
0.8186 PASS
0.0 ft
0.0 PASS
9.0 ft
+0.60D
1.600
0.192
0,1926 PASS
0.0 ft
0.0 PASS
9.0 ft
+0.460D
1.600
0.192
0.1476 PASS
0.0 fit
0.0 PASS
9.0 ft
PIN
File= S:�Jobs\s18\s1811\s1811020 -917 Pine Sireefto 181203\181203 columns-enercalc trib-s1811020.ec(
Nood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6,17.2.2E
-ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION!
Description : (2-15) + (2-14)
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Analysis Method
Allowable Stress Design
End Fixities
Top & Bottom Pinned
Overall Column Height
9.0 ft
( Used for non -slender calculaticns
Wood Species
Douglas Fir - Larch
Wood Grade
No.2
Fb - Tension
900.0 psi Fv
180.0 psi
Fb - Compr
900.0 psi Ft
575.0 psi
Fc - Prll
1,350.0 psi Density
31.20 pcf
Fc - Perp
625.0 psi
E : Modulus of Elasticity ... x-x Bending y-y Bending
Basic 1,500.0
1,600.0
Minimum 580.0
580.0
Applied Loads
Column self weiqht included : 23.888 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 3.677, S = 6.127 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axia]+Bending Stress Ratio
Load Combination
Governing NOS Forumla
Location of maxabove base
At maximum location values are .
Applied Axial
Applied Mx
Applied My
Fc: Allowable
PASS Maximum Shear Stress Ratio
Load Combination
Location of max.above base
Applied Design Shear
Allowable Shear
Load Combination Results
A"
ow
NEW
W
Wood Section Name
4x4
Wood Grading/Manuf.
Graded Lumber
aw
Wood Member Type
Sawn
P"
Exact Width
3.50 in Allow Stress Modification Factors
Exact Depth
3.50 in Cf or Cv for Bending
1.50
Area
12.25 in12 Cf or Cv for Compression
1.150
Ix
12.505 in14 Cf or Cv for Tension
1.50
Pq
ly
12.505 in14 Cm : Wet Use Factor
1.0
Ct : Temperature Factor
1.0
so
Cfu : Flat Use Factor
1.0
Axial
Kf : Built-up columns
1.0 NDS 15.12
1,600.0 ksi
Use Cr: Repetitive ?
No
Brace condition for deflection (buckling) along columns :
X-X (width) axis:
Fully braced against buckling along X-X Axis
Y-Y (depth) axis:
Fully braced against buckling along Y-Y Axis
Service loads entered. Load Factors will be al)Dlied for
calculations.
0.4494:1
+D+S
Comp Only, fc/Fc'
0.0 It
9.828 k
0.0 k-ft
0.0 k-ft
1,785.38 psi
0.0 :1
+0.460D
9.0 ft
0.0 psi
288.0 psi
Maximum SERVICE Lateral Load Reactions..
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along X-X 0.0 k Bottom along X-X 0.0 k
Maximum SERVICE Load Lateral Deflections ...
Along Y-Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X-X 0.0 in at 0.0 ft ab6ve base
for load combination : n/a
Other Factors used to calculate allowable stresses ...
Bendin_q Compression Tension
Load Combination
C D
C P
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
D Only
0.900
1.000
0.2162
PASS
0.0ft
0.0
PASS
9.0 ft
+D+S
1.150
1.000
0.4494
PASS
0.0 ft
0.0
PASS
9.0 ft
+D+0.750S
1.150
1.000
0.3793
PASS
0.0 ft
0.0
PASS
9.0 ft
+1.140D
1.600
1.000
0.1387
PASS
0.0 ft
0.0
PASS
9.0 ft
+1.105D+0.750S
1.600
1.000
0.2854
PASS
0.0 ft
0.0
PASS
9.0 ft
+0.60D
1.600
1.000
0.07297
PASS
0.0 ft
0.0
PASS
9.0 ft
+0,460D
1.600
1.000
0.05595
PASS
0.0 ft
0.0
PASS
9.0 ft
pim
bow
bow
- Q�li
r
rl
GRAVITY ANALYSIS
Truss Layout
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
File= S1Jobs\s18%s18I11s1811020 - 917 Pine Sbeetkwo 181203QF-enercalc t6b 1801311-ed
General Beam Analysis ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (2-6)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length 18.0 ft
Area = 10.0 in'12 Moment of Inertia = 100.0 in A 4 UAW
Q(0.04) U0. 121 S(O.051
Span = 18.0 R
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.020, L = 0.060,
S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF DECK)
DESIGN SUMMARY
Maximum Bending
6.954 k-ft
Maximum Shear
1.545 k
Load Combination
+1.105D+0.750L+0.750S
Load Combination
+1.105D+0.750L+0.750S
Location of maximum on span
9.000ft
Location of maximum on span
0.000 ft
Span #where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.099 in
2192
Max Upward Transient Deflection
0.000 in
0
Max Downward Total Deflection
0.138 in
1570
Max Upward Total Deflection
0.000 in
0
Forces & Stresses for Load Combinations
-Maximum
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span #
M
V Mmax
+
Mmax - Ma - Max Mnx MnxtOmega Clb
Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 18.00 It
1
6.95
6.95
1.55
D Only
Dsgn. L = 18.00 It
1
1.62
1,62
0.36
+D+L
Dsgn. L = 18.00 It
1
6.48
6.48
1.44
+D+S
Dsgn. L = 18.00 ft
1
3.65
3.65
0.81
+D+0.750L+0.750S
Dsgn. L = 18.00 It
1
6.78
6.78
1.51
+1.140D
Dsgn. L = 18.00 ft
1
1.85
1.85
0.41
+1.1 05D+0.750L+0.750S
Dsgn. L = 18.00 ft
1
6.95
6.95
1.55
+0.60D
Dsgn. L = 18.00 ft
1
0.97
0.97
0.22
+0.460D
Dsgn. L = 18.00 It
1
0.75
0.75
0.17
--Overall Maximum Deflections
Load Combination
Span
Max. Defl
Location in Span Load Combination
Max. "+" Defi Location in Span
+D+0.750L+0.750S
1
0.1375
9.090
0.0000 0.000
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.508
1.508
Overall MINimum
0,216
0,216
D Only
0,360
0.360
+D+L
1440
1.440
+D+S
9.810
0.810
+D+0.750L+0.750S
1,508
1.508
+0.60D
0.216
0.216
L Only
1,080
1.080
S Only
0.450
0.450
I F0
MW
13'eneral Beam Analysis File= SAJobs\s18\s1811\s1811020 - 917 Pine Street\wo 181201181203_2Fenercalc trib_s1811M�(
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ven6.1722
Lic. #: KW-06006655
Licensee � SOUND STRUCTURAL SOLUTOM
Description (2-8) A
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length = 18.0 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 inA4
Span #2 Span Length = 4.0 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 inA4
1)(0.03) L(O.�) S(O.0375) Q(0 SM.
�j 5) L(01) 9W7 tj) L(O�42) S(O-175)
V
Span= 18.0 ft Span = 4.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calcullations.
Load for Span Number I
Uniform Load: D = 0.020, L = 0,060, S = 0.0250 ksf, Tributary Width = 1.50 ft, (ROOF DECK)
Load for Span Number 2
Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 7.50 ft, (ROOF DECK)
PointLoad: D=0.140, L=0.420, S=0.1750k@4.Oft,((2-7))
DESIGN SUMMARY
Maximum Bending
7.555 k-ft
Maximum Shear =
3.176 k
Load Combinafion
+1.105D+0.750L+0.750S
Load Combination
+1.105D+0.750L+0.750&
I Location of maximum on span
18.000ft
Location of maximum on span
18.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.037 in
2578
Max Upward Transient Deflection
-0.006 in
35111
Max Downward Total Deflection
0.052 in
1846
Max Upward Total Deflection
-0-009 in
25154
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span # M V Mmax
+
Mmax -
Ma - Max Mnx Mnx/Omega Cb Rm
Va Max Vnx VrTx/Omega
Overall MAXimum Envelope
Dsgn. L = 18.00 ft
1
2.12
-7.55
7.55
3.18
Dsgn. L = 4.00 ft
2
-7.55
7.55
3.18
D Only
Dsgn. L = 18.00 ft
1
0.49
-1.76
1.76
0.74
l�
I)sgn. L = 4.00 ft
2
-1.76
1,76
0.74
ftd
+D+L
Dsgn. L = 18.00 ft
1
1.98
-7,04
7.04
2.96
Dsgn. L = 4.00 It
2
-7.04
7.04
2.96
+D4S
Dsgn. L = 18.00 ft
1
1.11
-3.96
3.96
1.67
Dsqn. L = 4.00 ft
2
-3.96
3.96
1.67
+D+0.750L+0.750S
Dsgn.L= 18.00ft
1
2.07
-7.37
7.37
3.10
Dsgn. L = 4.00 It
2
-7.37
7.37
3.10
+1.140D
NOW
Dsgn. L = 18.00 ft
1
0.56
-2.01
2.01
0.84
Dsgn. L = 4.00 ft
2
-2.01
2.01
0.84
+1.105D+0.750L+0.750S
Dsgn. L = 18.00 ft
1
2.12
-7.55
7.55
3.18
Dsgn. L = 4.00 ft
2
-7.55
7.55
3.18
+0.6DD
Dsgn. L = 18.00 ft
1
0.30
-1.06
1.06
0.44
Dsgn. L = 4.00 it
2
-1.06
1.06
0,44
+0.460D
Dsgn. L = 18.00 ft
1
0.23
-0.81
0.81
0.34
Dsgn. L = 4.00 ft
2
-0.81
0.81
0.34
General Beam Analysis
File= S*.UobMs18W811\s1811020 - 917 Pine Streefto 18120M181203-2F_enercalc trib_s1811020.ec(
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Lic. # : KW-06006655
Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (2-8) A
Overall Maximum Deflections
Load Combinaton
Span
Max. "-" DO
Location in Span Load Combination Max.Y' Defl Location in Span
+D+0.750L+0.750S
0.0190
6.092 +D+0.750L+0.750S -0.0086 15.646
+D+0.750L+0.750S
2
0.0520
4.000 0.0000 15.646
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimurn
0.721
4.639
Overall MlNimum
0.103
0.665
D Only
0.`172
1.108
+D+L
0.689
4.431
+D+S
0.388
2.493
+D+0.750L+0.750S
0.721
4.639
+0.60D
0.103
0.665
L Only
0.517
3.323
S Only
0.215
1.385
Pq
6.0
I PM
P0
General Beam Analysis
111117N.7111,471,1MM.11,
Description : (2-8) B
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length =
Span #2 Span Length =
File= SAJobs\s18\s1811\s1811020 - 917 Pine Streefwo 181203\181203 2F enercalc trib-sl8l 1020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.' 2E
18.0 ft
Area =
10.0 in A 2
Moment of Inertia =
100.0
in A 4
4.0 ft
Area =
10.0 in1\2
Moment of Inertia =
100.0
in A 4
MO.= L(Of S(O.0375) D(�Q D(O.14) L(O.42) S(O.175)
Span = 18.0 ft Span = 4.0 ft
-Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number I
Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 1,50 ft, (ROOF DECK)
Load for Span Number 2
Uniform Load : D = 0.020 ksf, Tributary Width = 7.50 Ift, (ROOF DECK)
Point Load : D = 0.140, L = 0.420, S = 0.1750 k @ 4.0 ft, ((2-7))
DESIGN SUMMARY
Maximum Bending
3.730 k-ft
Maximum Shear
1.366 k
Load Combination
+1.105D+0.750L+0.750S
Load Combination
+1.105D+0.750L+0.750S
Location of maximum on span
18,000ft
Location of maximum on span
18.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0.054 in
4007
Max Upward Transient Deflection
-0.023 in
4210
Max Downward Total Deflection
0.061 in
3541
Max Upward Total Deflection
-0.012 in
8128
-Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Valu-e-s
Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Ornega Ob Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 18.00 ft
1
3.52
-3.73
3.73
1.37
Dsgn. L = 4.00 ft
2
-3.73
3.73
1.26
D Only
Dsgn. L = 18.00 ft
1
0.49
-1.76
1.76
0.74
Dsgn. L = 4.00 It
2
-1.76
1.76
0.74
+D+L
Dsqn. L = 18.00 ft
1
3.29
-3.44
3.44
1.27
Dsgn. L = 4.00 ft
2
-3.44
3.44
1.16
+[)+S
Dsgn. L = 18.00 ft
1
1.64
-2.46
2.46
0.92
Dsgn. L = 4.00 ft
2
-2.46
2.46
0.92
+[)+0.750L+0.750S
Dsgn. L = 18.00 ft
1
3.47
-3.55
3.55
1.33
Dsgn. L = 4.00 ft
2
-3.55
3.55
1.19
+1.140D
Dsgn. L = 18.00 ft
1
0.56
-2.01
2.01
0.84
Dsgn. L = 4.00 ft
2
-2.01
2.01
0.84
+1.105D+0.750L+0.750S
Dsgn. L = 18.00 ft
1
3.52
-3.73
3.73
1.37
Dsgn. L = 4.00 It
2
-3.73
3.73
1.26
+0.60D
Dsgn. L = 18.00 ft
1
0.30
-1.06
1.06
0.44
Dsgn. L = 4.00 ft
2
-1.06
1.06
0.44
+0.460D
Dsgn. L = 18.00 ft
1
0.23
-0.81
0.81
0.34
Dsgn. L:= 4.00 ft
2
-0.81
0.81
0.34
on
N.W
General Be I am Analysis
File= S:\Jobs\s18\s1811\s1811020 - 917 Pine Street\wo 181203\1812032F — enercalctrib—s1811020,ecl k
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f I
Lic. #: KW-06006655
Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (2-8) B
Overall Maximum Deflections
Load Combination
Span
Max. %" Defl
Location in Span - Load Combination Max."+" Dell Location in Span
+D+0.750L+0.750S
1
0.
8.308 0.0000 0.000
2
0.0000
8.308 L Only -0.0228 4.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
0.934
2.514
Overall MINimum
0.103
0.551
D Only
0.172
1.108
+D+L
0.889
2.431
+D+S
0.47'1
1.659
+D+0.750L+0.750S
0.9a4
2.514
+0,60D
0.103
0.665
L Only
0.717
1.323
S Only
0.299
0.551
General Beam Analysis
Description : (2-8) C
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length =
Span #2 Span Length =
W
one
File= SAJobs\s18\s18Ms1811020 - 917 Pine Streetwo 181203\181203L2Fenercalc tdb_51811020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver-6.1722E
18.0 ft
Area =
10.0 in A 2
Moment of Inertia =
100.0
in A 4
4.0 fit
Area =
10.0 in A 2
Moment of Inertia =
100.0
in A 4
D(V3) D(V5) L(O.!*L5) S(09 L(O.42) S(O.175)
Span = 18.0 ft Span = 4.0 ft
Pq -Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number I
kmd Uniform Load: D = 0.020 ksf, Tributary Width = 1.50 ft, (ROOF DECK)
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 7�50 ft, (ROOF DECK)
7 Point Load : D = 0.140, L = 0.420, S = 0.1750 k @ 4.0 ft, ((2-7))
DESIGN SUMMARY
Now
P"
bow
Maximum Bending =
7.555 k-ft
Maximum Shear =
3.176 k
Load Combination
+1.105D+0.750L+0.750S
Load Combination
+1.105D+0.750L+0.750S
Location of maximum on span
18.000ft
Location of maximum on span
18.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.089 in
1074
Max Upward Transient Deflection
-0.066 in
3270
Max Downward Total Deflection
0.107 in
894
Max Upward Total Deflection
-0.068 in
3157
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
- Segment Length
Span # M V Mmax +
Mmax -
Ma - Max Mnx Mnx/Omega Cb Rm
Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 18.00 It
1
0.28
-7.55
7.55
3.18
Dsgn. L = 4.00 ft
2
-7.55
7.55
3.18
D Only
Dsgn. L = 18.00 ft
1
0.49
-1.76
1.76
0.74
Dsgn. L = 4.00 ft
2
-1.76
1.76
0.74
+D+L
Dsgn. L = 18.00 ft
1
-7.04
7.04
2.96
Dsgn. L = 4.00 ft
2
-7.04
7.04
2.96
+Di-S
Dsgn. L = 18.00 ft
1
0.04
-3.96
3.96
1.67
Dsgn. L = 4.00 ft
2
-3.96
3.96
1.67
+D+0.750L+0.750S
Dsgn. L = 18.00 ft
1
-7.37
7.37
3.10
Csgn. L = 4.00 ft
2
-7.37
7.37
3.10
+1.140D
I)sgn. L = 18.00 ft
1
0.56
-2.01
2.01
0.84
Dsgn. L = 4.00 ft
2
-2.01
2.01
0.84
+1.,105D+0.750L+0.750S
Csgn. L = 18.00 ft
1
-7.55
7.55
3.18
Dsgn. L = 4.00 It
2
-7.55
7.55
3.18
+0.60D
Osgn. L = 18.00 ft
1
0.30
-1.06
1.06
0.44
Dsgn. L = 4.00 ft
2
-1.06
1.06
0.44
+0.460D
Dsgn. L = 18.00 ft
1
0.23
-0.81
0.81
0.34
Osgn. L = 4.00 It
2
-0.81
0.81
0.34
File= S.UobsAsi8As181%1811020 - 917 Pine Streeftwo 1812031181203 - 2F - enercalc tdb-sl 811020.eC, I
�eam Analysis ENERCALC, INC. 1983-2017, Build:6.17.2,28, Ver:6.17.2.2f
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (2-8) C
Overall Maximum Deflections
Load Combination
Span
Max . ..... Defl
Location in Span Load Combination
Max. "+" Defl Location in Span
1
0.0000
0.000 +D+0.750L+0Y50S
-0.0684 10.938
+D+0.750L+0.750S
2
0.1073
4.000
0.0000 10.938
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
-0.293
3.778
Overall MINimum
0.050
0.665
D Only
0.172
1.108
+D+L
-0.121
3.621
+D+S
0.050
2.155
+D+0.750L+0.750S
-0.139
3.778
+0.60D
0.103
0.665
L Only
-0.293
2.513
S Only
-0.122
1.047
NEW
41111111 [General Beam Analysis File= S.Uobs1s18%s18111s1811020-917 Pine Streefto 1812030 enercalctrib 180131.ec(
ENERCALC, INC. 1983-2017, Build:6.17.2,28, Ver:6.17.22E
06
In
0"
Description (2-9)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length 18.0 ft Area 10.0 inA2 Moment of Inertia 100.0 in A 4
'i Q(0,06) UVII) S(C.075) T---
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF DECK)
DESIGN SUMMARY
Maximum Bending 10.431 k-ft
Maximum Shear
2.318 k
Load Combination +1.105D+0.750L+0.750S
Load Combination
+1.105D+0.750L+0.750S
Location of maximum on span 9.000ft
Location of maximum on span
0.000 ft
Span # where maximum occurs Span # I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection 0.148 in
1461
Max Upward Transient Deflection 0.000 in
0
Max Downward Total Deflection 0.206 in
1047
1 L Max Upward Total Deflection 0.000 in
0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Summary of Moment Values
Summary of Shear Values-
- Segment Length Span # M V Mmax +
Mmax - Ma - Max Mnx MnxtOmega Cb
Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 18.00 It 1
10.43
10.43
2.32
D Only
Dsgn. L = 18.00 It 1
2.43
2.43
0.54
+[)+L
Dsgn. L = 18.00 It 1
9.72
9.72
2.16
+D+S
Dsgn. L = 18.00 It 1
5.47
5.47
1.22
+D+0.750L+0.750S
Dsgn. L = 18.00 It 1
10.18
10.18
2.26
+1.140D
Dsgn. L = 18.00 It 1
2.77
2.77
0.62
+ 1. 1 05D+0.750L+0.750S
Dsgn. L = 18.00 ft 1
10.43
10,43
2.32
+0.60D
Dsgn, L = 18.00 ft 1
1.46
1.46
0.32
+0.460D
taw
Dsgn. L = 18.00 It 1
1.12
1.12
0.25
Overall Maximum Deflections
Load Combination
Span
Max. Defi
Location in Span
Load Combination
Max."+" Defi Location in Span
+D+0.750L+0.750S
1
0.2063
9.090
0.0000 0.000
Vertical Reactions
Support
notation Far left is #1
Values in KIPS
Load Combination
Support I
Support 2
Overall MAXimum
2.261
2.261
Overall MINimurn
0.324
0.324
0 Only
0.540
0.540
+D+L
2.160
2.160
+D+S
1.215
1.215
+D+0.750L+0.750S
2.261
2.261
+0.60D
0.324
0.324
L Only
1.620
1.620
S Only
0.675
0.675
low
km
File= SAJo1bs\s18\s1811\s1811020 - 917 Pine Streefto 181203\181203 2F-enercalctdb-s1811020,ed
3eneral Beam Analysis ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
. Jc. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW-,
Description : (2-10)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length = 11.750 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
Span #2 Span Length = 11.750 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
MO 015; S(O.025)
T
Q(0.04) L(CL12) S(O.05) D(O.OV(0.05)
Span = 11.750 ft Span = 11.750 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D = 0.020, L = 11060, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF DECK)
Uniform Load: D = 0.0150, S =0.0250 k/ft, Tributary Width = 1.0 ft, (ROOF)
Load for Span Number 2
Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF)
DESIGN SUMMARY
Maximum Bending
2.475 k-ft
Maximum Shear =
1.420 k
Load Combination
+1,105D+0.750L+0.750S
Load Combination
+1.105D+0.750L+0.750S
Location of maximum on span
4.881 ft
Location of maximum on span
11.750 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.013 in
11158
Max Upward Transient Deflection
-0.006 in
25295
Max Downward Total Deflection
0.018 in
7726
Max Upward Total Deflection
-0.005 in
26740
Maximum Forces & Stresses for Load Combinations
Load Combination
Wx Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span # M V Mmax
+
Mmax -
Ma - Max Mnx Mnx/Omega Clo Rm
Va Max Vnx Vnx/Omega
Overall MAX!mum Envelope
Dsgn. L = 11.75 It
1
2.48
-2.40
2.48
1.42
Dsgn. L = 11.75 ft
2
0.62
-2.40
2,40
0.62
D Only
Dsgn. L = 11.75 ft
1
0.62
-0.73
0.73
0.39
Dsgn. L = 11.75 ft
2
0.22
-0.73
0.73
0.24
+D+L
Dsgn. L = 11,75 ft
1
2.20
-1.77
2.20
1.18
Dsgn. L = 11,75 ft
2
Hi
-1.77
1.77
0.33
+D+S
Dsgn. L = 11.75 ft
1
1.43
-1.81
1.81
0.92
Dsgn. L = 11.75 ft
2
0.62
-1.81
1.81
0.62
+D+0.750L+0.750S
Dsgn.L= 11.75ft
1
2.41
-2.32
2.41
1.38
Dsgn.L= 11.75ft
2
0.29
-2.32
2.32
0.59
+1.140D
Dsgn. L = 11.75 ft
1
0.70
-0.84
0.84
0.44
Dsgn. L = 11.75 ft
2
0.25
-0.84
0.84
0.27
+1.105D+0.750L+0.750S
Dsgn. L = 11.75 ft
1
2.48
-2.40
2.48
1.42
Dsgn. L = 11.75 ft
2
0.32
-2.40
2.40
0.62
+0.60D
Dsgn. L = 11.75 ft
1
0.37
-0.44
0.44
0.23
Dsgn. L = 11.75 ft
2
0.13
-0.44
0.44
0.14
+0.460D
Dsgn. L = 11.75 ft
1
0.28
-0.34
0.34
0,18
Dsgn. L = 11.75 ft
2
0.10
-0.34
0,34
0.11
w
WWI
ro
iw
General Beam Analysis
e.i
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.21!
File= SAJob0slffisl8l %1811020 917 Vine Streelkwo 181203k1812D3L2F_enerCaIc td�-0811020.,��
Lic. #:,KW-06006655
Licensee 1 Z411" 9 46161 1
Description : (2-10)
Overall Maximum Deflections
Load Combination
Span
Max . ..... Dell
Location in Span Load Combination
Max. 'Y' Defl Location in Span
+D+0.750L+0.750S
1
0.0182
5,423
0.0000 0.000
2
0.0000
5.423 L Only
-0.0056 4.971
Vertical Reactions
Support notation: Farleftis#1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
0.985
1.974
0.316
Overall MINimum
0.156
0.375
0.026
D Only
0.261
0.624
0.114
+D+L
0.878
1.505
0.026
+D+S
0.610
1.542
0.316
+D+0.750L+0,750S
0.985
1.974
0.199
+0.60D
0.156
0.375
0.068
L Only
0.617
0.881
-0.088
S Only
0.349
0.918
0.202
General Beam Analysis
Description (2-11) A
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #11 Span Length =
Span #2 Span Length =
Span #3 Span Length =
11M
VM
lew
File= SAJobs\s1&s181l\sl811020 - 917 Pine Street\wo 181203\1812032Fenercalc tdb-s1811020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, r76.17.2.2f W
- Licensee: SOUND STRUCTURAL SOLUTIONS'
AM
6.0 ft Area = 10.0 in12 Moment of Inertia = 100.0 in A 4 4W
16.333 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
2.750 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
D(O.18) L(Q )S(0.225) �OQ Lft
O(O.285),S(O.356) D(0-14)S(O.1751 D(O.36) L(I.08) S(O.45) Q(0,12) S(O.15) D(O.204) Q0.61) S(O.255) D(O.54) L(1.62) bp qff$n� (0,882) S(O.91 8)
Span 6.0 ft Span = 16.333 ft Span = 2.750 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 7.0 ft, (ROOF)
Point Load: D = 0.2850, S = 0.3560 k (cb, 0.0 ft, ((2-3))
Load for Span Number 2
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF)
Point Load D = 0,360, L = 1.080, S = 0.450 k @_ 3.250 ft, ((2-6))
Point Load D = 0,2040, L = 0.610, S = 0.2550 k @ 12.50 ft, ((2-8))
Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 9.0 ft, (ROOF DECK)
Load for Span Number 3
Uniform Load: D = 0,020, S = 0.0250 ksf, Tributary Width = 6.0 fl, (ROOF)
Point Load: D = 0,540, L = 1.620, S = 0.6750 k 0_ 0.0 ft, ((2-9))
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 k/ft, Tributary Width = 1.0 ft, (ROOF DECK)
Point Load: D = H250, L = 03820, S = 0.9180 k @ 2.750 ft, ((2-10))
DESIGN SUMMARY
Maximum Bending
30.370 k-ft
Maximum Shear =
9.863 k
Load Combination
+1.105D+0.750L+0.750S
Load Combination
+1.105D+0.750L+0.750S
Location of maximum on span
8.270ft
Location of maximum on span
6.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.333 in
587
Max Upward Transient Deflection
-0.395 in
364
Max Downward Total Deflection
0.483 in
406
Max Upward Total Deflection
-0.229 in
288
Maximum Forces & Stresses for ILoad Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 6.00 ft
1
-9.52
9.52
9.86
Dsgn. L = 16.33 ft
2
30.37
-9.52
30.37
9.86
Dsgn. L = 2.75 ft
3
-6.86
6.86
2.95
D Only
Dsgn. L = 6.00 ft
1
-4.23
4.23
2.91
Dsgn. L = 16.33 ft
2
7.76
-4.23
7.76
2.91
Dsgn. L = 2.75 ft
3
-2.25
2.25
1.01
+D+L
Dsgn. L = 6,00 ft
1
-4.23
4.23
8.16
Dsgn. L = 16.33 ft
2
27.36
4.90
27.36
8.16
Dsgn. L = 2,75 ft
3
-4.90
4.90
2.06
+D+S
Dsgn. L = 6.00 ft
1
-9.52
9.52
6.52
Dsgn. L = 16.33 ft
2
17.26
-9.52
17.26
6.52
Dsgn. L = 2.75 ft
3
-5.43
5.43
2.41
+D+0.750L+0.750S
Dsgn. L = 6.00 ft
1
-8.19
8.19
9.56
Dsgn. L = 16.33 ft
2
29.56
-8.19
29.56
9.56
PSI
OW
old
M0
Eft
am
ow
OR i ,
I � i
00
00
r.
r F0
moo
fo
jow
Beam Analysis
File
- SAJoWsMs181%1811020 - 917 Pine Streetwo 181203\181203L2F_enerealc tdlx_slaI I 020.eil
[General
-KW-06006655
ENERCALC,
INC. 1983-2017, Build:6.17-2.28, Ver,15.17.2.2f
IlLic.-W-..
Licensee.- SOUND
STRUCTURAL SOWT14
Description : (2-11) A
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span #
M
V
Mmax +
Mmax -
Ma - Max Mnx MnxtOmega Cb
Rm Va Max Vnx Vnx/Ornega
Dsgn.L= 2.75ft
3
-6.63
6.63
2.84
+1.140D
Dsgn. L = 6.00 ft
1
-4.82
4.82
3.31
Dsgn. L = 16.33 ft
2
8.84
4.82
8.84
3.31
Dsgn.L= 2.75ft
3
-2.56
2.56
1.15
+1.105D+0.750L+0.750S
Dsgn. L = 6.00 ft
1
-8.64
8.64
9.86
Dsgn. L = 16.33 ft
2
30.37
-8.64
30.37
9.86
Dsgn. L = 2.75 ft
3
-6.86
6.86
2.95
+0.60D
Dsgn. L = 6.00 ft
1
-2.54
2,54
1.74
Cisgn. L = 16.33 ft
2
4.65
-2.54
4,65
1.74
Dsgn. L = 2.75 ft
3
-1.35
1.35
0.61
+0,460D
Dsgn. L = 6.00 ft
1
-1.95
1.95
1.34
Dsgn. L = 16.33 ft
2
3.57
-1.95
157
1.34
Dsgn. L = 2.75 ft
3
-1.03
1.03
0.46
Overall MaximurnDeflections
Load Combination
Span
Max. Defl
Location in Span
Load Combination
Max. "+" Defi Location in Span
1
0.0000
H00
+D+L
-OA836 0.000
+D+0.750L+0.750S
2
0.4825
8.270
0.0000 1000
3
0.0000
8.270
+D+0.750L+0.750S
-0.2290 Z750
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Support 4
Overall MAXimum
11.737
14.017
Overall MINimum
2.420
2.464
D Only
4.033
4.106
+D+L
9.288
12.028
+D+S
9.050
9.399
+D+0.750L+0.750S
11.737
14.017
+0.60D
2.420
2.464
L Only
5.256
7,921
S Only
5.017
5.293
File= SAJobs\s18\s18Ms1811020- 917 Pine StreeAwo 181203QF enercalctrib180131 -'ec,
General Beam Analysis ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. # : KW-06006655 Licen-see : SOUND STRUCTURAL SOLUTIONS
Description : (2-11) B
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length 6.0 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
Span #2 Span Length = 16.333 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
Span #3 Span Length = 2.750 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
D(O.18) L( M0.225) III
+ * * _�121
D(o.?85) N0.14) D(O.36) Q11.08) 45) Q(Q. 12) SM. 15) D(O.204) L4,61) S(O.255) D(O,.54) Q(0.12) D(O.V25)
Span = &0 ft Span = 16,333 ft Span = 2.750 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.020 ksf, Tributary Width = 7.0 ft, (ROOF)
PointLoad: D=0.2850k0,0.Gft,((2-3))
Load for Span Number 2
Uniform Load: D = 0.020, S = 0,0250 ksf, Tributary Width = 6.0 ft, (ROOF)
Point Load: D = 0.360, L = 1.0-130, S = 0.450 k @ 3.250 ft, ((2-6))
Point Load: D = 0.2040, L = 0.610, S = 0.2550 k @ 12.50 ft, ((2-8))
Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 9.0 ft, (ROOF DECK)
Load for Span Number 3
Uniform Load : D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF)
Point Load : D = 0.540 k @ 0.0 ft, ((2-9))
Uniform Load: D = 0.020 k/ft, Tributary Width = 1.0 ft, (ROOF DECK)
Point Load : D = 0.6250 k @ 2.750 ft, ((2-10))
DESIGN SUMMARY
Maximum Bending
34.544 k-ft
Maximum Shear =
9.889 k
Load Combination
+1.105D+0.750L+0.750S
Load Combination
+1.105D+0.750L+0.750S
Location of maximum on span
8.270 ft
Location of maximum on span
6.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.360 in
544
Max Upward Transient Deflection
-0.421 in
340
Max Downward Total Deflection
0.567 in
345
Max Upward Total Deflection
-0.292 in
226
Maximum Forces & Stresses for ILoad Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # V1 V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Uverall MAXimum Lnvelope
Dsgn. L = HO ft
1
4.82
4.82
9.89
Dsgn. L = 16.33 ft
2
34.54
-4.82
34.54
9.89
Dsgn. L = 2,75 ft
3
-2.56
2.56
1.15
D Only
Dsgn. L = 6.00 ft
1
4.23
4.23
2.91
Dsgn. L = 16.33 ft
2
7.76
-4.23
7.76
2.91
Dsgn. L = 2.75 ft
3
-2.25
2.25
1.01
+D+L
Dsgn. L = 6.00 ft
1
4.23
4.23
8.33
Dsgn. L = 16.33 ft
2
28.67
4.23
28.67
8.33
Dsgn. L = 2.75 ft
3
-2.25
2.25
1.01
+D+S
Dsgn. L = 6.00 ft
1
-4.23
4.23
6.39
Dsgn. L = 16.33 ft
2
21.47
4.23
21.47
6.39
Dsgn. L = 2.75 ft
3
-2.25
2.25
1.01
+D+0.750L+0.750S
Dsgn. L = 6.00 ft
1
4.23
4.23
9.58
Dsgn. L = 16.33 ft
2
33.73
4.23
33.73
9.58
40
4VO
lilw,
$0
so
*ad
General Beam Analysis File =SAJobs\s18\s1811\s1811020-917 Pine Streefto 181203\2F - enerGalc trib 180131-ed
ENEIRCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2 2E
low
Desciription: (2-11) B
me
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span #
M
V
Mmax + Mmax -
Ma - Max Mnx MnxtOmega Cb
Rm Va Max
Vnx Vnx/Ornega
Dsgn. L = 2.75 ft
3
-2.25
2.25
1.01
+1.140D
Dsgn. L = 6.00 ft
1
-4.82
4.82
331
Dsgn. L = 16.33 ft
2
8.84 -4.82
8.84
3.31
Dsgn. L = 2.75 ft
3
-2.56
2.56
1.15
+1.105D+0.750L+0.750S
Dsgn, L = 6.00 ft
1
4.67
4.67
9.89
Dsgn. L = 16.33 ft
2
34.54 4.67
34.54
9.89
Dsgn. L = 2.75 ft
3
-2.48
2.48
1.12
wo
+0.60D
Dsgn. L = 6.00 ft
1
-2.54
2.54
1.74
Dsgn. L = 16.33 ft
2
4.65 -2.54
4.65
1.74
Dsgn. L = 2.75 ft
3
-1.35
1.35
0.61
+0-460D
Dsgn. L = 6.00 ft
1
-1.95
1.95
1.34
Dsgn. L = 16.33 ft
2
3.57 -1.95
3.57
1.34
Dsgn. L = 2.75 ft
3
-1.03
1.03
0.46
Overall Maximum Deflections
140
Load Combination
Span
Max. Defl
Location in Span
Load Combination
Max. 'Y' Defl
Location in Span
0
1
0.0000
0,000
+D+0.750L+0.750S
-0.6088
0.000
1
+D+0,750L+0.750S
2
0.5675
8.270
0.0000
0.000
3
0.0000
8,270
+D+0.750L+0.750S
-0.2920
2.750
Md
Vertical Reactions
Support notation Far left is #1
Values in KIPS
04
Load Combination
Support 1
Support 2
Support 3 Support 4
Overall MAXimum
10.708
10.436
1011110
Overall MINimum
2.420
2.464
D Only
4.033
4.106
+D+L
9.451
9.198
+D+S
7.515
7.454
Mull
+D+0.750L+0.750S
10.708
10.436
+0.60D
2.420
2.464
L Only
5.418
5.092
S Only
3.483
3.347
IN
wo
. �wd
File= SAJobs\s1ffis1811W811020- 917 Pine Streeko 1812030-enercalc trib 180131-ed
General Beam Analysis ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONZ
Description : (2-11) C
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length = 6.0 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
Span #2 Span Length = 16.333 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
Span #3 Span Length = 2.750 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
DY) 0,0� U��
D(O.285).S(O.356) D(014) S 0.175) D(O.36) Q( 2) D(0204) D(0.54)Ql0.1N%f0%�(0.882) S(O.918)
V
Span &0 ft Span = 16.333 ft Span = 2.750 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D = 0.020, S = 0.0250 ksf, Tributary Width = 7.0 ft, (ROOF)
Point Load : D = 0.2850, S = 0,3560 k @ 0.0 ft, ((2-3))
Load for Span Number 2
Uniform Load : D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF)
Point Load: D = 0.360 k @ 3.250 ft, ((2-6))
Point Load: D = 0,2040 k @ 12.50 ft, ((2-8))
Uniform Load : D = 0.020 ksf, Tributary Width = 9.0 fl, (ROOF DECK)
Load for Span Number 3
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF)
Point Load : D = 0.540 k @ 0.0 ft, ((2-9))
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 k/ft, Tributary Width = 1.0 ft, (ROOF DECK)
Point Load: D = 0.6250, L = 0.8820, S = 0.9180 k @ 2.750 fi, ((2-10))
DESIGN SUMMARY
Maximum Bending
9.516 k-fit
Maximum Shear =
3.315 k
Load Combination
+D+S
Load Combination
+1.140D
Location of maximum on span
6.000ft
Location of maximum on span
6.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.166 in
864
Max Upward Transient Deflection
-0.087 in
2262
Max Downward Total Deflection
0.122 in
1612
Max Upward Total Deflection
-0.057 in
1158
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span # M V Mmax
+
Mmax -
Ma - Max Mnx Mnx/Omega Cb Rm
Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 6.00 ft
1
-9.52
9�52
3,31
Dsgn. L = 16.33 ft
2
8.84
-9.52
9.52
3.31
Dsgn. L = 2.75 ft
3
-6.86
6.86
2.95
D Only
Dsgn. L = 6.00 ft
1
-4.23
4.23
2.91
Dsgn. L = 16.33 ft
2
7.76
4.23
7.76
2.91
Dsgn. L = 2.75 ft
3
-2.25
2.25
1.01
+D+L
Dsgn. L = 6.00 ft
1
-4.23
4.23
2.75
Dsgn. L = 16.33 ft
2
6.42
-4.90
6.42
2.75
Dsgn. L = 215 ft
3
-4.90
4.90
2.06
+D+S
Dsgn. L = 6.00 ft
1
-9.52
9.52
3.04
Dsqn. L = 16.33 ft
2
3.59
-9.52
9.52
3.04
Dsgn. L = 2.75 ft
3
-5.43
5.43
2.41
+D+0.750L+0.750S
Dsgn. L = 6.00 ft
1
-8.19
8.19
2.88
Dsgn. L = 16.33 ft
2
3.58
-8.19
8.19
2.88
W
low
%ME
PW
P0
100
ON
bow
P"
am
on,
am
so
low
vow
I -General Beam Analysis
File= S:Uobs1s1&s1811ks1811020-9i7 Pine Streefiwo 181203\2F_enercalctrib 180131-ed
ENERCALC,
INC. 1983-2017, Build:6.17-2.28, Ver:6-17.2.2E
HIM, '-KW.66006655
Licensei: SOUND
STRUCTURAL SEEK,
Description (2-11) C
00
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
- Segment Length
Span #
M ...
V
Mmax + Mmax -
Ma - Max Mnx Mnx/Omega Cb
Rm Va Max Vnx Vnx/Ornega
140
Dsgn. L = 2.75 ft
3
-6.63
6.63
2.84
+1. 1 40D
Dsgn. L = 6.00 It
1
-4.82
4.82
3.31
Dsgn. L = 16.33 It
2
8.84 4.82
8.84
3.31
Dsgn. L = 2.75 ft
3
-2.56
2.56
1.15
1.1 05D+0.750L+0.750S
Dsgn. L = 6.00 ft
1
-8.64
8.64
3.19
Dsgn. L = 16.33 ft
2
4.39 -8.64
8.64
3.19
Dsgn. L = 2.75 It
3
-6.86
6.86
2.95
+0.60D
Dsgn. L = 6.00 ft
1
-2.54
2.54
1.74
Dsgn. L = 16.33 ft
2
4.65 -2.54
4.65
1.74
Dsgn. L = 2.75 ft
3
-1.35
1.35
0.61
-fO.460D
Dsgn. L = 6.00 ft
1
-1.95
1.95
1.34
Dsgn. L = 16.33 ft
2
3.57 -1.95
3.57
1.34
Dsgn. L = 2.75 ft
3
-1.03
1.03
0.46
Overall Maximum Deflections
Load Combination
Span
Max. Defl
Location in Span
Load Combination
Max. 'Y' Defl Location in Span
S Only
1
0.1664
0.000
0.0000 Oi.000
D Only
2
0.1215
8,477
S Only
-0.0295 1,447
3
0.0000
8.477
D Only
-0.0569 2.750
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination
Support I
Support 2
Support 3 Support 4
Overall MAXimurn
5.567
5.966
00
Overall MINimurn
-0.162
1.209
D Only
4.033
4.106
+D+L
3.870
5.316
+D+S
5.567
5.377
+D+0.750L+0.750S
5.062
5.966
+0.60D
2.420
2.464
L Only
-0.162
1.209
S Only
1.535
1.271
00
General Beam Analysis
Description (2-14)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length
File= S.UobAs181s18111s1811020 - 917 Pline Streefto 1811203118120321Fenercalc trib_08111020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Licensee: SOUND STRUCTURAL SOLUTIONS
12.50 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
Q(0.255� S(O.425)
XSpan = 12.50 ft
k plied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 17.0 ft, (ROOF)
DESIGN SUMMARY
Maximuni-Elendding
13.281 k-ft
Maximum Shear
4.250 k
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
6.250ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.081 in
1848
Max Upward Transient Deflection
0.000 in
0
Max Downward Total Deflection
0.130 in
1155
Max Upward Total Deflection
0.000 in
0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx1Omega Cb Rm Va Max Vnx Vnx/Ornega
Overall MAXimum Envelope
Dsgn. L = 12.50 ft 1
13.28
13.28
4.25
D Only
Dsgn. L = 12.50 ft 1
4.98
4.98
1.59
+D+S
Dsgn. L = 12.50 It 1
13.28
13,28
4.25
+D+0.750S
Dsgn. L = 12.50 ft 1
11.21
11.21
3.59
+1.140D
Dsqn. L = 12.50 ft 1
5.68
5,68
1.82
+1.105D+0.750S
Dsqn. L = 12.50 ft 1
11.73
11.73
3.75
+0.60D
Dsgn. L = 12.50 It 1
2.99
2.99
0.96
+0.460D
Dsgn. L = 12.50 It 1
2.29
2.29
0.73
Overall Maximum Deflections
Load Combination Span
Max . ..... Def] Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+S
Yertical Reactions
1
0.1298 6.313
Support notafion Far left is #1
0,0000 0.000
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
4.250
4.250
Overall MINimum
H56
0.956
D Only
1.594
1.594
+D+S
4.250
4.250
+D+0.750S
3.586
3.586
4601)
0-956
0.956
S Only
H56
2.656
k.0
woo
File= S.*Uobs1s181s18111s1811020 -917 Pine Streefto 1812031181203 - 2F - enercalc trib s1811020.0
General Beam Analysis ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.172:2(
4ic.#:'IKW-06006655 ticenseez SOUND STRUCTURAL SOLUT141
I)escription : (2-15)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length 16.333 ft Area 10.0 inA2 Moment of Inertia 100.0 inA4
low F
1W D(O.25§1 S(D.425)
kum
Span = 16.333 ft
IN
jkppli�d Loads
Service loads entered. Load �7actors will be applied for calculations.
Uniform Load: D = 0.0150, S 0.0250 ksf, Tributa� Width = 17.0 ft, (ROOF)
DESIGN SUMMARY
Maximum Bending
22.676 k-ft Kaxinnum Shear
5.553 k
Load Combination
+D+S
Load Combination
+D+S
go
Location of maximum on span
8.167ft
Location of maximum on span
0.000 It
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.237 in
828
Max Upward Transient Deflection
0.000 in
0
Max Downward Total Deflection
0.378 in
517
L Max Upward Total Deflection
0.000 in
0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
- Segment Length Span # M
V
Mmax + Mmax -
Ma - Max Mnx Mnx/Omega Cb
Rm Va Max
Vnx Vnx/Omega
Overall MAXimurn Envelope
Dsgn. L = 16.33 ft 1
22.68
22.68
5.55
D Only
Dsqn. L = 16.33 ft 1
8.50
8.50
2.08
+D+S
J1111111111
Dsgn. L = 16.33 ft 1
22.68
22.68
5.55
+ID+0.750S
6W
Dsgn. L = 16.33 ft 1
19.13
19.13
4.69
+1.140D
Dsgn. L = 16.33 ft 1
9.69
9.69
2.37
+,1.105D+0.750S
Dsgn. L = 16.33 ft 1
20.03
20.03
4.90
+0.60D
Dsgn. L = 16.33 ft 1
5.10
5.10
1.25
+0.460D
Dsgn. L = 16.33 ft 1
3.91
3.91
0.96
Overall Maximum Deflections
Load Combination Span
Max . ..... Defl
Location in Span
Load Combination,
Max. 'Y' Defi
Location in Span
Ob
+D+S 1
0.3785
8.248
0.0000
0.000
Vertical Reactions
Support notation: Farleftis#1
Values in KIPS
Load Combination Support 1
Support 2
Overall MAXimurn 5.553
5.553
Overall MINimum 1.249
1.249
D Only 2.082
2.082
+D+S 5.553
5.553
+D+0.750S 4.686
4.686
+0.60D 1.249
1.249
S Only 3.471
3.471
M,
�nw
File =SAJobs�s1ffis181%1811020-917 Pine Street\wo 181203\2F_enerealctjib 180131-�W
General Beam Analysis ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
7 Lie. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (2-19) A
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length = 2.0 ft Area = 10.0 in'12 Moment of Inertia = 100.0 in A 4
Span #2 Span Length = 6.0 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
D(O.168 S(O.21) D(O.36) L(1.08) S(O.45)
I D(014j(0.175)
D(0.18LJV)S(0225)
Q(0.021 V16) S(O.025)
Span = 2.0 R
Span = 6.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D = 0.020, S = 0,0250 ksf, Tributary Width = 7.0 ft, (ROOF)
Point Load : D = 0.1680, S = 0.210 k 0, 0.0 ft, ((2-1))
Load for Span Number 2
Uniform Load: D = 0.020, L = G.060, S = 0.0250 k/ft, Extent = 0.0 -->> 3.250 ft, Tributary Width = 1.0 ft, (ROOF DECK)
Point Load: D = 0.360, L = 1.080, S = 0.450 k @ 3.250 ft, ((2-6))
Uniform Load: D = 0.020, L = G.060, S = 0.0250 ksf, Extent = 3.250 -> 6.0 ft, Tributary Width = 9.0 ft, (ROOF DECK)
DESIGN SUMMARY
Maximum Bending
3.523 k-ft
Maximum Shear
2.341 k
Load Combination
+D+L
Load Combination
+1.105D+0.750L+0.750S
Location of maximum on span
3.277ft
Location of maximum on span
6.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 2
Maximum Deflection
Max Downward Transient Deflection
0.006 in
12765
Max Upward Transient Deflection
-0.005 in
8928
Max Downward Total Deflection
0.007 in
10752
Max Upward Total Deflection
-0-005 in
9120
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span # M V Mmax +
Mmax -
Ma - Max Mnx Mnx/Omega Cb Rm
Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 2.00 ft
1
-1.39
1.39
1.61
Dsgn. L = 6.00 ft
2
3.52
-1.39
3.52
2.34
D Only
Dsgn. L = 2.00 ft
1
-0.62
0.62
0.45
Dsgn. L = 6.00 ft
2
0.67
-0.62
0.67
0.49
+D+L
Dsgn. L = 2.00 ft
1
-0.62
0.62
1.41
Dsgn. L = 6.00 ft
2
3.52
-0.62
3.52
2.27
+D+S
Dsgn. L = 2.00 ft
1
-1.39
1.39
1.01
Dsgn. L = 6.00 ft
2
1.51
-1.39
1.51
1.11
+D+0.750L+0.750S
Dsgn. L = 2.00 ft
1
-1.19
1.19
1.56
Dsgn. L = 6.00 ft
2
3.44
-1.19
3.44
2.29
+1.140D
Dsgn. L = 2.00 ft
1
-0.70
0.70
0.51
Dsgn. L = 6.00 ft
2
0.76
-0.70
0.76
0.56
+1.1 05D+0.750L+0.750S
Dsgn. L = 2.00 ft
1
-1.26
1.26
1.61
Dsgn. L = 6.00 ft
2
3,51
-1.26
3.51
2.34
+0.60D
Dsgn. L = 2.00 ft
1
-0.37
0.37
0.27
Dsgn. L = 6.00 ft
2
0.40
-0.37
0.40
0.29
+0.460D
Dsgn. L = 2.00 ft
1
-0.28
0.28
0.21
Dsgn. L = 6.00 ft
2
0.31
-0.28
0.31
0.23
,General Beam Analysis
File= SAJoWs181s1811Xs1811020-917 Pine Street\wo 181203QF-enercalc trib 180131-.ec:(
ENERPALC, INC. 1983-2017, Build:6.17.2.28, Ver:6,17.2.2t
1--ic. #: 1KW-06006655
Licensee SOUND STRUCTURAL SOLUTIJ
Description : (2-19) A
Overail Maximum Deflections
Load Combination Span
Max.'�-" Defi
Location in Span Load Combination
Max. 'Y' Defl Location in Span
1
0.0000
0.000 L Only
-0.0054 0.000
+D+L 2
0.0067
3.231
0.0000 0.000
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination Support I
Support 2
Support 3
Overall MAXimum
2.431
2.289
Overall MINimum
0.526
0.295
D Only
0.877
0.492
+D+L
1.854
2.274
+D+S
1.972
1.106
+D+0.750L+0.750S
2.431
2.289
+0.60D
0.526
0.295
L Only
0.978
1.783
S Only
1.096
0.614
File= S:Uobs\s18\s1811\s1811020- 917 Pine Streefto 181203\2F_enercalc trib 180131.ed
General Beam Analysis ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2i
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION4
Description : (2-19) C
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length = 2.0 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
Span #2 Span Length = 6.0 ft Area = 10.0 in A 2 Moment of Inertia = 100.0 in A 4
D(O.168 S(0.21) D(O.36
D(0,14f.175)
Df V,
Span = 2.0 ft Span = 6.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D = 0.020, S = 0.0250 ksf, Tributary Width = 7.0 ft, (ROOF)
Point Load : D = 0.1680, S = 0.210 k @ 0.0 ft, ((2-1))
Load for Span Number 2
Uniform Load: D = 0.020 k/ft, Extent = 0.0 -->> 3.250 ft, Tributary Width = 1.0 ft, (ROOF DECK)
Point Load : D = 0.360 k @ 3.250 ft, ((2-6))
Uniform Load : D = 0.020 ksf, Extent 3.250 6.0 ft, Tributary Width = 9.0 ft, (ROOF DECK)
DESIGN SUMMARY
Maximum Bending 1.386 k-ft
Maximum Shear
1.008 k
Load Combination +D+S
Load Combination
+D+S
Location of maximum on span 2.000ft
Location of maximum on span
2.000 ft
Span # where maximum occurs Span # 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection 0.002 in
20164
Max Upward Transient Deflection -0.001 in
66616
Max Downward Total Deflection 0.002 in
19252
Max Upward Total Deflection -0-000 in
169629
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span # IM V Mmax
+
Mmax -
Ma - Max Mnx Mnx/Omega Cb Rm
Va Max Vnx Vnx/Onnega
Overall MAXimum Envelope
Dsgn. L = 2.00 ft
1
-1.39
1.39
1.01
Dsgn. L = 6.00 ft
2
0.76
-1.39
1.39
0.57
D Only
Dsgn. L = 2.00 ft
1
-0.62
0.62
0.45
Dsgn. L = 6.00 ft
2
0.67
-0.62
0.67
0.49
+D+S
Dsgn. L = 2.00 ft
1
-1.39
1.39
1.01
Dsgn. L = 6.00 ft
2
0.37
-1.39
1.39
0.56
+D+0.750S
Dsgn. L = 2.00 ft
1
-1.19
1.19
0.87
Dsgn. L = 6.00 ft
2
0.43
-1.19
1.19
0.52
+1.140D
Dsgn. L = 2.00 ft
1
-0.70
0.70
0.51
Dsgn. L = 6.00 ft
2
0.76
-0.70
0.76
0.56
+1.105D+0.750S
Dsgn. L = 2.00 ft
1
-1.26
1.26
0.92
Dsgn. L = 6.00 ft
2
0.50
-1.26
1.26
0.57
+0.60D
Dsgn. L = 2.00 ft
1
-0.37
0.37
0.27
Dsgn. L = 6.00 It
2
0.40
-0.37
0.40
0.29
+0.460D
Dsgn. L = 2.00 ft
1
-0.28
0.28
0.21
Dsgn. L = 6.00 ft
2
0.31
-0.28
0.31
0.23
General Beam Analysis
File= SAJobs\s1ft1811Xs1811020- 917 Fine Streeftwo 181203X2F_enerealc trib 180131
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.114!j
�ic. # : KW-06006655
Licensee SOUND STRUCTURAL SOLUTIlle
Description : (2-19) C
Overall Maximum Deflections
Load Combination Span
Max. Defl
Location in Span Load Combination
Max. 'Y' Defl Location in Span
+D+S 1
0,0025
0.000
0.0000 0.000
D Only 2
0.0011
3.462 S Only
-0.0011 2.538
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination Support 1
Support 2
Support 3
Overall MAXimum
1.565
0.492
Overall MINinnum
0.526
-0.128
D Only
0.877
0.492
+D+S
1.565
0.363
+D+0,750S
1.393
0.395
+0.60D
0.526
0.295
S Only
0.688
-0.128
File =S:Wobs\s1ft1811\s1811020 -917 Pine Streefto 181203\2F-enercalot(ib 180131-ed
General Beam Analysis ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION!
Description : (2-19) E
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length 2.0 ft
Area 10.0 in A 2 Moment of Inertia 100.0 in A 4 6011
0(0.168! S(O.21)
D(O.14) S(O.175)
Span = 2.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.020, S = 0.0250 ksf, Tributary Width = 7.0 ft, (ROOF)
Point Load: D = 0.1680, S = 0.210 k @ 0.0 ft, ((2-1))
DESIGN SUMMARY
Maximum Bending 1.386 k-ft
Maximum Shear
1.008 k
Load Combination +D+S
Load Combination
+D+S
Location of maximum on span 2.000ft
Location of maximum on span
2.000 ft
Span #where maximum occurs Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.000 in
0
Max Upward Transient Deflection 0.000 in
0
Max Downward Total Deflection 0.001 in
49002
Max Upward Total Deflection 0.000 in
0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span # M V Mmax +
Mmax -
Ma - Max Mnx Mnx/Omega Cb
Rm Va Max
Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 2.00 ft 1
-1.39
1.39
1.01
D Only
Dsgn. L = 2.00 ft 1
-0.62
0.62
0.45
+D+S
Dsgn. L = 2.00 ft 1
-1.39
1.39
1.01
+D+0.750S
Dsgn. L = 2.00 ft 1
-1.19
1.19
0.87
+1.140D
Dsgn. L = 2.00 It 1
-0.70
0,70
0.51
+1.105D+0.750S
Dsgn. L = 2.00 ft 1
-1.26
1.26
0.92
+0.60D
Dsgn. L = 2,00 It 1
-0.37
0.37
0.27
+0.460D
Dsgn. L = 2.00 It 1
-0.28
0.28
0.21
Overall Maximum Deflections
Load Combination Span Max. Defl Location in Span
Load Combination
Max. 'Y' Dell
Location in Span
+D+S
Vertical Reactions
1 0.0010 0.000
Support notation : Far left is #1
0.0000 0.000
Values in KIPS
Load Combination
Support I Support 2
Overall MAXimum
1.008
Overall MINimum
0.269
D Only
0.448
+D+S
1.008
+D+0.750S
0.868
+0.60D
0.269
S Only
0,560
M
%=6
Fqj r@i
r
777
W-W
GRAVITY ANALYSIS
Overstrength Calculations
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
law
OR
aw
P4
4W
File= S:\Jobsks18\s1811\s1811020 - 917 Pine Streefto 181203\181203 I F_enercalc trits1811020.ed
Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28. Ver:6.17.2.2E
Description : (11 -7) A overturn ow
CODE REFERENCES
Calculations per AISC 360-10, 1 BC 2015, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Span 12.0 ft Span 6.0 ft
W12x22 W12x22
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load D = 0.0150, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR)
Uniform Load D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF DECK)
Point Load : W = 1.422, E 4339 k @ 0.0 ft, (overturn)
Load(s) for Span Number 2
Point Load : D = 0.1070, L G.04350, S = 0.1780 k @ 6.0 ft, ((1-5))
Uniform Load: D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =
15.0 ft, (ROOF DECK)
Point Load : D = 0.1830, L = 0.5480, S = 0.2280 k @ 6.0 ft, ((1-3))
DESIGN SUMMARY
maximu-m-Bending Stress Ratio 0.403: 1 Maximum Shear Stress Ratio
0.137 1
Section used for this span W12x22
Section used for this span
W12x22
Ma: Applied 29.475 k-ft
Va: Applied
8.761 k
Mn / Omega: Allowable 73.104 k-ft
Vn/Omega: Allowable
63.960 k
Load CombinNW+0.750L+0.750S+0.8925E, LL Comb Run (LL)
Load CombinbDMD+0.750L+0.75OS-0.8925E, LL Comb Run (1)
Location of maximum on span 12.000ft
Location of maximum on span
12.000 ft
Span # where maximum occurs Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.253 in Ratio =
569 360
Max Upward Transient Deflection -0.119 in Ratio =
1,212 360
Max Downward Total Deflection 0.310 in Ratio =
465 180
Max Upward Total Deflection -0.070 in Ratio =
2059 >=180
X0
am
on
bw
W
aw
Overall Maximum Deflections
Load Combination Span
Max. "-" Defi
Location in Span Load Combination
Max. "+"Defl Location in Span
so
+D+L 1
0.0767
5.760 +D+L
-0.0699 7.440
+D+0.750L+0.75OS-0.5250E 2
0.3097
6.000
0.0000 7.440
WA
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination Support 1
Support 2
Support 3
U4
Overall MAXimum 6.554
16.424
*AM
Overall MINimum 0.082
2.529
D Only 0.935
4.215
+D+L, LL Comb Run (1) -0.711
11.852
+D+L, LL Comb Run (L*) 5.255
8.535
+D+L, LL Comb Run (LQ 3.609
16.172
+D+S 1.070
8.537
+D+0.750L+0.750S, LL Comb Run (*L) -0.198
13.184
+D+0.750L+0.750S, LL Comb Run (L*) 4.276
10.696
+D+0.750L+0.750S, LL Comb Run (ILL) 3.042
16.424
+D+0.60W 1.788
4.215
+D-0.60W 0.082
4.215
+D+0.70E 3.972
4.215
Steel Beam
Description (1 -7) A overturn
Vertical Reactions
Load Combination Support 1
+D-0.70E -2.102
+D+0J50L+0.750S+0.450W, LL Comb R 0,441
+D+0.750L+0.750S+0.45OW, LL Comb R 4.916
+D+0.750L+0.750S+0.45OW, LL Comb R 3.681
+D+0.750L+0.75OS-0.45OW, LL Comb Ri -0.838
+D+0.750L+0.75OS-0.45OW, LL Comb Ri 3.636
+D+01501-475OS-0.450W, LL Comb Ri 2.402
+D+0.750L+0.750S+0.5250E, ILL Comb F 2.080
+D+0.750L+0.750S+0.5250E, LL Comb F 6.554
+D+0.750L+0.750S+0.5250E, LL Comb F 5.320
+D+0.750L+0.75OS-0.5250E, LL Comb R -2.476
+D+0.750L+0.75OS-0.5250E, LL Comb R 1.998
+D+0.750L+0.75OS-0.5250E, LL Comb R 0.764
+0.60D+0.60W 1.414
+0.60D-0.60W -0.292
+0.60D+0.70E 3.598
+0.60D-0.70E -2.476
L Only, LL Comb Run (*L) -1.646
L Only, LL Comb Run (L*) 4.320
L Only, ILL. Comb Run (LL) 2.674
S Only 0.135
W Only 1.422
-W -1.422
E Only 4.339
E Only * -1.0 -4.339
Support 2
4.215
13.184
10.696
16.424
13.184
10.696
16.424
13.184
10.696
16.424
13.184
10.696
16.424
2.529
2.529
2.529
2.529
7.637
4.320
11-957
4.322
0.000
-0.000
Support 3
File= S:1Jobsks181s18Ws1811020- 917 Pine Sbwtkwo 1812031181203 1F-enercalc tri�_s`1811020.ecl
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Support notation : Far left is #1 Values in KIPS
Steel Beam
Description : (1 -7) A overstrength
CODE REFERENCES
Calculations per AISC 360-10, 1 BC 2015, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Strength Design
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling
Bending Axis: Major Axis Bencring
He= SMobsW81s1811108111020 - 9117 Pine
AN
aw
INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2F 1 110
Fy: Steel Yield: 50.0 ksi
E: Modulus : 29,000.0 ksi
Span 12.0 ft Span 6-0 8
WUM W12.22
)plied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number I
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR)
Uniform Load: D = 0.020, L = 0-060, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF DECK)
Point Load: W = 1.422, E = 8.344 k @ 0.0 ft, (overturn)
Load(s) for Span Number 2
PointLoad: D=0.1070, L=0.04350, S=0.1780k@6.0ft,((1-5))
Uniforml-oad: D=0.020, L=0.060, S=0.0250ksf, Tributary Width= 15.0 ft, (ROOF DECK)
PointLoad: D=0.1830, L=0.5480, S=0.2280k@6.Oft,((1-3))
DESIGN SUMMARY
Maximum Bending Stress
0.403: 1 Maximum Shear Stress Ratio
0.137:1
Section used for this span
W12x22
Section used for this span
W1 2x22
Ma: Applied
29.475 k-ft
Va: Applied
8.761 k
Mn / Omega: Allowable
73.104 k-ft
Vn/Omega: Allowable
63.960 k
Load CombiT(aOND+0.750L+0.750S+1.313E,
LL Comb Run (LL)
Load CombinbM9D+0.750L+0.750S+1.313E, LL Comb Run (LL)
Location of maximum on span
12.000ft
Location of maximum on span
12.000 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.253 in Ratio =
569 >=
Max Upward Transient Deflection
-0.119 in Ratio =
1,212 >=
Max Downward Total Deflection
0.310 in Ratio=
465 >=
Max Upward Total Deflection
-0.070 in Ratio=
2059 >=
Overall Maximum Deflections
Load Combination S[mn Max. "-" Defi Location in Span Load Combination Max. 'Y' Defi Location in Span
+D+L 1 0.0767 5.760 +D+L -0.0699 7.440
+D+0.750L+0.75OS-0.5250E 2 0.3097 6.000 0.0000 7.440
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1
Support 2 Support 3
Overall MAXimum
6.656
16.424
Overall MINimum
0.082
2.529
D Only
D.935
4.215
+D+L, LL Comb Run (*L)
-0.711
11.852
+D+L, LL Comb Run (L*)
5.255
8.535
+D+L, LL Comb Run (LL)
3.609
16.172
+D+S
1.070
8.537
+D+0.750L+0.750S, LL Comb Run (1)
--0.198
13.184
+D+0.750L+0.750S, LL Comb Run (L*)
4.276
10.696
+D+0.750L+0.750S, LL Comb Run (LQ
-3.042
16.424
+D+0.60W
1.788
4.215
+D-0.60W
-0.082
4.215
+D+0.70E
6.776
4.215
ow
Steel Beam He= S.AJobsslifti8lils'18111020-9117 Pine Sti 1812011811203 117jnercalc tr1bLs1811020.eC1
ENERCALC, INC. 1983-2017, Build:6.17.2.28. Ver.6.17.22f
Description : (1 -7) A overstrength
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination Support 1
Support 2 Support 3
+D-0.70E 4.906
4.215
+D+0.750L+0.750S+0.45OW, LL Comb R 0.441
13.184
+0+0.750L+0.750S+0.45OW, ILL Comb R 4.916
10.696
+D+0.750L+0.750S+0.45OW, LL Comb R 3.681
16.424
+D+0.750L+0.75OS-0.45OW, LL Comb Ri -0.838
13.184
+D+0.750L+0.75OS-0.45OW, LL Comb Ri 3.636
10.696
+D+0.750L+0.75OS-0.45OW, LL Comb Ri 2.402
16.424
+D+0.750L+0.750S+0.5250E, LL Comb F 4.182
13.184
+D+0.750L+0.750S+0.5250E, LIL Comb F 8.656
10.696
+D+0.750L+0.750S+0.5250E, LL Comb F 7.422
16.424
+D+0.750L+0.75OS-0.5250E, ILL Comb R -4.579
13.184
+D+0.750L+0.75OS-0.5250E, ILL Comb R -0.105
10.696
+D+0.750L+0.75OS-0.5250E, LL Comb R -1.339
16.424
+0.60D+0.60W 1.414
2.529
+0.60D-0.60W -0,292
2.529
+0.60D+0.70E 6,402
2.529
+0.60D-0.70E -5.280
2.529
L Only, ILL. Comb Run (*L) -1.646
7.637
L Only, ILL. Comb Run (L*) 4.320
4.320
L Only, ILL Comb Run (LL) 2,674
11.957
S Only 0.135
4.322
W Only 1.422
0.000
-W -1.422
-0.000
E Only 8.344
0.000
E Only * -1.0 -8.344
-0.000
File= S.Uobs\s1ft1811As1811020- 917 Pine Streetwo 11811201811203 1 F_enercelc tdb_s1811020ed
Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1 -7) C overtu rn
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, ASCE 7-10 ...
Load CombInation Set : IBC 2015
Material Properties
Analysis Method: Allowable Strength Design Fy: Steel Yield 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Q( V 8) ---,+
D (L�l 2)
W12X22 W12x22
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number I
Uniform Load: D = 0.0150 ksf, Tributary Width = 9.0 ft, (FLOOR)
Uniform Load: D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF DECK)
Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load : D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF)
Uniform Load: D = 0.020 ksf, Tributary Width = 9.0 ft, (ROOF DECK)
Point Load: W = 1.422, E = 4.339 k @ 7.0 ft, (overturn)
Load(s) for Span Number 2
PointLoad: D=0.1070, L=0.04350, S=0.1780k@6.0ft,((1-5))
Uniforml-oad: D=0.020, L=0.060, S=0.0250ksf, Tributary Width= 15.0 ft, (ROOF DECK)
PointLoad: D=0.1830, L=a5480, S=0.2280k@6.0ft,((1-3))
DESIGN SUMMARY
Maximum Bending Stress Ratio
O�566: 1 Maximum Shear Stress Ratio
0.144:'
Section used for this span
W1 2x22
Section used for this span
W1 2x22
Ma: Applied
41.392 k-ft
Va : Applied
9.223 k
Mn / Omega: Allowable
73.104 k-ft
Vn/Omega: Allowable
63.960 k
Load Combination
+1.118D+1.190E
Load Combination +1.089D+0.750L+0.750S+0.8925E
Location of maximum on span
6.996ft
Location of maximum on span
16.500 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.321 in Ratio =
449 >=360
Max Upward Transient DefieGtion
-0.157 in Ratio =
917 >=360
Max Downward Total Deflection
0.275 in Ratio=
523 >=180
Max Upward Total Deflection
-0.270 in Ratio =
533 >=180
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defi
Location in Span Load Combination
Max. "+"Defl Location in Span
+D+0.70E
1
0.2989
7.986
0.0000 0.000
L Only
2
0.3207
6.000 +D+0.70E
-0.0897 1.896
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
6.637
16.611
Overall MINimum
-0.557
-0.603
D Only
4.889
T844
+D+L
3.692
15.032
+D+S
4.332
11 �057
+D+0.750L+0.750S
3.573
15.645
+D+0.60W
5.380
8.206
+D-0.60W
4.397
7.482
+D+0.70E
6.637
9.133
+D-0.70E
3.140
6.555
low
ON
w4i
met
M
%00
Steel Beam File= S:1JobsW8XsI81%181I020 -917 Pine SbWXwo 1812031181203 IF enercalctrib_s1811020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.22E
Description : (1-7) C overturn
oft
Vertical Reactions
Support notation Far left is #1 Values in KIPS
:1
Load Combination
Suppodl
Support 2 Support 3
Mw
+D+0.750L+0.750S+0.45OW
3.942
15.916
+D+0.750L+0.75OS-OA50W
3,205
15,373
+D+0.750L+0.750S+0.5250E
4.885
16.611
+D+0.750L+0.75OS-0.5250E
2.262
14.678
+0.60D+0.60W
3.424
5.068
+0.60D-0.60W
2.442
4.344
+0.60D+0.70E
4.682
5.995
+0.60D-0.70E
1.184
3.418
j
L Only
-1,197
7.188
S Only
-0.557
3.213
W Only
0.819
0,603
-W
-0.819
-0.603
E Only
2.498
1,841
E Only * -1.0
-2.498
-1.841
m6d
jaw
File= S:Uobs\s18\s1811\s1811020 - 9117 Pine StreetNwo 181203\181203 1F-enercalc tribLs1811020.ed
Steel Beam ENERCALC, INC, 1983-2017, Build:6.17.2.28, Ver:6.17,2.2E
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION!
Description (1-7) C overstrength
CODE REFERENCES
Calculations per AISC 360-10, 113C. 2015, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bencing
D(� 2)
Q(V)
ez
Span 16.50 ft Span 6.0 ft
W12x22 W1 2x22
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load: D = 0.0150 ksf, Tributary Width = 9.0 ft, (FLOOR)
Uniform Load: D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF DECK)
Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load D = 0.020 ksf, Tributary Width = 6.0 ft, (ROOF)
Uniform Load D = 0.020 ksf, Tributary Width = 9.0 ft, (ROOF DECK)
Point Load : W = -1.422, E 344 k @ 7.0 ft, (overturn)
Load(s) for Span Number 2
PointLoad: D=0.1070, L=0.04350, S=0.1780k@6.Oft,((1-5))
UniformLoad: D=0.020, L=0.060, S=0.0250ksf, Tributary Width= 15.0 ft, (ROOF DECK)
PointLoad: D=0.1830, L=0.5480, S=0.2280k@6.Oft,((1-3))
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.683: 1 Maximum Shear Stress Ratio =
0.137 : 1
Section used for this span
W1 2x22
Section used for this span
W1 2x22
Ma: Applied
49.946 k-ft
Va : Applied
8.761 k
Mn / Omega: Allowable
73.104 k-ft
Vn/Omega: Allowable
63.960 k
Load Combination
+0.4817D+1.750E
Load Combination
+1.089D+0.750L+0.750S+1.313E
Location of maximum on span
6.996ft
Location of maximum on span
16.500 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.321 in Ratio=
449 -0.0
Max Upward Transient Deflection
-0.302 in Ratio=
477 >=O.O
Max Downward Total Deflection
0.351 in Ratio =
410 -0.0
Max Upward Total Deflection
-0.372 in Ratio =
388 >=O.O
L
Overall Maximum Deflections
Load Combination Span
Max. Defl
Location in Span
Load Combination
Max. 'Y' Defl
Location in Span
+D-0,70E 1
0.3967
7.986
0.0000
0.000
2
0.0000
7.986
+D-0.70E
-0.3715
6.000
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination Support I
Support 2
Support 3
Overall MAXimum 8.251
17.503
Overall MINimum -0,430
0.603
D Only 4.889
7.844
+D+L 3.692
15.032
+D+S 4.332
11.057
+D+0.750L+0.750S 3.573
15.645
+D+0.60W 4.397
7.482
+D-0.60W 5.380
8,206
+D+0.70E 1.526
5.366
+D-0.70E 8.251
10.322
Steel Beam File= S.Uobs1s181s181%1811020 -917 Fine Streeftwo 181203\181203 IF_enercalc trib—s1811020.ed
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Description : (1 -7) C overstrength
Vertical Reactions
Support notafion Far left is #1 Values in KIPS
Load Combinafion Support I
Support 2 Support 3
+D+0.750L+0.750S+0.45OW
3.205
15.373
+D+0.750L+0.75OS-0.45OW
3.942
15.916
+D+0.750L+0.750S+0.5250E
1.051
13.786
+D+0.750L+0.75OS-0.5250E
6.095
17.503
+0.60D+0.60W
2.442
4.344
+0.60D-0.60W
3.424
5.068
+0.60D+0.70E
-0.430
Z228
+0.60D-0.70E
6.296
7.184
L Only
-1.197
7.188
S Only
-0.557
3.213
W Only
-0.819
-0.603
-W
0.819
0.603
E Only
-4.804
-3.540
E Only * -1.0
4.804
3.540
File= S:\Jobs\s18ks1811\s1811020 - 917 Pine Street\wo 181203\181203 1F—enercalc tdb_s1811020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2t
Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS
Description : (1-19) overturn
CODE REFERENCES
Calculations per INIDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,600.0 psi
Ebend-xx 2,000.0 ksi
Fc - PrIl
2,510. 0 psi
Eminbend - xx 1,016.54ksi
Wood Species Trus Joist
Fc - Perp
750.0 psi
Wood Grade MicroLam LVL 2.0 E
Fv
285.0 psi
Ft
1,555.0 psi
Density 42.0 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
tD(O.28 (0.35) T
3.500x14.000
Span = 16.0 ft
D(O.28 V (0.35)
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, L = 0.040, Tributary Width = 1.0 ft, (FLOOR)
Point Load: D = 0.6830, S = 1.138, W = 0.5120, E = 1.491 k @ 3.750 ft, (FRH)
Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load: D = 0.020, S = 0.0250 ksf, Extent = 10.125 > 16.0 ft, Tributary Width = 14.0 ft, (ROOF)
Point Load: D = 0.6830, S = 1.138, W = -0.5120, E = -1.491 k @ 10.125 ft, (FRH)
Uniform Load: D = 0.020, S = 0.0250 ksf, Extent = 0.0 > 3.750 ft, Tributary Width = 14.0 ft, (ROOF)
Maximurn Bending Stress Ratio
0.75a. 1 Maximum Shear Stress Ratio
0.534 : 1
Section used for this span
3.500x14.000
Section used for this span
3.500x14.000
fb : Actual
2,193.33 psi
fv : Actual
175.03 psi
P"
FIB: Allowable
2,924.88 psi
Fv: Allowable
327.75 psi
Load Combination
+D+S
Load Combination
+D+S
um
Location of maximum on span
10.102ft
Location of maximum on span
16.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
am
Maximum Deflection
Max Downward Transient Deflection
0.301 in Ratio=
638 >=360
40
Max Upward Transient Deflection
-0.042 in Ratio=
4567 360
Max Downward Total Deflection
0.606 in Ratio=
316 >=240.
ON
Max Upward Total Deflection
0.000 in Ratio
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. Defl Location in Span
Load Combination
Max. 'Y' Dell Location in Span
+D+S 1
0.6060 8.175
0.0000 0.000
Reactions
Support
notation : Far left is #1
Values in KIPS
INN
—Verticall
Load Combination
Support 1 Support 2
Overall MAXimum
5.668 5.718
Overall MINimum
-0.204 0.204
D Only
2.843 2.898
+D+L
3.163 3.218
Pip
wo
wow
vim
: ow
File= SAJoWs18\s1811\s1811020-917 Pine Street'= 181203\181203 1F - enercalc 1Jib-s1811020.e(;(
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2'f
Description : (1 -19) overturn
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support I
Support 2
+D+S
5.668
5.718
+D+0.750L+0.750S
5.202
5.253
+D+0.60W
2.965
2.776
+D-0.60W
2.720
3.021
+D+0.70E
3.259
2.482
+D-0,70E
2.427
3.314
+D+0.750L+0.750S+0.45OW
5.293
5.161
+D+0.750L+0.75OS-0.45OW
5.110
5.345
+D+0.750L+0.750S+0.5250E
5.514
4.941
+D+0.750L+0.750S-0.5250E
4.890
5.565
+0.60D+0.60W
1.828
1.617
+0.60D-0.60W
1.583
1,861
+0.60D+0,70E
2,121
1.323
+0.60D-0.70E
1,290
2.155
L Only
0.320
0.320
S Only
2.825
2.819
W Only
0.204
-0.204
-w
-0.204
0.204
E Only
0.594
-0,594
E Only * -1.0
-0.594
0.594
File= S:\Jobs\s18\s181 I W8111020- 917 Pine Street\wo 18120181203 1F-enercalc trib_s1811020.ecf
Nood Beam ENERGALC, INC. 1983-20W, Build:6.17.2.28, Ver:6.17.2.2f
-ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION,'
Description : (1 -19) overstrength
CODE REFERENCES
Calculations per NIDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress'Design
Fb - Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,600.0 psi
Ebend-xx 2,000.0 ksi
Fc - PrIl
2,510.0 psi
Eminbend - xx 1,016.54ksi
Wood Species Trus Joist
Fc - Perp
750.0 psi
Wood Grade MicroLam LVIL 2.0 E
Fv
285.0 psi
Ft
1,555.0 psi
Density 42. 0 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
f *DfO.28VIO.151 ,
3.500x14.000
Span = 16.0 ft
Q(0.28 VS(0.35)
-Applied Loads — Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0,0150, L = 0,040 , Tributary Width = 1.0 ft, (FLOOR)
Point Load: D = 0,6830, S = 1.138, W = 0.5120, E = 1.491 k (@_ 3.750 ft, (FRH)
Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load: D = 0.020, S = 0.0250 ksf, Extent = 10. 125 > 16.0 ft, Tributary Width = 14.0 ft, (ROOF)
Point Load : D = 0.6830, S = 1. 138, W = -0.5120, E = -2.868 k @ 10. 125 ft, (FRH)
Uniform Load : D = 0,020, S = 0.0250 ksf, Extent = 0.0 > 3.750 ft, Tributary Width = 14.0 ft, (ROOF)
Maximum Bending Stress Ratio
0.808: 1 Maximum Shear Stress Ratio
0.534 : 1
Section used for this span
3.500x14.000
Section used for this span
3.500x14.000
fb : Actual
3,289.50 psi
fv : Actual
175.03 psi
FB: Allowable
4,069.39 psi
Fv: Allowable
327.75 psi
Load Combination +1,089D+0.750L+0.75OS-1.313E
Load Combination
+D+S
Location of maximum on span
10.102ft
Location of maximum on span
16.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.301 in Ratio =
638 >=O.O
Max Upward Transient Deflection
-0.155 in Ratio =
1234 >=O.O
Max Downward Total Deflection
0.638 in Ratio =
300 >=O,O
Max Upward Total Deflection
0.000 in Ratio =
0 >=O.O
Overall Maximum Deflections
Load Combination Span Max. "-" Defi Location in Span Load Combination Max. 'Y' DO Location in Span
+D+0.750L+0.75OS-0.5250E 1 0.6381 8.350 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
5.668
6.022
Overall MINimum
-0.088
0.204
D Only
2.843
2.898
+D+L
3.163
3.218
PIN
'Wood Beam
Description (1-19) overstrength
Vertical Reactions
Load Combination
+D+S
+D+0.750L+0.750S
+D+0.60W
+D-0.60W
+D+0.70E
+D-0,70E
+D+0.750L+0.750S+0.45OW
+D+0.750L+0.75OS-OA50W
+D+0,750L+0.750S+0.5250E
+D+0.750L+0.75OS-0.5250E
+0.60D+0,60W
+0.60D-0.60W
+0.60D+0.70E
+0.60D-0.70E
L Only
S Only
W Only
-w
E Only
E Only * -1.0
File= SAJobs\s18\s18Ms1811020-917 Pine Streetwo 181203\181203 1F-enercaIctrib_s1811020.et,4
ENIERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.' 2f
Support notation : Far left is #1 Values in KIPS
Suppoql Support 2
5.668 5.718
5.202 5.253
2.965 2.776
2.720 3.021
2.905 1.873
2.781 3.924
5.293 5.161
5.110 5.345
5.248 4.484
5.155 6.022
1.828 1.617
1.583 1.861
1.768 0.713
1.644 2.765
0.320 0.320
2.825 2.819
0.204 -0.204
-0.204 0.204
0.088 -1.465
-0.088 1.465
File= SAJobs\s18\s181 I \0811020 - 917 Pine Street\wo 181203\181203 117_enercalc tr11b_s1811020.eC1
Nood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2i
-ic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION.'
Description : (1 -20) overturn
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2,325.0 psi
Ebend-xx 1,550.0 ksi
Fc - Prll
2,170.0 psi
Eminbend - xx 787.82 ksi
Wood Species Trus Joist
Fc - Perp
900.0 psi
Wood Grade TimberStrand LSL 1.55E
Fv
310.0 psi
Ft
1,070.0 psi
Density 44.990 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
-I
D(O.28) S(Q.3 )
;jS1t)tj.491)
D(O.683) S(I.138) YV(0.512) E(1.491)
D(r)
D(O.683) S(1.138)
D(0_01jQ0_04)
1.7504
Span = 8.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0150, L = 0.04, Tributary Width = 1.0 ft, (FLOOR)
Point Load : D = 0.6830, S = 1. 138, W = 0.5120, E = 1.491 k @ 0.50 ft, (FRH)
Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load: D = 0.020, S = 0.0250 ksf, Extent = 6.875 > 8.0 ft, Tributary Width = 14.0 ft, (ROOF)
Point Load : D = 0.6830, S = 1.138, W = -0.5120, E = -1.491 k @ 6.875 ft, (FRH)
Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 0.0 > 0.50 ft, Tributary Width = 14.0 ft, (ROOF)
Maximunn Bending Stress Ratio
0.21e 1 Maximum Shear Stress Ratio
0.475 : 1
Now
Section used for this span
1.75x14
Section used for this span
1.75x14
fb : Actual
570.22 psi
fv : Actual
169.44 psi
FB: Allowable
2,636.10 psi
Fv: Allowable
356.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
5.723 ft
Location of maximum on span
8.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Defledtion
0.023 in Ratio=
4111 >=360
Max Upward Transient Deflection
-0.011 in Ratio=
8486 360
Max Downward Total Deflection
0.058 in Ratio=
1664 >=240.
Max Upward Total Deflection
0.000 in Ratio
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max . ..... Defi Location in Span
Load Combination
Max."+" Defl Location in Span
+D+0.750L+0.75OS-0.5250E 1
0.0577 4.292
0.0000 0.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
JIM
Load Combination
Support I Support 2
Overall MAXimum
3.126 3.156
Overall MINimum
-0.043 -0.024
D Only
1.314 1.347
00
+D+L
1.474 1.507
ffin
No
Wood Beam
Description (1-20) overturn
Vertical Reactions
Load Combination
+D+S
+D+0.750L+0.750S
+D+0.60W
+D-0.60W
+D+0.70E
+D-0.70E
+D+0.750L+0.750S+0.45OW
+D+0.750L+0.75OS-0.45OW
+D+0.750L+0.750S+0.5250E
+D+0.750L+0.75OS-0.5250E
+0.60D+0.60W
+0.60D-0.60W
+0.60D+0.70E
+0.60D-0.70E
L Only
8 Only
W Only
-W
E Only
E Only * -1.0
File= S:Uobsks18As18M91811020 - 917 Pine Streetk.wo 1812031181203 1 F-enercalc trib_0811026:eo
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2f
Support notation : Far left is #1 Values in KIPS
Support I Support 2
2.738 2.767
2.502 2.532
1.559 1.102
1.069 1.592
2.146 0.515
0,482 2.179
2.686 2.349
2.319 2.716
3.126 1.909
1.878 3.156
1.033 0.563
0.544 1.053
1.620 -0.024
-0.043 1.640
0.160 0.160
1,424 1.421
0.408 -0.408
-0.408 0.408
1.188 -1-188
-1.188 1-188
Nq
Am
File= SAJobs\s18�s1811\s1811020 -917 Pine Street\wo 181203\181203 1F-enerealc trib-s'1811020ed
Nood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
-ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION
Description : (1-20) overstrength
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination IBC 2015
Fb - Compr
Fc - PrIl
Wood Species Trus Joist
Fc - Perp
Wood Grade TimberStrand LSL 1.55E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
2,325.0 psi
2,325.0 psi
2,170.0 psi
900.0 psi
310.0 psi
1,070.0 psi
D(O. ". 35)
0(0.683) S(I.138) �V(0.512) E(l.491) D(V) D(O.683) S(I.138) .512) .668)
D(0.01JL(O.04)
1.75x14
Span = 8.0 ft
0"
aw
PW
VMW
0"
ins
ON
E: Modulus of Elasticity
Ebend-xx 1,550.0 ksi No
Eminbend - xx 787.82ksi
PU
Density 44.990 pcf wo
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, L = 0.040, Tributary Width = 1.0 ft, (FLOOR)
Point Load: D = 0.6830, S = 1.138, W = 0.5120, E = 1.491 k @ 0.50 ft, (FRH)
Uniform Load D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL)
Uniform Load D = 0.020, S = 0.0250 ksf, Extent = 6.875 > 8.0 ft, Tributary Width = 14.0 ft, (ROOF)
Point Load : D = 0.6830, S = 1. 138, W = -0.5120, E = -2,868 k @ 6.875 ft, (FRH)
Uniform Load: D = 0,020, S = 0.0250 ksf, Extent = 0.0 > 0.50 ft, Tributary Width = 14.0 ft, (ROOF)
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
Load Combination Span
+D+0.750L+0.75OS-0.5250E I
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimurn
D Only
+D+L
0,34R. 1 Maximum Shear Stress Ratio
1.75x14
Section used for this span
1,276.80 psi
fv Actual
3,667.62 psi
Fv Allowable
+1.1 18D-1.750E
Load Combination
6.861 ft
Location of maximum on span
Span # 1
Span # where maximum occurs
0.028 in Ratio=
3383 >=O.O
-0.028 in Ratio=
3383 >=O.O
0.067 in Ratio =
1439 >=O.O
-0.004 in Ratio =
24870 >=O.O
Max. "-" DO Location in Span Load Combination
0.0667 4.321
Support notation : Far left is #1
Support 1 Support 2
3.024 3.777
0.092 0.160
1.314 1.347
1.474 1.507
0.712 : 1
1.75x14
352.92 psi
496.00 psi
+1.089D+0.750L+0.75OS-1.313E
8.000ft
Span # 1
Max. 'Y' DO Location in Span
0.0000 0.000
Values in KIPS
Wood Beam
File = SAJobsW8ks18Ms1811
Description (1 -20) overstrength
Vertical Reactions
Support notation Far left is #1
Load Combination
Support 1
Support 2
+D+S
2.738
2.767
+D+0.750L+0.750S
2.502
2.532
+D+0.60W
1.559
1.102
+D-0.60W
1.069
1.592
+D+0.70E
2.010
-0.313
+D-0.70E
0.618
3.007
+D+0.750L+0.750S+0.45OW
2.686
2.349
+D+0.750L+0.75OS-0.45OW
2.319
2.716
+D+0.750L+0.750S+0.5250E
3.024
1.287
+D+0.750L+0.75OS-0.5250E
1.980
3.777
+0.60D+0.60W
1.033
0.563
+0.60D-0,60W
0.544
1.053
+0.60D+0.70E
1.485
-0.852
+0.60D-0.70E
0.092
2.468
L Only
0.160
0.160
S Only
1.424
1.421
W Only
0.408
-0.408
-w
-0.408
0.408
E Only
0.995
-2.372
E Only * -1.0
-0.995
2,372
917 Pine Streefiwo 1181120111811203 1F_enercalc trib_s1811020.ed
ENERCALC, INC, 1983-2017, Build:6.17.2.28, Ver:6,17.2,' 'E
Values in KIPS
File= S-.Uobs1s18Xs181%1811020- 917 Pine Street4o 1812031181203 1 F—enerGalc trib_s1811020.ed
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, er:6.17.2.2E
Lic. # : KW-06006655
Licensee:
SOUND STRUCTURAL SOLUTIONS:
Description : (1 -23) overtu rn
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2600 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
2600 psi
Ebend-xx 2000 ksi
Fc - PrIl
2510 psi
Eminbend - xx 1016.535 ksi
Wood Species Trus Joist
Fc - Perp
750 psi
Wood Grade MicroLam LVL 2.0 E
Fv
285 psi
Ft
1555 psi
Density 42 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.09) D(O.261) L(0.60r).Sp.'MMRSP�044) E(4.389)
F
D(O.01 (0.04)
3.500x14.000
Span = 6.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.010, L = 0.040 , Tributary Width = 1.0 ft, (FLOOR)
Uniform Load: D = 0.010 ksf, Extent = 0.0 > 5.0 ft, Tributary Width = 9.0 ft, (WALL)
Point Load: D = 0.2610, L = 0.6170, S = 0.3490, W = 2.044, E = 4.389 k @ 5.0 ft, ((2-10))
Point Load : D = 1.594, L = 2.656 k @ 5.0 ft, ((2-14))
DESIGN SUMMARY
I � _. ��
Maximum Bending Stress Ratio
0.194.1 Maximum Shear Stress Ratio
0.506:1
Section used for this span
3.500x14.000
Section used for this span
3.500x14.000
fb : Actual
788.11 psi
fv : Actual
230.75 psi
FB: Allowable
4,069.39 psi
Fv: Allowable
456.00 psi
Load Combination +1.089D+0.750L+0.750S+0.8925E
Load Combination
+1.089D+0.750L+0.750S+0.8925E
Location of maximum on span
4.993ft
Location of maximum on span
6.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflecf ion
0.011 in Ratio
6831 >=360
Max Upward Transient Deflection
-0.011 in Ratio=
6831 >=360
Max Downward Total Deflection
0.019 in Ratio =
3842 >=240.
Max Upward Total Deflection
-0.004 in Ratio =
19434 >=240.
Overall Maximum Deflections
Load Combination Span Max . ..... Dell Location in Span Load Combination Max. 'Y' Defi Location in Span
+D+0.750L+0.750S+0.5250E 1 H187 3.372 0.0000 0.000
Vertical Reactions Su pport notation : Far left is #1 Values in KIPS
Load Combination Support I Support 2
Overall MAXimum
1.528
6.037
Overall MINimum
0.058
0.036
D Only
0.602
1.763
+D+L
1.267
4.611
+D+S
0.660
2.054
+D+0.750L+0.750S
1.144
4.117
Wood Beam
File= SAJobsalMMM18111020 - 917 Pine Streetkwo 11811201811203 1F_enercalc trlbLs1811020,e(:(
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.2E
Description : (1 -23) overturn
VerfiGal Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support I
Support 2
+D+0.60W
0.806
2.785
+D-0.60W
0.397
0,741
+D+0.70E
1.114
4.324
+D-0.70E
0.090
-0.797
+D+0.750L+0.750S+0.45OW
1.298
4.884
+D+0.750L+0.75OS-OA50W
0.991
3.351
+D+0.750L+0.750S+0.5250E
1.528
6.037
+D+0.750L+0.75OS-0.5250E
0.760
2.197
two
+0.60D+0.60W
0.565
2.080
+0.60D-0.60W
0.157
0.036
+0.60D+0.70E
0.873
3.618
+0.60D-0.70E
-0.151
-1.502
iiwo
L Only
0.666
2.848
S Only
0.058
0.291
W Only
0.341
1.703
!1M
-w
-0.341
-1,703
I
E Only
0.732
3.658
IMw
E Only * -1 -0
-0.732
-3.658
! on
"M
PM
I rai
NC 1W
m
PE
aw
FOUNDATION
ANALYSIS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
w
WI.W
; ON
I pm
"w
Pm
tow
P"
mw
FTG - FOOTING, TYPICAL
Soil Bearing Capacity
2000 Psf
FOOTING SCHEDULE
CENTER UNDER CONCENTRATED LOAD U.N.O.
ID
FOOTING SIZE
REINFORCEMENT
WIDTH
(Transverse)
LENGTH
(Longitude)
THICKNESS
LONGITUDE
TRANSVERSE
F2
21-011
21-011
10.1
(3) #4's
(3) #4's
F2.5
2'-6"
21-611
10"
(3) #4's
(3) #4's
F3
31-011
T-0"
10"
(4) #4's
(4) #4's
F4
41-011
41-0"
12"
(4) #5's
(4) #5's
TotallLoad
8,000
12,499
17,999
v
31,998"
FWS - FOUNDATION WALL STEM
Dead
Live
Snow
Deck
20
60
25
Floor
15
40
Fnd
100
Roof
20
25
Wall
10
Bearing Capacity
2000
(0-2)
(0-4)
7
T
:%vq m. tv-rk F'.4 Trw
Tributary
Dimension
Type of Load
Dead
Load
Live Load
Snow
Load
Total
Load
15
Deck
300
900
375
1575
6
Roof
120
0
150
270
Floor
120
320
0
440
Wall
220
0
0
220
Fnd
800
0
0
800
Total
1560
1220
525
3305
Minimum
Ftg Width
USE (in)
Stress
1.6525
24
83%
Tributary Type of Load
Dimension
Dead
Load
Live Load
Snow
Load
Total
Load
11
Deck
220
660
275
1155
Roof
0
0
0
0
10
Floor
150
400
0
550
45
Wall
450
0
0
450
Fnd
600
0
0
600
Total
1420
1060
275
2755
Minimum
Ftg Width
USE (in)
Stress
1.3775
18
92%
L.w�
N"
FWS - FOUNDATION WALL STEM
Dead
Live
Snow
Deck
20
60
25
Floor
15
40
Fnd
1 100
Roof
20
1
25
Wall
10
Bearing Capacity
2000
(0-5)
Tributary
Dimension
Type of Load
Dead
Load
Live Load
Snow
Load
Total
Load
Deck
0
0
0
0
14
Roof
280
0
350
630
12
Floor
180
480
0
660
22
Wall
220
0
0
220
4
Fnd
400
0
0
400
Total
1080
480
1 350
1910
Minimum
Ftg Width
USE (in)
St
0.955
16
Pa
RFA - REINFORCED FOUNDATION AT ANCHOR
Anchor Tension NOTE: SEE THE FOUNDATION DErAILS FOR THE BALANCE OF FOUNDATION DETAIL
Wind Seismic
1 3394 1 8523 Ilbs
Material Prop rties
Steel 60000 psi
Conc Wall 2500 psi
Conc Ftg 2500 psi
PXVINS
Me
INSTAUM11
Wall Reinforcemnt Parameters
4 n Number ELEVATION PLAN VIEW OF
crossing VIEW HAIRPIN INSTALL
#4 Bar Size RFA� REINFORCED FOUNDAT19N AT ANCHOR
0.5 in Bar Diameter L—i N.T.S. RFAA
in Bar Area
Design Stress Ratios
9.4% Wind Stress Ratio
23.7% Seismic Stress Ratio
Chapter 17 section 17.4.2.9 states that, "the design strength of the anchor
reinforcement shall be permitted to be used instead of the concrete breakout
strength"
Cross section capacity subject to shear
0 0.75 Shear reduction factor
VC 0 lb Nominal Shear Capacity provided by Concrete
V, 48000 lb Nominal Shear Capacity provided by Steel
(DVn 36000 lb
pill
tow
tow
ow
V.d
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: IBC 20115ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
FCriteria I Soil Data
T�
Retained Height 11,00 ft Allow Soil Bearing 2,666.0 psf
Wall height above soil 0.00 ft Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psf/ft
Slope Behind Wall 0.00
Height of Soil over Toe 12.00 in
Water height over heel = 0.0 ft
Surcharge Loads
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
[�Axial Load Applied to St��i
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
Earth Pressure Seismic L-o-a-d---
Method : Uniform
Multiplier Used 7.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning 1.42 Ratio <
Sliding 1.26 Ratio <
Total Bearing Load 5,131 lbs
... resultant ecc. 28.29 in
Soil Pressure @ Toe
2,318 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,666 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
3,245 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
44.3 psi OK
Footing Shear @ Heel
13.5 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force
4,056.0 lbs
less 100% Passive Force =
2,816.7 lbs
less 100% Friction Force =
2,308.8 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
958.5 lbs NG
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
Passive Pressure
300.0 psf/ft
Soil Density, Heel
= 110.00 pef
Soil Density, Toe
= 110.00 Pcf
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
d Applied to Stem--i
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Uniform Seismic Force = 85.167
Total Seismic Force = 1,036.194
Adjacent Footing Load
Ji
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
Stem Construction A 3rd
Stem OK
Design Height Above Ftg ft = 2.33
51. Wall Material Above "Ht" = Concrete
5! Design Method LRFD
Thickness 10.00
Rebar Size # 5
Rebar Spacing 8.00
Rebar Placed at 7.687
Design Data
fb/FB + fa/Fa 0.738
Total Force @ Section
Service Level lbs =
Strength Level lbs = 3,444.5
Moment .... Actual
Service Level ft-# =
Strength Level ft-# = 11,021.5
Moment ..... Allowable ft-# = 14,936.9
Shear ..... Actual
Service Level psi =
Strength Level psi = 37.3
Shear ..... Allowable psi = 75.0
Anet (Masonry) in2 =
Rebar Depth 'd' in= 7.69
Masonry Data
fm psi =
Fs psi =
Solid Grouting
Modular Ratio'n'
Wall Weight Psf 125.0
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type = Medium
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
2nd Bottom
Stem OK
Stem OK
2.33
0.00
Concrete
Concrete
LRFD
LRFD
10.00
10.00
# 5
# 5
4.00
4.00
7.687
Edge
0.400 0.766
3,444.5 5,292.8
11,021.5 21,124.6
27,577.5 27,577.5
37.3 57.4
75.0 75.0
7.69 7.69
125.0
leight
125.0
2,500.0 2,500.0
60,000.0 60,000.0
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
3rd Stem
Vertical Reinforcing
As (based on applied moment):
0.3324 in2/ft
(4/3) * As :
0.4432 in2/ft
200bd/fy: 200(12)(7.687)/60000
0.3075 in2/ft
0.0012bh : 0.0012(12)(10):
0.144 in2/ft
Required Area
0.3324 in2/ft
Provided Area
0.465 in2/ft
Maximum Area:
1.0413 in2/ft
2nd Stem
Vertical Reinforcing
As (based on applied moment):
0.3324 in2/ft
(4/3) * As:
0.4432 in2/ft
200bd/fy: 200(12)(7,687)/60000:
0.3075 in2/ft
0.0012bh : 0.0012(12)(10):
0.144 in2/ft
Required Area
0.3324 in2/ft
Provided Area
0.93 in2/ft
Maximum Area:
1.0413 in2/ft
a"
am
00
Horizontal Reinforcing an
ftm
Min Stem T&S Reinf Area 2.081 in2
Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.000 in2
Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft
Horizontal Reinforcing Options :
One layer of Two layers of
#4@ 0.00 in #4@ 0.00 in
#5@ 0.00 in #5@ 0.00 in
#6@ 0.00 in #6@ 0.00 in
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.6371 in2/ft
(4/3) * As:
0.8495 in2/ft Min Stem T&S Reinf Area 0.559 in2
200bd/fy: 200(12)(7.687)/60000
0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
0.0012bh : 0.0012(12)(10):
0.144 in2/ft Horizontal Reinforcing Options:
One layer of : Two layers of
Required Area
0.6371 in2/ft #4@ 10.00 in #4@ 20.00 in
Provided Area
0.93 in2/ft #5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.0413 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Stre
Footing Design Res
Toe Width
5.67 ft Toe Heel
Heel Width
2.00 Factored Pressure 3,245 0 psf
Total Footing Width
7.67 Mu': Upward 30,099 0 ft_#
Footing Thickness
14.00 in Mu': Downward 5,490 1, 131 ft-#
Mu: Design 24,609 1, 131 ft-#
Key Width
14-00 in Actual 1 -Way Shear = 44.31 13.47 psi
Key Depth
26.00 in Allow 1 -Way Shear = 75.00 40.00 psi
Key Distance from Toe
0.00 ft Toe Reinforcing = # 5 @ 4.00 in
fo = 2,500 psi Fy
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00 pcf Key Reinforcing = # 5 @ 8.00 in
Min. As %
0b.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
3.50 in Toe: #4@ 4.25 in, #5@ 6.59 in, #6@ 9.35 in, #7@ 12.75 in, #8@ 16.78 in, #9@ 21.2
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: #4@ 7.94 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.81 in,
Min footing T&S reinf Area 2.58 in2
Min footing T&S reinf Area per foot 0.34 M2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.14 in #4@ 14.29 in
#5@ 11.07 in #5@ 22.14 in
#6@ 15.71 in #6@ 31.43 in
W
um
ow
No
04
%NW
Pq
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall
License To: SOUND STRUCTURAL SOLUTIONS, INC
Code: IBC 20115ACI 318-14,ACI 53CI-13
Summa�� of Overturninq & Resisting Forces & Moments
..... OVERTURNING .....
..... RESISTING .....
Force Distance Moment
Force Distance
Moment
Item lbs ft ft-#
lbs ft
ft-#
Heel Active Pressure 3,330.6 4.06 13,507.5
Soil Over Heel
1,411.7 7.08
9,998.14
Surcharge over Heel
Sloped Soil Over Heel
Surcharge Over Toe
Surcharge Over Heel
Adjacent Footing Load
Adjacent Footing Load =
Added Lateral Load
Axial Dead Load on Stem =
Load @ Stem Above Soil
Axial Live Load on Stem =
Seismic Earth Load 725.3 6.08 4,412.5
Soil Over Toe
623.3 2.83
1,765.7
Surcharge Over Toe
Total 4,056.0 O.T.M. 17,920.0
Stem Weight(s)
1,375.0 6.08
8,363.7
Earth @ Stem Transitions
.
Footing Weight
1,341,6 3.83
5,142.2
MW
Resisti ng/Overturn Ing Ratio 1.42
Key Weight
379.2 0.58
221.2
Vertical Loads used for Soil Pressure 5,130.6 lbs
Vert. Component
7.67
Total
5,130.6 lbs R.M.=
25,4911
If seismic is included, the OTM and sliding ratios
Axial live load NOT included
in total displayed, or used for
overturning
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt I
Horizontal Deflection at Too of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.092 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of tile toe
because the wall would then tend to rotate into the retained soil.
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Criteria MMM77 1.00 ft [Soil Data EN=0077,000.0 psf 90�
Retained Height Allow Soil Bearing
Wall height above soil 0.00 ft Equivalent Fluid Pressure Method
Slope Behind Wall 0.00 Active Heel Pressure 45.0 psf/ft
Height of Soil over Toe 12.00 in
Water height over heel = 0.0 ft
Surcharge Loads
Surcharge Over Heel
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe
0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Sterrj::::J
Axial Dead Load
0.0 lbs
Axial Live Load
0.0 lbs
Axial Load Eccentricity
0.0 in
Design Summary
Wall Stability Ratios
Overturning
1 i89 OK
Sliding
1.54 OK
Total Bearing Load 5,131 lbs
...resultant ecc. 17 97 in
Soil Pressure @ Toe
1,464 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
2,G50 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
38.5 psi OK
Footing Shear @ Heel
13.2 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force
3,330.6 lbs
less 100% Passive Force
2,816.7 lbs
less 100% Friction Force
2,308.8 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
0.0 lbs OK
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 20-15,ACI
1.200
1.600
1.600
1.000
1.000
Passive Pressure
300.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 Pcf
Footingl[Soil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
Lateral Load Applied to Stem
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 it
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 Psf
(Service Level)
Adjacent Footing Load
djacent oo ing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
F-Stem Constr� 3rd
Stem OK
Design Height Above Ftg ft = 2.33
Wall Material Above "Ht" = Concrete
Design Method LRFD
Thickness 10.00
Reber Size # 5
Reber Spacing 8.00
Rebar Placed at 7.687
Design Data
fb/FB + fa/Fa 0.524
Total Force @ Section
Service Level lbs =
Strength Level lbs = 2,706.1
Moment .... Actual
Service Level ft-# =
Strength Level ft-# = 7,820.6
Moment ..... Allowable ft-# = 14,936.9
Shear ..... Actual
Service Level psi =
Strength Level psi = 29.3
Shear ..... Allowable psi = 75.0
Anet (Masonry) in2 =
Reber Depth 'd' in = 7.69
Masonry Data
fm psi =
Fs psi =
Solid Grouting
Modular Ratio'n'
Wall Weight PSI` 125.0
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type = Medium V
Masonry Design Method = ASID
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
2nd Bottom
Stem OK
Stem OK
2 . 33
0 . 00
Concrete
Concrete
LRFD
LRFD
10.00
10.00
# 5
# 5
4.00
4.00
7,687
Edge
0.284 0.579
2,706.1 4,356.0
7,820.6 15,972.0
27,577.5 27,577.5
29.3 47.2
75.0 75.0
7.69 7.69
125.0
eight
125.0
2,500.0 2,500.0
60,000.0 60,000.0
Flo
ow
"W
0M
as
PM
No
0M
I"
M
how
r
60
0
0
W"
i on
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: IBC 20115ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
3rd Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment):
0.2359 in2/ft
(4/3) * As :
0.3145 in2/ft
Min Stem T&S Reinf Area 2.081 ir[2
200bd/fy: 200(12)(7,687)/60000:
0.3075 in2/ft
Min Stem T&S Reinf Area per ft of -stem Height: 0.240 in2/ft
0.0012bh : 0,0012(12)(10):
0.144 in2/ft
Horizontal Reinforcing Options:
One layer of : Two layers of
Required Area
0.3075 in2/ft
#4@ 10.00 in #4@ 20.00 in
Provided Area
0.465 in2/ft
#5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.0413 in2/ft
#6@ 22.00 in #6@ 44.00 in
2nd Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment):
0.2359 in2/ft
(4/3) * As :
0.3145 in2/ft
Min Stem T&S Reinf Area 0.000 in-2
200bd/fy: 200(12)(7.687)/60000
0.3075 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft
0.0012bh: 0.0012(12)(10):
0.144 in2/ft
Horizontal Reinforcing Options :
One layer of Two layers of:
Required Area
0.3075 in2/ft
#4@ 0.00 in #4@ 0.00 in
Provided Area
0.93 in2/ft
#5@ 0.00 in #5@ 0.00 in
Maximum Area:
1.0413 in2/ft
#6@ 0.00 in #6@ 0.00 in
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.4817 in2/ft
(4/3) * As :
0.6423 in2/ft Min Stem T&S Reinf Area 0.559 in2
200bd/fy: 200(12)(7.687)/60000
0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
0.0012bh : 0.0012(12)(10):
0.144 in2/ft Horizontal Reinforcing Options:
One layer of : Two layers of:
Required Area
0.4817 in2/ft #4@ 10.00 in #4@ 20.00 in
Provided Area
0.93 in2/ft #5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.0413 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Dimensions & St �engths
Footing Design Result
Toe Width
5.67 ft Toe Heel
Heel Width
2.00 Factored Pressure 2,050 0 psf
Total Footing Width
7.67 Mu': Upward 24,039 6 ft-#
Footing Thickness
14.00 in Mu': Downward 5,490 1, 131 ft-#
Mu: Design 18,549 1, 125 ft-#
Key Width
Key Depth
14.00 in Actual 1 -Way Shear = 38.55 13.20 psi
26.00 in
Key Distance from Toe
Allow 1 -Way Shear = 75.00 40.00 psi
0.00 ft
Toe Reinforcing = # 5 @ 4.00 in
fc = 2,500 psi Fy
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00pcf Key Reinforcing = # 5 @ 8.00 in
Min. As %
0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
3.50 in
Toe: #4@ 5.64 in, #5@ 8.74 in, #6@ 12.40 in, #7g 16.91 in, #8@ 22.27 in, #9@ 28.
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: #4@ 7.94 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.81 in,
Min footing T&S reinf Area 2.58 in2
Min footing T&S reinf Area per foot 0.34 in2 ift
If one layer of horizontal bars: If two layers of -horizontal bars:
#4@ 7.14 in #4@ 14.29 in
#5@ 11.07 in #5@ 22.14 in
#6@ 15.71 in #6@ 31.43 in
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Summary of Overturning & Resisting F rces & Moments
..... OVERTURNING- .... RESISTING .....
Force Distance Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 3,330.6 4.06 13,50.7.5
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Total 3,330.6 O.T.M. 13,507.5
Resisting/Overturning Ratio 1.89
Vertical Loads used for Soil Pressure 5,130.6 lbs
Soil Over Heel
1,411.7
Lud
9,998.4
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
623.3
2.83
1,765.7
Surcharge Over Toe
Stem Weight(s)
1,375.0
6.08
8,363.7
Earth @ Stem Transitions
Footing Weight
1,341.6
3.83
5,142.2
Key Weight
379.2
0.58
221.2
Vert. Component
7.67
Total
5,130.6 lbs
R.M.=
25,491.1
Axial live load NOT included in total displayed, or u�ed for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Tor) of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.058 in
The above calculation is not valid if the heel soil bearing p �,surp g�Lcteds that of the toe
because the wall would then tend to rotate into the retained soil,
r,
�iw
L t
5 .
RetainPro(c)1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Criteria
----A
[-Soil Data
Retained Height
10.00 ft
Allow Soil Bearing 2,666.0 psf
Wall height above soil
0.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psf/ft
Slope Behind Wall
0.00
Height of Soil over Toe
12.00 in
Water height over heel
0.0 ft
Passive Pressure 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 Psf
Used for Sliding & Overturning
[ALXi�a�l Load Applied to St
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used 7.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning 1.40 Ratio <
Sliding 1.24 Ratio <
Total Bearing Load 4,505 lbs
... resultant ecc. 25.18 in
Soil Pressure @ Toe
2,433 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,666 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe
3,406 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
40.2 psi OK
Footing Shear @ Heel
12.4 psi OK
Allowable
75.0 psi
Sliding Caics
Lateral Sliding Force
3,416.6 lbs
less 100% Passive Force =
2,204.2 lbs
less 100% Friction Force =
2,027.2 lbs
Added Force Req'd
0,0 lbs OK
.... for 1.5 Stability
893.6 lbs NG
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
Lateral Load Applied to Stem
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Uniform Seismic Force = 78.167
Total Seismic Force = 872.861
Stem Construction 11-
Design Height Above Ftg ft
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
lbs =
Strength Level
lbs =
Moment .... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment ..... Allowable
ft-# =
Shear ..... Actual
Service Level
psi =
Strength Level
psi =
Shear ..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in=
Masonry Data
fm
psi =
Fs
psi =
Solid Groutino
Vertical component of active lateral soil pressure IS Modular Ratio'n'
considered in the calculation of soil bearing pressures. %A/ I[ XA1 ; �
Load Factors -
MR Building Code
Dead Load
6-0 Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
a eg L PS1
Short Term Factor
3rd
Adjacent Footing Load
Adjacen Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
2nd Bottom
Stem OK
Stem OK
Stem OK
2.33
2 . 33
0 . 00
Concrete
Concrete
Concrete
LRFD
LRFD
LRFD
10.00
10.00
10.00
# 5
# 5
# 5
12.00
6.00
6.00
7.687
7.687
Edge
0.755
0.398
0.820
2,717.4
2,717.4
4,381.7
7,713.8
7,713.8
15,908.3
10,213.1
19,405.6
19,405.6
29.5
29,5
47.5
75.0
75.0
75.0
7.69
7.69
7.69
125.0 125.0 125.0
Equiv. Solid I HICK.
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi =
Fy psi =
2,500.0 2,500.0 2,500.0
60,000.0 60,000.0 60,000.0
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
3rd Stem
Vertical Reinforcing
As (based on applied moment):
0.2326 in2/ft
(4/3) * As :
0.3102 in2/ft
200bd/fy: 200(12)(7.687)/60000
0.3075 in2/ft
0.0012bh : 0.0012(12)(10):
0.144 in2/ft
Required Area
0.3075 in2/ft
Provided Area
0.31 in2/ft
Maximum Area:
1.0413 in2/ft
2nd Stem
Vertical Reinforcing
As (based on applied moment):
0.2326 in2/ft
(4/3) * As :
0.3102 in2/ft
200bd/fy: 200(12)(7.687)/60000
0.3075 in2/ft
0.0012bh : 0.0012(12)(10):
0.144 in2/ft
Required Area
0.3075 in2/ft
Provided Area
0.62 in2/ft
Maximum Area:
1.0413 in2/ft
Horizontal Reinforcing
P"
No
004
Code: IBC 20115ACI 318-14,ACI 530-13 PW
Min Stem T&S Reinf Area 1.841 in2
Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
Horizontal Reinforcing Options:
One layer of : Two layers of
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.000 in2
Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft
Horizontal Reinforcing Options :
One layer of Two layers of
#4@ 0.00 in #4@ 0.00 in
#5@ 0.00 in #5@ 0.00 in
#6@ 0.00 in #6@ 0.00 in
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.4798 in2/ft
(4/3) * As :
0.6397 in2/ft Min Stem T&S Reinf Area 0.559 in2
200bd/fy: 200(12)(7.687)/60000
0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
0.0012bh : 0.0012(12)(10):
0.144 in2/ft Horizontal Reinforcing Options:
One layer of : Two layers of
Required Area
0.4798 in2/ft #4@ 10.00 in #4@ 20.00 in
Provided Area
0.62 in2/ft #5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.0413 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Strengths
Footing Design Results
Toe Width
4.67 ft Toe Heel
Heel Width
2.00 Factored Pressure 3,406 0 psf
Total Footing Width
6.67 Mu': Upward 21,642 0 ft-#
Footing Thickness
14.00 in Mu': Downward 3,723 1,041 ft-#
Mu: Design 17,920 1,041 ft-#
Key Width
14.00 in Actual 1-Way Shear = 40.23 12.40 psi
Key Depth
20.00 in Allow 1 -Way Shear = 75.00 40.00 psi
Key Distance from Toe
0.00 ft Toe Reinforcing = # 5 @ 6.00 in
fc = 2,500 psi Fy
60�000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00pcf Key Reinforcing = None Spec'd
Min. As %
0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=: 3.50 in
Toe: #4@ 5.83 in, #5@ 9.04 in, #6@ 12.84 in, #7@ 17.50 in, #8@ 23.05 in, #9@ 29.
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Min footing T&S reinf Area 2.24 in2
Min footing T&S reinf Area per foot 0.34 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.14 in #4@ 14.29 in
#5@ 11.07 in #5@ 22.14 in
#6@ 15.71 in #6@ 31.43 in
oft
bw
JIM
No
00
low
to
on
ow
WWI
IL=
ON
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall
License To: SOUND STRUCTURAL SOLUTIONS, INC
Code: IBC 2015ACI 318-14,ACI 530-13
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ...
'6ment
..... RESISTING..
Force, Distance
Force Distance-
Moment
6wi
Item lbs ft ft-#
lbs ft
ft-#
Heel Active Pressure 2,805.6 3.72 10,443.2
Soil Over Heel
1,283.3 6.08
7,806.1
Surcharge over Heel
Sloped Soil Over Heel
Surcharge Over Toe
Surcharge Over Heel
Adjacent Footing Load
Adjacent Footing Load =
Added Lateral Load
Axial Dead Load on Stem =
Load @ Stem Above Soil
Axial Live Load on Stem =
Seismic Earth Load 611.0 5.58 3,411.4
Soil Over Toe
513.3 2.33
1,197A
Surcharge Over Toe
Total 3,416.6 O.T.M. 13,854.6
Stem Weight(s)
1,250.0 5.08
6,353.3
Earth @ Stem Transitions
I OW
Footing Weight
1,166.6 3.33
3,888.1
Resisting/Overturning Ratio 1.40
Key Weight
291.7 0.58
170.1
Vertical Loads used for Soil Pressure 4,504.8 lbs
Vert. Component
6.67
Total
4,504.8 lbs R.M.=
19,415A
MINI
If seismic is included, the OTM and sliding ratios
Axial live load NOT included
in totail displayed, or used for
overturning
be 1.1 per section 1807.2.3 of I BC 2009 or I BC 201
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Def! @ Top of Wall (approximate only) 0.101 in
The above calculation is not valid if the heel soil bearin pressure exceeds that of the toe,
because thev;fall would then tend to rotate into the retained soil.
FIX
RetaInPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
rcriteria [Soil Data
Retained Height 10.00ft Allow Soil Bearing 2,000.0 psf
Wall height above soil 0.0aft Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psf1ft
Slope Behind Wall 0.00
Height of Soil over Toe 12.00 in
Water height over heel = O.Gft
Surcharge Loads
Surcharge Over Heel
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe
0.0 psf
Used for Sliding & Overturning
[Axial Load Applied to Stem:::�Ill
Axial Dead Load
0.0 lbs
Axial Live Load
0.0 lbs
Axial Load Eccentricity
0.0 in
Design Summary
Wall Stability Ratios
Overturning
1.86 OK
Sliding
1,51 OK
Total Bearing Load 4,505 lbs
... resultant ecc. 16-10 in
Soil Pressure @ Toe
1,508 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
2,111 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
33.5 psi OK
Footing Shear @ Heel
12.1 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force
2,805.6 lbs
less 100% Passive Force =
2,204.2 lbs
less 100% Friction Force =
2,027.2 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
0.0 lbs OK
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
Passive Pressure
300.0 psf/ft
Soil Density, Heel
= 110.00 pef
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
F-Lateral Load Applied to Stem
MM7�0.0
Lateral Load
#/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Adjacent Footing Load
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
�tem Constr 3rd
S Stem OK
Design Height Above Ftg ft = 2.33
Wall Material Above "Ht" = Concrete
Design Method LRFD
Thickness 10.00
Rebar Size # 5
Rebar Spacing 12.00
Rebar Placed at 7.687
Design Data
fb/FB + fa/Fa 0.530
Total Force @ Section
Service Level lbs =
Strength Level lbs = 2,117.8
Moment .... Actual
Service Level ft-# =
Strength Level ft-# = 5,414.6
Moment ..... Allowable ft-# = 10,213.1
Shear ..... Actual
Service Level psi =
Strength Level psi = 23.0
Shear ..... Allowable psi = 75.0
Anet (Masonry) in2 =
Rebar Depth 'd' in= 7.69
Masonry Data
fm psi =
Fs psi =
Solid Grouting
Modular Ratio'n'
Wall Weight psf 125.0
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type = Medium V
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
2nd Bottom
Stem OK
Stem OK
2.33
0.00
Concrete
Concrete
LRFD
LRFD
10.00
10.00
# 5
# 5
6,00
6.00
7,687
Edge
0.279
0,618
2,117.8
3,600.0
5,414.6
12,000.0
19,405.6
19,405.6
23.0
39.0
75.0
75.0
7.69
7.69
125.0
eight
125.0
2,500.0 2,500.0
60,000.0 60,000.0
to
no
PW
bw
MR
am
110
MW
oft
No
too
am
MW
on
ino
wo
h"
RetainPro(c)1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
40
I
3rd Stem
Vertical Reinforcing
1 6W
As (based on applied moment)
0. 1633 in2/ft
(4/3) * As :
0.2177 in2/ft
200bd/fy: 200(12)(7.687)/60000
0.3075 in2/ft
0.0012bh : 0.0012(12)(10):
0.144 in2/ft
Required Area
0.2177 in2/ft
Provided Area
0.31 in2/ft
Maximum Area:
1.0413 in2/ft
2nd Stem
Vertical Reinforcing
As (based on applied moment):
0.1633 in2/ft
(4/3) * As :
0.2177 in2/ft
200bd/fy 200(12)(7.687)/60000:
0.3075 in2/ft
0.0012bh 0.0012(12)(10):
0.144 in2/ft
Required Area
0.2177 in2/ft
Provided Area
0.62 in2/ft
Maximum Area:
1.0413 in2/ft
Horizontal Reinforcing
Min Stem T&S Reirif Area 1.841 in2
Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
Horizontal Reinforcing
Min Stein T&S Reinf Area 0.000 in2
Min Stein T&S Reinf Area per ft of stem Height : 0.000 in2/ft
Horizontal Reinforcing Options:
One layer of Two layers of:
#4@ 0.00 in #4@ 0.00 in
#5@ 0.00 in #5@ 0.00 in
#6@ 0.00 in #6@ 0.00 in
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.3619 in2/ft
(4/3) * As
0.4826 in2/ft Min Stem T&S Reinf Area 0.559 in2
200bd/fy 200(12)(7.687)/60000
0.3075 in2/ft Min Stern T&S ReinfArea per ft of stem Height: 0.240 in2/ft
0.0012bh 0.0012(12)(10):
0.144 in2/ft Horizontal Reinforcing Options :
One layer of: Two layers of:
Required Area
0.3619 in2/ft #4@ 10.00 in #4@ 20.00 in
Provided Area
0.62 in2/ft #5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.0413 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Dimensions & StrengthsA I Footing Design Results
Toe Width
4.67 ft Toe Heel
Heel Width
2.00 Factored Pressure 2,111 0 psf
Total Footing Width
6.67 Mu': Upward 16,999 6 ft-#
Footing Thickness
14.00 in Mu': Downward 3,723 1,041 ft-#
Mu: Design 13,276 1,035 ft-#
Key Width
14.00 in Actual 1 -Way Shear = 33.47 12.12 psi
Key Depth
20.00 in Allow 1 -Way Shear = 75.00 40.00 psi
Key Distance from Toe
0.00 ft Toe Reinforcing = # 5 @ 6.00 in
fc = 2,500 psi Fy
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00pcf Key Reinforcing = None Spec'd
Min. As %
0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
3.50 in
Toe: #4@ 6.00 in, #5@ 9.30 in, #6@ 13.20 in, #7@ 18.00 in, #8@ 23.70 in, #9@ 30.
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
PIN Min footing T&S reinf Area
2.24 in2
Min footing T&S reinf Area per foot
0.34 in2 /ft
If one layer of horizontal bars:
If two layers of horizontal bars:
#4@ 7.14 in
#4@ 14.29 in
#5@ 11.07 in
PIN
#5@ 22.14 in
#6@ 15.71 in
I
#6@ 31.43 in
No
pa
ow
RetainPro(c)1987-2017, Build 11.17.07.27
License: KW'06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Summa of Overturninq & Resisting Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs It ft-# lbs ft ft-#
Heel Active Pressure 2,8056 3.72 10,443.2 Soil Over Heel 1,283.3 6.08 7,806.1
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Total 2,805.6 O.T.M. 10,443.2
Resist! n g/Overturning Ratio 1.86
Vertical Loads used for Soil Pressure 4,504.8 lbs
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
513.3
2.33
1,197.4
Surcharge Over Toe
Stem Weight(s)
1,250.0
5.08
6,353.2
Earth @ Stem Transitions
Footing Weight
1,166.6
3.33
3,888.1
Key Weight
291.7
0.58
170.1
Vert. Component
6.67
Total
4,504.8 lbs
R.M.=
19,415.1
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Tor) of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Deft @ Top of Wall (approximate only) 0.063 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil,
tow
low
RetainPro(c)1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Criteria
[Soil Data
Retained Height
9.00 ft
Allow Soil Bearing 2,666.0 psf
Wall height above soil
0.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psf/ft
Slope Behind Wall
0.00
Height of Soil over Toe
12.00 in
Water height over heel
0.0 ft
Passive Pressure 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
[Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used 7.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning 1.41 Ratio <
Sliding 1.27 Ratio <
Total Bearing Load 3,638 lbs
... resultant ecc. 22.41 in
Soil Pressure @ Toe
2,142 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,666 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
2,999 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
40.1 psi OK
Footing Shear @ Heel
13.3 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force
2,740.0 lbs
less 100% Passive Force
1,837.5 lbs
less 100% Friction Force
1,637.0 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
635.5 lbs NG
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pCf
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
Lateral Load Applied to Stem
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type
Wind (W)
(Service Level)
Wind on Exposed Stem
0.0 psf
(Service Level)
Uniform Seismic Force = 70.000
Total Seismic Force = 700.000
Stem Construction
Design Height Above Ftg ft
1.5! Wall Material Above "Ht"
1.5! D-i n Method
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
ZI
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
lbs =
Strength Level
lbs =
Moment .... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment ..... Allowable
ft-# =
Shear ..... Actual
Service Level
psi =
Strength Level
psi =
Shear ..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in=
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
Modular Ratio'n'
Wall Weight
psf
Short Term Factor
3rd
Adjacent Footing Load
�J
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CIL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's. Ratio
0.300
2nd Bottom
Stem OK
Stem OK
Stem OK
2.33
2.33
0.00
Concrete
Concrete
Concrete
LRFD
LRFD
LRFD
8.00
8.00
8.00
# 5
# 5
# 5
12.00
6.00
6.00
5.687
5.687
Edge
0.689
0.370
0.838
2,068.5
2,068.5
3,546.0
5,118,0
5,118.0
11,583.0
7,423.1
13,825.6
13,825.6
30.3
30.3
52.0
75.0
75JO
75.0
5.69
5.69
5.69
100.0 100-0 100.0
Equiv. Solid I HICK.
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi =
Fy psi =
2,500.0 2,500.0 2,500.0
60,000.0 60,000.0 60,000.0
RetainPro (c) 1987-2017, Build 11.1 7.07.2T
License: KW-06057724 Cantilevered Retaining Wall Code: 113C 2015ACI 318-14,ACI 530-13
OR
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
3rd Stem
Vertical Reinforcing Horizontal Reinforcing
JIM
As (based on applied moment):
0.2119 in2/ft
(4/3) * As:
0.2825 in2/ft Min Stem T&S Reinf Area 1.281 in2
200bd/fy: 200(12)(5.687)/60000
0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
0.0012bh : 0.0012(12)(8):
0, 1152 in2/ft Horizontal Reinforcing Options :
One layer of : Two layers of
Required Area
0.2275 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area
0.31 in2/ft #5@ 19 38 in #5@ 38.75 in
JIM
Maximum Area:
0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in
2nd Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.2119 in2/ft
(4/3) * As :
0.2825 in2/ft Min Stem T&S Reinf Area 0.000 in2
200bd/fy: 200(12)(5.687)/60000
0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options :
One layer of Two layers of
Required Area
0.2275 in2/ft #4@ 0.00 in 94@ 0.00 in
Provided Area
0.62 in2/ft #5@ 0.00 in #5@ 0.00 in
M6ximum Area:
0.7704 in2/ft #6@ 0.00 in #6@ 0.00 in
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.4795 in2/ft
(4/3) * As:
0.6393 in2/ft Min Stem T&S Reinf Area 0.447 in2
200bd/fy : 200(12)(5.687)/60000
0.2275 in2/ft Min Stem T&S Reinf Area perft of stem Height: 0.192 in2/ft
0.0012bh: 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options:
One layer of : Two layers of
Required Area
0.4795 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area
0.62 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths g Design Results
No
Toe Width
.4.17 ft Toe Heel
MW
Heel Width
1.83 Factored Pressure �_'q 9 9 0 psf
Total Footing Width
6.00 Mu': Upward 15,450 0 ft_#
110
Footing Thickness
12.00 in Mu': Downward 2,707 930 ft-#
Key Width
12.00 in Mu: Design 12,743 930 ft-#
Key Depth
18.00 in Actual 1 -Way Shear = 40.07 13.30 psi
Key Distance from Toe
0.00 ft Allow 1-Way Shear = 75.00 40.00 psi
Toe Reinforcing = # 5 @ 6.00 in
fc 2,500 psi Fy
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00 pcf Key Reinforcing = None Spec'd
Min. As %
0,0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
3.50 in
ps
Toe: #4@ 6.51 in, #5@ 10.09 in, #6@ 14.32 in, #7@ 19.53 in, #8@ 25.71 in, #9@ 32
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
.
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
bw
Min footing T&S reinf Area 1.73 in2
INN
Min footing T&S reinf Area per foot O�29 in2 tft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 8.33 in #4@ 16.67 in
#5@ 12.92 in #5@ 25.83 in
#6@ 18.33 in #6@ 36.67 in
W
No
in
wo
,go
b"
imo
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Cocke: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Summary of Overturnina & Resistina F rces & Moments
OVERTURNING.. ..... RESISTING .....
Force* Distance "kioment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 2,250.0
3.33 7,500.0
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Seismic Earth Load 490.0
5.00 2,450.0
6w
Total 2,740.0
O.T.M. 9,950.0
Res isti n g/Overturning Ratio
1.41
Vertical Loads used for Soil Pressure
3.637.8 lbs
two
go
.=a
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Soil Over Heel
1,154.7
b.42
6,253.5
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
458.3
2.08
954.6
Surcharge Over Toe
Stem Weight(s)
900.0
4.50
4,049.4
Earth @ Stem Transitions
Footing Weight
899.9
3.00
2,699.1
Key Weight
225.0
0.50
112.5
Vert. Component
6.00
Total
3,637.8 lbs
R,M.=
14,069.1
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Tilt I
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.089 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Criteria [Soil Data
MMT� mmmT07000.0 psf
Retained Height 9.00 ft Allow Soil Bearing
Wall height above soil 0.00 ft Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psf/ft
Slope Behind Wall 0.00
Height of Soil over Toe 12.00 in
Water height over heel = 0.0 ft
Surcharge Loads
Surcharge Over Heel
0,0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe
0.0 psf
Used for Sliding & Overturning
[Aiial Load Applied to SteLmLLJ
Axial Dead Load
0.0 lbs
Axial Live Load
0.0 lbs
Axial Load Eccentricity
0.0 in
Design Summary
Wall Stability Ratios
Overturning
1.88 OK
Sliding
1.54 OK
Total Bearing Load 3,638 lbs
... resultant ecc. 14 32 in
Soil Pressure @ Toe
1,343 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe
1,880 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
33.4 psi OK
Footing Shear @ Heel
12.8 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force
2,250.0 lbs
less 100% Passive Force
1,837.5 lbs
less 100% Friction Force
1,63,7.0 lbs
Added Force Req'd
ao lbs OK
.... for 1.5 Stability
0.0 lbs OK
Vertical component of active lateral sal pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
I BC 2G1 5,ACI
1.200
1.600
1.600
1.000
1.000
Passive Pressure
300.0 psf/ft
Soil Density, Heel
= 110.00 Pcf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
F-Lateral Load Applied to Stem
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
[Adjacent Footing Load
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
Stem Construction 3rd
Stem OK
Design Hel;ht Above Ftg ft = 2.33
Wall Material Above "Ht" = Concrete
Design Method LRFD
Thickness 8.00
Rebar Size # 5
Rebar Spacing 12.00
Rebar Placed at 5.687
Design Data
fb/FB + fa/Fa 0.430
Total Force @ Section
Service Level lbs =
Strength Level lbs = 1,601.6
Moment .... Actual
Service Level ft-# =
Strength Level ft-# = 3,560.9
Moment ..... Allowable ft-# = 7,423.1
Shear ..... Actual
Service Level psi =
Strength Level psi = 23.5
Shear ..... Allowable psi = 75.0
Anet (Masonry) in2 =
Rebar Depth 'd' in= 5.69
Masonry Data
fm psi =
Fs psi =
Solid Grouting
Modular Ratio'n'
Wall Weight psf 100.0
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type = Medium
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
2nd Bottom
Stem OK
Stem OK
2.33
0.00
Concrete
Concrete
LRFD
LRFD
8.00
8.00
# 5
# 5
6.00
6.00
5.687
Edge
0.258
0.633
1,601.6
2,916.0
3,560.9
8,748.0
13,825.6
13,825.6
23.5
42.7
75.0
75.0
5.69
5.69
100.0 100.0
�eight
2,500.0 2,500.0
60,000.0 60,000.0
FM
M
I"
on
No
on
oft
110
um
pe
on
WW
tod
bow
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
3rd Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment):
0.1474 in2/ft
(4/3) * As :
0.1965 in2/ft
Min Stem T&S Reinf Area 1.281 in2
200bd/fy: 200(12)(5.687)/60000:
0.2275 in2/ft
Min Stem T&S Reinf Area per it of stem Height: 0.192 in2/ft
0.0012bh : 0,0012(12)(8):
0. 1152 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of
Required Area
0.1965 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area
0.31 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7704 in2/ft
#6@ 27.50 in #6@ 55.00 in
2nd Stem
Vertical Reinforcing
As (based on applied moment):
0.1474 in2/ft
(4/3) * As :
0. 1965 in2/ft
200bd/fy: 200(12)(5.687)/60000:
0.2275 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft
Required Area
0. 1965 in2/ft
Provided Area
0.62 in2/ft
Maximum Area:
0.7704 in2/ft
Horizontal Reinforcing
Min Stern T&S Reinf Area 0.000 in2
Min Stem T&S Reinf Area perft of stem Height: 0.000 in2/ft
Horizontal Reinforcing Options:
One layer of Two layers of
#4@ 0.00 in #4@ 0.00 in
#5@ 0.00 in #5@ 0.00 in
#6@ 0.00 in #6@ 0.00 in
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment):
0.3621 in2/ft
(4/3) * As :
0.4828 in2/ft
Min Stem T&S Reinf Area 0.447 in2
200bd/fy: 200(12)(5.687)/60000:
0.2275 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft
Horizontal Reinforcing Options:
One layer of: Two layers of
Required Area
0.3621, in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area
0.62 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7704 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & St-re-ng-t-h-sA
Footing Design Results A
Toe Width
4.17 ft
Toe Heel
Heel Width
1.83 Factored Pressure
1,880 0 psf
Total Footing Width
6.00 Mu': Upward
12,134 12 ft-#
Footing Thickness
12.00 in Mu': Downward
2,707 930 ft-#
Mu: Design
9,426 919 ft-#
Key Width
Key Depth
12.00 in
18.00 in Actual 1-Way Shear
= 33.42 12.80 psi
Key Distance from Toe
0.00 ft Allow 1-Way Shear
= 75.00 40.00 psi
Toe Reinforcing
= # 5 @ 6.00 in
fc 2,500 psi Fy =
60,000 psi Heel Reinforcing
= None Spec'd
Footing Concrete Density =
150.00 pcf Key Reinforcing
= None Spec'd
Min. As % 0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.= 3.50 in Toe: #4@ 7.50 in, #5@ 11.63 in, #6@ 16.50 in, #7@ 22.50 in, #8@ 29.63 in, #9@ 37
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Min footing T&S reinf Area 1.73 in2
Min footing T&S reinf Area per foot 0.29 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 8.33 in #4@ 16.67 in
#5@ 12.92 in #5@ 25.83 in
#6@ 18.33 in #6@ 36.67 in
on
1
6w
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: IBC 20115ACI 318-14ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Summa of Overturning & Resisting Forces & Moments
..... OVERTURNING .... koment ..... RESISTING .....
Force Distance Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 2,250 D 3.33 7,500.0 Soil Over Heel 1,154.7 5.42 6,253.5
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Total 2,250.0 O.T.M. 7,500.0
Resisting/Overturning Ratio 1.88
Vertical Loads used for Soil Pressure 3,637.8 lbs
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
458.3
2.08
954.6
Surcharge Over Toe
Stem Weight(s)
900.0
4.50
4,049.4
Earth @ Stem Transitions
Footing Weight
899.9
3.00
2,699.1
Key Weight
225.0
0.50
112.5
Vert. Component
6.00
Total
3,637.8 lbs
R.M.=
14,069.1
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt
Horizontal Deflection at Tot) of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Deft @ Top of Wall (approximate only) 0.056 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
r
iw
Pit
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW'06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14ACI 530-13
icense To: SOUND STRUCTURAL SOLUTIONS, INC
I Criteria
FS-Oil Data
Retained Height
8.00 ft
Allow Soil Bearing 2,666.0 psf
Wall height above soil
0.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psf/ft
Slope Behind Wall
0.00
Height of Soil over Toe
12.00 in
Water height over heel
0.0 ft
Passive Pressure 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
Earth Pressure Seismic L
Method : Uniform
Multiplier Used 7.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning 1.33 Ratio <
Sliding 1.30 Ratio <
Total Bearing Load 2,838 lbs
... resultant ecc. 20.38 in
Soil Pressure @ Toe
2,360 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,666 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
3,305 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
42.3 psi OK
Footing Shear @ Heel
12.6 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force
2,138.0 lbs
less 100% Passive Force
1,504.2 lbs
less 100% Friction Force
1,276.9 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
425.9 lbs NG
Soil Density, Heel
= 110.00 pof
Soil Density, Toe
= 110.00 pcf
Footingl]Soil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
FLateral Load Applied to Stem
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
.-Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Uniform Seismic Force = 61.833
Total Seismic Force = 546.194
Ilem Constr
Design Height Above Ftg ft
1.5! Wall Material Above "Ht"
1.5! n-; � KA.th-j
�1
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
lbs =
Strength Level
lbs =
Moment .... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment ..... Allowable
ft-# =
Shear ..... Actual
Service Level
psi =
Strength Level
psi =
Shear ..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in=
Masonry Data
fm
psi =
Fs
psi =
Solid Groutino
Vertical component of active lateral soil pressure IS Modular Ratio'n'
considered in the calculation of soil bearing pressures. %A/ 11 1A1 ; k4 r
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
. e g ps
- Short Term Factor
3rd
Adjacent Footing Load
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's. Ratio
0.300
2nd Bottom
Stem OK
Stem OK
Stem OK
2.33
2 , 33
0 . 00
Concrete
Concrete
Concrete
LRFD
LRFD
LRFD
8.00
8.010
8.00
# 5
# 5
# 5
12.00
6.00
6.00
5.687
5.687
Edge
0.429
0.230
0.588
1,508.0
1,508.0
2,798.7
3,181.3
3,181.3
8,122.7
7,423.1
13,825.6
13,825.6
22.1
22A
41.0
75.0
75,0
75.0
5.69
5.69
5.69
100.0 100:0 100.0
Equiv. Solid I HICK.
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi =
Fy psi =
2,500.0 2,500.10 2,500.0
60,000.0 60,000D 60,000.0
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: 113C 2015ACI 318-14,ACI 530-13
M
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
3rd Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.1317 in2/ft
(4/3) * As:
0.1756 in2/ft Min Stem T&S Reinf Area 1.089 in2
200bd/fy: 200(12)(5.687)/60000
0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0. 192 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options:
One layer of: Two layers of
too
Required Area
0.1756 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area
0.31 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in
2nd Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0. 1317 in2/ft
(4/3) * As :
0.1756 in2/ft Min Stem T&S Reinf Area 0.000 in2
200bd/fy: 200(12)(5.687)160000:
0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options :
One layer of Two layers of
Required Area
0. 1756 in2/ft #4@ 0.00 in #4@ 0.00 in
Provided Area
0.62 in2/ft #5@ 0.00 in #5@ 0.00 in
Maximum Area:
0.7704 in2/ft #6@ 0.00 in #6@ 0.00 in
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.3362 in2/ft
(4/3) * As:
0.4483 in2/ft Min Stem T&S Reinf Area 0.447 in2
200bd/fy: 200(12)(5.687)/60000
0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options:
One layer of : Two layers of
Required Area
0.3362 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area
0.62 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths Footing Design Results
Toe Width
3.33 ft Toe Heel
Heel Width
1.67 Factored Pressure �,305 0 psf
Total Footing Width
5.00 Mu': Upward 10,057 0 ft_#
P0
Footing Thickness
10.00 in Mu': Downward 1,566 602 ft-#
Mu: Design 8,491 602 ft-#
Key Width
40.00 in Actual 1 -Way Shear = 42.35 12.55 psi
Key Depth
16.00 in Allow 1 -Way Shear = 75.00 40.00 psi
Key Distance from Toe
0.00 ft Toe Reinforcing = # 5 @ 6.00 in
fc = 2,500 psi Fy
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00pcf Key Reinforcing = None Spec'd
Min. As %
0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.= 3.50 in Toe: #4@ 7.23 in, #5@ 11.20 in, #6@ 15.90 in, #7@ 21.68 in, #8@ 28.54 in, #9@ 36
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fcrsm
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Min footing T&S reinf Area 1.20 in2
Min footing T&S reinf Area per foot 0.24 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
low
MIN
aw
so
ftw
so
low
r
�00
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Summary of Overturning & Resisting Forces & Moments
J
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# ibs It ft-#
Heel Active Pressure 1,755.6 2.94 5,169.3 Soil Over Heel 879.4 4.50 3,956..8
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Seismic Earth Load 382.3 4.42 1,688.7
Total 2,138.0 O.T.M. 6,858.0
Resist! ng/Overturning Ratio 1.33
Vertical Loads used for Soil Pressure 2,837.6 lbs
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
366.6
1.67
61 1.0
Surcharge Over Toe
Stem Weight(s)
800.0
3.67
2,933.1
Earth @ Stem Transitions
Footing Weight
624.9
2.50
1,561.!g
Key Weight
166.7
0.42
69A
Vert. Component
5.00
Total
2,837.6 lbs
R.M.=
9,132.1
If seismic is included, the OTM and sliding ratios Axial live load NOT included in total displayed, or used for overturning
be 1 .1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.105 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall wo,uld then tend to rotate into the retained soil,
RetainPro(c)1987-2017, Build 11.17.07.27
License: KW-06DS7724 Cantilevered Retaining Wall Code: IBC 20115ACI 318-14ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Criteria [Soil Data
Retained Height 8.00 ft Allow Soil Bearing 2,000.0 psf
Wall height above soil 0.00 ft Equivalent Fluid Pressure Method
Slope Behind Wall 0.00 Active Heel Pressure 45.0 psf/ft
Height of Soil over Toe 12,00 in
Water height over heel = 0.0 ft
Surcharge Loads
Surcharge Over Heel
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe
0.0 psf
Used for Sliding & Overturning
[Axial Load Applied to Stem
Axial Dead Load
-M
0.0 lbs
Axial Live Load
0.0 lbs
Axial Load Eccentricity
0.0 in
Design Summary
Wall Stability Ratios
Overturning
1 77 OK
Sliding
1.58 OK
Total Bearing Load 2,838 lbs
... resultant ecc. 13,24 in
Soil Pressure @ Toe
1,355 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
1,896 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
36.6 psi OK
Footing Shear @ Heel
12.5 psi OK
Allowable
75.0 psi
Sliding Caics
Lateral Sliding Force
1,755.6 lbs
less 100% Passive Force =
1,504.2 lbs
less 100% Friction Force =
1,276.9 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
0.0 lbs OK
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
Passive Pressure
300.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pef
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
ateral Load Applied to Stem
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
r--1
[Adjac nt Footing Load
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Fig CL Dist
0.00 it
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
Stem Construction 3rd
Stem OK
Design Height Above Ftg ft = 2.33
Wall Material Above "Ht" = Concrete
Design Method LRFD
Thickness 8.00
Rebar Size # 5
Rebar Spacing 12,00
Rebar Placed at 5,687
Design Data
fb/FB + fa/Fa 0.295
Total Force @ Section
Service Level lbs =
Strength Level lbs = 1,157.4
Moment .... Actual
Service Level ft-# =
Strength Level ft-# = 2,187.4
Moment ..... Allowable ft-# = 7,423.1
Shear ..... Actual
Service Level psi =
Strength Level psi = 17.0
Shear ..... Allowable psi = 75.0
Anet (Masonry) in2 =
Rebar Depth 'd' in = 5.69
Masonry Data
fm psi =
Fs psi =
Solid Grouting
Modular Ratio'n'
Wall Weight psf 100.0
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type = Medium W
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
2nd Bottom
Stem OK
Stem OK
2.33
0.00
Concrete
Concrete
LRFD
LRFD
8.00
8.00
# 5
# 5
6.00
6.00
5.687
Edge
0.158
0.444
1,157.4
2,304.0
2,187.4
6,144.0
13,825.6
13,825.6
17.0
33.8
75.0
75.0
5.69
5.69
100.0
eight
100.0
2,500.0 2,500.0
60,000.0 60,000.0
11"
W.i
Pill
INN
WN
140
ow
10"
no
1110
wo
OR
saw
go
JIM
NA
N"
111111111
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
so
3rd Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.0905 in2/ft
(4/3) * As:
0.1207 in2/ft Min Stein T&S Reirif Area 1.089 in2
200bd/fy: 200(12)(5.687)/60000
0.2275 in2/ft Min Stein T&S Reirif Area per ft of stem Height: 0,192 in2/ft
0.0012bh: 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options
Wool
One layer of : Two layers of
Required Area
0.1207 in2/ft #4@ 12,50 in #4@ 25.00 in
Provided Area
0.31 in2/ft #5@ 19,38 in #5@ 38.75 in
i
Maximum Area:
0.7704 in2/ft #6@ 27.50 in #6@ 55,00 in
W"
2nd Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.0905 in2/ft
tow
(4/3) * As :
0. 1207 in2/ft Min Stem T&S Reinf Area 0.000 in2
200bd/fy: 200(12)(5.687)/60000:
0.2275 in2/ft Min Stern T&S Reinf Area per ft of stem Height: 0.000 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options:
One layer of: Two layers of
Required Area
0.1207 in2/ft #4@ 0.00 in #4@ 0.00 in
Provided Area
0.62 in2/ft #5@ 0.00 in #5@ 0.00 in
Maximum Area:
0.7704 in2/ft #6@ 0.00 in #6@ 0.00 in
ism
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.2543 in2/ft
(4/3) * As:
0.3391 in2/ft Min Stem T&S Reirif Area 0.447 in2
200bd/fy 200(12)(5.687)160000:
0.2275 in2/ft Min Stem T&S Reirif Area per ft of stem Height: 0.192 in2/ft
0.0012bh 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options :
One layer of : Two layers of:
Required Area
0.2543 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area
0.62 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Stmen-g-th-sA Footing Design Results
Toe Width
3.33 ft Toe Heel
Heel Width
1.67 Factored Pressure 1,896 0 psf
Total Footing Width
5.00 Mu': Upward 7,740 1 ft-#
Footing Thickness
Mu': Downward
10.00 in 1,566 602 ft-#
Key Width
Mu: Design 6,174 602 ft-#
10.00 in
Key Depth
Actual 1-Way Shear = 36.56 12.47 psi
16.00 in
Key Distance from Toe
Allow 1 -Way Shear = 75.00 40.00 psi
0.00 ft
Toe Reinforcing = # 5 @ 6.00 in
fc 2,500 psi Fy
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00pcf Key Reinforcing = None Spec'd
Min. As % 0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.= 3.50 in
Toe: #4@ 9.94 in, #5@ 15.40 in, #6@ 21.86 in, #7@ 29.81 in, #8@ 39.26 in, #9@ 49
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
how
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Min footing T&S reirif Area 1.20 in2
Min footing T&S reirif Area per foot 0.24 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
6w
low
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Summary of Overturning & Resisting orces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 1,755.6 2.94 5,169.3
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Total 1,755.6 O.T.M. 5,169.3
Res isti ng/Overturning Ratio 1.77
Vertical Loads used for Soil Pressure 2,837.6 lbs
Soil Over Heel
879.4
4.0u
3,956.8
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
366.6
1.67
611.0
Surcharge Over Toe
Stem Weight(s)
800.0
3.67
2,933.1
Earth @ Stem Transitions
Footing Weight
624.9
2.50
1,561.9
Key Weight
166.7
0.42
69.4
Vert. Component
5.00
Total
2,837.6 lbs
R.M.�
9,132.1
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt
Horizontal Deflection at'Tog) of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.060 in
The above calculation is not valid: if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
r
�Wd
FIR
LW
RetainPro(c)1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 53CI-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
�c riteria
Soil Data
Retained Height
6.67 ft
Allow Soil Bearing �2,666.0 psf
Wall height above soil
0.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psf/ft
Slope Behind Wall
0.00
Height of Soil over Toe
8.00 in
Water height over heel
0.0 ft
Passive Pressure 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
[Earth -Pressure Seismic Load
Method : Uniform
Multiplier Used 7.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning 1.33 Ratio <
Sliding 1.25 Ratio <
Total Bearing Load 2,195 lbs
... resultant ecc. 16.36 in
Soil Pressure @ Toe
2,301 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,666 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe
3,222 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
35.8 psi OK
Footing Shear @ Heel
10.7 psi OK
Allowable
75.0 psi
Sliding Cales
Lateral Sliding Force
1,541.0 lbs
less 100% Passive Force
937.5 lbs
less 100% Friction Force
987.9 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
386.1 lbs NG
Soil Density, Heel = 110.00 pcf
Soil Density, Toe = 110.00 pcf
FootingIlSoil Friction 0.450
Soil height to ignore
for passive pressure 0.00 in
Lateral Load Applied t
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Uniform Seismic Force = 52.495
Total Seismic Force = 393.680
FS-tern Construction
Design Height Above Ftg ft
1.5! Wall Material Above "Ht"
1.5! n-i � NA.fh-f
U
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
lbs =
Strength Level
lbs =
Moment .... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment ..... Allowable
ft-# =
Shear ..... Actual
Service Level
psi =
Strength Level
psi =
Shear ..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Groutino
Vertical component of active lateral soil pressure IS Modular Ratio 'n'
considered in the calculation of soil bearing pressures. XAI It IAI ; �
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
a eg L PSI
Short Term Factor
3rd
Adjacent Footing Load
Adjacent Footing Load
0.0 1 bs--
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
2nd Bottom
Stem OK
Stem OK
Stem OK
2.33
2 . 33
0 . 00
Concrete
Concrete
Concrete
LRFD
LRFD
LRFD
8.00
8.00
8.00
# 5
# 5
# 5
16.00
8.00
8.00
5.687
5.687
Edge
0.260
0.137
0.439
904.5
904.5
1,949.6
1,471.7
1,471.7
4,720.8
5,663.0
10,751 �9
10,751.9
13.3
13.3
28,6
75.0
75.0
75.0
5.69
5.69
5.69
100.0 100:0 100.0
Equiv. Solid I HICK.
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi =
Fy psi =
2,500.0 2,500.10 2,500.0
60,000.0 60,000.,0 60,000.0
ON
bw
MR
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724
Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS,
INC
Concrete Stem Rebar Area Details
3rd Stem
Vertical Reinforcing
Horizontal Reinforcing
PIP
As (based on applied moment):
0.0609 in2/ft
am
(4/3) * As:
0.0812 in2/ft
Min Stem T&S Reinf Area 0.833 in2
200bd/fy: 200(12)(5.687)/60000
0.2275 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
PE
0.0012bh: 0.0012(12)(8):
0. 1152 in2/ft
Horizontal Reinforcing Options :
One layer of : Two layers of:
11W
Required Area
0. 1152 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area
0.2325 in2/ft
#5@ 19.38 in #5@ 38.75 in
PM
Maximum Area:
0.7704 in2/ft
#6@ 27.50 in #6@ 55.00 in
bw
2nd Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment):
0.0609 in2/ft
PIP
(4/3) * As :
0.0812 in2/ft
Min Stem T&S Reinf Area 0.000 in2
200bd/fy: 200(12)(5.687)/60000:
0.2275 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft
aw
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft
Horizontal Reinforcing Options:
One layer of Two layers of
Required Area
0. 1152 in2/ft
#4@ 0.00 in #4@ 0.00 in
Provided Area
0.465 in2/ft
#5@ 0.00 in #5@ 0.00 in
Maximum Area:
0.7704 in2/ft
#6@ 0.00 in #6@ 0.00 in
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.1954 in2/ft
(4/3) * As:
0.2606 in2/ft Min Stem T&S Reinf Area 0.447 in2
200bd/fy 200(12)(5,687)/60000
0.2275 in2/ft Min Stem T&S Reinf Area perft of stem Height: 0.192 in2/ft
0.0012bh 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options:
One layer of : Two layers of:
Required Area
0.2275 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area
0.465 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & St
Footing Design Results
j
Toe Width
2.33 ft Toe Heel
Heel Width
1.67 Factored Pressure 3,222 0 psf
Total Footing Width
4.00 Mu': Upward 5,216 0 ft-#
Footing Thickness
10.00 in Mu': Downward 648 514 ft-#
Mu: Design 4,568 514 ft-#
Key Width
1:0.00 in Actual 1-Way Shear = 35.82 10.72 psi
Key Depth
12.00 in Allow 1 -Way Shear = 75.00 40.00 psi
Key Distance from Toe
0.00 ft Toe Reinforcing = # 5 @ 8.00 in
fc = 2,500 psi Fy
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00pcf Key Reinforcing = None Spec'd
Min. As %
0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
3.50 in
Toe: #4@ 10.07 in, #5@ 15.61 in, #6@ 22.16 in, #7@ 30.22 in, #8@ 39.79 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.96 in2
Min footing T&S reinf Area per foot 0.24 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
1111111
no
IN
ow
ON
an
P"
6"
low
No
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall
License To: SOUND STRUCTURAL SOLUTIONS, INC
Code: IBC 2015ACI 318-14ACI 530-13
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
..... RESISTING .....
Force Distance Moment
Force Distance
Moment
Item lbs ft ft-#
lbs ft
ft-#
Heel Active Pressure 1,265.4 2.50 3,163.2
Soil Over Heel
732.8 3.50
2,564.2
Surcharge over Heel
Sloped Soil Over Heel
Surcharge Over Toe
Surcharge Over Heel
Adjacent Footing Load
Adjacent Footing Load =
Added Lateral Load
Axial Dead Load on Stem =
Load @ Stem Above Soil
Axial Live Load on Stem =
Seismic Earth Load 275.6 3.75 1,033.3
Soil Over Toe
171.1 1.17
199.6
Surcharge Over Toe
Total 1,541.0 O.T.M. 4,196.5
Stem Weight(s)
666.6 2.67
1,777A
Earth @ Stem Transitions
Footing Weight
499.9 Z00
999.5
Resisting/Overturning Ratio. 1.33
Key We ig ht
125.0 0.42
52.1
Vertical Loads used for Soil Pressure 2,195.3 lbs
Vert. Component
4.00
Total
2,195.3 lbs R.M.=
5,592.7
If seismic is included, the OTM and sliding ratios
Axial live load NOT included
in total displayed, or used for
overturning
be 1.1 per section 1807.2.3 of 113C 2009 or IBC 201
resistance, but is included for soil pressure calculation,
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt i
Horizontal Deflection at Too of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.107 in
The above calculation is not valid if the heel soil bearing pressure exceeds that oi the toe
because the wall would then tend to rotate into the retained soil.
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall
License To: SOUND STRUCTURAL SOLUTIONS. INC
Criteria Soil Data I
Retained Height mwmm77.67ft Allow Soil Bearing 2,000.0 psf
Wall height above soil 0.00 ft Equivalent Fluid Pressure Method
Slope Behind Wall 0.00 Active Heel Pressure 45.0 psf/ft
Height of Soil over Toe = 8.00 in
Code: IBC 20115ACI 318-14,ACI 530-13 XM
Water height over heel
0.0 ft
Passive Pressure
300.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 Pcf
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
Surcharge Loads
F-Lateral Load Applied to Stem -A
Adjac nt Footing Load
Surcharge Over Heel
0.0 psf
Lateral Load
0.0 #/ft
Adjacent Footing Load
0.0 lbs
NOT Used To Resist Sliding & Oveirturning
... Height to Top
0.00 ft
Footing Width
0.00 ft
Surcharge Over Toe
0.0 Psf
... Height to Bottom
0.00 ft
Eccentricity
0.00 in
Used for Sliding & Overturning
Load Type =
Wind (W)
Wall to Ftg CL Dist
0.00 ft
[Axial Load Applied to Ste
(Service Level)
Footing Type
Line Load
Base Above/Below Soil
0.0 ft
Axial Dead Load
0.0 lbs
Wind on Exposed Stem =
0.0 Psf
at Back of Wall
Axial Live Load
0.0 lbs
(Service Level)
Poisson's Ratio
0.300
Axial Load Eccentricity
0.0 in
Design Summary
Stem Construction
3rd
2nd Bottom
Stem OK Stem OK Stem OK
Wall Stability Ratios
Design Height Above Ftg ft =
2.33 2.33 0.00
Overturning
1 77 OK
Wall Material Above
"Ht" = Concrete Concrete Concrete
Sliding
1.52 OK
Design Method
LRFD LRFD LRFID
Thickness
8.00
8.00
Total Bearing Load
2,1D5 lbs
Rebar Size
# 5
# 5
... resultant ecc.
10 71 in
Rebar Spacing
16.00
8.00
Soil Pressure @ Toe
1,322 psf OK
Rebar Placed at
Design Data
5.687
5.687
Soil Pressure @ Heel
0 psf OK
fb/FB + fa/Fa
0.173
0.091
Allowable
2,GOO psf
Total Force @ Section
Soil Pressure Less Than Allowable
ACI Factored @ Toe
1,851 psf
Service Level
lbs =
ACI Factored @ Heel
0 Psf
Strength Level
lbs =
676.8
676.8
Footing Shear @ Toe
27.3 psi OK
Moment .... Actual
Service Level
ft-# =
Footing Shear @ Heel
10.4 psi OK
Strength Level
ft-# =
978.2
978.2
Allowable
75.0 psi
Sliding CaIcs
Moment ..... Allowable
ft-# =
5,663.0
10,751.9
Lateral Sliding Force
1,265.4 lbs
Shear ..... Actual
less 100% Passive Force
93,7.5 lbs
Service Level
psi =
less 100% Friction Force
987.9 lbs
Strength Level
psi =
9.9
9.9
Added Force Req'd
0.0 lbs OK
Shear ..... Allowable
psi =
75.0
75.0
.... for 1.5 Stability
0.0 lbs OK
Anet (Masonry)
in2 =
Rebar Depth 'd'
in=
5.69
5.69
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
Vertical component of active lateral soil pressure IS
Modular Ratio'n'
considered in the calculation of
soil bearing pressures.
Wall Wei ht
f
inn n
inn n
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 20-15,ACI
1.200
1.600
1.600
1.000
1.000
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type = Medium Weight
Masonry Design Method = ASO
Concrete Data
fc psi = 2,500.0 2,500.0
Fy psi = 60,000.0 60,000.0
8.00
# 5
8.00
Edge
0.331
1,599.7
3,554.5
10,751.9
23.4
75.0
5.69
100.0
2,500.0
60,000.0
"M
P"
INN
bm
P"
%W
Ila
No
go
No
ISM
no
ON
WW
ow
RetainPro(c)1987-2017, Build 11.117.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: 16C 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
3rd Stem
Vertical Reinforcing
As (based on applied moment):
0.0405 in2/ft
(413) * As :
0.054 in2/ft
200bd/fy: 200(12)(5.687)/60000:
0.2275 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft
Required Area
0. 1152 in2/ft
Provided Area
0.2325 in2/ft
Maximum Area:
0.7704 in2/ft
2nd Stem
Vertical Reinforcing
As (based on applied moment):
0.0405 in2/ft
(4/3) * As:
0.054 in2/ft
200bd/fy: 200(12)(5.687)/60000
0.2275 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft
Required Area
0. 1152 in2/ft
Provided Area
0.465 in2/ft
Maximum Area:
0.7704 in2/ft
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.833 in2
Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
Horizontal Reinforcing Options:
One layer of : Two layers of
#4@ 12.50 in #4@ 25.00 in
#5@ 19.38 in #5@ 38.75 in
#6@ 27.50 in #6@ 55.00 in
Horizontal Reinforcing
Min Stem T&S Reinf Area 0.000 in2
Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft
Horizontal Reinforcing Options :
One layer of Two layers of:
#4@ 0.00 in #4@ 0.00 in
#5@ 0.00 in #5@ 0.00 in
#6@ 0.00 in #6@ 0.00 in
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment)
0.1471 in2/ft
(4/3) * As
0.1962 in2/ft Min Stem T&S Reinf Area 0.447 in2
k 1W
200bd/fy: 200(12)(5.687)/60000
0.2275 in2/ft Min Stern T&S Reinf Area per ft of stem Height: 0.192 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options :
One layer of: Two layers of:
Required Area
0.1962 in2/ft #4@ 12.50 in #4@ 25.00 in
bog
Provided Area
0.465 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths Footing Design Results
Toe Width
2.33 ft To: Heel
Heel Width
1.67 Factored Pressure 7851 0 psf
Total Footing Width
4.00 Mu': Upward 3,858 3 ft-#
Footing Thickness
10.00 in Mu': Downward 648 514 ft-#
'NNW
Key Width
10.00 in Mu: Design 3,211 511 ft-#
Key Depth
Actual 1 -Way Shear = 27.32 10.42 psi
12.00 in
1111"
Key Distance from Toe
Allow I -Way Shear = 75.00 40,00 psi
0.00 ft
Toe Reinforcing = # 5 @ 8.00 in
fc 2,500 psi Fy
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00pcf Key Reinforcing = None Spec'd
Min. As %
Cover @ Top 2.00 @ Btm.=
0.0018 Other Acceptable Sizes & Spacings
3.50 in
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.96 in2
Min footing T&S reinf Area per foot O�24 in2 /ft.
6"
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
Fill
P"
No
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 20115ACI 318-14ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Summa of Overturning & Resisting Forces & Moments
..... OVERTURNING .... ..... RESISTING .....
Force Distance 6ment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
1,265.4 2.50 3,163.2
Total 1,265A O.T.M. 3,163.2
Resist! ng/Overturning Ratio 1.77
Vertical Loads used for Soil Pressure 2,195.3 lbs
Soil Over Heel
732.8
6.0u
2,564.2
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
171.1
1.17
199.6
Surcharge Over Toe
Stem Weight(s)
666.6
2.67
1,777.4
Earth @ Stem Transitions
Footing Weight
499.9
2.00
999.5
Key Weight
125.0
0.42
52.1
Vert. Component
4.00
Total
2,195.3 lbs
R.M.=
5,592.7
Axial live load NOT included in total displayed, or u�sed for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt I
Horizontal Deflection at Tor) of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.061 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil,
0
r
bw
RetainPro(c)1987-2017, Build 11.17.07.27
License ; KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
1�c riteria
Soil Data
Retained Height
5.67 ft
Allow Soil Bearing 2,666.0 psf
Wall height above soil
0.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psfIft
Slope Behind Wall
0.00
Height of Soil over Toe
8.00 in
Water height over heel
0.0 ft
Passive Pressure 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem____Jll
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
Earth Pressure Seismic Load---J
Method : Uniform
Multiplier Used 7.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning 1.36 Ratio <
Sliding 1.31 Ratio <
Total Bearing Load 1,811 lbs
... resultant ecc. 13.40 in
Soil Pressure @ Toe
2,197 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,666 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe
3,076 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
27.9 psi OK
Footing Shear @ Heel
9.3 psi OK
Allowable
75.0 psi
Sliding Cates
Lateral Sliding Force
1, 157.4 lbs
less 100% Passive Force
704.2 lbs
less 100% Friction Force
815.2 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
216.8 lbs NG
Soil Density, Heel = 110.00 pef
Soil Density, Toe = 110.00 pcf
FootingflSoil Friction 0.450
Soil height to ignore
for passive pressure 0.00 in
[�L�ateral Load Applied to Stem -A
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Uniform Seismic Force = 45.495
Total Seismic Force = 295.689
Stem Construction 11-
Design Height Above Ftg ft
1.5! Wall Material Above "Ht"
1.5! n-; � rA.fh-j
V
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
lbs =
Strength Level
lbs =
Moment .... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment ..... Allowable
Shear ..... Actual
Service Level
psi =
Strength Level
psi =
Shear ..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in=
Masonry Data
fm
psi =
Fs
psi =
Solid Groutino
Vertical component of active lateral soil pressure IS Modular Ratio 'n'
considered in the calculation of soil bearing pressures. 1A1 11 VAI ; k f
Load Factors -
po Building Code
Dead Load
6=0 Live Load
Earth, H
111111111 Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
a eg L ps
Short Term Factor
Bottom
Adjacent Footing Load
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricky
0.00 in
Wail to Fig CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0-0 ft
Poisson's Ratio
0.300
Concrete
LRFD LRFD LRFD
8.00
4
10.00
5.75 i
0,493
1,413.5
2,913.1
5,904.1
20.5
75.0
5.75
100.0
Equiv. Solid I hick.
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
1987-2017, Build 11.17.07.2T
.06057724 Cantilevered Retaining Wall
SOUND STRUCTURAL SOLUTIONS. INC
W
bm
Am
kow
Code: IBC 2015ACI 318-14,ACI 530-13 OR
00
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0. 1192 in2/ft
(4/3) * As :
0. 1589 in2/ft Min Stem T&S Reinf Area 1.088 in2
200bd/fy: 200(12)(5.75)/60000:
0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options :
One layer of: Two layers of:
Required Area
0. 1589 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area
0.24 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Footing Design Results
Toe Width
1.67 ft Toe Heel
Heel Width
1.67 Factored Pressure 3,076 0 psf
Total Footing Width
3.33 Mu': Upward 2,831 0 ft-#
Footing Thickness
10.00 in Mu': Downward 330 448 ft-#
Mu: Design 2,501 448 ft-#
Key Width
10.00 in Actual I -Way Shear = 27.87 9.35 psi
Key Depth
8.00 in Allow 1-Way Shear = 75.00 40.00 psi
Key Distance from Toe
0.00 It Toe Reinforcing = # 4 @ 10.00 in
fc = 2,500psi Fy
60'�000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00pcf Key Reinforcing = None Spec'd
Min. As %
0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.= 3.50 in
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.80 in2
Min footing T&S reinf Area per foot 0.24 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
Summary of Overturning
& Resisting Forces & Moments
'**"' OVERTURNING ..... ..... RESISTING .....
Force
Distance Moment Force Distance Moment
Item lbs ft ft-# lbs It ft-#
Heel Active Pressure 950.4 2.17 2,059.1
Soil Over Heel
622.8
2.83
1,764.1
Surcharge over Heel
Sloped Soil Over Heel
Surcharge Over Toe
Surcharge Over Heel
Adjacent Footing Load
Adjacent Footing Load =
Added Lateral Load
Axial Dead Load on Stem =
Load @ Stem Above Soil
Axial Live Load on Stem =
Seismic Earth Load 207.0 3.25 672.6
Soil Over Toe
122.2
0.83
101.8
Surcharge Over Toe
Total 1,157.4 O.T.M. 2,731.7
Stem Weight(s)
566.6
2.00
1,132.8
Earth @ Stem Transitions
Footing Weight
416�5
1.67
693.9
Resisting/Overturning Ratio 1.36
Key Weight
83.3
0.42
34.7
Vertical Loads used for Soil Pressure 1,811.5 lbs
Vert. Component
3.33
Total
1,811.5 lbs
R.M.=
3,727.3
If seismic is included, the OTM and sliding ratios
Axial live load NOT included in
total displayed, or used for overturning
be 1.1 per section 1807.2.3 of IBC 20D9 or IBC 201
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
on
b.w
bud
b.W
M
bow
1=0
a
we
P0
IEW
W
MW
RetaliriPro(c)1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall
License To: SOUND STRUCTURAL SOLUTIONS, INC
11
Horizontal Deflection at Top of Wall due to settlement Of S'Dil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.104 in
The above calculation is not valid if the heel soil bearing p[e§�sLjpLq�iceeds that of the toe
because the wall would then tend to rotate into the retained soil.
Code: IBC 2015ACI 318-14,ACI 530-13
No
NMI
7, Build 11.17.07.27 Cantilevered Retaining Wall
I
I STRUCTUP-AL SOLUTIONS. INC
Criteria mmm"767 ft Soil Data I
Retained Height Allow Soil Bearing 2,000.0 psf
Wall height above soil 0.00 ft Equivalent Fluid Pressure Method
Slope Behind Wall 0.00 Active Heel Pressure 45.0 psfIft
Height of Soil over Toe 8.00 in
on
Code: IBC 2015ACI 318-14,ACI 530-13
Water height over heel
0.0 ft
Passive Pressure
300.0 psf1ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
Surcharge Loads
ateral Load Applied to Stem
[Adjacent Footing Load
Surcharge Over Heel
0.0 psf
Lateral Load
0.0 #/ft
Adjacent Footing Load
0.0 lbs
Used To Resist Sliding & Overturning
... Height to Top
0.00 ft
Footing Width
0.00 ft
Surcharge Over Toe
0.0
... Height to Bottom
0.00 ft
Eccentricity
0.00 in
Used for Sliding & Overturning
Load Type =
Wind (W)
Wall to Ftg CL Dist
0.00 ft
Axial Load Applied to Ste
(Service Level)
Footing Type
Line Load
Base Above/Below Soil
0.0 ft
Axial Dead Load
0.0 lbs
Wind on Exposed Stem =
0.0 Psf
at Back of Wall
Axial Live Load
0.0 lbs
(Service Level)
Poisson's Ratio
0.300
Axial Load Eccentricity
0.0 in
� Design Summary
Wall Stability Ratios
Overturning 1.81 OK
Sliding 1.60 OK
Total Bearing Load
1,811 lbs
... resultant ecc.
8,94 in
Soil Pressure @ Toe
1,311 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
1,836 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
19.1 psi OK
Footing Shear @ Heel
8.7 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force
950.4 lbs
less 100% Passive Force
704.2 lbs
less 100% Friction Force
815.2 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
0.0 lbs OK
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
Stem Const uction Bottom
Stem OK
Design Height Above Ftg ft = 0.00
Wall Material Above "Ht" = Concrete
Design Method LRFD
Thickness 8.00
Rebar Size # 4
Rebar Spacing 10.00
Rebar Placed at 5.75 i
Design Data
fb/FB + fa/Fa 0.370
Total Force @ Section
Service Level lbs =
Strength Level lbs = 1,155.7
Moment .... Actual
Service Level ft-# =
Strength Level ft-# = 2,1182.19
Moment ..... Allowable = 5,904.1
Shear ..... Actual
Service Level psi =
Strength Level psi = 16.7
Shear ..... Allowable psi = 75.0
Anet (Masonry) in2 =
Rebar Depth 'd' in= 5.75
Masonry Data
fm psi =
Fs psi =
Solid Grouting
Modular Ratio'n'
Wall Weight psf 100.0
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type = Medium V
Masonry Design Method = ASO
Concrete Data
fc psi = 2,500,0
Fy psi = 60,000.0
eight
LRFD LRFD
ow
FAI
M1
111M
wo
we
0"
pa
to
.00
Its
7
b.W
RetainPro(c)1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment):
0.0893 in2/ft
(4/13) * As :
0.1191 in2/ft
Min Stem T&S Reinf Area 1.088 in2
200bd/fy: 200(12)(5.75)/60000:
0.23 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area
0.1191 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area
0.24 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7789 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Str�engths
Footing Design Results
Toe Width
1.67 ft
Toe Heel
Heel Width
1.67 Factored Pressure
1,836 0 psf
Total Footing Width
3.33 Mu': Upward
2,036 9 ft-#
Footing Thickness
10.00 in Mu': Downward
330 448 ft-#
Mu: Design
1,705 440 ft-#
Key Width
Key Depth
10.00 in Actual 1 -Way Shear
8.00 in
= 19.13 8.71 psi
Key Distance from Toe
Allow 1-Way Shear
0.00 ft
= 75.00 40.00 psi
Toe Reinforcing
= # 4 @ 10.00 in
fc = 2,500 psi Fy
60,000 psi Heel Reinforcing
= None Spec'd
Footing Concrete Density =
150.00pcf Key Reinforcing
= None Spec'd
Min. As % 0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.= 3.50 in Toe: #4@ 11. 11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.80 in2
Min footing T&S reinf Area per foot 0.24 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 im
#6@ 22.00 in #6@ 44.00 in
Summa of Overturning & Resisting Forces & Moments.
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Total
950.4 2.17
950A O.T.M
2,059.1 Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
Surcharge Over Toe
2,059.1 Stem Weight(s)
Earth @ Stem Transitions
Res isti ng/Overturning Ratio 1.81
Vertical Loads used for Soil Pressure 1,811.5 lbs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
622.8 2.83
122.2 0.83
566.6 2.00
1,764.1
101.8
1,132.8
Footing Weight 416.5 1.67 693.9
Key Weight 83.3 0.42 34.-o
Vert. Component 3.33
Total 1,811.5 lbs R.M.� 3,727.3
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
W
Im
RetainPro(c)1987-2017, Build 11.17.07.27 MR
License: KW-06057724 Cantilevered Retaining Wall Code: 113C 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Tilt I
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered) VON
Soil Spring Reaction Modulus 250.0 pci 104
Horizontal Defl @ Top of Wall (approximate only) 0.062 in
The above calculation is not valid if the heel soil bearin.Q-L)Ef�ssure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
04
am
bw
bw
Pq
No
11011
ow
am
an
FM
hmL
on
om
(AI
6M
rl
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
[criteria
Retained Height
4.67 ft
Allow Soil Bearing 2,666.0 psf
I
Wall height above soil
0.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psf1ft
Slope Behind Wall
0.00
Height of Soil over Toe
8.00 in
Water height over heel
0.0 ft
Passive Pressure 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel o.o psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
lal Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
Earth Pressure Seismic L
Method : Uniform
Multiplier Used 7.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Soil Density, Heel
= 110.00 pGf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
Lateral Load Applied to Stem--j
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type
Wind (W)
(Service Level)
Wind on Exposed Stem 0,0 Psf
(Service Level)
Uniform Seismic Force = 38.495
Total Seismic Force = 211,699
[St-e-mConstruction .1 -
Design Height Above Ftg ft =
Overturning 1.92 OK Wall Material Above "Ht"
Sliding 1.23 Ratio < 1.5! Design Method
Total Bearing Load 1,518 lbs
... resultant ecc. 7.93 in
Soil Pressure @ Toe
1,007 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
2,666 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
1,409 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
10.6 psi OK
Footing Shear @ Heel
6.8 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force
828.6 lbs
less 100% Passive Force =
337.5 lbs
less 100% Friction Force =
683.2 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
222.3 lbs NG
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
lbs =
Strength Level
lbs =
Moment .... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment ..... Allowable
Shear ..... Actual
Service Level
psi =
Strength Level
psi =
Shear ..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data -
fm
psi =
Fs
psi =
Solid Groutina
Vertical component of active lateral soil pressure IS Modular Ratio 'n'
considered in the calculation of soil bearing pressures. XA1 11 1A1 :
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
a e gHt PSI
Short Term Factor
Bottom
icent Footinq Load
Aajacent i--ooung LOaCl
U.0 Ib
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
Stem OK
0.00
Concrete
LRFD LRFD LRFD
8.00
# 4
16.00
5.75 i
0.435
963.4
1,638.1
3,761.8
14.0
75.0
5.75
100.0
MqUIV. 0011U I HICK.
Masonry Block Type = Medium Weight
Masonry Design Method = ASO
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.067 in2/ft
(4/3) * As :
0,0894 in2/ft Min Stem T&S Reinf Area 0.896 in2
200bd/fy 200(12)(5.75)/60000
0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
0,0012bh 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options :
One layer of : Two layers of
Required Area
0. 1152 in2/ft #4@ 12 50 in #4@ 25.00 in
Provided Area
0. 15 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths Footing Design Results
Toe Width
1.67 ft Toe Heel
Heel Width
1.67 Factored Pressure T409 0 psf
Total Footing Width
3.33 Mu': Upward 1,596 25 ft-#
Footing Thickness
10.00 in Mu': Downward 330 382 ft-#
Mu: Design 1,265 358 ft-#
Key Width
10.00 in Actual 1 -Way Shear = 10.56 6.84 psi
Key Depth
0.00 in Allow 1 -Way Shear = 40.00 40.00 psi
Key Distance from Toe
0.00 ft Toe Reinforcing = # 4 @ 16.00 in
fc = 2,500psi Fy
60,,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00 pcf Key Reinforcing = None Spec'd
Min. As %
0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
3.50 in
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: Not req'd: Mu < ph i*5* lam bda*sqrt(fc)*Sm
Min footing T&S reinf Area 0.80 in2
Min footing T&S reinf Area per foot 0.24 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
Summary of Overturning & Resisting
Forces & Moments
...... OVERTURNING .... ..... RESISTING ....
Force:
Distance
6ment Force
Distance
Moment
Item lbs
ft
ft-# lbs
ft
ft-#
Heel Active Pressure 680.5
1.83
1,247.4 Soil Over Heel 512.9
2.83
1,452.8
Surcharge over Heel
Sloped Soil Over Heel
Surcharge Over Toe
Surcharge Over Heel
Adjacent Footing Load
Adjacent Footing Load =
Added Lateral Load
Axial Dead Load on Stem =
Load @ Stem Above Soil
Axial Live Load on Stem =
Seismic Earth Load 148.2
2.75
407.5 Soil Over Toe 122.2
0.83
101.8
Surcharge Over Toe
Total 828 6
O.T.M.
1,654.8 Stem Weight(s) 466.6
2.00
932.9
Earth @ Stem Transitions
Footing Weight 416.5
1.67
693.9
Resisting/Overtunning Ratio
1.92 Key Weight
0.42
Vertical Loads used for Soil Pressure
1,518.2
lbs Vert. Component
3.33
Total 1,518.2 lbs
R.M.�
3,181.3
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of I BC 2009 or I BC 201
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
tow
P4
I
low
PIN
%-W
RetainPro (c) 1987-2017, Build 11.17.07.27
L�cense: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
how license To: SOUND STRUCTURAL SOLUTIONS, INC
F-Illt
Pq Horizontal Deflection at Top of Wall due to settlement of soil
61� (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.039 in
The above calculation is not valid if the heel soil bearLQ_q_pl!��sure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Criteria Soil Data
Retained Height m��4.67ft Allow Soil Bearing 2,000.0 psf
Wall height above soil 0.00 ft Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psf/ft
Slope Behind Wall 0.00
Height of Soil over Toe 8.00 in
Water height over heel = 0.0 ft
Surcharge Loads
Surcharge Over Heel
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem�
Axial Dead Load
0.0 lbs
Axial Live Load
0.0 lbs
Axial Load Eccentricity
0.0 in
Design -summary
Wall Stability Ratios
Overturning
2.55 OK
Sliding
1 50 OK
Total Bearing Load 1,519 lbs
... resultant ecc. 4.70 in
Soil Pressure @ Toe
T77 psf OK
Soil Pressure @ Heel
134 psf OK
Allowable
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
1,088 psf
ACI Factored @ Heel
T88 psf
Footing Shear @ Toe
8.1 psi OK
Footing Shear @ Heel
4.6 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force
680.5 lbs
less 100% Passive Force
33-7.5 lbs
less 100% Friction Force
683.5 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
0.0 lbs OK
Vertical component of active lateral sal pressure IS
considered in the calculation of soil bearing pressures.
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
Passive Pressure
300.0 psfIft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
11ateral Load Applied to Stem
Lateral Load
0.0 47.
... Height to Top
0.00 ft
...Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Adjacent Footing Load
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
r-stem constr� Bottom
St rn 0,
e
Design Height Above Ftg ft = 0.00
Wall Material Above "Ht" = Concrete
Design Method LRFD
Thickness 8.00
Rebar Size # 4
Rebar Spacing 16.00
Rebar Placed at 5.75 i
Design Data
fb/FB + fa/Fa 0.324
Total Force @ Section
Service Level lbs =
Strength Level lbs = 783.8
Moment .... Actual
Service Level ft-# =
Strength Level ft-# = 1,219.0
Moment ..... Allowable = 3,761.8
Shear ..... Actual
Service Level psi =
Strength Level psi = 11.4
Shear ..... Allowable psi = 75.0
Anet (Masonry) in2 =
Rebar Depth 'd' in= 5.75
Masonry Data
fm psi =
Fs psi =
Solid Grouting
Modular Ratio'n'
Wall Weight psf 100.0
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type = Medium V
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
eight
P"
aw
044
No
PIN
wo
No
imm
on
No
INN
pe
a*
on
Im
ow
I"
WW
r
Will
6�.
had
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
6.0499 in2/ft
(4/3) * As :
0.0665 in2/ft Min Stem T&S Reinf Area 0.896 in2
200bd/fy: 200(12)(5.75)/60000:
0.23 in2/ft Min Stem T&S Reinf Area per ft of %tem Height: 0.192 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options:
One layer of : Two layers of
Required Area
0. 1152 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area
0. 15 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
F -Footing Design Results -----
Toe Width
1.67 ft Toe Heel
Heel Width
1.67 Factored Pressure 1,088 188 psf
Total Footing Width
3.33 Mu': Upward 1,302 139 ft-#
Footing Thickness
10.00 in Mu': Downward 330 383 ft-#
Mu: Design 971 244 ft-#
Key Width
Key Depth
10.00 in Actual I -Way Shear = 8.05 4.61 psi
0.00 in
Key Distance from Toe
Allow 1-Way Shear = 40.00 40,00 psi
0.00 ft
Toe Reinforcing = # 4 @ 16.00 in
fc = 2,500 psi Fy
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
150.00pcf Key Reinforcing = None Spec'd
Min. As % 0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.= 3.50 in
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Min footing T&S reinf Area
0.80 in2
Min footing T&S reinf Area per foot
0.24 in2 A
If one layer of horizontal bars:
If two layers of horizontal bars:
#4@ 10.00 in
#4@ 20.00 in
#5@ 15.50 in
#5@ 31.00 in
#6@ 22.00 in
#6@ 44.00 in
Summary of Overturning & Resisting Forces & Moments
Itam
F* _ _.._--..�oment
orce Distance
lbs ft ft-#
Heel Active Pressure 680.5 1.83 1,247.4
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Total 680.5 O.T.M. 1,247.4
Resisting/Overturning Ratio 2.55
Vertical Loads used for Soil Pressure 1,518.8 lbs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
..... RESISTING .....
Force Distance
Moment
lbs ft
ft-#
Soil Over Heel
513.4 2.83
1,454.5
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
122.2 0.83
1011.8
Surcharge Over Toe
Stem Weight(s)
466.6 2.00
932.9
Earth @ Stem Transitions
Footing Weight
416.6 1.67
694.3
Key Weight
0.42
Vert. Component
3.33
Total
1,518.8 lbs R.M.=
3,183A
Axial live load NOT included in
total displayed, or used for
overturning
resistance, but is included for soil pressure calculation.
No
fto
RetainPro(c)1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall
P"
Code: IBC 2015ACI 318-14ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bencling not considered)
Soil Spring Reaction Modulus 250.0 pci
P"
Horizontal DO @ Top of Wall (approximate only) 0.030 in
The above calculation is not valid if the heel soil bearinq_pLes��u(Lgxceeds that of the toe
Wv
because the wall would then tend to rotate into the retained soil.
lka
Ow
PIN
no
11M
No
ON
Ow
Not
ind
Pit
' r"
1-d
)AIW
Reta!nPro(c)1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Criteria
Soil Data
Retained Height
3.67 ft
Allow Soil Bearing 2,666.0 psf
Wall height above soil
0.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psfIft
Slope Behind Wall
0.00
Height of Soil over Toe
8.00 in
Water height over heel
0.0 ft
Passive Pressure 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel 0,0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem::7]111
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used 7.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Soil Density, Heel
= 110.00 PCf
Soil Density, Toe
= 110.00 pcf
FootingIlSoil Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
Lateral Load Applied to St I Adjacent Footing Load
Lateral Load
0.0 #/ft
Adjacent Footing Load
0.0 lb
... Height to Top
0.00 ft
Footing Width
0.00 ft
... Height to Bottom
0.00 ft
Eccentricity
0.00 in
Load Type =
Wind (W)
Wall to Fig CL Dist
0.00 ft
(Service Level)
Footing Type
Line Load
Base Above/Below Soil
0.0 ft
Wind on Exposed Stem =
0.0 psf
at Back of Wall
(Service Level)
Poisson's Ratio
0.300
Uniform Seismic Force = 31.495
Total Seismic Force = 141.708
�Construction
Design Height Above Ftg ft
Overturning
=
1.93 OK
Wall Material Above "Ht"
Sliding
1.47 Ratio < 1.5!
Design Method
Thickness
Total Bearing Load
1,066 lbs
Rebar Size
... resultant ecc.
6.53 in
Rebar Spacing
Soil Pressure @ Toe
902 psf OK
Rebar Placed at
Design Data
Soil Pressure @ Heel
0 psf OK
fb/FB + fa/Fa
Allowable
2,666 psf
Total Force @ Section
Soil Pressure Less Than Allowable
ACI Factored @ Toe
1,262 psf
Service Level
lbs =
ACI Factored @ Heel
0 psf
Strength Level
lbs =
Footing Shear @ Toe
6.7 psi OK
Moment .... Actual
Footing Shear @ Heel
4.0 psi OK
Service Level
ft-# =
Allowable
75.0 psi
Strength Level
ft-# =
Sliding CaIcs
Moment ..... Allowable
Lateral Sliding Force
554.7 lbs
Shear ..... Actual
less 100% Passive Force =
337.5 lbs
Service Level
psi =
less 100% Friction Force =
479.8 lbs
Strength Level
psi =
Added Force Req'd
0.0 lbs OK
Shear ..... Allowable
psi =
.... for 1.5 Stability
14.7 lbs NG
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
Vertical component of active lateral soil pressure IS
Modular Ratio'n'
considered in the calculation of soil bearing pressures.
1A1 11 1A1 ; kf
4!
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.200
1.600
1.600
1.000
1.000
. . V ps
Short Term Factor
C : 0
Bottom
Stem OK
0.00
Concrete
LRFD LRFD LRFD
8.00
# 4
16.00
5.75 i
0.213
599.3
802.9
3,761.8
8.7
75.0
5.75
100.0
qu v. olid I hick.
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment):
0.0329 in2/ft
(4/3) * As:
0.0438 in2/ft Min Stem T&S Reinf Area 0.880 in2
200bd/fy: 200(12)(5.75)/60000:
0.23 in2/ft Min Stem T&S Reinf Area perft of stem Height: 0.240 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft Horizontal Reinforcing Options:
One layer of: Two layers of:
Required Area
0. 1152 in2/ft #4@ 10.00 in #4@ 20.00 in
Provided Area
0.15 in2/ft #5@ 15.50 in #5@ 31.00 in
Maximum Area:
0.7789 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Strengths
Footing Design Results
M
I
Toe Width -
1.33 ft Toe Heel
Heel Width -
1.33 Factored Pressure T,262 0 psf
Total Footing Width
2.67 Mu': Upward 911 4 ft#
Footing Thickness
10.00 in Mu': Downward 211 141 ft#
Mu: Design 699 136 ft-#
Key Width
0.00 in Actual 1-Way Shear = 6.70 4.03 psi
Key Depth
0.00 in Allow 1 -Way Shear = 40.00 40.00 psi
Key Distance from Toe
0.00 ft Toe Reinforcing = None Spec'd
fc = 2,500psi Fy =
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density
15D.Oopcf Key Reinforcing = None Spec'd
Min. As %
0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.=
3.50 in
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 �n, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.64 in2
Min footing T&S reinf Area per foot 0.24 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
Summa of Overturning
& Resisting Forces & Moments
...... OVERTURNING .... ..... RESISTING .....
Force
Distance �oment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Seismic Earth Load
455.5 1.50 683.1
99.2 2.25 223.2
Total 554.7 O.T.M. 906.3
Resisting/Overtunning Ratio 1.93
Vertical Loads used for Soil Pressure 1,066.3 lbs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Soil Over Heel
268.7
2.33
626.8
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
97.8
0.67
65.2
Surcharge Over Toe
Stem Weight(s)
366.6
1.67
610.9
Earth @ Stem Transitions
Footing Weight
333.3
1.33
444.2
Key Weight
Vert. Component
2.67
Total
1,066.3 lbs
R.M.=
1,747.1
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
RetainPro (c) 1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall
License To: SOUND STRUCTURAL SOLUTIONS, INC
Fil I -_t I
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal DO @ Top of Wall (approximate only) 0.034 in
The above calculation is not valid if the heel soil bearing pre -s-ure exceeds that of the LD�,
because the wall would then tend to rotate into the retained soil.
PR
i
how
r
6W
Ono
Code: IBC 2015,ACI 318-14,ACI 530-13
RetainPro (c) 1987-2017, Build 11.17.07.27
License : KW'06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Criteria
[-Soil Data
Retained Height
3.67 ft
Allow Soil Bearing mmmm"2,000.0 Psf
Wall height above soil
0.00 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 45.0 psf/ft
Slope Behind Wall
0.00
Height of Soil over Toe
8.00 in
Water height over heel
0.0 ft
Passive Pressure 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe
0.0
Used for Sliding & Overturning
[Axial Load Applied to Ste
Axial Dead Load
0.0 lbs
Axial Live Load
0.0 lbs
Axial Load Eccentricity
0.0 in
Design Su
Wall Stability Ratios
Overturning
2,56 OK
Sliding
1.79 OK
Total Bearing Load 1,066 lbs
... resultant ecc. 4.02 in
Soil Pressure @ Toe
702 psf OK
Soil Pressure @ Heel
98 psf OK
Allowable
2,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe
982 psf
ACI Factored @ Heel
138 psf
Footing Shear @ Toe
5. 1 psi OK
Footing Shear @ Heel
2.7 psi OK
Allowable
75.0 psi
Sliding CaIcs,
Lateral Sliding Force
455.5 lbs
less 100% Passive Force = -
337.5 lbs
less 100% Friction Force = -
479.8 lbs
Added Force Req'd
0.0 lbs OK
.... for 1.5 Stability
0.0 lbs OK
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 11 O�00 Pcf
FootingIlSoii Friction
0.450
Soil height to ignore
for passive pressure
0.00 in
Lateral Load Applied to Stem
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
[�Stem Constr
Design Height Above Ftg
ft
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
lbs
Strength Level
lbs
Moment .... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment ..... Allowable
Shear ..... Actual
Service Level
psi =
Strength Level
psi =
Shear ..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in=
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
Vertical component of active lateral soil pressure IS Modular Ratio 'n'
considered in the calculation of soil bearing pressures. XA1 11 VAI ; �
Load Factors
Building Code
IBC 2015,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
a eg t ps
Short Term Factor
Bottom
Adjacent Footing Load
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
Stem OK
0.00
Concrete
LRFID LRFD LRFD
8.00
# 4
16.00
5.75 i
0.157
483.8
591.2
3,761.8
7.0
75.0
5.75
100.0
r-quiv. So,Iu , mcK.
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
W
JIM
Nod
W
MN
low
am
wow
b�
Will
: 111"
wo
RetainPro(c)1987-2017, Build 11.17.07.27
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment):
0.0242 in2/ft
(4/3) * As :
0.0323 in2/ft
Min Stem T&S Reinf Area 0.880 in2
200bd/fy: 200(12)(5.75)/60000
0.23 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
0.0012bh : 0.0012(12)(8):
0. 1152 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of:
Required Area
0. 1152 in2/ft
#4@ 10.00 in #4@ 20.00 in
Provided Area
0. 15 in2/ft
#5@ 15.50 in #5@ 31.00 in
Maximum Area:
0.7789 in2/ft
#6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Strengths
Footing Design Results
Toe Width
1.33 ft
Toe Heel
Heel Width
1.33 Factored Pressure
982 138 psf
Total Footing Width
2.67 Mu': Upward
748 46 ft-#
Footing Thickness
10.00 in Mu': Downward
211 141 ft-#
Mu: Design
536 95 ft-#
Key Width
Key Depth
0.00 in
0.00 in Actual 1 -Way Shear
= 5.06 2.71 psi
Key Distance from Toe
0.00 ft Allow 1-Way Shear
= 40.00 40.00 psi
Toe Reinforcing
= None Spec'd
fc 2,500 psi Fy
60,000 psi Heel Reinforcing
= None Spec'd
Footing Concrete Density =
150.00pcf Key Reinforcing
= None Spec'd
Min. As % 0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.= 3.50 in Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.64 in2
Min footing T&S reinf Area per foot 0.24 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 10.00 in #4@ 20.00 in
#5@ 15.50 in #5@ 31.00 in
#6@ 22.00 in #6@ 44.00 in
Summa of Overturning & Resisting Forces & Moments
..... OVERTURNING .... ..... RESISTING .....
Force Distance 6ment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Total
455.5 1.50 683.1
455.5 O.T.M. 683.1
Resisting/Overturning Ratio 2.56
Vertical Loads used for Soil Pressure 1,066.3 lbs
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Soil Over Heel
268.7
2.33
626.13
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
97.8
0.67
65.' 2
Surcharge Over Toe
Stem Weight(s)
366.6
1.67
610.9
Earth @ Stem Transitions
Footing Weight
333.3
1.33
444.' 2
Key Weight
Vert. Component
2.67
Total
1,066.3 lbs
RX=
1,747.111
Axial live load NOT included in total displayed, or used for overtuming
resistance, but is included for soil pressure calculation.
RetainPro (c) 1987-2017, Build 11.17.07.27 Pq
License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To: SOUND STRUCTURAL SOLUTIONS, INC
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defi @ Top of Wall (approximate only) 0.027 in
The above calculation is not valid if the heel soil bearin p�eL aw
g �qrtexceeds that of the toe
because the wall would then tend io rotate into the retained soil.
IN
am
P0
bw
P"
Mw
Pw
C,
DETAIL ANALYSIS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
BHS - BEAM & HEADER SUPPORT
2x BM Species
HF
Stud Species
HF
Stud Height
9
Wk Braced
Yes
REQUIRED STUDS:
BEAM
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
2-2x4
2-2x6
2-2x8
3-1/2 (MAN F)
3-2x (SAWN)
6x (SAWN)
3 -2x4
3-2x6
I
3-2x8
5-1/4" (MAN F)
6-3/4 (GLB)
4 - 2x4
4-2x6
I
4-2x8
7 (MANF)
I
G.T.
1 3 - 2x4
I 3-2x6
3 -2x8
REQUIRED
TRIMMERS:
HEADER
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
1 2x4
I - 2x6
1 - 2x8
3-1/2 (MAN F)
3-2x (SAWN)
6x (SAWN)
---
2-2x6
2-2x8
5-1/4" (MANF)
6-3/4 (GLB)
3 -2x8
7 (MANF)
7, 7.
'AMO k*Y4*VM A*'* Mtt*^Wt* 14 A W
CAPACITY:
H=9ft HF
BEAM
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
3-1/2 (MAN F)
3645#
3645#
36457
3988#
B
4252#
PC
4252#
PC
3-2x (SAWN)
6x (SAWN)
5-1/4" (MANF)
5982#
8201#
8201#
5982# B
9568#
PC
9568#
PC
6-3/4 (GLB)
7 (MANF)
17977# BI
I
13365#
PC
15035#
PC
G.T.
1 4252#
1 6682#
6682#
CAPACITY:
H=9ft HF
HEADER
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
3-1/2 (MANF)
1822#
1822#
18227
1994#
B
3281 #
PC
3281#
PC
3-2x (SAWN)
6x (SAWN)
5-1/4" (MANF)
---
5467#
5467#
6682#
PC
8808#
PC
6-3/4 (GLB)
7 (MANF)
13213#
PC
in
ft"
BHS - BEAM & HEADER SUPPORT
bow
2x BM Species
HF
Stud Species
HF
Stud Height
9.5
,Wk Braced
Yes
REQUIRED STUDS:
BEAM
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
2-2x4
2-2x6
2-2x8
3-1/2 (MAN F)
3-2x (SAWN)
6x (SAWN)
3 - 2x4
1
3-2x6
3-2x8
5-1/4" (MAN F)
6-3/4 (GLB)
4 - 2x4
4-2x6
4-2x8
7 (MAN F)
G.T.
3 - 2x4
x8
REQUIRED TRIMMERS:
HEADER
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
1 - 2x4
1 - 2x6
1 - 2x8
3-1/2 (MANF)
3-2x (SAWN)
6x (SAWN)
- -
2-2x6
2-2x8
5-1/4" (MANF)
6-3/4 (GLB)
3 - 2x8
7 (MANF)
1pm
m.w
po
INN
wo
".4 zx
V. �,l
a T--1
A410 lw
jx
cf� XW A MECCA
L—J Ku.
CAPACITY:
H=9.5ft
HF
BEAM
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
3-1/2 (MANF)
3608#
3645#
3645#
3608#
B
4252#
PC
4252#
PC
3-2x (SAWN)
6x (SAWN)
5-1/4" (MANF)
5412#
8201 #
8201#
5412# B
9568#
PC
9568#
PC
6-3/4 (GLB)
7 (MANF)
7216# B
13365#
PC
15035#
PC
G.T.
4252#
6682#
6682#
CAPACITY:
H = 9.5 ft
HF
HEADER
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
3-1/2 (MANF)
1804#
1822#
1822#
1804#
B
3281 #
PC
3281#
PC
3-2x (SAWN)
6x (SAWN)
5-1/4" (MANF)
---
5467#
5467#
6682#
PC
8808#
PC
6-3/4 (GLB)
7 (MANF)
13213#
PC
BHS - BEAM & HEADER SUPPORT
2x BM Species
HF
Stud Species
HF
Stud Height
10,25
Wk Braced
Yes
ft
REQUIRED STUDS:
BEAM
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
2-2x4
2-2x6
2-2x8
3-1/2 (MANF)
3-2x (SAWN)
6x (SAWN)
3 - 2x4
3-2x6
1
3-2x8
5-1/4" (MANF)
6-3/4 (GLB)
4 - 2x4
4-2x6
I
4-2x8
7 (MANF)
G.T.
3 - 2x4
I 5-2x6
3-2x8
REQUIRED
TRIMMERS:
HEADER
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
I - 2x4
1 - 2x6
1 - 2x8
3-1/2 (MANF)
3-2x (SAWN)
6x (SAWN)
2-2x6
2-2x8
5-1/4" (MANF)
6-3/4 (GLB)
3 - 2x8
7 (MAN F)
7a
V, 'T
CAPACITY:
H = 10.25 ft HF
BEAM
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
3-1/2 (MANF)
3128#
3645#
3645#
3128#
B
4252#
PC
4252#
PC
3-2x (SAWN)
6x (SAWN)
5-1/4" (MANF)
4693#
8201 #
8201#
4693# B
9568#
PC
9568#
PC
6-3/4 (GLB)
7 (MANF)
6257# B
13365#
PC
15035#
PC
G.T.
4252#
6682#
6682#
CAPACITY:
H=10.25ft HF
HEADER
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
3-1/2 (MANF)
1564#
1822#
1822#
1564#
B
3281 #
PC
3281#
- PC
3-2x (SAWN)
6x (SAWN)
5-1/4" (MANF)
---
5467#
5467#
6682#
PC
8808#
PC
6-3/4 (GLB)
7 (M NF)
13213#
PC
ON
6.0
BHS - BEAM & HEADER SUPPORT
2x BM Species
HF
Stud Species
HF
Stud Height
11.5
Wk Braced
Yes
REQUIRED STUDS:
BEAM
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
2-2x4
2-2x6
2-2x8
3-1/2 (MAN F)
3-2x (SAWN)
6x (SAWN)
3 - 2x4
3-2x6
1
3-2x8
5-1/4" (MANF)
6-3/4 (GLB)
4 - 2x4
4-2x6
4-2x8
7 (MANF)
G.T.
3 - 2x4
3 - 2x6
3 - 2x8
REQUIRED
TRIMMERS:
HEADER
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
I - 2x4
1 - 2x6
1 - 2x8
3-1/2 (MANF)
3-2x (SAWN)
6x (SAWN)
2-2x6
2-2x8
5-1/4" (MANF)
6-3/4 (GLB)
3 - 2x8
7 (MANF)
W-7
o.-
CAPACITY:
H = 11.5 ft HF
BEAM
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
3-1/2 (MAN F)
2513#
3645#
3645#
2513#
B
4252#
PC
4252#
PC
3-2x (SAWN)
6x (SAWN)
5-1/4" (MANF)
3770#
8201 #
8201#
3770# B
9568#
PC
9568#
PC
6-3/4 (GLB)
7 (MANF)
5027# B
13365#
PC
15035#
PC
G.T.
1 3770#
6682#
CAPACITY:
H = 11.5 ft HF
HEADER
2x4
2x6
2x8
2-2x (SAWN)
4x (SAWN)
3-1/2 (MAN F)
1256#
1822#
1822#
1256#
B
3281 #
PC
3281#
PC
3-2x (SAWN)
6x (SAWN)
5-1/4" (MAN F)
---
5467#
5467#
6682#
PC
8808#
PC
6-3/4 (GLB)
7 (MANF)
13213#
PC
DTC - DIAPHRAGM TO COLLECTOR
Location
Wall Line: 3
Story: I
Collector Species
LVL
Sheathing Thinkness
23/32,
Sheathing S.G.
0.50
Nail Size
10d
Nail Type
Box.
ex-l-TAlly NO-, k*lc — \ -!,
Ltllcni O� Vjl�CTDI
p. I KA �L L 7 v4 RAGY Fm-
SiNzix"Al wr-$
INTERME7DIATE WvjNG A5071714G PANE� EDGES
in DIAPHRAGM TO COLLECTOR
DTC
,--i NTS,
lLoad Duration Factor
Wind/Quake
1.6
I Diaphragm Factor
Yes
1.1
Collector Length
28
Collector Load (0.6W)
1900
Collector Load (0.7E)
3500
1]
lbs
lbs
I Adjusted Bearing, Z' I 1501lbs
v (plf)
Design Spacing (in)
68
26.46
125
14.36
Nail Spacing 6 in
Wind
Seismic
Connection Capacity 8378 lbs
Stressed 42% OK
Use 10d Box Nails @ 6 inches OC
Floor Performance
Geometry:
Sheathing:
Load:
Display:
Floor Depth 14 INorninal
Clear Span 21.75 7ft
Spacingl 16 -1 in
Type I ply—]
Thicknessl 23/3 in
Dead Load 1 4.5 psf
*floor weight neglecting
joists and sheathing
Live Load 1 40 1 psf
Joistl All
Performancel B and better
(i) - Floor performance A+ - D- are passing grades
(ii) - Limiting unity of strength and joist delfection (L/480)
(iii) - Economic efficiency based on the cheapest option
(iv) - Price per square foot or joists and plywood
(v) - Precise weight of floor
(i) (H)
(M fx/)
Date:
Job #
Joist
Performance
Unity %
Economy
sqft
Floor Weight
14 PWI-90 @ 16
B+
80%
1.00
4.30
10.6
(2) 14 TJ 12 10 @ 16
B+
0%
1.05
4.50
11.7
14 TJ 1560 @ 16
B+
81%
1.15
4.93
10.2
(2) 14 TJ 1230 @ 16
!B+
0%
1.24
5.34
12.0
(2) 14 TJ 1360 @ 16
A+
0%
1.58
6.81
12.0
(2) 14 TJ 1560 @ 16
A+
0%
2.29
9.86
13.4
1/11/2019
s1811020
*add 2 psf for
design purposes
IBW - INTERIOR BEARING WALL
INTERIOR BEARING WALL Indicates interior walls which support repetitive members, Construct per WALL
FRAMING & BEARING In the GENERAL STRUCTURAL NOTES, U.N.O. on the plan.
Dead
Live
Snow
Deck
20
60
25
Floor
20
40
Roof
20
25
Wall
10
Bearing Capacity
2000
0-2
Tributary
Dimension
Type of Load
Dead
Load
Live Load
Snow
Load
Total
Load
0
Deck
0
0
0
0
11
Floor
220
440
0
660
0
Roof
0
0
0
0
9
Wall
90
0
0
90
Total
310
440
0
750
STUD
SPACING in
Dead
Load, lb
Live Load,
lb
Snow
Load, lb
Total
Load, lb
16
413
587
0
1000
ON
PW
wo
P"
emw
P"
PM
IHC - INVERTED HANGER AT CANTILEVER
Beam Reaction
Dead, D
310
Live, L
435
Snow, S
517
Wind, W
0
,Seismic, E
0,
lb Location I
lb BEAM #: 1-6 j
lb
lb SDS 1.0
lb
Controling Combo: D + 0.75L + 0.75S
Support-ed Member Size
1width I
1.75jin
Idepth 1
11.8751
in
Support-! g
Member Size
1width 1
5.25
in
Idepth 1
11.82�
in
Connection Geome
��
0.875
in
jarm 1
11.825
in
Required Resistance to Rotation
TOP
T =
lbs
BTM
T =
lbs
Torsional Resistance from Shpathina
Sheathing Thinkness
23/32
Sheathing S.G.
0.50
Nail Type
Box
Nail Size
10d
Nail Spacing
6
Sheathing Condition
Center
Theoretical # of Nails
8
Connection Capacity
521
Stressed
15%
Load
1024 lb
Species
LSL
Species
PSL
Duration
Factor
r,
I
��ELILI
FLOOOR 01APHRAC-M
PER STU nluk 'cd @ 4"OC
NOTES
HkM OR 3-05PT
PER fUN
flAr
, GER PER PLM' BEAM OR)OIST
INSTALLED WSIDE-COWIN, PER PA
FIHC� INVERTED HANGER AT CANTILEVER
Lj N.T.S'
FLOOR OTAWRI01
a STRUCTRUAL
NOGTES
FAM PER
PJ'A
t 1,115TC4853
KWA PER PJAN SEA". PER
IN57ALLED UPSIDE-001WN PLAN
in PK INVERTED [ANGER AT CANTILEVER
L—i R.T.S.
fbs
OK
Resistance from Tension St aps
Top Strap NOT REQUIRED Width in
Zonnection Capacity --- lbs Lengthl --- in
Stress --- ---
Bottom Strap NOT REQUIRED WidthF— 7-7-1 in
Zonnection Capacity lbs Length in
Stress
Inverted Hanger
Duration
Factor
OK
OK
HU
Capacity
Stress
.Down (Ibs)
2685
38%
,
.Uplift (Ibs)
1345
76%
IHC - INVERTED HANGER AT CANTILEVER
Beam Reaction
Dead, D 382 lb
Live, L 0 lb
Snow, S 477 lb
Wind, W 0 lb
Fs—eismic, E 0 lb
Controling Combo: D + S
Support-e Member Size
1width I ' ' in
Idepth 1 ::1:1:j.51 in
Support-i g Member Size
1width 1 5.25 in
Idepth 1 181 in
Connection Geometry
le 1 0.75 1 in
jarm 1 18 in
Required Resistance to Rotation
TOP T = lbs
BTM T = lbs
Torsional Resistance from Sheathino
Location
�—BEAM 4t: 2-5
1 SDS 1.0
Sheathing Thinkness
23/32
Sheathing S.G.
0.50
Nail Type
Box
Nail Size
10d
Nail Spacing
6
Sheathing Condition
Center
Theoretical # of Nails
8
Connection Capacity
521
Stressed
7%
Load
859 lb
Species
DF #2
Species
DF #2 j
Duration
Factor
in
�i
FLOOR OWHRAGM
P
FR 57KX�, RJAL r— 10d @� 4oc
AOTI ES : '
BEAM ORMIST
PER PLAN
,4ANGER PER pLg� BEAM OR JOIST
INSTALLED IJPSID�OOWN J PER PL44
F1HCj INVERTED HANGER AT CANTILEVER
LiK.T.S'
F OOR DIAPHRAGM
PEER STRIJ0 RUAL
NOTES
FAN PER
PIA
* MSTC4BB3
KkNG.3t F; OW BW, PER
IPSTALLED UPSVF�DOWN PIAN
in a) INVERTED HANGER AT CANTILEVER
L—i V.S.
lbs
OK
Resistance from Tension Straps
Top Strap --- NOT REQUIRED W'idth in
Connection Capacity --- lbs Length in
Stress
Bottom Strap --- NOT REQUIRED WidthF— in
lConnection Capacity I --- --]Ibs Lengthl --- in
Stress
Inverted Hanger
Duration
Factor
OK
OK P--E]
HU
Capacity
Stress
Down (Ibs)
2685
329/6
Uplift (Ibs)
1345
64%
P"
Ww
i OR
I F0
i FM
"M
00
Omni
Pw
IHC - INVERTED HANGER AT CANTILEVER
Beam Reaction
Dead, D
285
Live, L
0
Snow, S
356
Wind, W
0
[Seismic, E
O�
lb
lb
lb
lb
lb
Controling Combo: D + S
Suppoirtt-e Member Size
1width 1 1. 5 in
Idepth I 11.251in
Support-ing
Member Size
1width
1 5.251
in
Idepth
-
1
7
112 51
in
Connection Geometry
Location
BEAM #: 2-11
SDS 1.0
Species
DF #2 j
Species
PSL
le 1 0.75 lin
jarm 1 11.25 lin
Duration
Required Resistance to Rotation Factor
TOP T = lbs
BTM T = lbs
Torsional Resistance from Sheathina
Sheathing Thinkness
23/32
Sheathing S.G.
0.50
Nail Type
Box
Nail Size
10d
Nail Spacing
-�heathing
6
Condition
Center
Theoretical # of Nails
8
Connection Capacity
521
Stressed
8%
Load
641 lb
FLOOR D'"PAGM
PER 5`RJC TRU -'L
10TES 10 @ 4'oc
KAM ORMIST
PER PLAN
NZER PER FILM HAm ORJOISI
INSTALLED UDSMOGATi PER RM
F1HCj INVERTED KANGER AT CANTILEVER
Li N.T.S.
FLOOR DIAWRAGM
PER SRUCrRJAL
IVES
WWI PER
PIAN
t PSM403
KNUR PDk DIAN aWk, PER
W-1ALLED U;]DW" V'N RAN
in (:�fl INVERTED HANGER AT CANTILEVER
LiN.T.S.
fbs
OK
Resistance from Tension Straps
Top Strap NOT REQUIRED W'idth
Connection Capacity lbs Length in
Stress
Bottom Strap —]NOT REQUIRED Width in
Zonnection Capacity --- Ilbs Length I in
Stress --- I
Inverted Han
er
Duration
Factor
OK
OK
HU
Capacity
Stress
(Ibs)
2685
24%
.Down
.Uplift (Ibs)
1345
48%
NSB - NAILER TO STEEL BEAM
Location
Wall Line:
2
Story-
1
lWind Shear (0.6W)
650,
lbs
ISeismic Shear (0.7E)
23001lbs
Nailer
Nailer Species
HF
Nailer Thickness
1.5
in
Nailer Width
5.5
in
Bolts or Threaded Studs
iameter 0. 5 in
pacing 24 in
otal # Fast. 10 #
D
S
T
Countersunk?
No
ITotal Cap. I i 8 kip
Max = 2300 lbs
Wood Bearin
Z 520 lb
Cd 1.60
Cg 1.00
CA 1.00
Z' 832 lb
Stress
27.6% OK
Bearn LengthF— 2-2-6 71 ft
Less in
Net Length L:Aft
PROJFCT NOTES:
TINE
PROJFC,T:
R25T=HV4ff_�_
ONNEF:
FAI"IN05 DEVELOPMENT
15110 NE PITH PL, SUITE 114
1100DINVILLE, KA q8012
42534155151 - OFFICE
425.452.2136 - FAX
FROJECT ADDRESS:
�1'1 PINE STREET LOT 3
PARCEL NO.
27032500105500
JURISDICTION:
CITY OF EDMONDS
PROJECT NOTES:
ZONIN6:
R5 b
LOT AREA:
SHORT PLAT &,602 5F
HOLGIN6, TYPE
DETACHE12 RESIDENT IAL
EGO 16.20. LIEVES
5IN(5LE FAMILY DYIIELLINIS UNITS
EX 16.20.010
A. PERMITTED PRIMARY USES- 1. SIN&LE FAMILY OVELLIN6 UNITS
506 16.20.050
51TE DEVELOPMENT STANDARDS
U
DENSITY:
55 UNIT PER Ar,
PROPOSED:
I UNITS
MAX COVERA6E: &AO2 5F X 55% 5010.1 SF
PROPOSED
LOT COVERACSE:
N
EX15TINCS:
o 5F (DEMO ExIsTINS)
PROPOSED
NEM 2,104.0 5F
TOTAL
2,7104.0 5F
SETBACKS:
STREET 25'MIN.
51DE 15MIN.
>
LLJ
REAR 15'MIN. (No REAR FOR 0�*LOI*5)
HEI6HT:
25MAXIMUM 5' ADDITIONAL Poor (4/ itS�m
0
FARK[Nrv:
0 LLJ
ECC 1150.00
OFF5TREET PARKING REGUIRED
0
Q0 <
ECC 11,50.020
PARKIN67 SPACE REMIREMENT
5INSLE FAMILY DMI-LING: 2 PER UNIT
0
PROPOSED:
3 STALI-5
00
LEVEL (9ARA(r7E LIVIN(5 DECK
IR5T
160.0
1653.0
SECOND
2,153.0
360.0
ROOF
---
---
460.0
TOTAL
160.0
5'DOC'.0
e1:20.0
A residential fire sprinkler system is
required. A recommended flow -through
design will meet specifications and reduce
equipment and continuing maintenance
requirements. ECDC19.05.020132. Provide
a minimum combination water service of
one (1") meter and one and one half
(11/2") service line, or show that domestic
and fire protection need can be rTlqt with
a smaller service. 640:��
4 0
11— �R
014GINEERM DIVI61ON
8 NOTED
% T*S S-M '00jst_olpmr��
—.b c4vtwe� folL LO
30'
Im
AVERA6E ORIC71NAL
CALCULATION:
PI: 0625
P2
P5 5.
P4: 106.15
AVC7 65R: 4-45.75/4 IIOA4
N 88'52'2-/7" W 218.
PI: 106.25 99.09, 14 -12'
'17-
25'
-PROZECI _W rE5
E I `14MAX 77,%
HT425)— 35.114 6ARAbE SLAB: 1105
OF --- — 2.0/135
BE'-, FLOOR- 2.0
iiQFL�01 - 11.0/112.0
(9AM6EI51-1 - 10.5
P4 106.15
?7" 77/1(
1p?'1QFwA'j.
D 3 7,
"9
88'52'27"
1
3
Ell
id
A AVL�?RA
0 F
F FL
1- '001 11,
_( 1 10
�7" 1%1
3 7,
88-5227
Iddif
3A
FH
0 25'
A L OR� S
45 EA5EM5 T
TO FllELD
IN
PECTION FOR
E CO�PLIANCE
C,
C . — I
C co
(b 0
�D
0
99.
21 d' U
5' CONC. WALK
CONCRETE VURB
Q0 to 00 lf'o I
C\� ON Zone
2 Corner� Flag_
/ Setback BUC
12"Cr C C� Actual ILITY
DAPF EDMONDS
12' CONIC Front L �13 WORK G DEPARTMENT
Sides ADDR"_____z_�4
Rear Ofti��
Other
07' APPROViD ATE
'A PLMMNG-- BLDG. OFFICI L.'
'I
N 8 8 5 2'2n' 00 1 PER IT NUMBER
0
6
Cl WAT
7
)0'
f POINT:
I BA51N TOP
ITION 100.10
R--ED
,MCHn'ECT
9.
NOVION L!"l?
GROUP
INC.
8634B 3RD W
SEkTWTRL�E H 98117
PH(206 .6133FAX361.6345
4
�NER/CIJEW
3:z
LU
'5- 41C
ts- E X
LL
'OVIFF
I
Ld ty I
M
td Eu
5a wn W
gi
Lri
13 N N
4-
5 /8 PT _VE
�IR. .1
,FEB Z 1 2011%
§91 1 \ E E
I/W=I' 0.1
D Rn Kn
J�
SECURITY
DETACHF-12 ONE -FAMILY VNELLIN65 AND DUPLEX.-
1. BUILDING ENTRANCE LOOKS. Building entrance doors, including garage doors, shall be
capable of looking. They shall be equipped vilth a clead-locking latch bolt v4ith at least a
1/2 - inch throyq Yqhlch penetrates the striker not less than 1/4 - inch. Building entrance
doors sholl be operable from the Inside Yi1thout use of a key or special knoy4ledge or
effort PER IRC 521.1.
EXCEPTION: Saroge - to - exterior cloors may be equipped Yilth an electronically -
operated remote control device for opening and closing in lieu of a deadlocking latch
bolt . ften garage - to - exterior doors are equipped vilth remote control devices,
garage - to - building cloors need not be, capable of looking.
2. OBSERVATION FORTS. Every building entrance door, other than garage doors, shall
hove a visitor observation port or gloss side light. Observation ports sholl be installed
at a height of not less than 54 inches and not more than 66 inches from the floor PER
IRr_ P,52CI.2.
5. AINDOIA15 AND SLIDING DOORS. Dead bolts or other approved larking devices shall
be provided on all sliding doors and openoble viinclovis. The lack sholl be installed so
that the mounting screp4s for the look case ore Inaccessible from the outside PER IRC
R52CI.5.
EXCEPTION: 1/41ndov4r. vilth sills located 10 feet or more above grade, or 10 feet or
more above a dock, balcony or porch that is not readily accessible from gracle except
through a housing unit need not have, operable Inside latching devices.
oyqNER / CONTRACTOR NOTES
1. CONTRACTOR TO PHYSICALLY INSPECT SITE PRIOR TO COMMENCING
ANY VqORK. REPORT ANY r,>l5rREFANOY To ARCHITECT. CONTRACTOR TO REVIEyq
CONSTRUCTION DOCUMENTS PRIOR To COMMENCING CONSTRUCTION. ANY QUESTIONS
SHOULD BE DIRECTED To OANER AND/OR ARCHITECT CONTRACTOR TO
C.RO55-REFERENOE V41TH CITY APPROVED PLANS FOP, ANY CHANGES ANP/OR
ADDITIONAL REQUIREMENTS By CITY.
2. ALL INFORMATION CONTAINED IN THESE DOCUMENTS REPRESENTS A "BASIC LIMITED
ARCHITECTURAL SERVICE" THAT REQUIRES THE CONTRACTOR TO BE KNONLFD&EA5LE
AND EXPERIENCED VqITH ALL ASPECTS OF CONSTRUCTION INCLUDING ALL BUILDING
CODES AND REGULATIONS
IMPOSED BY THE CITY OR COUNTY AND ANY OTHER AGENCY HAVING JURISDICTION
OVER THE PROJECT.
3. ALL VqORK SHALL COMPLY Y41TH THE STATE AND LOCAL ORDINANCES,
AND SHALL BE DONE To THE H16HEST STANDARDS OF CRAFTSMANSHIP
By JOURNEYMEN OF THE RESPECTIVE TRADES.
4. THE r-ONTRAcTOR SHALL CARRY ALL INSURANCE REQUIRED BY LAYq.
5. SAFETY, CARE OF. ADJACENT PROPERTIES DURING CONSTRUCTION,
COMPLIANCE Y41TH LOCAL, STATE, FEDERAL REGULATIONS RE&ARDIN&
SAFETY ON SITE SHALL BE THE CONTRACTORS RESPONSIBILITY.
6. No DEVIATIONS FROM THESE DOCUMENTS SHALL BE MADE P41THOUT
INRITTEN APPROVAL FROM ARCHITECT. ANY CHANGES (:,AN AFFECT THE
STRUCTURAL INTEGRITY AND CODE RELATED 155UES OF THE STRUCTURE.
-1. ALL INFORMATION CONTAINED IN THESE DOCUMENTS 15 FOR THE PURPOSE OF
CONSTRUCTION PERMIT ACQUISITION AND CONSTRUCTION ONLY.
THE INFORMATION PROVIDED 15 NOT INTENDED FOR ANY OTHER PURP05E
AND No OTHER USE 15 INTENDED OR IMPLIED.e.q. PLAN INFORMATION IS NOT INTENDED
To BE USED AS A EASE FOR SALE OR TRANSFER OF REAL ESTATE -
5. "BASIC LIMITED 5ERvicv FiRovices THE LOYIE5T LEVEL OF ARCHITECTURAL
SERVICE VqITH NO DRANIN65 AND SPECIFICATIONS PROVIDED OTHER THAN REQUIRED
FOR PERMITS
q. UNLESS OTHERY,115F SPECIFIED, ELECTRICAL, MECHANICAL,-ETO. 15 BIDDER DESIGNED,
OINNER ANP/OR AGENT (CONTRACTOR) 15 RESPONSIBLE FOR
ALL YqORK DONE ON 51TE (FIELD) AS To PROPER INSTALLATION, ETC,.
10. THE ARCHITECT MAY A5515T IN COORDINATION V41TH CONSULTANTS
(SUCH AS SOILS, STRUCTURAL, CIVIL ENGINEERS, ETC), BUT UNDER ,
THE TERMS OF 5A51c LIMITED SERVICE, RECEIVES NO COMPENSATION FOR AND
A55UMES NO RE5FONS15ILITY OR LIA131LITY FOR, THE AREA OF THEiR'(CONWILTANTS)
ViORK AND EXPERTISE.
ACCEPTANCE OF THESE PLANS FOR CONSTRUCTION CONSTITUTES AN
UNDERSTANDING OF ABOVE MENTIONED ITEMS AND BASIC LIMITED ARCHITECTURAL
5ERVIGE AS DESCRIBED IN AGREEMENT BETYiEEN OY4NFR/AROHITECT
GENERAL NOTES
1. ALL CONSTRUCTION TO COMPLY V41TH THE 2015 INTERNATIONAL RESIDENTIAL CODE,
STATE ENER.6Y CODE, AND ALL OTHER APPLICABLE RE&UILATIQN5 AND
AMENDMENTS. 2015 IRC, VqITH CITY OF EDMONDS AMENDMENTS.
2. SECURE ALL REQUIRED PERMITS. CALL FOP, ALL REQUIRED INSPECTIONS.
S. ALL FOOTINGS TO BEAR ON FIRM UND15TURBED GROUND, MIN. 15 INCHES BELON
FIN15HEP &RAVE. REFER TO SOILS REPORT IF ONE 15 AVAILABLE.
4. CONTRACTOR TO VERIFY EXISTING CONDITIONS, VERIFY DIMENSIONS, REPORT ANY
P15CREPANCIE5 TO ARCHITECT. NO DEVIATIONS FROM PLANS SHOULD BE MADE
Y41THOUT ARCHITECTS YqRITTFN APPROVAL.
5. PROVIDE SMOKE DETECTORS PER IRO R514 110 VOLTS, INTERCONNECT.
5.1 PROVIDE CARBON MONOXIDE ALARM PER IRC, R515.
AN APPROVED CARE30N MONOXIDE ALARM SHALL BE INSTALLED OUT51PE OF
EACH SEPARATE 5LEEFIN6 AREA AND IN THE IMFDIATE VICINITY OF THE
BEDROOMS IN DYSIELLINC, UNITS AND IN EACH LEVEL OF THE DY4ELLIN& IN
ACCORDANCE INITH THE MANUFACTURER'S RECOMMENDATION. INTERCONNECTED.
6. ALL EXTERIOR DOORS TO COMPLY I`qITH IRC R52q MIN 1/2 INCH THROY4 ON DEAD
BOLT OR DEAD LATCH FOR DOORS. V151TOR OBSERVATION PORT FOR EXTERIOR
DOORS. YqINDOINS INITHIN 10 FT. OF &RADE CAPABLE OF BEING LOOKED. ALL
LOOKS MUST BE A13LE TO BE OPENED Y41THOUT THE USE OF A KEY OR ANY
SPECIAL KNOYiLED(SE OR EFFORT FROM INSIDE.
"I. SKYLIGHTS PER IRC, R505.6
a. SAFETY GLAZING: PER IRC R50a
GLAZING IN OR V41THIN 24 IN. FROM DOORS AND GLAZING YqITHIN 15 IN. OF FLOOR
OR NALKIN6 SURFACE. ADDITIONAL HAZARDOUS LOCATIONS PER IRC R305.4
-1. ALL YNOOP IN CONTACT P41TH CONORT. TIO Off FRE55URE TREATEV PER SRO R317
10 . ALL NAILING PER IRO TABLE R602.3, UNLESS OTHERV41SE CALLED IN PLANS.
11. FIREBLOOKIN6, DRAFTSTOF5, AND FIRE5TOF5 PER IRC R502.11 4 R502.12
12. LEDGER CONNECTIONS PER IRC, R50:2.6.2
15. DOUBLE J015T/BLOOK UNDER ALL BEARING PARTITIONS. IRO R502.4
14. INSTALL GROSS BRID6INry AT ALL J015T SPANS EXCEEDING EIGHT FEET. R 502.7.1
PLAN NOTES:
2015 INTERNATIONAL RESIDENTIAL CODE
1) STAIRS: COMPLY YqITH SEC. R511.1 RISE AND RUN PER R311.15.1$2
MAX RISE -7j"-R15ER HEIGHT DIFFERENCE YiITHIN FLIGHT OF 5TAR5 SHALL NOT EXCEED
MIN RUN (TREAD DEPTH) SHALL BE 10". HANDRAILS FER R311.1.5, NOT LE55 THAN 541, OR
MORE THAN 5e5" ABOVE STAIR NOSING, ENDS SHALL BE RETURNED OR SHALL TERMINATE
IN NEY4FL F05T5 OR SAFETY TERMINALS. HAND6RIF PER RBIL-1.13: NOT LE55 THAN 1 1/4"
OR MORE THAN 2" DIA., PROJECT MIN. 1 1/2" FROM ViALL. HEADROOM PER R511.8.2 6-95"
MIN., ENCLOSED USABLE SPACE UNDER STAIRS SHALL HAVE INALL5 AND SOFFITS
PROTECTED ON ENCLOSED 51DE PER I - HR. FIRE RESISTIVE CONSTRUCTION PER 502.1 -
FIRE BLOCK PER R302.11, CONGEALED SPACES 5ETY4EEN STAIR STRINGERS AT TOP AND
BOTTOM OF RUN, Br=TYqr=r=N STUDS AND ALONG LINE OF STAIRS AND R502.11 FIRE BLOCK
CONSTRUCTION.
2) R502.5.1 GARAGE OPENING PROTECTION: OPENINGS BETINEEN THE GARAGE AND
RESIDENCE SHALL BE EQUIPPED NITH 50LID P400D DOORS NOT LE55 THAN I 5/a INCHES
IN THICKNESS, 50LID OR HONEYCOMB GORE STEEL DOORS NOT LESS THAN I 5/e, INCHES
THICK, OR 20-MINUTE FIRE -RATED DOORS, EQUIPPED NITH A SELF CLOSING DEVICE.
3) TUB / 5HOINER NOTES: COMPLY NITH R50-T NON ABSORBENT SURFACE. NO
VAPOR BARRIER BEHIND INATER RE51STANT &YSI.B. SPECIFIED AS BASE FOR TILE ON
5HONER ENCLOSURES, YiATER RE515TANT NOT INSTALLED ON OFILIN& IF FRAMING
EXCEEDS 12" 06. ViALL5 AND SHONERS: VqATERPROOF TO -72" ABOVE DRAIN INLET.
5HOINER DOORS PER R50t3 COMPLY INITH SAFETY GLAZING REQUIREMENTS.
FIREBLOOK BETNEEN STUDS. 5HOY4ER FLOIN TO 2.5 &.F.M. MAX.
4) ORANL SPACE ACCESS PER R405.4, MIN. la" X 24" UNOBSTRUCTED OPENING
5) ATTIC ACCESS PER SRO R501, 22" X 50" MIN. OPENING, 50" MIN. CLEAR
HEADROOM. ROOF VENTILATION PER P506
ro) FACTORY -BUILT CHIMNEYS PER R1005 AND FIREPLACES PER R1004, To BE U-L
APPROVED, LABELED AND INSTALLED PER MANUFACTURER 5PECIFICATION5 AND U.M.O.
505, ANCHORED AT EACH FLOOR AND ROOF YSJTH 2 - 1 1/2" X I/e," METAL STRAPS
LOOPED AROUND OUT51DE OF CHIMNEY INSTALLATION AND NAILED YqITH NOT LESS THAN
SIX(C,) 8d NAILS PER STRAP EACH JOIST.
FIRE BLOCK PER R602.5, OPENING AT CHIMNEY, FIREPLACE5 AT CEILINC7 AND FLOOR
LEVELS, ATTIC SPACES AND CHIMNEY CHASES.
'7) GUARD RAIL5 PER R512, MIN 56" HEIGHT PEP, RSM.I, 4" MAX.SPAOE BETINEEN RAIL5-
R512.5 TRIANGULAR OPENINGS AT RISER, TREAD, 50TTOM ELEMENT OF RAIL, C'"
MAXIMUM. PEP, EXCEPTION I
5) HOT V4ATER HEATER SHALL MEET NAEGA 2015 REGUIREMENT5 AND BE 50 LABELED,
ELECTRIC HOT Y4ATFR HEATER IN UNHEATED SPACES SHALL BE PLACED ON
INCOMPRESSIBLE R-10 SURFACE.
PROVIDE SEISMIC STRAPS TO STUDS.
q) EMERGENCY E&RE55 PER R510, MIN. NET CLEAR OPENABLE AREA OF 5.1 50. FT., NET
CLEAR HEIGHT 24" MIN., MIN. NET CLEAR OFENABLE YiIDTH 20", SILL HEIGHT NOT MORE
THAN 44" ABOVE FLOOR.
10) SMOKE DETECTORS PER R314, PROVIDE PERMANENT PONER SOURCE Y41THOUT
DISCONNECTINC7 eY4ITrH INITH BATTERY BACKUP PER R514.4, LOCATION PER R314.5, EACH
SLEEPING ROOM AND POINT CENTRALLY LOCATED IN CORRIDOR AND IN ACCORDANCE
k4ITH APPROVED MANUF'R INSTRUCTIONS. ALARM DEVICES 5HALL BE INTERCONNECTED.
11) PROVIDE CARE30N MONOXIDE ALARM PER IRC R515.
AN APPROVED CARE30N MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH
SEPARATE SLEEPING AREA AND IN THE IMEDIATE VICINITYOF THE BEDROOMS IN
DAELLIN& UNITS AND IN EACH LEVEL OF THE DNELLIN& IN ACCORDANCE)NITH THE
MANUFACTURER'S RECOMMENDATION. ALARM DEVICES SHALL BE INTERCONNECTED.
12) INDIVIDUAL ROOM OUTSIDE AIR INLETS PER M150a.4.5 - SHALL HAVE CONTROLLABLE
AND SECURE OPENING NOT LESS THAN 4 50. INCHES. TESTED BY NAT. RECOGNIZED
STANDARD OR APPROVED AC7ENOY LOCATED So AS NOT 70 TAKE AIR FROM
FOLLOY41N&: CLOSER THAN 101 FROM APPLIANCE VENT OUTLET (UNLESS VENT 15 V-0"
A50VE INLET) NHERE IT P40ULP PICK UP OBJECTIONABLE ODORS, FUMES, OR
FLAMMABLE VAPORS, HAZARDOUS OR UNSANITARY LOCATIONS.
ViASHIN&TON STATE ENERGY CODE NOTES:
R401.2 COMPLIANCE. PROJECTS SHALL COMPLY INITH SECTIONS IDENTIFIED As "MANDATORY" AND INITH
EITHER SECTIONS IDENTIFIED AS "PRESCRIPTIVE" OR THE PERFORMANCE APPROACH IN SECTION R405. IN
ADDITION, ONE- AND TP40-FAMILY DViELLIN65 AND TOINNHOU5E5, AS DEFINED IN SECTION 101.2 OF THE
INTERNATIONAL RESIDENTIAL CODE, SHALL COMPLY Y41TH SECTION R406.
R4013 CERTIFICATE (MANr,>AToRY). A PERMANENT CERTIFICATE SHALL BE COMPLETED AND POSTED ON
OR V41THIN THREE FEET OF THE ELECTRICAL D15TRIBUTION PANEL BY THE BUILDER OR RE615TERED DE516N
PROFESSIONAL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DE516N
PROFE55IONAL AND SHALL NOT COVER OR OBSTRUCT THE V151BILITY OF THE CIRCUIT DIRECTORY LABEL,
SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS. THE CERTIFICATE SHALL LIST THE
PREDOMINANT RVALUES OF INSULATION INSTALLED IN OR ON OFILIN(9/ROOF, YiALLB, FOUNDATION (SLAB,
BELOIN-61RADE INALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES; U-FACTORS FOR
FENESTRATION AND THE 50LAR HEAT GAIN COEFFICIENT OF FENESTRATION, AND THE RESULTS FROM ANY
REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TE5TINC7 DONE ON THE BUILDING. VqHERE
THERE 15 MORE THAN ONE VALUE FOP, EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE
COVERING THE LAR6E5T AREA. THE CERTIFICATE SHALL L15T THE TYPES AND EFFICIENCIES OF HEATING,
COOLING AND SERVICE ViATER HEATING EQUIPMENT. NHERF A &AS -FIRED UNVENTFD ROOM HEATER,
ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER 15 INSTALLED IN THE RESIDENCE, THE CERTIFICATE
SHALL L15T "6A5-FIRED UNVENTED ROOM HEATER," "ELECTRIC, FURNACE" OR "BASEBOARD ELECTRIC
15Tr
HEATER," AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE L =0 FOR 6A5-FIRED UNVENTFD ROOM
HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS.
R403.1 CONTROLS (MANDATORY). AT LEAST ONE 7HERM057AT SHALL BE PROVIDED FOR EACH SEPARATE
HEATING AND COOLING SYSTEM.
R405.1.1 PROGRAMMABLE THERMOSTAT. ViHERE THE PRIMARY HEATING SYSTEM 15 A FOROED-AIR FURNACE,
AT LEAST ONE THERMOSTAT PER DIAELLIN& UNIT SHALL BE CAPABLE OF CONTROLLING THE HEATING AND
COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT DIFFERENT
TIMES OF THE DAY. THE THERMOSTAT SHALL ALLOV,1 FOR, AT A MINIMUM, A 5-2 PROGRAMMABLE 50HEDULE
(YiEEKDA'r'S/NEEKENr,>5) AND BE CAPABLE OF PROVIDING AT LEAST TNO PROGRAMMABLE SETBACK
PERIODS PER DAY.,TH15 THERM05TAT SHALL INCLUDE THE CAPABILITr'TO SET BACK OF, TEMPORARILY
OPERATE THE SYSTEM TO MAINTAIN ZONE TEMPERATURES DOV4N TO 55F (15*0) OR UP TO 557- THE
THERMOSTAT SHALL INITIALLY BE PROGRAMMED V41TH A HEATING TEMPERATURE SET POINT No HIGHER
THAN '70'F (21 *C) AND A COOLING TEMPERATURE SET POINT NO L0104ER THAN -7e,.F (2(200). THE THERMOSTAT
ANV/OR CONTROL SYSTEM SHALL HAVE AN ADJUSTABLE DEADBAND OF NOT LESS THAN I0*F.
EXCEPTIONS:
1. SYSTEMS CONTROLLED BY AN OCCUPANT SENSOR THAT 15 CAPABLE OF SHUTTING THE SYSTEM OFF
ViHEN NO OCCUPANT 15 SENSED FOR A PERIOD OF UP TO 50 MINUTES.
2. SYSTEMS CONTROLLED 50LELY BY A MANUALLY OPERATED TIMER CAPABLE OF OPERATINC, THE
SYSTEM FOR NO MORE THAN ThO HOURS.
R405.2.2 SEALING (MANDATORY�. DUCTS, AIR HANDLERS, AND FILTER BOXES SHALL BE- SEALED. JOINTS
AND 5EAM5 SHALL COMPLY kNITH EITHER THE INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL
RESIDENTIAL CODE, AS APPLICABLE.
EXCEPTIONS:
1. AIR-IMFERMEA5LE SPRAY FOAM PRODUCTS SHALL I BE PERMITTED TO BE APPLIED YqITHOLIT
ADDITIONAL JOINT SEALS.
2. 1/qHERE A DUCT CONNECTION 15 MADE THAT 15 PARTIALLY INACOESSIBLE, THREE SOREIA15 OR RIVETS
SHALL BE EQUALLY 5FACEr> ON THE EXPOSED PORTION OF THE JOINT 50 AS TO PREVENT A HINGE
EFFECT.
5. CONTINUOUSLY VqELDED AND LOOKIN&-TYFt LONGITUDINAL JOINTS AND SEAMS IN DUCT5 OPERATINC,
AT STATIC PRESSURES LESS THAN 2 INCHES OF AATER COLUMN (500 PA) PRESSURE CLASSIFICATION
SHALL NOT REQUIRE ADDITIONAL OL05URE SYSTEMS. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE INITH
Vq5U R5-55, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED. DUCT TIGHTNESS SHALL BE VERIFIED BY
EITHER OF THE FOLLOYqlNrv:
1. P05TOON5TRUCTION TEST: TOTAL LEAKAGE SHALL BE LE55 THAN OR EQUAL TO 4 OFM (115.3 L/MIN)
PER ioo SQUARE FEET (q.2q M2) OF CONDITIONED FLOOR AREA V4HEN TESTED AT A PRESSURE
DIFFERENTIAL OF 0.1 INCHES Y4.6.(25 PA) ACROSS THE ENTIRE SYSTEM, INCLUDING THE MANUFACTURER5
AIR HANDLER ENCLOSURE. ALL RESISTER BOOTS SHALL BE TAPED OR OTHERhI5F_ SEALED DURING THE
TEST. LEAKAGE TO OUTDOORS SHALL BE LESS THAN OR EQUAL TO 4 OFM (155.5L/MIN) PER 100 SQUARE
FEET OF CONDITIONED FLOOR AREA.
2. ROU(SH-IN TEST: TOTAL LEAKAGE SHALL -BE LESS THAN OR EQUAL TO 4 OFM (113.5 L/MIN) PER 100
SQUARE FEET (q.2q M2) OF CONDITIONED FLOORAREA 114HEN TESTED AT A PRESSURE DIFFERENTIAL OF 0.1
INCHES 1,4.6. (25 PA) ACROSS THE SYSTEM, INOLUDIN6 THE MANUFACTURER-5 AIR HANDLER ENCLOSURE. ALL
REGISTERS SHALL BE TAFED OR OTHERV,115E�SEALED DURING THE TEST. IF THE AIR HANDLER 15 NOT
INSTALLED AT THE TIME OF THE TEST, TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 5 CFM (5r,
L/MIN) PER 100 SQUARE FEET (q.2q M2) OF CONDITIONED FLOOR AREA. EXCEPTION: THE TOTAL LEAKAGE
TEST 15 NOT REQUIRED FOR DUCTS AND AIR HANDLERS LOCATED ENTIRELY Y41THIN THE BUILDING THERMAL
ENVELOPE. DUCTS LOCATED IN ORAJAIL SPACES DO NOT QUALIFY FOR TH15 EXCEPTION.
R405.2.5 BUILDING CAVITIES (MANDAToRr). BUILDING FRAMING CAVITIES SHALL NOT BE USED AS DUCTS
OR\FLENUMS. INSTALLATION OF DUCTS IN EXTERIOR KALLS, FLOORS OR CEILINGS SHALL NOT DISPLACE
REQUIRED ENVELOPE INSULATION.
R405.3 MECHANICAL SYSTEM PIPING INSULATION (MANDATORY). MECHANICAL SYSTEM PIPING CAPABLE OF
CARRYING FLUIDS ABOVE 105-F (41-0) OR BELON 55-F (15'r,) SHALL BE INSULATED To A MINIMUM OF P,-(,.
R405.5.1 PROTECTION OF PIPING INSULATION. PIPING INSULATION EXPOSED TO YeATHER SHALL BE
PROTECTED FROM DAMAGE, INCLUDING THAT CAUSED BY 5UNLI&HT, MOISTURE, EOUIFMENT MAINTENANCE,
AND ININD, AND SHALL PROVIDE SHIELDING FROM SOLAR RADIATION THAT CAN CAUSE DEGRADATION OF
THE MATERIAL. ADHESIVE TAPE SHALL NOT BE PERMITTED
R405.4.1 CIRCULATIN6 HOT P4ATER SYSTEMS (MANDATORY). CIRGULATIN& HOT NATER SYSTEMS SHALL BE
PROVIDED Y41TH AN AUTOMATIC OR READILY ACCESSIBLE MANUAL 51NITCIH THAT GAN TURN OFF THE HOT
YqATER CIRCULATING PUMP ViHEN THE SYSTEM 15 NOT IN, USE
R405.5 MECHANICAL VENTILATION (MANDATOR'r). THE BUILDING SHALL BE PROVIDED NITH VENTILATION
THAT MEETS THE REQUIREMENTS OF THE INTERNATIONAL RESIDENTIAL CODE OR INTERNATIONAL
MECHANICAL CODE, AS APPLICABLE, OR INITH OTHER APPROVED MEANS OF VENTILATION. OUTDOOR AIR
INTAKES AND EXHAUSTS SHALL HAVE AUTOMATIC, OR GRAVITY AMPERS THAT CLOSE INHEN THE
VENTILATION SYSTEM 15 NOT OPERATING.
R405.5.1 NHOLE-HOU5E MECHANICAL VENTILATION SYSTEM FAN EFFICACY. MECHANICAL VENTILATION
SYSTEM FANS SHALL MEET THE EFFICACY REQUIREMENTS OF TABLE R4o5ai. EXCEPTION: V4HERE
MECHANICAL VENTILATION FANS ARE INTEGRAL TO TESTED AND LISTED HVAr_ EQUIPMENT, THEY SHALL BE
POINERED BY AN ELECTRONICALLY OOMMUTATED MOTOR.
R405.6 EQUIPMENT SIZING (MANDATORY). HEATING AND COOLING EQUIPMENT SHALL BE 51ZED IN
ACCORDANCE INITH ACCA MANUAL 5 BASED ON 5UILDIN6 LOAD� CALCULATED IN ArrOpr>ANrF- YJTH
ACCA MANUAL J OR OTHER APPROVED HEATING AND COOLING CALCULATION METHODOLOGIES.
R404.1 LIGHTING EQUIPMENT (MANDATORY). A MINIMUM OF 5 r-E;1R,'_NT OF PERMANENTLY INSTALLED LAMP5
IN LIGHTING FIXTURES SHALL 13E HI6H-EFFIGAOY LAMPS.
R404.1.1 LI&HTIN6 EQUIPMENT (MANDATORY). FUEL GAS L16HTIN6 SYSTEMS SHALL NOT HAVE CONTINUOUSLY
5URNIN6 PILOT LIGHTS.
REVISION
IMHUL ODOM I %
MTE
1OLIS
4997
REGISTERED
ARCHITECT
RO RIGO E. NOVION
WATE OF W�HINGTON
L4j
NOVION ;5?
�__w
GROUP t--'
INC.
8634B 3RD AVE NW
SEARE WASH 98117
PH(206)361.6133FAX361.6345
APPROVAL STAMP
PROJECT
LU LU t- LU
X P �) ')
E; E X
13)
LL_ <
UA -1
>
LU
Ck LU z
--i in
tj) T-
U)
d�
LU
TS
C) U-) Lf)
CLIENT
FEB 2 1 2019
BUILDING
D 21201b
f�Zr Kn
J.b
Sh-
A-2.0
GLAZING SNEDULE:
LOCATION 51ZE AREA REMARKS
FIRST FLOOR
LAUNDRY
5056
1155
FIXED -SAFETY GLASS
BEDROOM
5080
40.0
TOP FIXED -BOTTOM CASEMENT-555RE55
BEDROOM
bobo
48.0
TOP FIXED -BOTTOM CA5EMENT-555RE55
BEDROOM
5050
24.0
FIXED-5AFE1Y C7L
BEDROOM
5050
24D
FIXED-5AFETY r7L
BEDROOM
60511
525
DECK DOOR UNIT - SAFETY (5L
RECROOM
boqb
51D
DECK DOOR UNIT - SAFETY 6L
RECROOM
3OqO
21D
FIXED-5AFETY 61
RECIROOM
3OL30
24D
FIXED-5AFETY (5L
REOROOM
4060
52D
TOP FIXED -BOTTOM CASEMENT
RECIROOM
4060
32.0
TOP FIXED -BOTTOM CASEMENT
BEDROOM
5080
24D
TOP FIXED -BOTTOM CA5EMENT-55,RE55
BEDROOM
3060
24D
TOP FIXED -BOTTOM CA5EMENT-E6RE55
ENRTY
20bb
15D
FIXED -SAFETY r7LAS5
r7ARAr7E
50141
KA
TRAN50M
SECOND FLOOR
KITCHEN
4056
22D
FIXED-5AFETY r7L
o1NINr7 ROOM
15050
4b.0
TOP FIXED -BOTTOM CASEMENT
DININ6 ROOM
3080
24.0
FIXED -SAFETY rvL
DINN6 ROOM
BOL30
24D
FIXED-5AFETY 6L
VININ& ROOM
608,q
52.5
DECK DOOR UNIT - SAFETY (5L
LIAN6 ROOM
bO5q
52.5
DECK DOOR UNIT - SAFETY (5L
LIVIN6 ROOM
3080
24D
FLXED-SAFETY 6L
LIVIN6 ROOM
5OW
.24.0
FIXED-5AFETY r7L
LIVIN6 ROOM
40L30
32.0
TOP FIXED-130TTOM CASEMENT- SAFETY (7L
LIVINC7 ROOM
bO8q
523
DECK DOOR UNIT - SAFETY (7L
L15RARY
5OL30
24D
TOP FIXED -BOTTOM CASEMENT
LIBRARY
5OL30
24.0
TOP FIXED -BOTTOM CASEMENT
STAIRS
3OL30
24.0
FIXED
STAIRS
50qb
283
FIXED
STAIRS
*30115
35.15
FIXED
OPENIN(9
6OL30
48.0
FIXED
HALLAAY
2066
15D
ANNINC-5AFETY (5LA55
SUITE
505
11.5-5
FIXED
9JITE
505
11.515
FIXED
Pilo
5655
11.3,75
FIXED
Pilo
3655
11.515
FIXED
MBATH
5056
16.5
FIXED -SAFETY CLASS
MBATH
305b
lbs
FIXED-5AFETY 6LA55
54JITE
5056
255
FIXED
SUITE
505b
253
FIXED
SUITE
5056
253
FIXED
SUITE
60ab
51D
DECK DOOR UNIT - SAFETY 6L
BATH
3053
q.15
AMININ(5-5APETY 6LA55
BATH
5053
q.15
AMINr7-5AFETY (7LA55
TOTAL r7LAZIN6 1214.25 5F
OPAQUE DOOR 50HEDULE
LOCATION 51ZE MANUFACTURER # REMARKS
FIRST FLOOR
ENTRY Bo(,a ccvr-oso THERmA-TRu FiBER(5LAsS
VGEG TABLE 406�2 ENER6Y CREDITS REQUIREMENTS
2. MEDIUM DIAIELLIN& UNIT 5.5 CREDITS REOUIRED
PROP05ED: OPTION CREDITS
[a: EFFICIENCY BLD6 EWELOPE 0.5
50: HIGH EFFICIENCY WAO 1.0
50: EFFICIENCY NATER 14EATIWS 05
56. EFFICIENCY NATER HEATIN(7 1.5
lo. EFFICIENT 51.111-DINS, ENVELOPE IA.
FRE-5CRIPTIVE COMPLIANCE 15 BASED ON TABLE R402.1.1 AITH THE FOLLOA11,15
MOVIrICATION5,
VERTICAL FENESTRATION U - 0.2a
FLOOR R__3a
SLA13 ON 6RADE R-iO I"FIRIMETER AND UNDER ENTIRE 5LAE,
EELOA &RADE 5LA5 R-10 PERIMETER AND UNDER ENTIRE SLAB
So. H16H EFFICIENCY HVAC EOUIPMENT:
6A5 FURNACE NITH MINIMUM AFUE OF -14%
So. EFFICIENT AATER HFATINCS SA:
ALL SHOMRHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL
ISE RATED AT 1151 SPM OR LESS. ALL OTHER LA,/ATORY FAUCETS SHALL ISE
RATED AT 1.0 61-M OR LE55.
PROPOSED: SHOAERHEADS- 1:15 rIpm
KITCHEN SINK FAUCET; 1.50 GPM
BATH FAUCETS! 1.0 r1FM
Sa. EFFICIENT YiATER HEATIN& 50�
INATER HEATINO SYSTEM SHALL INfLUVrz ONE OF THE FOLLONIN(st
GAS, PROPANE OR OIL MTER HEATER NiTH A MINIMUM FF OF OAI
NATER HEATINS TO BE rA5- ON DEMAND Er OF 0.114
NA5HINSTON STATE ENER&Y rOr,>F- NOTES:
BUILDIN& AIR LEAKA&E REOUIREMIENT5 To COMPLY P41TH
R402.4. DUCTS SHALL BE IN ACCORDANCE AITH R403.2.
MINIMUM 15% OF ALL INTERIOR LAMPS SHALL BEE HI&H
EFFICACY LAMP5. ALL EXTERIOR LICHTINC, SHALL E3F_ HI&H
EFFICACY LAMF5 PER R404. A RESIDENTIAL ENERSY
COMPLIANCE CIERTIFICATrz COMPLYIN& INITH R401.5 15
REQUIRED TO BE COMPLETED BY THE DESION PROFE55IONAL
OR BUILDER AND PERMANENTLY P05TED INITHIN 5' OF THE
ELECTRICAL PANEL PRIOR TO FINAL INSPECTION.
OARA&E DIAIELLIN& SEPARATION -
DOOR SHALL BE 50LID rOPJ-=, MINIMUM I J" THICK-5r=Li= rLOSIN&
PER R502.5.1. THE 6ARA&E SHALL BE SEPARATED FROM
THE RESIDENCE BY NO LE55 THAN I" (9YP BOARD APPLIED TO
THE rzpARA(5E SIDE. 6ARA&r= BENEATH HABITA5Lr= SPAOr=5 SHALL
BE SEPARATED FROM ALL HABITABLE SPACES BY A MINIMUM
TYPE "X" 6YPSUM Y4ALLBOARD. V414EIRZ- THrz SEPARATION 15
A FLOOR-CEILINS A55EMBLY, THE STRUCTURE SUFFORTINS THE
SEPARATION SHALL BE PROTECTED BY NO Lr=s5 THAN k,
&Y`F`5UM BOARD OR EQUIVALENT. ?qRAP POSTS AND BEAMS INITH
'2" 6YP. PER IRC TABLE R302.6
DUCTS IN THE SARArr= AND DUCTS PENETRATIN6 THEE AALLS OR
CEILIN65 5EPARATIN6 THE DINELLIN5 FROM THr= &ARA&F- SHALL
BE CONSTRUCTED OF A MINIMUM No. 26 &AUC7E SHEET STEEL OR
OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENIN65
INTO THE- 6ARA&E PER R502.5.2
ARTIFICIAL LI&HT REQUIRED FOR HA51TABLE ROOMS NITHOUT
&LAZED AREAS PROVIDINS NATURAL LlrzHT PER R505.1
EVERY DI/4ELLIN& UNIT SHALL BE PROVIDED INITH AT LEAST
ONE PROSRAMMABLE THERMOSTAT FOR THE RBSULATION OF
TEMPERATURFE PEP, R505A
MIN. '7'-0" CEILIN& HEI&HT Rr=OUIRED FOR HA5ITA5LF_ ROOMS,
HALLY4AY5, CORRIDORS, BATHROOMS, TOILET ROOMS, LAUNDRY
ROOMS AND BA5EMENT5 PEP, SECTION R505
TOILET, BATH AND 5HoArzR 5PArE5 PER iRc ao-7 4 F:i&uRE:
R50'7.1: PROVIDE MIN. 5 1 0" CLEAR INIDTH AND MIN. 21"
CLEARENCE IN FRONT OF Y4ATr=R CLOSET; 15" SEPARATION
OF NATER CLO5r=T N6 BATHTUB MEASURED I=ROM ED6E OF
BATHTUB TO CL OF YiAfIER CLOSET; AND, 4" Sr=PARATION FROM
ED6E OF V4ATERCLOSET TO E06E OF SINK. K4LL COVERIN65
SHALL BF_ A NONA55ORBANT SURFACE. SUCH NALL SURFACE
SHALL EXTEND TO A HEI(5HT OF NOT LFESS THAN (5 Fr=ET ABOVE
DRAIN IN 5HO;AIERS OR TUBS Y41TH 5HOINMRS PER R50-7.2.
5NIN6 SHONER DOOR OUTNARD
I
ANY NINVOY4 INITH AN OFFNING LOCATED -72" ABOVE FIN15HF-D
6RADr= AND INITHIN 24"101= THE FIN15HF-D FLOOR OP THE ROOM
IT 15 LOCATED SHALL BE T=IXIEV OR HAVr= OFFNIN65 LE55
THAN 4 INCHES. I
&LASS r=NrLOSL)Rr= D06RS t PANELS SHALL COMPLY NITH
Tr_5T CRITERIA PoR cATrz6aRy ii UNLr=55 OTHERY415F-
INDICATED IN TABLE R505.5.1. BY41NC7 DOOR OUTNARD. SAFETY
,SLAZIN5 is REauiRr=D To Br= Pr=RmANr=NTLy MARKED
PER R508.1. I
TYF. BEDROOM IAIINDOV4� TO COMPLY INITH R510,
EMERISENCY E&Rr=55 5.-T SF MIN. NET CLEAR OPENINS:
20 INCH MIN. CLE-AR OPIEENINC7 HIDTH,
24 INCH MIN. CLEAR OPIENIN& HE16HT,
AND 44 INCH MAX. SILLIHEir-SHT
I
IRC 510.1 - NHERE CASEMENT NINVOINS ARE USED FOR REQUIRED
rESIRESS, THF=_ NINDOY4 SHOULD Br= ALLOMD TO OPEN A MINIMUM
or- -io Dr=&Rrms PROM Z'LOSr=r,> 1-051TION AND IN OPEN POSITION
SHALL NOT REDUCr= THr=, REQUIRED INIDTH FOR BsRESIS
STAIR YqIDTHS AND HALL1Y4AY`5 SHALL HAVr= A MIN. rLr=ARANCE
OF 56".INCHIEE5 PEP, IRO'REIII.6 AND R511:7
ITHE MAXIMUM RISER HEIrzHT SHALL Be -T J,,. THr= r_,REATr=5T
RISER Hr=*HT SHALL NO� ExrFr=p THE SMALLEST By moRr=
THAN J" PER R511.1.5.1. TlHr= MINIMUM TREAD DEPTH SHALL
BE 10". THr= &REATIE-57' TREAD DEPTH SHALL NOT EXCEED THE
SMALLEST BY J" Pr=R IR8 RSIL-7.5.2. STAIR Y41NDERS, SHALL HA\,r=
A MIN. TREAD 12EPTH O� b" AT ANY POINT AND A MIN. TREAD
DEPTH OF 10" MEASURED AT A POINT 12" FROM THE SIDE! YiHERr=
THra TREADS ARE NARR6Y41ER. THE &REATEST ININDER DrEPTH AT
THE 12" Y4ALKLINE SHALL NOT EXCEr=D THE SMALLEST IBY
PER R511.1.5.2.1
57AIRV4AY5 SHALL BE ILLUMINATED 4 CONTROLLED 5Y 51NITCHE5
LOCATrzr,> AT E30TH TOP AND 50TTOM OP STAIRS PER R305.1
6ARA(5r
= SLAB SLOPE TO DRAIN TOViARDS (SARA6E DOOR
PER R56eti I
&AS MRIEPLACE (DIREC+ \/r=NT) FIROVIDF b So INCH OUT51DF-
COMBUSTION AIR I
FREFABRICATIEED PiRIEFLIACr= To Br: Tr=5TED IN ACcORDANcr=
Y41TH UL 12'7 AND SHALL I Br= INSTALLED IN ACCORDANCE INITH
THE TERM5-OF THr=IR LISTIN6 AND THE MANUFACTURERS
INSTRUCTIONS PER IRC R1004.
HEARTH TO Br= CON5TRU I CTED OF NON COMBUSTIBLE MATERIAL.
HEARTH EXTENSIONS SHALL FXTr=NP AT LEAST 16" IN f=RONT
AND AT -LEAST 5 INCHES BE'Y'OND EACH SIDE OF FIREPLACE
OPr=NIN,6. FOR FIREPLACE OPENIN65 (o SQUARE Fr:ET OR LAR&ER
THr= HEARTH FXTEN51ONS SHALL ]=-XTr=ND AT LEAST 20 INCHr=S
IN FRONT AND AT LEAST 12 INCHES BEYOND EACH SIDE OF THr=
FIREPLACE OPF_NIN6 PEP, 5Rr, RIOOI.10
CLOTHES DRYER SHALL BE EXHAUSTED TO THE OU75IDF_ OF THr=
BUILDING AND INDEPIEENDENT OF ALL OTHER EXHAUST SY5TEM5
PER M1502.2. THE CLOTHES, VRYrzR EXHAUST DUCT SHALL
NOT FXCEr=D 55' IN LEN(STH FROM THE DRY`r=R LOCATION TO THr=
EXTERIOR TERMINATION. THrz MAX. DUCT LEN&TH SHALL BE
REDUCED BY 2.5 FT FOP, EACH 45-DBSRr=E BEND AND 5 IFT FOR
EACH '70-DEOREF5 BEND PER TABLE MISO:2.4.4.1
MTr=P, HEATERS SHALL BE INSTALLED IN ACCORDANCE Y41TH THE
MANUFACTURERS IN5TRUrTION5 PER IRC CHAP 20, 2442e,
KALL KAL
U-4
C A NOE
KALL
rCLEARLANOE
KATER CL_65��
�t5
L 0'-4- NALL nALL
vc
AATr=P, CLOSFT
OR 51DF-T
KALL
CLEARANCE! IN
I MINIMUM FIXTURE CL
RU-N
4997
REGISTERED
ARCHITECT
RO RIGO E. NOVION
STATE OF W�HINGTON
f=
NOVION L!"?
GROUP
INC.
8634B 3RD AVE NW
SEATILE WASH 98117
PH(206)361.6133FAX361.6345
APPROVAL STAMP
PROJECT
LLA LLI t- 111A
1= �) Q
D_ =3 - X
LL-
LL <
< LL
Lu
>
LLI
to (f)
Lu
is w d3
Fn'
CLIENT
R PH C E 0 VE D
FEB 2 1 20`113
BUILDING
D 2/2011
Rn Kn
Sh-t
A-2.1
SMOKE DETECTOR COMPLY INITH IRC R514 -110 VOLT- INTERCONNECTED -HARD AIRE BATTERY BACKLIP-INSTALL PER MANUF RECOMMENDATIONS
>
.03
>
CARBON moNoxior: ALARM COMPLY NITH IRC, R515 AND UL 2054 -INTEROONNECT-HARD Y41RE BATTERY BACKUP INSTALL PER MANUF RECOMMENDATIONS
EXAUST FAN ALL EXHAUST FANS TO COMPLY ViTH IFZ CHPT 15
FAN CAPABLE OF FIVE AIR CHAN&E5 PER HOUR. VENT DIRECTLY To EXTERIOR THROUr5H SMOOTH RIC710 NON
-j�
-- a a Xi
(p Q, 43
0,
>
rm, E: % 0A
100 CFM MIN. INTERMITTENT OPERATION,
<
AB50RBF-NT DUCT5. VMINIMUM 015TANCE FROM VENT ININDOA. KITCHEN
OUTSIDE BUILDIN6 AND
m
70
< E:
BATHROOM 50 CFM MIN. INTERMITTENT OPERATION, EXHAUST DUCTS SHALL TERMINATE THE
rn
IT,
SHALL BE EQUIPPED YTTH BACKDRAFT DAMPERS.
9-1
AHOLE HOUSE FAN ALL VENTILATION MUST COMPLY KTH THE 2015 INTERNATIONAL RESIDENTIAL CODE. IRC M15013
ul
Z 10,0
-rf!
PRESCRIPTIVE METHOD -TABLE 150133(l). 4 BEDROOM -AND AS AMENDED BY TABLE MI5O'1.33(2)-5Y5TEM DE516NED
>
TO OPERATE CONTINUOU5LY. qO CFM MIN REQUIRED. qOrFM PANASONIC INH15PERC-REEN FV-OqVFH5 PROPOSED. 1.0
MAX 50NE RATINCS AT OY' k4ATER C7AU6E-.05 SONE5 ACTUAL TESTED. INTE(5RATED 5YSTEM-FRI5514 AIR SUPPLY
THROU614 k4INVOA FORT. EACH HABITABLE SPACE TO HAVE AT LEAST ONE AINDOA NITH A ININDOY4 FORT.
Z:
< >
> U3
�91M]501-1, FXHAJ5T5 SHALL TERMINATE omooR5 ANo NOT IN Arn, qoFFITs, Rlo6E
;p ;p A6 7a 70 70 X X <
00,
VENTS, OR r-RAVC SPACE-. KITCHENS, BATHROOMS, AND LAUNDRY E*IAU5T
TERMINATIONS TO EXIT THE STRUCTURE Y41TH OLMANGE5
GARASE DPELLINO SEPARATION-
LF
DOOR SHALL BE SOLID CORE MINIMUM 19" THICK -SE rLOBIN6 PER IIRL
x
>s;
x
A
1§ Fl,
MEETIN6 SRO M1506.2: NOT LE55
THAN 5 FEET FROM PROPERTY LINES, 5 FEET FROM OpERA13Lr: AN12 NON-OpERA13LE
OPENINC-5 INTO
RSO2,51THE &ARASE SHALL DE SMPARATED FROM THE RESIDENCE BYNO
LESS THAN I' &YP BOARD APPLIED TO THE SARA&E SIVE. SARAGE BENEATH
:K e
THE BUILDIN6 AND 10 FEET FROM MECHANICAL AIR INTAKES EXCEPT HHERE
THE OnNINC, 15 LOCATED 5 FEET ABOVE THE AIR INTAKE.
HABITABLE 5FACE5 SHALL BE SEPARATED FROM ALL HA51TABLE SPArB5
'X` OYPSUM AALLBOAJ;V. VVERE THE SEPARATION 15
SEC R402.4 BUILDIN& AIR LFAKAc7E
BY A MINIMUM I- TYPE
A FLOOR--EILIN5 ASSEMBLY, TH� STRUCTURE! 5UPPORTIN& THE SEPARATION
Jrn
FOR EACH VMLLINS UNIT, AIR LEAKACE SHALL NOT EXCEM 5 AIR CHAN6ES/ HOUR AND
SHALL BE TESTED AS SUCH
5HALl. BE PROTECTED BY NO LESS THAN I" 6YPSUM BOARD OR EOUIVALIENT.
ARAP POSTS AND 554t�S NITH I- SYR P5;Z IRZ TABLE R502.6
(3
A MITTEN REPORT OF THE AIR LEAKArE TEST pEWLT5,5HALL BE 51rNED By
�a
THE TE5TIN& PARTY AND PROVIDED To THE 5)ILDIN6 INSPECTOR, PRIOR To CALL FOR
61�r, 02406.2 - SMUIP,L�AW APPLIANCES HAVINr AN IONITION 50LRr-E 5HALL 13E
M"ATED VZH r4AT THE 90L%CE � THE I�ITIM 19 AT LMAST 16' A50VE � rWM
;K
z -
FINAL INSFIECTION.
A HAZAFWCM LOCAT
A�N
PROTWT f1koH AUTO IMPAOT
1
U3
m
61-01,
M)
?R
0
L
rl
Lr_
jtp
I>>-
:Z:
T 'n g� 68
>
P70
7-2 > �--
DARm'—ZO A,,
F:K -6�
MW
> M T3,
x T, c,
Am-lim-N
,� wr
M:K mo
>
T
U
m W, la rkp gl�
6>2 TO p
m IT m -0
ul
mm
Hgm
qh"�m,
Wril
X
(D / 0
TRI
24'-0"
FAIRNIN05 PEVELOPMENT
15110 NE 111TH FL, 5UITE lq4
C=)
c:5
NOOPINVILLE, AA IbO12
M
425.3qE55151 - OFFIOE
A
425.452.2136 - FAX
ARRIFICTURI
ROOF PLAN
LOT 3
r,RA& SPA(:�E PLAN
LOT 5
REVISION DAM
49947
REGISTERED
ARCHrrECT
I RO RIGO �E.NOIIAON
u- n.,
NOVION
GROUP
INC.
8634B 3RD AVE NW
SEATU WASH 98117
PH(A)361.6133FAX361.6345
MNER/CIJEW
LU tu T-
Y- P Co
x
ti-
tu -j < LL-
Lo
Lu
:z
IN (14
LL
APPROVA� M�P-
RECEIVED
FEB 2 1 2013
BUILDING
2/2011
1/4"= 1. 0.
Rn
J.b #
S�..t
A-3.1
MAX ALLON HE16HT: 155.14
RAIL M5T: I
ROOF: 152.0
SECOND FLOOR: 122.0
LIR5� FLO�R: 111.0 AVERA6E I
MAX ALLON HF16HT: 155.`14
�NEST ELEVATION
E-1
SOUTH ELEVATION
m
ROOF: 1335
SECOND FLOOR: 123.5
q4997 REGISTERED
ARCHrrECT
'U RO RICO E. NOIA70N
NOVION LR
GROUP "-j
t--)
INC.
8634B 3RD AVE NW
SEATTLE WASH 98117
PH(206)361.6133FAX361.6345
OWNWcum
tu r
6 "U3
d�l — x
LL <
Lu g <) LL
> OL
1.11 x-
p tff-1
in cl
Lu :;—r CA
IL "q- 't
APPROVAL STMP
FEB 2 1 2019
BUILDING
D.t. 2/2OIq
s-1,
1/4"=I'O"
D—
Rn
Sh-t
A-4.0
FIR5T FLOO
ROOF: 135.5
MAX ALLON e6HT. 135A4
EA5T ELEVATION
;.r,
5ECOND FLOOR: 125.5
— - — - — - Ila
El
FIR5TFLOOR: 112.6 lE
NORTH ELEVATION
SECON12 FLOOR: 122.0
--E95T FLOOR: I 11.0
RMSION
DAM
4 49'
997
REGI—ED
MC _
VS ARCHrrECT
RO RIGO E. NOIAON
---'G.01
NOVION
GROUP L-W
INC.
8634B 3RD AVE NW
SEAME WASH 98117
PH(206)361.6133FAX361.6345
CMER/CUM
Lu LLI
DL X
<
Lu
1-u
i n-
==4 r-
> al
Ci
'cl 'cl,
<
IL It
AP�& nAMP
FEB 2 1 2019
BUILDING
_2/20lq
D.-
Rn
J.b #
Sh.e
A-4.1
CONSTRIZZON NOTES,
PROOF CONSTRUCTION
Tpo ROOF SYSTEM-CLA55 5
INSTALL FE 'ATION5
R MANUFAO. GPBOIFIr
514'T'r, PLM. EXT. APA CDX
ja�� MFG TRUSSES @ 2-VO.O. - SEE FRAMING, PLAN
TAPPEREP TRUSS OR 2X "RIPPERS" SLOPE TO DRAIN 114" PER rT
W RND FLOOR DRAINS AITH STRAINERS - SEE DETAIL
gRAIN To LOMST POINT
CONNECT TO ROOF DRAIN G`r5TE
DO NOT TIE INTO FOOTING DRAINS
OvERFLON VRAIN5 INSTALL 2" ABOVE ROOF SURPACE
R-55 INSULATION-
5/5" PLASTERBOARD
SIM STRUCTURAL PLANS FOR ALL FRAMING INFORMATION
EKMRIOR KALL CIM7JYIIQN
KWIE SIGNS
TYVIEK HOMERW
1/2' 'DX FM- �, 055 OFT.
e
2X6 ST"5 @ lbw 0
IZ-21 BAIT IP5ULATION
KRAFr PAPER AARM SIDE
1/2. GAS.
frM KALL SHEATH NAILIN& - UPD)
5d : VOL. ES76E NAIL
bd 12'OL.FIELDNAIL
(ALL B(rER OR YEAT�M EXPOSED aFFACES SMALL HAVE NEA1�lfft RMISTIVE BARMER
EXTERIOR OMINS5 SHALL BE PLA%W IN A MARiER TO MAKE THEM MATERPROOf)
ZVTMOR JOIWS AT OPEN N66 541 AS DOORS. KIM
SETMEN MILL AND ROOF = BE WAM &MLPX
LIMIT AIR LEAKASE FIR WIX, 902.43)
STAIR CONSTRUCTION
I Y2" PIPE HANDRAIL. HANORAIL5 ADJAOE�
SPACE or NOT LESS THAN 1 YY BI I
HANDRAILS (SEE DETAIL SISLON.
INTERIOR RAIL TO BE C-ONTINUOU5 FOR TH
rL:&HT, FROM A POINT DIRECTLY ABO
FL &HT TO A Po NT DIRECTLY ABOVE LOP
HANDRAIL ENDS SHALL Be RETURNED OR
POSTS OP. SAFETY TERMINALS.
NAMPRAI L HEIGHT, MEASURED VIERTICALL:
ADJOINING THE 11READ NOSING, OR FINISH
5SALI- BE NOT LESS THAN 54 INCHES AND
W-W MIN. MEAD CLEARANCE MEASURED N,
5LOPFD PLANE AP-41ININO THE TREAD Nc
SURFACE Or THE LANDING OR PLATFORM
S.5XII Y400D TREAD- ATTACH TO GILES rA
ANGLE.
OPEN R SER
5 '"If SL0 CARRIAr r (EACH SIDE) ATTAC
SIMPSON CITS CONCEALED HANGER.
(rRAM 5FAC.15)
5/4" wX Tso PLYNOOD (SUPS 4 RAIL) 9
r
_L-OOR JOISTS. - SEE FRAMING PI.AN
R-56 11SULATI011 III I
O"r
=p
. 5TEMI
2X& PRESSURE
TREATED PLATE
515XIO ANCHOR SOLT P41TH AASHISR 5XIS,
12" FROM CORNER
MOOD IN CONTACT W CONCRETE TO BE
r'pg����CTION
4
A &X& Y4 AX1.4 MM
LAP ONE MESH
VAPOR 51 MIL VISGUEEN)
6" MIN. GRAVEL
OVE STRUCTURAL PILL
PROVIDE CONTROL JOINTS
4" RJND PLASTIC, T16HT LINE
DOVINSPOUT DRAIN. TIGHT LINE SEFARAT
4" RND PERr. PLASTIC FOOTING DRAIN A
CLOTH LINE IN GRAVEL TIGHT LINE INIlIB--
APPROVED DISCHARGE
12
FT.
C—T
m i� -LID
TO � LO�T -INT -K—T
— Im TO
IPdP
SETION A -A
SCALE: o..
49947 REGISTERED
RC __
ARCHrrECT
RO RIGO E. NOWN
O� �WMHINMN
NOVION
GROUP
INC.
86340 3RDAVE NW
SEATTLE WASH 98117
PH(206)361.6133FAX361.6345
OWNEVC—
Lu
x
C) ItY IL
lu
La
7;; -2=
w
FEB 2 1 2019
BUILDING
J.b #
s—
A-5.0
STAIR CONSTRUCTION-1
1.5" 1.5" PROVIDE SOLID BI AT KAL-5
FOR PROPER ATTACH OF RAILIN6
lo"
SLOCK AS RBQV
DE MIN. 5/5' TYPE
SYPA USABLE ENCLOSED SFACZ
UNDER STAIRS AT SAWS
qO# FELT
SIMPSON AINSLIE! BRACKET
STAIR CONSTRUCTION
I IJT PIPE HANDRAIL MOUNT I I/TFROM
NALL
RAIL TO BE WNTIRM FOR THE FULL
LENSTH OF TIE FL16+17, FROM A POINT
DIRECTLY ABOVE THE TOP RIVER OF
THE FL16HT TO A POINT DIRE' TLY
A50VE THE LONEST RISER OF THE
FLI&HT.
HANDRAIL ENDS SHALL BE RETURNED OR
SHALL TERMINATE IN WOEL "IS OR
SAFETY TERMINALS.
V-VMIN. HEAD CLEARANCE.
1 1/4' PLYHOOD' TREAD 6LUE
5/4- PLYAOOD RISER BLUE
Li
2X12 MIMERS 0 12"
IX12 APRON
MMlN.9Vb'6YPA
USABLE ENCLOSED SPACE UNDER
STAIRS
SIMPSON LS ANS115IS)
2X4 5TiFFNER
OPENINI FOR REOU RED GUARDS ON THE
IR
W)E5 OF STAIR TREADS. OPENING BETVAEEN
TREA175 SHALL NOT ALLOY4 A
INC,HES To PASS THROUGH.
REFER TO 5TRLrTURAL DRANNSS
FOR FRAMIN' REOUIRMIENTS AND
DETAILS
PER R302.11 PROVIDE FIRMISLOOKIM
5ETHSEN STAR STRIN&ERS AT THE TOP
AND BOTTOM OF THE RUN
SIMPSON HUW 210 HANI
CONCRETE STAIR ON GRADE
5pC
FANDRAL PER '
11/2'PIPEPAL
W ABOVE NOSM
4" SLA13 ON GRAD 6"
RMISR.
12"
B.A.
NOSE BAIRS(TYP)
4'MIN SLAB THICK
11119 11 STAIR CONSTRUCTION-2 11
STAIR CONSTRUCTION
I Y2'PIFE HANDRAIL. HANDRAIL$
ADdACENT TO A NAU SHAI.L HAVE A
SPACE OF NOT LESS THAN I VIBEMEEN
THE KALL AND THE HANDRAIL5 (50
VETA L BELON.
=OR RAIL TO BE CONTINUOUS FOR
THE FULL LEOT14 OF THE FLIGHT, FROM
A POINT DIRECTLY ABOVE THE TOP
RISER or THE FUSHT TO A POINT
DIRECTLY ABOVE LONEST RISER OF THE
FLI&HT. HANDRAIL ENDS SHALL BE
RETURNED OR SHALL TERMINATE IN
NEIEL POSTS OR SAFETY TERMINALS.
HANDRAIL HE16W, MEASURED
VERTICALLY FROM THE SLOPED PLANE
A=INN6 THE TREAD NOSIN6, OR
FIN SH SURFACE OF RAMP SLOPE, SHALL
I
BE NOT LESS THAN a4 INCHES kV NOT
MORE THAN 58 INCHES.
V-D'IMIN, HEAD CLEARANCE MEASURED
VERTICALLY FROM THE SLOPED PLANE
ADJOININS THE TREAD KOM OR FROM
THE FLOOR SURFACE OF THE LANVIN&
OR PLATFORM.
9SX11 P4000 TREA17- ATTACH TO 61-5
CARRIA&E 11IT14 SIMPSON TAIOZ ANSLE.
OPEN RISER
5SX11 ( LI3 CARRIME OCH BIZ
ATTACH AT TOP AITH
SIMF50N CM CONCEALED HANSEK
WARD ATTACHMENT TO COMFL'r KITH
TABILLE R501.5
GUARDS AN" HANDRAILS SHALL
INITHSTAND A 200*1 HOlIZiDNTA- FORCE.
.UAF. INI ILL. COMPONENT SHALL
NITHSTAND A 50# HORIZ APPLIED
NORMAL LOAD.
le �;�Zz
REGUIRUED WARDS SHALL NOT HAVE OPENINGS
FROM THE INALKINS, WIRFACE 70 THE REQUIRED
GUARD HEIGHT THAT ALLON PASSAGE Or A
SPHERE 4 INI IN DIAMETER
STAIR HIDT�r. AID RALLMY5 SHALL HAVE A
MIN. CLEWNCE
OF 06' INCHES PER SR0 R311h AND R5111
MAX 12"O'VERTICAL R15E PER RSII.1
THE MAXIMUM R15ER HEI&HT SKALL BE 11'. THE
GREATEST RISER HEIGHT SHALL NOT MEW THE
SMALLEST BY MORE THAN P FER 5RC P311.1.4.1.
THE MIRKM TREAD DEPTH SHALL BE 10'. THE
SREATE5T TREAD DEPTH 5HALL NOT EXCEED THE
SMALLEST BY k. STAIR Y41NDERS SKALL HAVE A
M N. TREAD DEPTH OF 6' AT ANY POINT AND A
MIN. TREAD DEPTH OF IO'M!-ASlJREv AT A
POINT 12' FROM THE SIDE NERE THE TREADS
ARE NARROVOt THE GREA)IS.T ANDER DEPTH
AT THE IT 4ALK-INE SHALL NOT EXCEED THE
SMALLEST BY J'PER SRZ R311.142
STARMY5 SANILL BE ILLUMINATED 4
CONTROLLED BY
SAITCHES LOCATED AT BOT14 TOP *0 W70H
OF STAIRS
PER RL R3.03.6 4 RwSh.I
FOUND/SLAB CONST. - GARAGE
W EXTERIOR WALLS, WOOD FRAME
16A 912 W. NP 8105 1
EXTERIOR 51DE: O�. IW' 48" .1d. 51W
M.� .1 W GYPSUM NALLBOARD, SYP5UM SHEATHING,
row SIUDS
'd loll- -1,1,1, 0 p—
EXWrIcr
,I.ddN t� la� �tW�.d �,rmqh 6.thlq to
=SIDE
'd, ==.
blld r m
I �Nr"" 'th 6d
,oatad .11/5 A.�, 1/4"
hwds, 7,Ill (L=l2AoW`Nq6l)S
Thl,W- V"?.�
m I f
" 5510
(UL R3501-41,46,4-11-65,
T UL D" -;
UL R11142q,71-22-10,
UIL V..iq, UBI4)
DECK RAIL CONSTRUCTION
RUEOUIREV r.UAPJ;5 SHALL NOT HAVE OPENINGS
FROM THE AALKINS SURrA0E TO THE Rr:GUIFJ!D
CUAFD IGHT THAT ALLON PASSAGE Or A
REFER TO STRUCTURAL FOR SCREN
SPHE INCHES IN DIAMETER.
51RACING, AND CONNIBOTION INFORMATION
FOR REWIRED
GUARDS SHALL NOT ALLOIN A
SPHERE 4 INCHES TO I -ASS
THROUGH.
INPILL
F ETAL
lu
MOUNT DOOR ON
POST
2>(O PRZS TREAT
PLATE. rL.151-4 AS
—rrKVX5' YV H55 2"X2`Xj"
rp
�OVIVS BILL I -AN
MOUNT RAIL ON
(A)J"o X 4 �'LAG ECREA
bXb PRESS.TPEAT
5,S, IV MFM13EFZ
PLATE. AA17ER PROD
AS Rzo
-IA ell!12 4 GASKET
FLOOR DRAIN
11
RE l;;. �To rRUrTU FOR RAIL
ATTACW 5C MA 5PAVINS AID
WNNECTION INFORMATION
METAL DRIP ED
PRIMED ATTH 20
6ACOFLEX 66 'YSTEM
6X SOLID BLOCK OR '015T
AT RALINS CONNECTIONS
x
2X4- IFE MOD TLE MCK11,16
INSTALL MR MANUFAC. SPECIFICATIONS
LEVEL PEDESTAL SYSTEM
TFO ROOFINO SYS
ACOFLEX 05 TAPE
INSTALL PER MAMMA(, SPECIFICATIONS
AULK
V4'T#6 P-00. EXT. APA A0
W 2X SLEEPER FOR SIM
91.01FE TO MIN 1/4" PER PT.
JOINT
2(JIOIST5 @ 161 OL.
SLOPE TO DRAIN 1/4'PER FT.
:I/2XS TUBE RAIL, YEDED CONNECT.
V2XS TUBE P05T @ IV O.C. MAX. IB" FROM CORNERS.
(qO X 4 � LA6 SCREM INTO SOLID MEMBER
PROVIDE SCRIN CAULCKIN& PRIOR TO
I*TALLIN6 IN SLIS+TLY UNDERSIZED SCREA HOLES
BASE PLATE CASKET
LYAOCV
HEAVY MUSS FLASH CAP OVER SLOPISO SPACER
V RHO FLOOR MINS KITH STRAINERS
MIN
DRAIN TO BE LOVIE5T POINT CONNECT To ROOF DRAIN SYSTEM
DO NOT TIE INTO FOOTINr DRAIN5
MIN - PLYWOP
4'Xb" OVERFLON SCUPPERS, INSTALL 2' ABOVE PECK SURFACE
NOT TO VALE
&ArOFLrX MCK
FABRICATED MSTAL SCUPPER
SACOFLEX " TAPE 5Y5T`M
SAC,OFLEX MCK COATIN&
6ACOFLEX 66 TAPE 5Y5TEM
RIN6 SHANK NAILS
METAL. Sl-UPFER.
INSTALL SOJFPER TABOVE DRAIN
FOOTING / WALL CON.RUCTION
ST
EXTEI JOINTS AT OPENINGS SUCH AS
DOM, KNOCKS, BETHEMN KALLS AID
FOUNDATION, BETINEEN KAU AND ROOF,
SKALL BE 515N.VD, CAULKED, SA5KZTEV OF.
HATHERSTRIPPED TO LIMIT AIR LEAKASE
fffi77
PER PGEC 502 4B
CRAPt! PACE
Z
6 MIL POLYT TillrLENE VAPOR
fMrAMZR_
11
M ROOF CONSTRUCTION
ROOF FL&�dINS
PROVIDE VALLEY FLASHINS PER 5114
405.2b.5 AND FLASHINS AT ROOF
JMIVPa NTH VERTICAL SURFACES.
Fez SR6 III
2-94- IFE �000 TILE-
ITRUCTION LEVEL FEDEBTAL SYSTEM
BYSTEM-01 ASS 5 INSTALL PER
MANUPAC' SPECIFICATIONS
514- T46 FiW. EXT. APA COX SLOPE
JOI a 16, O,C..- SEE FRAMINS
MRIPq!W=P!T0VRAI
2X I"' --
DETAIL
MIN TO BE LOAMT POINT CONNECT To — — — CCITT METAL Pu
AL
ROOF DRAIN SYSTEM CLOSURE STRIP
00 NOTTIE 11 _O.. .1.
r
OVERFLOA DRAINS INSTALL 2' ABOVE
SURFACE
R-38 INSULATION
&NE
SEE STRU011RAL PLANS FOR ALL FRAMNS
INFORMATION 4 NAILIK6 RWUJREKNTS
RDOF SHEATH 50LID ELOCKINS AMRE
� IS CFEA
UNDERSIDE OF EAVES
RAIL OF THIS
FALRENTMIN S' OF
PROPERTY I -I
YY LINE
_ _
P,AFTER BAY �Vlm 21 . R
aEME
r _1
TYPICALL a I_
Vwomm BE
TRU55 BLOCKIW T� 'm
a__
NTH Ill. MRS
SIHEATHIN&
VENT ARZA- 2*= 12 NTH I.. MIH TO
ROOF CONSTRUC
FLOORIWALL CONSTRUCTION
"DINS APPRDVED COWTiON-RESISTANT PLASHIN& EXTERIOR M-LS 5HALL USE M K
TYVIK Hommmw FER RIOSA HEATHERIZATION SYSTEM
la COX PA. (a, OSS) TYVBK COMMERCIALINRAP
2X& STUDS @ 161 O.C. ALL EXnRIOR OMIN65 SHALL BE FLASHED IN TY`VBK CONTRACTOR TAPE AT
R-21 BATT INSULATION A MANNER To MAKE THEM AATERFROOF PER OVERLAPPED SEAMS
KRAFT PAPER nARm SIDE IRC 103.4 NINPOYG AV DOOR OPENINS6 1: 1 BE
V7 &AB. NRAPPED, CAULKED AND FLASHE 1) PER —
EXTERIOR AINDON AND DOOR OPENINS6 LIVER TYVEK INSTALLATION WIDELINE!
li�— INS - UNO THE DOS OF MAWNARY, AOOD COPINSS AND
. . ft� SILLS.
Ed o IT OZ. FIELD KAIL CONTINUOUSLY ABOVE ALL FROXITING MOD
TRIM.
ALL EXTERIOR HEATHER EXPOSED EXTERJOR PORCHES, DECK5 OR STAIRS
SURFACES SHALL 14AVE MATHER ATTACH TO A KAL. OR PLO
" FLO
RESISTIVE BARRIER PER SIM R105.2. MOD FRAME CONSTRICTION
AT KALL AND ROOF 1—TIO AT
ALL EXTERIOR OFENIN&S SHALL BE IN &UTTERS.
MASHED IN A MANNER TO MAKE THEM
KATERPROOF PER IRC 103.4
Y41NPOM AND DOCORS, TO BE NET
' D I'
EXTERIOR JOINT5 AT OPENN&S SUOH AS MANUFACTURERSSMnCIFICA
DOORS, Y41NXYG WrAEBN KALLS AND
FOUNDATION, 5ETYM KALL AND ROOF, FINISH FLOCRINS
SH,-L- BE 5EALM, CAULKED, 6ASKEKED 5/4'GPX T0 PLYMOD OLUE 4 NAIQ
OR AEATHEIRSTRIPPED TO LIMIT AIR $PAN RATE 45)24
LEAKASE PER SEC 50243 2XV V0.0 - SEE FRAM No"
R-33 BATT iN5ULATION - KRAFT PAPER
MARM SIM OVER UNHEATED 1/2'GM
REFER TO STRUCTURAL DRANNS6 FOR
SHEAR NAILIN5 RMIREMENTSAND
SHEAR!"XIL CONNECTIONS
FOOTING/ WALL CONSTRUCTION
CONCRETE SLAB
A 6Xh A IAXt.4
LAP ONE MESH
VAPOR BARRIER
e MIN. &RAVEL
PROVIDE CONTROL JOINT5
4'RND "TIC, TINT LINE DOVOLq'CVr
DRAIN. T1644T LINE SEPARATE TO
APPROVED D1504AR6E
4' W PEW. "TIC. FOOTING DRAIN
AS SHOAN MAP IN FILTER CLOTH, LAdD
IN 6RAVEL. T16K LINE INDEPENDENT OF 0 0
OTHER DRA H5 TO APPROVED
DISCRARSE ..............
0
REFER TO STR14TURAL DRANNS5 FOR
5HEM NAILINSAMPORA61!
RESUIREMENTS I FOUNDATION DETAILS R-10 M61D INSULATON- 24'AIDTH
PERIWrl-:R $ UNDER ENTIRE SLAB
�?2
F,t
—SION
mu
4 997
44'17
REGI—ED
ARCHITECT
T`
R0 RIGO E. NOMON
NOVION
GROUP
INC.
8634B 3RD AVE NW
SEATILE WASH 98117
PH(206)361.6133FAX361,6345
OWNM/CUBT
4-
X
LL
ck 'r-
Ck
Lu
51
ui ui
ILL So- 4t
I AppIuw& nmp
Pil C-CEOVED
FEB 2 1 2019
i3UILDING
D- 2/201�
s.j.
7�#
s—
D-1.0
SHEARWALL SCHEDULE SWEXP
Notes apply as called out in table below.
, Anchor bolts embedded at least 7", or expansion anchors embedded at leastV. See detail SWR
2 *MASAP can be Installed instead of sill bolts with washers. When replacing 1/2"0 sill bolts use 7-10dxllh"
nails (minimum nailing) and when replacing 51s"O sill bolts use 9-10*11h" nails (maximum nailing).
3 See detail SWIF. Connections vary depending on condition. 3a Substitute 16d toe nails @ 8"m for *A35.
4 See detail SWR.
5 See data! SWEL
6 Abutting panel edges require a 2-2x (lamination connection same as WALL BASE PLATE), 3x� or greater stud.
7 See detail DSW.
8 The plate washer shall extend to within 1/?of the edge of the bottom plate that receives the sheathing or rim.
SHEAR FLOW CONNECTIONS SPACING EWALL SHEATHING
SILL -TO -
FLOOR -TO -1
ROOF_TO
WALL BASE PLATE
CALL
CALL
LL
SHEATHING
EDGE
FOUNDATION 1, 2
SIU_ & WALL]
3
WALL 4
3
OUT
CUT
OUT
THICKNESS
I
NAILS
5/81V @ 6U'oc or
*A35 @
*H1 @
16d @ 10"oc
A
6
61
7/16-
8d @ 6"oc
1/2"0 0 60".
48?'oc 3a
24'm 4a
-9/8,g @ 49'm or
*A35 0
*LS50 @
16d @,Voc
B
4
7116'
Sol @ 4"oc
1/2"0 C& 12"OC
IV'oc
2,Voc 4b
[44,
5/8'10 @ 3Zoc or
,A35 @
*LS50 @
16cl @ 3"oc
C
3
7/16" 6
8d 0 3�oc
1/2"0 0 24`0C 8
16,oc
16Poic 4b
IWO @ 2,V'oc or
#A35 @
#LS50 @
16d @ 2"oc
D
2
7/16" 6
Eld @ 2"oc
'/2"0 0 16"m 8
12"m
127oc 4b
5/8"0 @ I.Toc or
*A35 @D
#LS50 0
7/16- both
Ed @,Vloc
1/2"0 @ 12"M 8
8"oc
8"cx, 41,
sides 6,7
HOLDOWN SCHEDULE
1 Deepen the foundation as needed to provide the required holdown embedment Into the foundation wall.
See Detail MHE
2 Fasten to the end framing members ofthe shearwall, u.n.o.
3 FOUNDATION ANCHOR may be extended with threaded rod and coupler as required.
4 Pnouicle the minimum embedment and edge distances specified by the manufacturer.
5 Attach to (2) 2x studs minimum (lamination connection same as WALL BASE PLATE; stagger nails), u.n.oi
A I;— &t.11 NON fri, installation.
HOLDOWN I STRAP
I., I., , .
FASTENERS 5
FOUNDATION
ANCHOR 1, 3, 4, 6
COMMENTS
*STHD14/14RJ
30-16d sinker
N/A
OHM
26- #SD #10x21/2
N/A
2-2x4 min post
*HDU8-SDS2.S
20- *SDS1Ax21/i
*SB7/8x24
6x6 Min Post UA.O.
*HDU1I-SDS2.S
30- #SDSIAX21h
VVIT.R.
16x8 Min Post U.N.O. See detail RFh
*MSTC40
36-16d sinker
N/A
qual number of nall tobothconnected
leelements
*MSTC52
44-16d sinker
N/A
Jeclual number of -nails to both connected
elements
WARNING
IGENERAL STRUCTURAL NOTES
THIS IS INTENDED TO DRAW ATTENTION TO
FREQUENTLY EXPERIENCED DIFFICULTIES IN CONSTRUCTION:
LONG LEAD ITEMS
0 DIFFICU FIELD RETROFITS
0 LIMITED OPTIONS FOR RETROFITS
CODE All condibons, materials and construction shall odrifiamn to the code specified in the DESIGN CRITERIA, or
other codes required by the governing jurisdiction.
PROTECTION Through maintenance and current best practices, provide a building envelope that will preserve
the integrity of the structure throughout its lifetime.
INSPECTIONS Notify Building Department for Inspections required by local jurisdiction.
DEFERRED SUBMrffA Deferred submittal items shall be proAded to the engineer of record for review for
compatibility with the primary structural design.
Pre-fabriciited Steel stairs
Bearing capacity of soil shall be per DESIGN CRITERIA or greater. Footing shall bear on solid undisturbed
level soil devoid of any organic material and below indicated frost line.
COMPACTEDIFIL shall consist of predominately Well -Graded, granular soil, free of organic material and
debris. Fill should be placed in maximum V' loose lifts and compacted to a minimum of 95 percent
of the maximum density at optimum moisture content determined by ASTM D-1557 test procedures.
BACKS]. shall be free draining and without organic material and debris from one of the following soil
classes SM-SC, SM, SP, SW, GC, GM, GP, and GW.
FOUNDATIONS AND RETARMIG WAL Extend footings to undisturbed bearing soil. Do not backfill until all
slabs and/or horizontal diaphragms are constructed, otherwise provide temporary bracing to resist movement.
There shall be no machine compaction on the retaining side of the structure for a distance equivalent to 2/3rds
the wall height.
See applicable detall(s): FrG
SILL PLA Use pressure treated 2x plates u.n.o. Embed anchor bolts at least 7" (expansion anchors
4"). Use Tx]l'�KO.229" washers. There shall be a minimum of two bolts per piece spaced not more than 6
feet apart, with one bolt located not more than 12" or less than 4" from each end of each piece.
CONCRETE fc = 3000 psi minimum for environmental exposure (2500 psi used in structural design, or
unless greater psi indicated on the plans). 5 1/2 sacks of cement per cubic yard of concrete and a maximum
of 6 gallons of water per 94 It, sack of cement. Maximum slump is 4". Segregation of materials shall be
through proper handling and placement.
REDFORC]INGSTEE #4 bars and larger shall be Grade 60 deformed bars, and #3 bars shall be
Grade 40 (u.n.o.), in accordance with ASTM A-615. Lap splices 32 bar diameters u.n.o. Welded
wine fabric shall conform to ASTM A-185 and shall be 6x6 - W1.4xW1.4. Lap one full mesh at splices.
CLEARODEV 3" cir when cast against Earth and 2" or in all other locations, u.n.o.
See applicable detaii(s): RE
FOOTIENG DRABAGE Footing drainage per IBC section 1805.4.2 & IRC section R405.1.
WOOD FRAM in contact with concrete or masonry, or exposed to weather, shall be pressure treated.
Numbers in parenthesis, IE (1-1), refer to ocrresponding engineering miculations.
CONNECTORS AND FASTEME Fasteners, including nuts and washers, and connectors in contact
with pressure treated wood shall be hot -dipped zinc -coated galvanized.
EXCEPTION: Plain carbon steel fasteners, including nuts and washers, in SBX/DGr and zinc borate
preservative treated wood in an interior, dry environment shall be permitted.
SOLEOSAWNLUMBE shall meet the following minimum grades (u.n.o.) conforming to "WWPA GRADING
RULES FOR WESTERN WMBER", latest edition;
BEAMS, POSTS, RAFHRS,
6X and wider DF#1
4X DF#2
2x 10 and greater DF#2
2x 8 and smaller HF#2
WALL
HF#2
EPIGINEERED shall meet the following minimum properties:
Callo E x 106 (psi) Fb (psi) Fc mr (psi) FC mm (psi Fv (us!)
LVL 2.OE 2600 750 750 285
LSL I.SSE 1900 20SO 900 310
PSL 2.2E 2900 2900 625 290
Engineered wood products shall be protected from moisture to preserve their structural Integrity.
Provide temporary bracing to avoid permanent cleflections resulting from drying under construction
deadloads.
I-301STS Connect I -joist to plate using one 10d (0.131" x 3") nail on each side of bottom flange; drive nails
at an agle at least 11/2" from end. Connect 13/4" LSL rim to I -joists with one 10d (0.131" x 3") nail into
top and bottom flange. Full -depth blocking between joists over shearwalls shall be 13/4" min LSL.
TRUSS Manufactured trusses are a deferred Submittal item designed per CODE section 2303.4 and shall
be designed for all loads and load combinations per the 0001!. All connections per manufacturer, u.n.o.
If truss layout is changed by manufacturer, please notify this office.
See applicable detail(s): GEB
Trusses which require drag forces shall be designed for a drag force of:
Indicated on the plan
WALL FRAMIM & BEARING Walls shall be 2x studs at 16"oc max with double 2x top plate, and 2x base
plate (exterior walls shall be 2x6 u.n.o. Ek interior walls shall be 2x4 u.n.o.).
Block all supports solid to the foundation.
See applicable cletail(s): BHS TPS
BEAM PENETRA71ONS Allowable beam penetrations shall be made in the middle third of the span and the
middle third of the depth. Contact this office for any penetration outside the allowable area.
See applicable cletail(s): 1311, POF
N.T.S. WNG
GENERAL STRUCTURAL NOTES continued
WOOD STRUCTURAL PA NIELS shall meet the performance standards of the "APA" DOC PSI and PS2 for their
intended application (group 5 species not allowed).
SHEARWALLS are indicated on the plans with a bold dashed line and labeled SW. The following letter
designation refers to the Shearwall Schedule's SHEAR FLOW CONNECTIONS / SPACING table, and the
number designation refers to the WALL SHEATHING table. Multiple combinations of letter and number
designations may be present. Wall Line numbers, shown inside triangles, refer to corresponding
engineering calculations.
Attach rated sheathing (indicated below) to 2x min STUDS spaced no more than 16"oc, u.n.o. See
Shearwall Schedule for minimum thickness and fasteners (thickness at point of fastened edges governs
shear values). All panel edges shall be blocked. Nail Intermediate supports @ 12"oc. Do not penetrate
nailspastflush. Install squash blocks under the ends of all shearwalls where the framing below does not
provide full bearing. Construct cripple walls same as the shearwall above, and gable -ends same as the
shearwall below.
Rated sheathing:
7/16" OSB rated with a 24/16 span rating.
I/Z'CD with a 32/16 span rating.
See applicable detaii(s): SWE
ROOFDIAPHRAGM stall either OSB or CD sheathing:
7/16" OSB rated sheathing with a 24/16 span rating;
panel clips required when spacing is greater than 29'oc.
1/2!'CD rated sheathing with a 32/16 span rating.
Use 8' x 4' panels with long dimension perpendicular across Supporting framing. Stagger panel rows
half the long dimension. Nail all boundaries and supported edges with 8d @ 6"oc and interior supports with
8d @ 121oc, blocking not required u.n.o.
ROM -TOP DECK DLAPHRAGM Install minimum
23/32" rated Sturd-I-Floor T&G with a 24oc span rating
Use & xV panels with long dimension perpendicular across supporting framing. Stagger panel rows half
the long dimension. Glue and nail all boundaries and supported edges with 10d @ 6"oc and interior
supports with 10d @ 12" oc, blocking not required u.n.o.
See applicable detail(s): CSP
DrAPHRAG4 Install minimum
23/3Z' rated Sturd-I-Floor T&G with a 24oc span rating.
Use & x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half
the long dimension. Glue and nail all boundaries and supported edges with Ii @ 6"oc and interior
supports with 10d @ 12" oc, Mocking not required u.n.o.
COLLECTS Diaphragms shall be nalled continuously to drag struts, drag trusses and other collector
elements at boundary spacing, u.n.o.
See applicable cletail(s): DTC CS
STRUCTtIRALSTEE shall meet the following minimum properties:
Section Grade Fv(kl Fu(ks!) E.10(osi)
W-Shapes ASTM A992 so 65 29
HSS Shapes ASTM A500 46 58 29
Plate$ ASTM A36 36 58 29
Bolts ASTM A325
Anchor Bolts ASTM A307
All welding shall conform to the latest edition of the A.W.S. DIA "Structural Welding Code". All welds shall be
3/16'minimum u.n.o. Wel(fing electrodes shall be E70XX low hydrogen electrodes for maual shielded metal -arc
welding or equal electrode for other welding processes. Welded joints shall conform to A.W.S. prequallfied joint
details for welded construction. All welding shall be performed by W.A.BO. cerdfled welders.
Fabricators of steel items shall be approved per section 1704.2.2 of the CODE.
All structural steel not embedded in concrete or masonry shall receive one coat of an approved
primer after fabrication and one finish coat after erection. Field burning of holes Is not allowed without
approval and/or inspection. Provide washers on all bolted connections.
Structural bolts shall be A325-X Typical U.N.O. A490-X bolts fully tensioned shall be used as specified in details.
CONNECTIONS and fasteners shall be per CODE Table 2304.10.1 u.n.o. The symbol, "*ff, indicates a hardware
connector from the most current Simpson Strong -Tie Catalog. Hardware with equivilent or greater capacities
from other manufacturers may be substituted, example you can use LISPs Dual Specification Chart to make an
equivilent or greater capacity selection. Install per the manufacturer instructions.
Fasteners and hardware in contact with pressure treated wood shall be hDt-dipped zinc -coated galvanized.
NA All nalls shall be "Standard Common" size per the latest edition of the National Design Specification
for Wood Construction INDS) u.n.o. See applicable detail: INS
HOEDOWNS See the HOLDOWN SCHEDULE.
See applicable detall(s): HONE HOC
POSTCAP Provide a post cap on isolated columns that most nearly matches the actual member size(s)
U.N.O. Each connection shall have a minimum of (3)10d to the post and (3)10d to the beam.
HANGE Model numbers will be specified on the plans for conditions that require more than minimum
capacity, otherwise see CONNECTIONS When a hanger is not specified on the plans, use any size specific
model number that fits that member. Always use MAX NAILING. Hanger to match member size. Notching or
shimming of beam not allowed unless specified.
JCBSrrE SA Sound Structural Solutions Inc has not been retained or compensated to provide design
and/or construction review services related to the contractor's safety precautions or to means, methods,
techniques, sequences or procedures for the contractor to perform their work. The undertaking of periodic site
visits by the ENGINEER shall not be construed as supervision of actual construction and not make him responsible
for providing a safe place for the performance of work by the contractor, subcontractors, suppliers or their
employees, or for acoa�, visits, use work travel, or occupancy by arty person.
OWNERSHIP OF: DOCUMENTS These drawings and calculations are the intellectual property of Sound Structural
Solutions Inc. These drawings may not be used in whole or in part by any person without permission of Sound
Structural Solutions Inc.
MISCELLANEO The contractor shall verify dimensions and conditions at job site. The contractor shall
provide temporary bracing as required until all permanent connections and stiffenings have been installed.
Do not scale drawings. Pre -fabricated Items to be handled and Installed per manufacturer's recommendations.
PLAN INSTRUCTIONS
READ THIS FIRST
These plans are organized so that more detailed or specific information is found in the same
way by following the direction shown below:
GENERAL STRUCTURAL NOTES
SCHEDULES, DETAILS and PLANS Will often refer to GENERAL STRUCTURAL NOTES for mom
specific information.
SCHEDULES
�DErAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES and SCHEDULES for more
specific information.
DETAILS
�PLANS will often refer to GENERAL STRUCTURAL NOTES, SCHEDULES and DETAILS for more
spedfic information.
PLANS
See the SYMBOL LEWD as well as ABREVJATIONS A No ACRONYMS for other additional
information used on the PLANS. The term, TYPICAL (or TYP), used with a detail callout or plan note,
Indicates that the Information specified shall apply in all similar conditions.
IF YOU HA VFA N Y QUES77ONS OR CONCERNS CON TA C7- US IMMEDIA TEL Y!
We can be reached immediately by.phone: (425) 778-1023
For less pressing questions, email us: ihbox@ssseng.com
Please help us get to your plans by having thisjob.number handy: s1811020
ABBREVIATIONS AND ACRONYMS
AgV ABOVE E.S. EACH SIDE, O.C. ON CENTER
A.R ANCHOR BOLT E.W. EACH WAY P.T. PRESSURE TREATED
ELW BELOW EA EACH REINIF REINFORCEMENT
13LK BLOCK E.N. EDGE NAILING REQD REQUIRED
EUKG BLOCKING EMBED EMBEDMENT SCHED SCHEDULE
B.N. BOUNDARY NAILING EXIST EXISTING SIM SIMILAR
Errm BOTTOM FDN FOUNDATION STD STANDARD
BRG BEARING FIR FLOOR STRUCT STRUCTURAL,
EETWN BETWEEN FRMG FRAMING sw SHEARWALL
CUR CLEAR FTG FOOTING THRU THROUGH
CLTR COLLECTOR G.T. GIRDER TRUSS TYP TYPICAL
CONC CONCRETE GR GRADE U.N.C. UNLESS NOTED
CONN CONNECTION HORIZ HORIZONTAL # OTHERWISE
CONT CONTINUOUS MAX MAXIMUM VERT VERTICAL
cTR CENTER MFG MANUFACTURED W/ WITH
DBL DOUBLE MIN MINIMUM W/o WITHOUT
DET DETAIL o/ OVER W.W.F. WELDED WIRE FABRIC
E.E. EACH END 0C ON CENTER
DESIGN CRITERIA
�o",
Governing Cod� CSB� RJ�I,C�teg.,y II
Vfind Design Data
lBasic Wind Speed (3 sec gust) mph 110 1 Internal Pressure Coefficient +/_ 0.1�
ISurfaae Roughness Topographic Factor. K� 1.0
JWInd Exposure Category iWind Importance Factor, 1 1.0
Earthquake Design Data
Seismic Importance Factor, 1.
1.00
Seismic Force Resisting System
Table 12.2-1: A-15
Site Classification
D
Response Modification Factor, R
1 6.5 Transverse
6.5 Lnginidinal
Short Period Acceleration, S,
1,267
I -Second Acceleration, S�
2010 Equiv. Lateral Force Procedure
Seismic Design Category
_2��
D
Seismic Response Coefficient, C,
0.130 Train e
1 0.130 Lorgibudiml
Spectral Response Coefficient, Sps
0.845
Spectral Response Coefficient, Sp�
0.497
—
Seismic Base Shear, V
1 20475 lbs,
Gravity Load Data
Roofs: loads, are psf
Dead Uve Snow
Trusses (flat)
.Occuplable2
Top Chord4 15 60 25
Bottom Chord 5 0 0
.Solar-Ready3
Top ChQrd4 is 0 25
Bottom Chord' 5: 0 0
Roors: loadis are psf
Dead Uve Snow,
joists, 15 _0
Truss s
Top Chord 8 40 0
Bottom Chord 4 0 0
Decks: loads are psf
Dead I Live Snow
Joistsa 20 _"�O_ _75—
Trusses
Top Chord is 60 25
Bottom Chord 5 0 0
Notes apply as called out In table above.
2 Roof has direct access and Is Intended to be used by occupants as living space.
3 Dead load includes Spsf for photovoltaic panels.
��cl�or��tci==tural plans.
Soil Date
JAIlowable Sol[ Bearing 12
SSS Number
s1811020
Project Name: i
917 Pine Street
Owner
FaIrvAnds
Development, LLC
Project Location.
917 Pine Street
Edmonds, WA
Design Professional:
Novion Group Inc
CD
4.n
06
J
g
E
P,
c5d
I
til
E
0
Cn
@J
X
F
A
771,
.'s
01VAL
I Ella)
ThIs space reserved for
governingjurisdiction stamps
FEB z 12019
BUILDING
ORIGIN DATE: vib/2019
REVISED:
S1
Zi'� REQUIRED STUDS
HOWN
KAM 2x4WAU. 2x6WALL
&2-2x(SAWN)
3* (GIB) (2) 20 (2) 2x6
3y, (KA N " —
6x & 3-2x,(SAVVN)
Ey
6x (GIB) (3) 2X4 (3) 21k
5%4x (MANF)
8x (SAW
W,1 (G. (4) 2X4 (4)1(6
REQD 7� (MANO
sm GIRDERTRUSS (3) 20 W116
REQUIRED TRIMMERS
IUNG HEM 2X4 WALL 2X6 WALL
EADER
STUD J HEADER r4x&,L22X(SAWN)
314X (a)
3Y�((MANF)
SA
6x & 3-2.x (SAWN)
REDD 5%. (GLB)
'y
'x (MAN')
TRIMMERS Vx (MANF)
NOTE: BEAR BEAMS ON THE FULL WIDTH AND BREADTH OF THE MINIMUM
SUPPORTS PER TABLES ABOVE UNLESS NOTED OTHERWISE ON THE PLANS
rBHS I BEAM & HEADER SUPPORTS
LJN T
Imi
00
FC 7SB COLLECTOR SPLICE TO BLOCKING
PERSTRU(T
NOTES
KIP BE T
L
THRU FLANGE BDEL
TOP PLATE, TYR
FOR PSI & I% HOLES MUST BE ROUND AND ARE 11MITED TO 2' DIA. UNLESS APPROVED BY THE ENGINEER
DO NOT 14AKE PENETRATIONS OR NMES
MINIMUM SPACING
FCTS� COLLECTOR TO SHEARWALL
TN-TE-SHADED AREA OF THE BEAM WITHOUT
SHALL BE Zx THE
PENETRATIONS IN THIS AREA DO NOT
QEQUIR�E AP�PROVAL
PRIOR APPROVAL OF THE ENGINEER
DIAMETER OF THE
FRO M THE ENGINEER
L�J��UT�SCB
LARGER HOLE
T7
Y, DEP-H
DEPTH
Y3 -EPTT'
E-1
0
0
WALL FRMG
DEPTH
F SHEATHING PER
Y, SPAN
Y, SPAN
Y3 SPAN
SPAN
PLAN VIEW �SHEATHING PER
SCHED
FBP� BEAM PENETRATIONS, TYPICAL DETAIL DBL SIDED SW AT ADJOINING WALLS
Li N.T.S. BPAA FDSW N.T.S. DSWB
Li
C.!J-
ff] BEAM TO FOUNDATION
LiN.T.S. BTFB
' LSTA24 �/ MIN (9) - 10d
FASTENERS PER MEMBER
DIAPHRAGM U.N.O.
I
CO=R x OOLUECT70R�
BEAM -/
[MEN (9) - lad x I Y2'
F*AiTiE4RS PER MEMBER
U.N.O.
COLLECTOR COLLECTOR
t-7
IPLIIE OPTIONALSTRAP
LOCATION
COLLECTOR SPLICE
N.T.S. CSAC
A-12
BOUNDARY NAIL ALONG BOUNDARY NAIL ALONG
LENGTH OF COLL::OR LENGTH OF::�
C ULSCE*
0 OR
DIAPHRAGM PER
RU7 NOTES
INTERMEDIATE FRAMING
DIAPHRAGM TO COLLECTOR
NT.S. DTCA
HEADER OIIR
TOP PLATE BEAR BHS
STUD PER
FRH� FLUSH RIM HEADER, TYP
I N.T.S.
BOUNDARY NARS
PER NOTES
30P MIN
SHEATHE NG PER
NOTES
2x FLAT BLKwJ
DBL ROW OF
BOUNDARY WES
TRUSS
*0 AT BTM
FGEB� TRUSS BRACE AT PARALLEL WALL
�_i N.T.S. GEBB
SH
b SOLID NIBS
716 MIN LEDGER (OR ROOF TRUSS)
./ WE PLATE NAILING PER SW SCHED
ED BUKG
NAILS PER SW SCHED
RAFBEROR
BASE PLATE NAILING PER SIN SCHED
NOTE: THIS CONN ECTION IS FOR SHEAR
TRANSFER ONLY, BEARING 0ONNECTION
ROOF FRAMING PARALLEL TO WALL ROOF FRAMING PERPENDICULAR TO WALL
LOW ROOF TO WALL SHEAR TRANSFER
LRW
Li N.T.S. LRWB
MSTC
STRAP HTES
NOTE: ALL NAILS SHALL HAVE THE MINIMUM DIMENSIONS SHOWN HERE
BE
_F XZ l6d LD 0.135"
MSTC STRAP -(A)
3" lad HOW1111 L-Y
(3)2x STUDS U.N.,O, 6/.' D 0.128"
STHD14 64 6A TX. L 2�1,
HE. 8d D 0,113"
STHQI±(& HPqLM
lOdxIW min,
HOLDOWNS
Li N.T.S. HDNA
FNS NAIL SPECIFICATIONS
N.T.S.
DBL2x STUD
EDGE NAILING SIN SHEATHING
"Y
HOODOWN
EMBEDDED
S4
HO
DO
STUDS PER 7*ARqU�NDER
HOLIDOWN SCHED SIN SHEATHING
EDGE NAILING
2x STIUD
0
HHON
ON
W
00
LD
OL
2x MD ANEHOR
HOLDOWN AT CORNER
N.T.S. HOCA
CANTILEVER TOP CHORD C41MLEVER TOP CHORD
AS APPLICABLE Z AS APPLICABLE
TRUSS DESIGNED
TOP BEAR ON HEADER X TRUSS DESIGNED FUR DIAPHRAGM PER 15" MIN
FLUSH HEADER TOP BEAR ON HEADER STRUCIF NOTES (13) 10d
TOP PLATE
FLUSH HEADER
TRUSS TOP PLATE
0TR.G HANGER INSTALLED E
UPSIDE-DOWN (2) #CS14 SIDE BY SID
�/ FULL NAILING
BEAM LE� MIN BEAM
(13) lod
FIH_C� INVERTED HANGER AT CANTILEVER
Li N.T.S. IHCB
SSS N—ber:
S1811020
Project Name:
917 Pine Street
Owner:
Fairwinds
Development, LLC
Project Location:
917 Pine Street
Edmonds, WA
Design Professional:
Novion Group Inc
00
r,
W
CM
Lo")
E
(U
(n
V)
0
771
Te
nAL
This space rese�ed for
governing jurisdiction stamps
FEB 2 1 2019
BUILDING
ORIGIN DATE: 1/10/2019
REVISED:
S2
(6) 16d MAILS
MAIL'
6.6
—Z
6X6
2xBIO(XTOES,OF6x6,
6P6
2XBLOCKTOE
TYP —\
6X6 REMOVED FOR CLARITY
REMOVE' FOR
'4i
I EE
#ILAL-
(3) 16d NAILS
TRUSS REMOVED FOR OLARITY
2x4BLOCKWI
20 BLOCK To TRUSS
(6) 16d NAILS
MP & SIM
T06XSTOP&BTM
(3) 16d MWAILS
2x6 BLOCK .1
(3)16JdNAILS
CJ
2x BUD "S
(3) IJ
NABS 2x BLOCK E.S..
2X6 BLOCK
TRUSIS To .
, ST
TOP&STM
(6)160AILS
TO6x6,TOJ`&SrM
TRUSS TO 26 BLOCK
TOP S
TOP & BTM
TRUSS TO 2X6 BLOCK TOP&ETM
DOUBLE TOP PLATE
DOUBLE TOP PLATE
DOUBLE TOP PLATE
DOUBLE TOP PLATE
6x6 POST AT TRUSS END
6x6 POST BTWN TRUSS
SIDE VIEW AT TRUSS
SIDE VIEW AT POST
(6) 16d NAILS 6X6
2X6 BLOCKTO B.S. OF 6X6 _
0) 15d NAILS
TRUSS TO 2X6 BLOCK
6x6 MIDSPAN
11�Rl POST PEDESTALATTRIIS MIDSPAI
M
MIDSPAN-SIDE VIEW
6x6 1 K 6X6
(6)16d NAILS (3)16di. (011LO=
BLOCKTO6X6 C.1UE TOP PLATE 6X6 ES., TYP DOUBLE TOP PLATE
6x6 AT WALL 6x6 AT WALL -SIDE VIEW
BGUARD POST PEDESTAL AT WALL - TRUSSES PARALLEL
EE=
GUARD POST PEDESTAL
N.T.S.
ICN —��
P017 ,\_
9) .
VAPOR BARRIER
\— SILL PLATE
r A *A35 PER SECTION
FUN SILL PLATE
AT CORNER
FDN
SILL PLATE
ION CORNER
INHERE APPLICABLE
L AT WALL
SECTION A
POST AT FOUNDATION
In
N.T.S.
PBBC
57EEL GUAR
POST SPACED
48". MAX
T-6' )V TYP
(4)MVx6'LAGSCREWS —\r— f±A] STRPLA1E1,x0,,x5' ),,p T
64 GUARD POS I PEDESTAL RED 6x6
WATER -PROOFING
III OTHERS
SECTION A
BEGUALRDIPOST �AMCHMENT
DESIGN NOTE
MANUFACTURER SHALL PROVIDE A SYSTEM THAT IS DESIGNED
TO RESIST THE F01LOMNG LOADS:
GUARD RAIL POST - 200 LB CONCENTRATED LOAD IN
ANY DIRECTION AT TOP
Top RAIL - 200 13 CONCENTRATED LOAD IN ANY
DIRECTION AT ANY POINT
GUARDRAILINFILL COMPONENTS- 50 PSF APPLIED
HORIZONTALLY NORMAL TO THE INFILL
*PSPN516 ,vl
SHEARWALL BO170M PLATE 8-16d NAILS INTO
nR SHEkTHING TOP PLATE E.S. oPSPN58�/
OR PLUMBING I-Bd NAIL INTO
i N a BASE PLATE, B.S.
'SP OR 5NG SHEARWALL
PLUM
FLOOR I
*PSPN516 ,,,MIN NOTCH AS
REQ IRED
DBL TOP PLATE WALL STUD, TYP WALL STUD,
TYP
ELEVATION VIEW TOP PLATE NOTCH BOTTOM PLATE NOTCH
PLAN VIEW PLAN VIEW
PENETRATION OF FRAMING - SHEARWALL
N.T.S.
�_ VUENTOF
SHENRINALL
SHEARWALL ELEVATION
N.T.S.
BEAM
SIB STRAP ES. SOLID BLOCK
wl (8) Hid NAILS
X
SOLID BLOCK
4x4POSTTYP
40 POST TYP
(4X6 @ BEAM SPLICE) 6'-Q'MAX
(4X6 @ OEM SPLICE)
6'-O'MAX W1 (4) 10d POST
A"
A24./(4) 10d POST
�2) POWDER ACTUATED FASTENERS
(2) POWDER ACTUATED FASTENERS
MID CONC (1" EMBED)
L
INTO ODNC (V EMBED)
FFG-
FIG
0% SOIL
JUNS SOIL
NOTE: T OFCSZ2CDUMS1WAND(8J10dNARS MAYBE MIN UEL1OFTHEST9
INTERIOR POST BEAM AND FOOTING
N.T.S.
PBFB
BOUND R NAILING
— ZI'MAI --I DIAPHRAGM PER STRUCT NOTES
Al 18" TRUSS
SHEATHING
PER SW
EDGE N&U. --r— " __�
SHEARWALL _
FOAE� OUTRIGGER AT EAVE
L—i N.T.S. OAEE
�_ EXIENT OF
SHEARWALL
111NIA11 11111 P I
EDGE MAILS ROOF DIAPHRAGM BOUNDARY NAILS PER
EDGE NAILS ROOF CRAP RAGM
Z' BLOCK
EDGENAILS EDGE MARS
SHEARWALL *H2.5 EA END SHEARWALL GEB
EATRUSS T
SHEARM i BEARING SHEARWALLS w/ TRUSS PARALLEL
FSWR� SHEARWALL ROOF CONNECTIONS
L—i N.T.S. SWRC
DIAPHRAGM PER NARS PER
S rRUCT NOTES SW BONED WALLBASE
WALL BASE EDGENAILS PLATEODNN
FUR RIM/BUKG PLATECORN (SW ABOVE) SW ABOVE
(OR ROOF GABLE) SOLID ELKS OR DIAPHRAGM PER
COLLECTOR STRUCT NOTES
RIMIBIXG
EDGE NAILS
PROVIDE *A35 PER EDGE NAIL
E PROVIDE
BLK'G @ 48"oc SIN SCHED TP (Sw B LOW) BUKG @48"
"V JOIST -WALL DOUBLE -SIDED SHEA ALLS, / JOIST -WALL
PARALLEL INTERIOR SHEARWALLS, & i PARALLEL
EXTERIOR SHEARWALLS E)(T SHEARWALLS @ CANTILEVE] rO FLOOR TO SHEARWALL
FSWF� SHEARWALL FLOOR CONNECTIONS
N.T.S. SWFA
WALL BASE WALL
WALL PLATE CONN
PER SW SCHED DIAPHRAGM PER
MCH PER STRUI
SW SCHED
RMBU(G ANCH PER
2x SILL U. N.0, SW SCHED
PER SW SCHED EDGE NAILS 2x SILL U.N.O.
FDN ] FDNI PER SW SCHED
SHEARWALLS TO FOUNDATION SHEARWALLS TO FLOOR TO FOUNDATION
FSWB� SHEARWALL BASE PLATE & FOUNDATION CONNECTIONS
Li N.T.S. SWBA
BOUNDARY NAILING DIAPHRAGM PER STRUCT NOTES
I Y, x 14 LVL RIM / MIKE
DIAPHRAG M
�_S PER
I
PER STRUCT'
SW 1-ED1
EDGE NAILS
I X X 14 LVL RIMVBLKG
6K, PIP TO FIT wl
*SDSY�'x6@8`K
TO RIM a:—__ EDGE WAS
STEP IN FLOOR
N.T.S. SIDAA
Z-O' MAX
DIAPHRAGM PER STRUCT NOTES
18" TRUSS
SHEATHING
PER SW AS
DIAPHRAGM PER
STRUCT NOTES —
61RIPTOFFFNJ
*A35 PER 'SDS)�4 x 6 @ 8'iPc,
SIN SO TO AIM
—1:1 2 x 12 RIM / BUKG
rSIR� STEP IN ROOF
Li N.T.S. SIDAC
(8)16dEVENLYSPACED, 16d @ 16"m
T'P ""0' TYP FACE NARS
L MIN 2x
*01 N
. N 71
TPS� DOUBLE TOP PLATE SPLICE
�_i N.T.S. TPSA
SSS Number:
s1811020
Project Name:
917 Pine Street
Owner
Fairwinds
Development, LLC
Project Locabo"7
917 Pine Street
Edmonds, WA
Design Professional:
Novion Group Inc
fyI
ob
(n
d= z
E
0)
0)
U)
r
'A$
10
This space reseNed for
governing jurisdiction stamps
FEB 2 1 2019
BUILDING
ORIGIN DATE: 1/10/2019
REVISED: ---
S3
3
i-6
BEAM
Y4" WEB STIFFENER
E.S. @ C40LEVERED
TOP PLATE
COLUMN
CM UNDER BEAM
I� MIN TYP
X, PLATE
COLUMN
CTR ON PLATE
wo ME FOR
)�O BDLT, TYP
MEMO`
��4' WEB STIFFENER
E.S.@CANTIL ERED
FBC_� BEAM TO COLUMN
LiN.T.S. BCA
e XV . 7V x V III
(2) VIVALB, I? 14N EMBED X
fGDP
DBL NUT "I
4 r ERG PLATE,
TYR
COLUMN TO FOUNDATION
N.T.S.
0?
3',J.
2"
3'
SECTION A -A
NON -SHRINK GROUP:
SHALL MEET ASTM C 1107
2000ps! in 24 hours
6000p,i in 28 days
PLACEMENT:
Use amixer large enough to penitcordimmus placement before any part of the grout has set. Place the grout quitky. podding the grout lightly will
help move material, Avoid vibration which can cause beading and segragallorn.
The air, mN & substrate temperatures should all be between 40-F (4.4-C) and 901F
M,
[��fl GROUTED BASE PLATE
�_J N.T.S. GBP
BEAM PER PLAN
THREADED ROD CONNECTIRD HOUDOWN
I? MIN
THRU FLANGES W/ (NOT SHOWN)
PLATE
& WASHER @ BIN SEE PLAN FOR HOLDOWN
t,"
BOLT DIAMETER
10.5"
S"
'T'P
3' TYR
3"
3"
(6)tSDS"ff'
J'TYP —
T
SCRWVS
(6)tSDSJ'x3"
Y4" WEB STIFFENER
MIN
"M
POST PER PLAN
'PE P.N
S, EWS
SCREWS
1Y11 — LOCATED Z' To EITHER SIDE
OF ANCHOR HOLE
(HALF THE DEPTH OF THE BEAM)
T
STEEL BEAM ON WOOD BEARING
11
�_J N.T.S.
HTB� HOLDOWN ANCHOR TO STEEL BEAM T
1 :1
N.T.S. FLANGE
Li HTBGA Ifi-T I
WEB d
FING,
BOTTOM PLATE
W 0 CARRIAGE
BOLTS 0 '? oc,
SIAGGERED
2X TIGHT FIT BLOCKING )
' BETWEEN OISTS
(inches)
I d b, I t-
2X NAILER
/10dxl%@3V
NAIEDTO WEB FILLER W/ 16d 3"
VV12x22
1 12.3 1 0.425 4.03 1 0.26
BEAM
3010 PER PLAN
\
FSS�
STEEL SECTION DIMENSIONS
NOR
,pCWgl
RO, AT
T'' I
J
N.T.S.
.., D .....
�_J
ARCHITECTURAL PLANS
FACE MOUNTHANGERS 3�4' 0 CARRIAGE BOLTS @ 2? oc
BAN
WEB FILLER PROVIDE TO FLUSH OUTTER FILLER TO PROVIDE r MIN. OF SOLID "ER PLAN
WITH FLADGE EDGES ORG F PER""
FNS_B� NAILER TO STEEL BEAM 3 44 'I\— _T W4
Y
I r — F— �,
)3 X EIJT
L
T
N.T.S. NSBCA (2) ' smA LE
PLA
( Bil Y4; TE J
6) sSDS 4
YDT POST IS R(YrATED 45* UNDER
SCREWS E00DBUl
FRONTVIEW NON -PERPENDICULAR 601TOM VIEW
PLATE VIEW
Y
/0-Y T
2-26 OR 3x6 NAILER, 11 �T.RE.ADE.D ROD @ 16"m
RIP AS REQUIRED WELDED TO COLUMN, TYP WOOD COLUMN TO SKEWED CAP
2x6 P.T. MUD SILL �_J N.T.S. VffSA
COLUMN @ CORNER 2-N2 OR
3x6 NAILER
FNSC� NAILER TO STEEL COLUMN
�_J N.T.S. NSCA
BEAM PER PLAN
HIM
PLATE
3" X' 3' 3'n
(6) tr�3"
SKCREWS (6) 0 MSDS J')Y tTYP — 1�'MIN
LAN SCREW
POST PER PLAN SCREWS
[STW_@ STEEL BEAM ON WOOD BEARING
N.T.S.
SSS Number:
s1811020
Project Name:
917 Pine Street
0.nar:
Fairwinds,
Development, LLC
Project Location:
917 Pine Street
Edmonds, WA
Design Professional,
Novion Group Inc
C:)
4
06
r,
IN,
Ln
E
I= z
L"n
E
0
0
F
A
77
.1
OVAL
This space reserved for
governing jurisdiction stamps
rQr7CEEOVEED
FEB 2 1 2019
G�,UILUNG
ORIGIN DATE: 1/10/2019
REVISED: ---
S4
FOOTING SCHEDULE
CRTFIER UNDER CONCENTRATED LOAD U.N.O.
FDOTM SIZE
REEIMPORCEMENT
ID
'ITIDTH
...
LE.NG1H
UP Dituda�
R
THICMESS
I
LONGITUDE
ITRANSVERSE
F2
Z_y
10.
(3) #4 s
(3) #,Vs
F2.5
2`61
Z-6.
10.1
(3) #4 a
(3) #4's
NOTE: SEE THE FOUNDATION DETAILS FOR THE BALANCE OF FOUNDATION DETAIL
1
Kmm
REINFORCEMENT PER
11101011111 THREADED ROD
HOLDOWN ANCH *1
R
STEM "'"O""W"O"
�
F3 3'-0" 10' FDUNDAIION!!L�
'i -------- -
F4 (4 #5's 1 (4) #S'S 1 _N -(/ I
NIP EIGHT
REQUIRED TO ACCOMMODATE
ANDiORAGE PER
LONGITUDE RENF HOLDOWN SCHEDULE
'Mum,"
TRANSVERSE REINF POST TO FIG I
FOOTING DEEPEN FOUN A - TION AS REQD TO
_T ACCOMODATED"AR HOLDOWN
THICKNESS L — — — EMBEDMENTS INTO WALL
L""' ' "' "' I """ -
OIVERSEREINF ;1 rDEEEN F D
P DUN i
ACCOMODATE F,
EMBEDMENT., .
FMH_E� MINIMUM HOLDOWN EMBEDMENT
Li N.T.S. MHE
�W'Dri
X,
WIDTH (LONGITUDE)
R RA EV
ZANISVERSE)
PLINTH
81 MIN
U,' 11 2' MUNI
rF-I FOOTING, TYPICAL PLYWH ON FrG _F_ 7� W'-
FTG P, D) �14'1'@ .1 Ur
FTGA ��HOOKINFTG MIN
#4 CONT �/!'
TOP 12' OF WALL CONC STEM WALL
ODNC SLAB CTRD ON FG, U.N.O.
OR FINISHED GRADE
T-r
#4 @ 16'. Rim
DOWELS W1 IN
'r-B'KU
14" EXTENSION =
1#4@1�ft
16"MIN VERT
TITO WALL &STD
HOOK IN FG
CLR
# ETN_
4 AT BIN , ,
F110/w,
C.; C]
'.X'w
I x "I W
JW'M'V
Q) 14 C�Dffrfr,
U.N.O. 11
"
FOUNDATION WALL - STEM
[!�
N T S
FWSE
I.T. SILL PLATE
(2)#4 DINT & A.B.
B A B
0 TOP OF WALL
0 ONC STEM WALL
CON'W
CTRD ON FIG, U.N.O.
4`15"
MAX
@ E
#4 @ 16' 'm r_r
I
30" MIN #4 CONT
US
DOWEILSW MAX
10" M HOME
if E)MSION BETWEEN
"
CONC SLAB
r
INTOWAI &ST)
ULG
ONGRADE--_
HOOK IN
MIN
(2)#4 CO TALL
W
@ Bill OF
M '
-----------
(3) #4 CONT,
U.N.O.
nN�
TENTER VERTS AND DOWELS IN STEM WALL
-DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN
EMBEDMEWS
-DEEPEN EXCAVATION TO PROVIDE MINIMUM FOOTING DEPTH
[��fl FOUNDATION WALL - STEM
LiN.T.S. FWX
FrG
f Pfl PEDESTAL ON ISOLATED FOOTING
�_J N.T.S. PIFA
BEARING
PLATE SCHEDULE
THREADED
R(H) 0 0.)
WASHER
MINIM M
EMBEDMENT R�)
314
CUTVVASHER
,,
d
718
OUT WASHER
IV,
I
CUTWASHER
11W
1114
CUTWASHER
"
TWIST HAU1 PINS
(2) #4
ANDTIETIGHT
HAIR PIN
' Q01"R9
-
AGAINSFTHRD ROD
ZTWIST&TIETO
HAIRPIN
41'KAX
CO
fle
rCURTyP
AIIER
W
D CUBLE NUT/
RAIR PIN
FOOTING
ELEVATION
PLAN VIEW OF
VIEW
HAIRPIN INSTALL
RFA
REINFORCED FOUNDATION AT ANCHOR
24"
[124'- L
HAIR PIN CORNER BAR
HAIR PIN
OORNER BAR
AT CORNER
THINESST
SW AS
EXCAVATION
i REQD
2" -
H BTM REINF
48' !w /_ MATCH FR3
N.T.S. RFAE
rCU;,Tffl
THICKNESS, -
STEPPED FOOTING
GR BEAM Al FSF N.T.S.
FOOTINGS �_J
MATCH;M=
M" coRmERw@ALL
OUTER REDIF
WALLS r RENF
STO .......... MA7�]
INTERSECTING ER Z\
ALT'INRTE EA BAR CORNER ALl
.' IE"'
F'RI
REINFORCEMENT AT INTERSECTIONS
LiN.T.S.
RM
w
kL
D
FSRW� SITE RETAINING WALL WITH INTEGRATED BIORETENTION PLANTER
WALL SCHEDULE
SaWA (4920000)(M)l
DIMENSIONS
11'
HE
A
B
C
D
S
L
(11N)
(�.)
run
(..)
(-)
(IN)
3
1-8156
8
_JLD__
8
10
a
WNE
4
+8
Bs
8
12
10
8
NONE
5
5-8
56
a
12
10
a
8
6
6_8
56
8
12
10
8
V
a
B-0
56
8
U
10
12
16
9
9-0
S6
a
14
2
12
M
10
1"
Ss
Ss
10
14
12
20
REINFORCEMENT
M
"un'
oo�
�2
LAP
VERT
ODAIR
3
" a 16
32
" @ 16
#4@12
04 0 UP
MR
MR
4
*4 0 ffi
32
�@ 16
" 0 12
#4 @ 10
MR
" 0 16
a
16
#4010
K#58 16
32
#4010
� @ 12
*4 @ 10
NR
. @ H)
6
*5@6
0
95!16
#4012
94010
NR
#508
a
#5@8
1)
#S@ 12
#4012
M 0 10
MR
*5@8
9
.06
Q
*50 12
"012
.08
MR
#s@g
10
40
#5@ 12
U)
#4 @ 6
MR
#5@6
--- I OUEA11 COVER REQUIREM (T'10 SOD, Z'TO FORMS MAQUOTHER
�MMS)
2DOWELANDVERT MAYBEITHE SAME PECE PROVIDEDTHE SIZE ANDSPACM
OFTH DOWELIS USED
3YOUMYENTENDTHE WETOVVITH142"OFTHETOEED�PERTHETDE
SPACING USING DOWELS IN BETWEEN
RETAINING WALL SCHEDULE
SAWF( 45 0 If U21
DIMENSIONS
IN
E
A
B
IINI
(ICN)
D
(IN)
10
n
to
REINFORCEMENT
H
JD0BnM-2J
P
VERT
Ho—
ooMr
U.)
I
JNR
24
*40161
.@i�iO
(4).
1
1
)4
�@W
"@
1 (4).
IC�R�RREQU��(rTOSOli,2"TOMMS�A�OTHER
UOQkT1ONS)
2DOWEAN VERT MY BETHE SAME — PROVIDEDTHE SMAND
SPAC24GOFTHEDOWS-SUSED
3YOUMAYE�DTHEDJW 10Wr"VN2"OFTMETOEEXE1ERTHe
TOESPACING.INGDOWELSMBETWEEN
SITE RETAINING WALL
N.T.S. SRWC
161
SITE RETAINING WALL WITH INTEGRATED BIORETENTION PLANTER
RETAINING VVALI SCHEDULE
DIMENSIONS
H
A
J B
I C
b
S
L
(FT_N
"n
I)
(IN)
(IM)
("
("
3
M
16
8
8
10
a
NONE
4
+8
20
8
12
10
8
WNE
S5_8208121088
66-82881210812
a
8.0
40
8
2
10
12
16
9
9=0
50
8
14
12
�2
IS
10
too
56
10
14
14
12
REINFORCEMENT
IT)
DOME.
.2
UP
v
MORE
0)"
HIM
3
N 0 16
32
" 0 16
#4 0 12
#4010
NR
4
� 0 16
3Z
#4 @ 16
#4 @ 12
#4 @ 10
MR
a
" 0 10
M
.010
#4 0 12
#4 0 10
.
6
#S @_L
40
#5 0 16
#4 0 12
#4 @ 10
M
8
-08
40
#5 @ 12
.4012
PI @ 10
NR
9
#5 @ 6
40
#5 0 12
#4 0 12
N @8
MR
10
#S 0 6
40
#5 0 12
.4 @ 10
#40 6
MR
I CLEAR COVER REQUIREMENTS (Y TO SOB., T' To FORMS M U_ OTHER
WCAMMS)
2 DOWEL AND VERT MY RE T�SAME PEECE PROVEXED THE SEE AM SPACING
0 THEDOWELIS USED
3YOU—ENDTHEDDVIETOW 2" OF TIdE TOE E� PER THE TOE
SPACING USING DOWELS IN BETWEEN
N.T.S. SRWA L_J N.T.S. SRWA
SS Number:
1811020
Project Name:
917 Pine Street
Owner:
FairvAnds
Development, LLC
Project Locati-
917 Pine Street
Edmonds, WA
Design Professional:
Novion Group Inc
M
C"I
CD
GO
ad
E
Cn
g= z
E
In
in
71
STe
MAL
This space reserved for
governing jurisdiction stamps
L-31JILEANG
ORIGIN DATE: 1/10/2019
REVISED:
S5
SYMBOL LEGEND SLEXP
tHOLDOWN MODEL
HOLDOWN Represe is holdowns which are located at the bottom of the wall where it is called out. Ccinnectbris am
no
wall_to_mll or wall -to fdn u.n.o. Connections per the HOUDOWN SCHEDULE.
— — — CONCRETE WALL AND CONTINUOUS FOOTING
See CONCI and R-.'ORCING BAR specifications per DETAIL FWS.
F2 SPREAD FOOTING
See CONCRETE and REINFORCING BAR specifications per DETAIL FIG.
CONCRETE WALLAND CONTINUOUS FOOTING
See CONCRETE and REINFORCING BAR specifications per DETAIL FWX.
POST Indicates the location of a post within walls below framing. Sizes am indicated on the plan. Grades am
indicated In the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Consult detail BIAS for posts not indicated on
the plans.
BEAM or HEADER Represents the location of a beam or header. Sizes are indicated on the plan. Grades are
Indicated In the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 2-Zx6 at dropped
condition u.n... Flush headers (FRIA) shall be 3 Y2 x 5 % LSL at joists u.n.o. Reference detail FRH for Installation of
the flush rim header.
3�0 T�R P bar symbol points In the direction of the span. The type, size and max
spa7
Ing be= OR RAFTER Re etitive mem
members will be indicated in bold type with a symbol which is representative of the layout of the
entire level.
74 - — —
— — — — — -
6 J.A.W
W.W.F.
F3
LIZ
IL
— — — —
— — — —
— — — —
— — — — —
— — — — —
------------
L------------
!I ----------------- =
F2.5
J I
L — — — — — — — — — �J
SSS Numbe
s1811020
Project Name:
917 Pine Street
Owner:
Fairvands
Development, LLC
Project Location:
917 Pine Street
Edmonds, WA
Design Professional:
Novion Group Inc
M
r"I
CD
00
l"
r4
E
8
V)
Lo',
E
s'e
ONAL
This space reserved for
governing jurisdiction stamps
n0cr-MIJEED
FEB 2 1 20S
BUILUNG
ORIGIN DATE: 1/10/2019
RUM:
S6
k�>
0
0-39
SYMBOL LEGEND SLEXP
-----------------
DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM.
— — — — — — — — — —
DIAPHRAGM PR03ECTION Represents elements such as roof eaves, facades, and the like.
----------
SHEARWALL Represents walls which are shearwalls and shows the extents of that wall. Connections
per the SHEARWALL SCHEDULE.
*HOLDOWN MODEL
HOLDOWN Represents holdowns which am located at the bottom of the wall where it Is called out Connections are
wall-t—all or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE.
0
POST Indicates the location of a post within walls below framing. Sizes are indicated on the plan. Grades are
indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Consult detail BHS for posts not Indicated on
the plans.
INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL
FRAMING S, BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan.
BEAM or HEADER Represents the location Of a beam or header. Sizes am Indicated on the plan. Grades are
indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Heaiders, (HDR) shall be 2-2x6 at dropped
condition u.n.o. Flwh headers; (FRH) shall be 3 Y2 x 5 Y2 LSL at joists u.n.o. Reference detail FRH for installation of
the flush tim header.
-JIL U1
HANGER Indicates hanger, standard or concezied flange. Provide fasteners In all holes. Reference the GENERAL
STRUCTURAL NOTES for the minimum size hanger. Ifa different model no. Is required, It will be noted on the plan.
J-0 T—RUSS 211 KIER Repetitive member symbDi points in the direction of the span. The type, size and max
spaM
Ing between me
T: will be Indicated In bold type with a symbol which Is representative of the layout of the
entire Ivel'
TENSION -TIE CONNECIrION
Indicates a hoIdo%vn or colled strap tension -tie connection. Unless
indicated on Plan, use OCS16 with (11) 10d nails per member.
T
T
-
T
11
L11
D
T
IY4xI1%LSI.(1-4)
WCS
5W t 4
Sw ISTUDERE
— — —
— — — — — — — — — —
*STHD14 Sw *STHD14
— —
*STHD14
SW
7 x It PS. (1-6)
A6 - - -
A6
(2)2x6HDR
_A1
6X6 POST./
*CCQ 0 TOP &
*HB
6X6 POS r w/
*HDU8
5X6 POST 11
*PBS @ ETM
*PCZ@TOP&
*CCOQ @ TOP &
*P8 @ OTM
*BC @ BUM
*S(JR
TERRACE
LAL��DR�__N,
BEDROOM 2
BEDROOM 3
T
IXxl4L5SL(l-2l)
XV BOLT@ 8V
CIS
*HDJ8
FSI—Fl i
WCS
THRU RANGE & DBL
BC
TOP PLATE
11
SW
I
I x 14 USL
Y,
6)(6POSTw/
P
101
P
*CCDQ @ TOP &
oBC@BTM
GA
HS5 AW,
tpB@BTM-/
I
1
*HDU8
*HDIJ8
I
�IDR
IXX 14LSL
Y4.14-
15)
HDR
KDR
J
J
la
it:
*HDU8 *HDu8
#HGUl
I #HHUS
HOR HDR ly4Xl4LSL(I-11)
5Y4xI4PS-(l-I6)
3XX14LVL(I-17)
fHDU(I-/
1)'4xl4LSL
L
*MR-/
D2
- -
- - - - - - - - - - -
REC ROOM
I (3)2x4TRII4MERS
*HDL8
- — -
— - — - —
4X4 POST w/
7
PXXwJ5WS
CTS NSB
BEDROOM 1
6X6 POS7
*HDUB OPB Cl 5;1 OHM
n(I.)
'ENTRY
ED
INK
W11(22 (1-8)
1W
UP
7�H
CQTO;�,
H
CHU
zt O-UMN
INN
D
I LU
1W S SW 3MXII%LSL(I-1�)
*SM14 *SMD14 AW6 *STMHDl4 *STHD14
3XX5y4 SL 5Y4x5Y4P5L QPI POS7 W1
WINDCOWMN�/ WINDCOLJMN�J WIND COLUMN w/ sOOQ@TOP&
(2 *A3- TOP& (2)#A35@TOP& (2) *A35@ TOP & *PBS 0 UK
Ist FLOOR SHEARWALLS & FRAMING ABOVE (2� tA35@BTM (2)*A350ffrM . (2) *A3S @ IITM
1/4" = V-0"
DO NOT SCALE - REFER TO AROMECTIRAL SHEErS FOR DIMENSIONS
I W
UME
E
f
SSS Number:
s1811020
Project Name:
917 Pine Street
OW r:
Fairwinds
Development, ILLC
Project Location:
917 Pine Street
Edmonds, WA
Design Professional:
Novion Group Inc
C)
t--q
00
—J
C=� .
ke)
E
0
k—p
L!
"I
R
C:
V)
d= Z
U!
E
8
Ch
N
L
Ft
771
N L
I Id emol,
This space reserved for
governing jurisdiction stamps_
FED 2 1 2019
BUILDING
ORIGIN DATE: 1/10/2019
REVISED:
1--S7
X X
f- 69POSTwl_Z/-
*CCQ @ TOP &
#13CS0 0 ERM
6X6POSTw/
IHC
TOPODINNECTION
PERT1111MIG&
C'.
P>
K>
SYMBOL LEGEND SLEXP
-------------------
DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM.
— — — — — — — — — —
IDTAIPMR&GM PROJECTION Represents elements such as roof eaves, facades, and the like.
----------
SHEARWALL Represents walls which am shearwalls and shows the extents of that wall. Connections
per the SHEARWALL SCHEDULE.
*HOUDOWN MODEL
HOLDOWN Represents holdowns which am located at the bottom of the wall where it is called out. Connections am
wall-to-wall orwall-tofdn u.n.o. Connections per the HOUDOWN SCHEDULE.
Z
POST Indicates the location of a post within walls below framing. Sizes am indicated on the plan. Grades are
indicated In the GENERAL STRUCTURAL NOTES, U.N.C. on the plan. Consult detail ENS for posts not indicated on
the plans.
INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL
FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan.
BEAMorHEADER Represents the location ofa beam or header. Sizes am indicated on the plan. Gradesam
Indicated in the GENERAL STFUCFURAL NOTES, U.N.O. on the plan. Headers, (HDR) shall be 2-2x6 at dropped
condition u.n.o. Flush headers (FRH) shall be 3 Y2 x 5 Yz LSL at joists u.n.o. Reference detail FRH for installation of
the flush rim header.
JIL IJIJ
HANGER Indicates hanger, standard or concealed flange. Provide fasteners in all holes. Reference the GENERAL
STRUCTURAL NOTES for the minimum size hanger. If a different model no. Is required, it will be noted on the plan.
3_01ST T_RUSS QR 8FII Repetitive member symbol points In the direction of the spar. The type, size and max
spacing between rne!bers will be indicated In bold type with a symbol which is representative of the layout of the
entire level.
TENSION -TIE CONNECTION
Indicates a holdown or wiled strap tension -tie connection. Urte�s
indicated on Plan, use #CS16 with (11) 10d nails per member.
If
T
JSTOMM
2N CRNUIRE LON
If
CS
CHANGE IN TOP
RATE HEDGHT
- -------------------------
—
T
— — — — — —
— — — — — — — — — — — — — — —
— — — — — — — — — — — —
--- 7
*HB SIN
*MSTC4Q
SW �MSTCAO *MSTC40
SW �LS�40
I wvflo ..Mil) AS
AS
112 Z FRH
2
5ylXlly4PSL(2-5) 6X6 POS w/
I
I
5Y4x9Y4PSL(2-I6)
*BC@TOP&
6X6POSTwJ
08C @ BIN
*PU@TM&
*11C @ BTI4
X
SKL45
DESIGN TRUSS TO RESIST DUG FORCES OF
FAH
(0.6W) = 14W# (0.7E) 3CO#
DINING
*HM
6X6 POS7 .1
SIR
TOP CDNNECTIO
*M5
M
PER TRUSS MFG &
o8C @ BTM
M BEDROOM
HANGERS PER
TRUSS MFG, TYP
P
dRY
L U�
ON POST w/
P"T"
TOPODINICUON
TORCONIIECUCH
n
PE"RU" MFG &
PER TRUSS MFG &
SW
LIVING
*RC @ BTM
00C 0 011M
GIRDER TRUSS (2-15)
A6
SW SIN FR
Sly
*MSTC4) GIRDERTRUSS(2-14)
6 AS
AS
L— — — — — — — — — — — — — — — — — — — — — — — — — — —
11— _J
OPEN TO ENTRY
I
'4
LIBRARY
U010
Q DE1
M 3S
-1
AS
#M� C52
2 X 12 (2-7)
SW SW
FAN
A6 A6
AS
L—
— — — — — — — — — — — — — —
— — — — —
— — — — — — — — — —
—
�
CHANGE IN TOP
2nd FLOOR SHEARWALLS & FRAMING ABOVE
PLATE HEIGHT
1/4" = 1'4�
DO NOT S(ALE - REFER TO ARCHITECIIIIIAL SHEECS FOR DIMENSIONS
-A
SSS Number:
s1811020
Project Name:
917 Pine Street
Owner"
FairvAnds
Developmenli ILILC
Project Location:
917.Pine Street
Edmonds, WA
Design Professional:
Novion Group Inc
0
rn
CD
cb
P,
E
It= Z
k� F4
This space reserved for
governing jurisdiction stamps
FEB 2 1 2019
BUILDING
ORIGIN DATE: 1/10/2019
REVISED:
S8
SYMBOL LEGEND SLEXP
-------------------
DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM.
— — — — — — — — — —
DIAPHRLGM PR03ECTION Represents elements such as roof eeves, facades, and the like.
----------
SHEARWALL Represents walls which a. shea—lls and shows the extents of that wall. Connections
per the SHEARWALL SCHEDULE.
*HOLDDVVN MODEL
HOLDOWt! Represents holdowns which am located at the bottom of the wall where it is called out. Connections am
wall-to-wall or mll-to fdn u.n.o. Connections per the HOUDOWN SCHEDULE.
POST Indicates the location of a post within walls below framing. Sims are indicated on the plan. Grades am
indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Consult detail BMS for posts not indicated on
the plans.
INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL
FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan.
BEAM or HEADER Represents the location of a beam or header. Sbes are indicated on the plan. Grades are
Indicated In the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 2-2x6 at dropped
condition u.n.o. Flush headers (FRH) shall be 3 % x 5 % USL at joists u.n.o. Reference detail FRH for instellation of
the flush rim header.
JIL U1
HANGER Indicates hanger, standard or concealed flange. Provide fasteners in all holes. Reference the GENERAL
STRUCTURAL NOTES for the minimum size hanger.. If a different model no. Is requited, it will be noted on the plan.
3_01 T_FIUSS 2R�
sp.,7
g between me b�71!11. Repetitive member symbol points in the direction of the span. The type, sbe and max
will be indicated in told type with a symbol which Is representative of the layout of the
entire level.
TENSION -TIE CONNECTION
Indicates a hotdown or wiled strap tansion-tie connection. Unless
indicated on Plan, use *CS:16 with (11) 10d nails per member.
-- -
- - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --
L
SOLAR-READY ROOF
DEAD LOAD 20 PSF MAX
LIVE WAD 0 PSF MAX
SNOW LOAD 25 PSF MAX
GPP
— —
—
SOLAR -READY RO F
DEAD LOAD 20 PSF
LIVE LOAD OPSF MAX
SNOW LOAD 25 PSMMAXAX
D —L0'A"A'2L0E P'S'FM'AX
'A'
LIVE LOAD 60 PSF MAX
ROOF DECK 1 SNOW LOAD 25 PSF MAX
L— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — i
L
A
ROOF PLAN & FRAMING ABOVE
1/4' = l'-Y'
DO NOT SCALE - REFER TO AllafflIECIURAL SHEETS FOR DIMENSIONS
SSS Number:
sl8d.1020
Project Name:
917,Pine Street
Ow er:
Fairmilinds
Development, ILLC
Project Location:
917 Pine Street
Edmonds, WA
Design Prollessional:
Novion Group Inc
(14
CD
li-41
iRTJ
W
S
E
8
U)
E
8
CD
r
F
77
ST
nAl.
fall,
This space reserved for
governing Jurisdiction stamps
7,,1[2_'Q�Z-JVEC:D
FED 2 1 2019
IBUILDING
ORIGIN DATE: 1/10/2019
REVISED:
S9
2--V- 14AX DIAPHRAGM PER STRUCT NOTES
18"TRUSS Zd BOUNDARY NAILING DIAPHRAGM PER STRUCT NOTES
11EITHING
PER SW Ph I Y4 X 14 / MG
kl�112.S �j DILAVPLHRPEAGM 17A3,SCPER,
DIAPHRAGM PER PER IM�l SW E
STRUCT NOTES 10 *
"— 6 x RIP TO FIT wl j EDGE MAILS
*A35 P R *SDSr4 xfi@810�
To PI
E M
x L: L.LS
SWSCHED 2 x 12 RIM I BUKG 6x, Pip TORT w/ IuMjBUKG
EDGE NAIL oSDS �V X 6 0 8"
—'SHEARWALL TO RUI EDGEHMIS
rSIR� STEP IN ROOF FSIF� STEP IN FLOOR
�—j N.T.S. SIDAC L__j N-T-s- SIDAA
D)
FEB 2 1 2019
BUILDING
SECTION 25, T.27N., R.3E., W.M.
N
W*E
S
SCALE : 1*-20'
5' 10' 1. ", 40'
.C,rIH Aarv� SECR.
21
Ia.- IIRASS�;' X
�q
SW CORNER. NM/4. NEI/4
MCI N 2S+ 3'BRASS
DISK WV'X"
—c— T,
I *it ,
BENCH MARK
TOP OF BRASS DISK AT THE INTERSECTION OF 9th AVENUE S. AND PINE
STREET.
ELEVATION : 100.00
DATUM : ASSUMED
T.B.M. TOP OF NORTHERLY BOLT ON FIRE HYDRANT LOCATED FEET NOTH OF
THE SOUTHWEST PROPERTY CORNER
UTILITY NOTE
THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS
APPROXIMATE ONLY. THIS SURVEY DOES NOT PURPORT TO SHOW THE
LOCA71ON OF ALL UTILITIES. THE OWNER SHOULD CONTACT THE
PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE
LOCA71ON AND DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE
PROPERTY.
Ld
Ld
0)
,,ROOF PEAK
01
1
270325001 40G
THON. E. BELT
UNE
-I ECIR/W I 'NE
EK PROPeriY U
CIVY OF �eMONbs
"I'l '107 ISP 01-9-61A
CITY OF EDMONDS SP #S-24-81
(RECORDING NO. 8,304140,316
AND NO. 840200215)
2
STEW� SO. .,27. S-USCS
ONY & SHIRIN DASHTT
(REd N,
�910214OJ78)
PA RCI EL A
ou—
ES
0'
2
M R_
-to, R/w I
(Eli
01'A
�PROPERTY UNE
0
FEN 1.1'
1.5'�EST
C�-A rI.R.T
All
NE
iLOT A
—IR
CITY OF E[
#LL-2(
-�..\I(REC. NO.
-- — — — I — — — —
------ --- ---
Ti� EX. C.G. IVE I CAS
EX 95
LEGAL DESCRIPTION (ENTIRE PROPERTY)
PARCEL A OFCITY OF EDMONDS SHORT PLAT NO. S-9-61A. RECORDED UNDER
RECORDING NO. 9102140373, RECORDS OF SNOHOMISH COUNTY. WASHINGTON. BEING A
PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 25,
TOWNSHIP 27 NORTH, RANGE .3 EAST. W.M.
TOGETHER WITH LOT A. CITY OF EDMONDS LOT LINE ADJUSTMENT NO. LL-2006-100.
RECORDED UNDER AUDITOR'S FILE NO. 200609115184. RECORDS OF SNOHOMISH COUNTY,
WASHINGTON, BEING A POR'nON OF THE NORTHWEST QUARTER OF THE NORTHEAST
QUARTER OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.;
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF'HA5HINGTON
OKERHEAD
Im-
100
760911
4
270325 1140GD
ALBERT R. COHEN
---- ---------
2702-115200
.88M
LOT B r ---- J i
i
-------------- J,
84)
E �. C.B.
IN
IN l-- I I 1"E
I --P-1Z`m'I I'll", I a
o all damage to
I= R,
I right -of my P-"'Ci[y liarlds
I or cocu" dtlriMl 0�0 Permitted project,
COMPLIES WITH APPLICABLE
CITY sp
MAXIMUM DRIVC%k',�Y MOPE
ALLOWED 14%
NOTES
1, A SEPARAIE MGHT-OF-WAY CONSTRUCTION
PERMIT IS REQUIRED FOR ALL WORK V47HIN
THE CITY RIGHT-OF-WAY. A ROW PERMIT
APPLICATICN WITH THE CONTRACTORS
SIGNATURE SHALL BE PROVIDED TO THE CITY
SHALL BE PROVIDED TO THE CITY PRIOR TO
ISSUANCE DF CIVIL CONSTRUC71ON PLANS.
A-t'L i2tt.- VAKLrc Tb -gE twv— —
SerAIMITE ErD— PMM"rr ISS""" Wt7" THE7
SK.r,-, rwr (PLO Z." Vest -
CIVIL SHEET INDEX
C1 COVER AND EAST. SITE CONDITIONS
C2 CLEARING & SWPPP PLAN
C3 GRADING PLAN & GENERAL NOTES
C4 ROADWAY & DRAINAGE PLAN
C5 ROADWAY & DRAINAGE DETAILS
CIS WATER. SEWER AND UTILITY PLAN
C7 TMWR& IS
TC9 Umex 56-0twAirw FEW41-r
C-Z - KtrAL vov=-�
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: -yAqllel
BY-
CrrY ENGOMNG 01IMON
W
.\ACINITY MAP
APPLICANT
ENGINEER/SURVEYOR
STEVE NIELSO
F M
AIR NOS DEVELOPMENT, LLC
CONTACT. JEFFREY TREIBER
LOVELL-SAUERLAND & ASSOCIATES, INC.
13110 N E. 177th PLACE
19217-36TH AVENUE W. SUITE 106
WOODIN _ WASHINGTON 98072
ALLF
PHONE 425-396-5757
WO
LYNN On. WA. 98036
E-MAIL
PH.:
C_M 425-775-1591
AIL' JEFFTOLSAENCINEERING.COM
FAIRVANDSOFAIRWINDSOEVELOPMENT.COM
OWNER
STORMWATER SYSTEM
ESTATE OF JOAN DEMEROUTIS
921 PINE STREET
CITY OF EDMONDS
EDMONDS, WASHINGTON 98020
WATER SERVICE
PARCEL NUMBER
CITY OF EDMONDS
2703250ole
a
POLICE PROTECTION
PROPERTY AREA
CITY OF EDMONDS
26,170 SO. Fr. OR 0.601 ACRES
PUBLIC SCHOOLS
PROPERTY ADDRESS
EDMONDS SCHOOL DISTRICT NO. 15
LOT 1 919 PINE STREET
LOT 2 915 PINE STREET
LOT 3 917 PINE STREET
FIRE PROTECTION
SNOHOMISH COUNTY FIRE DISTRICT NO. I
ZONING
SANITARY SEWER SERVICE
RS-8
TELECOMMUNICATIONSi
CITY OF EDMONDS
NATURAL GAS
JEREMY FAULT (425) 263-4024
JEREMY.FALLTOM.COM
PUGET SOUND ENERGY
111 5208152-47
KEVIN WILLIAMS (425) 691-7573
111 504783749
COMCAST
MIKE FONTENOT (425) 263-5482
# PUD-0067-2017
ELECTRICITY
P.U.D. NO. 1 OF SNOHOMISH COUNTY
MARY McALLISTER (425) 670-3216
# PUD-0067-2017
LEGEND
M 4-9 4' CONCREIM
-r
SEWER MANHOLE UTILITY P.OLE
mwemm "
1-3/4' MASS DISK IN
(j) "" CATCH BASIN MANHOLE GUY ANCHOR POILE
CASINO 1.76' NORIN
0 CATCH BASIN ELECTRICAL BOX
0 YARDMDRAIN TELEPHONE PEDESTAL
o STOR DRAIN CLEANOUT 0— CABLE TVBOX
0 MOO SANITARY SEWER CLEANOUT POWER VAULT
ss—
WATER VALVE LUMINAIRE
.
FIRE HYDRANT AREA LIGHT
— — — — — — — -
IRRIGATION CONTROL VALVE GUY ANCHOR
WATER SPIGOT H/C HANDICAP RAMP
w WATER BLOW -OFF SIGN AS NOTED
gas
EB- WATER METER x— FENCE AS NOTED
SPRINKLER MAILBOX c
D4 GAS VALVE BOLLARD
GAS MEIER DOZ3ZD ROOKERY
—SD— STORM SEWER LINE WETILAND FLAG
—SS— SANITARY SEWER LINE
TREE AS NOTED (djk) N'U-
401
-W— WATER LINE
— E — ELECTRICAL LINE F17/7 ASPHAL71C CONCRETE PAVEMENT
— T — TELEPHONE UNE
— C — NATURALGAS LINE CEMENT CONCRETE PAVEMENT
—011 OVERHEAD U'I1LITY LINES
L-07 'a
COVER AND EXIST. SITE CONDITIONS
FOR
FAIRWINDS DEVELOPMENT SP
IN NW1/4, NE1/4 SEC. 25, T.27N., R.3E.,W.M.
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
W. K- S
REVISED PER CITY REVIEW COMMENTS. DAM 4-20-18 07/10/18'
Lovell—Sauerland & Associates, Inc.
swtT
Engineers/Surveyors/Planners/Development Consult !
C 1
LN
e-inaff: info@lsaengineering.com *eb: Isaen&eering.Ii0tM-S
19217 30th Avenue T., Sufte 100 Lynnwood, WA 98036 (425)775-1591
DUWN
hkl�
I
.-
I
J-TT
J.Y�.
7-1 ._"
, P.r
.39 �'
I �G'
5677-0-17
.71
NOTES: tLOTES (CONTINUE): SECTION 25, T.27N., R.3E., W.M.
1. WHERE TREES ARE TO BE MAINTAINED. BARRIER FENCING SHALL S. THE STOCKPILE IS TO BE COVERED WITHIN 24 HOURS.
BE PLACED AT THE DRIP LINE OF THE TREE IN ORDER TO EROSION AND SEDIMENT CONTROL
PROTECT THE ROOT SYSTEM.. 7. INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO
APPROVED PLANS. CITY OF EDMONDS STANDARD DETAILS. BEST MANAGEMENT PRAC110ES (BMP'Sl
2, ALL UTILITIES TO BE ABANDONEDIREMOVED. INCLUDING THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN, REVISE AND/OR
OVERHEAD POWER FEEDS. SANITARY SIDE SEWERS WILL NEED TO ADJUST ESC MEASURES AS NEEDED THROUGHOUT CONSTRUCTION 1. GRADING AND CONSTRUCTION SHALL BE TIMED AND CONDUCTED IN STAGES TO MINIMIZE SOIL EXPOSURE.
BE CAPPED AT THE PROPERTY LINE. AND UNTIL PERMANENT STABILIZATION IS IMPLEMENTED. 2. THE CONTRACTOR SMALL MINIMIZE OR PREVENT THE TRANSPORT OF SEDIMENT ONTO PAVED SURFACE DURING CONSTRUCTION. IF SEDIMENT IS
3. ORANGE BARRIER FENCE AND/OR ORANGE SILT FENCE SHALL BE 8. BUILDING TO BE REMOVED UNDER SEPARATE BUILDING PERMIT. TRANSPORTED ONTO A PAVED SURFACE IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CLEAN IT AT THE END OF EACH DAY.
ADDED ALONG THE EDGES OF THE PROJECT TO CLEARLY 3. SUFFICIENT TESC BMP MATERIALS AND SUPPLIES TO PR07ECT 714E ENTIRE SITE SHALL BE STOCKPXFD ON -SITE PRIOR TO ANY SITE ACTIVITY.
DELINEATE CLEARING UMITS DURING CONSTRUCTION. 4. THE CONTRACTOR SHALL MAINTAIN AND REPAIR AS NECESSARY ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL BMPS TO
4. CITY OF EDMONDS DOES NOT ISSUE PERMITS FOR ROCKERIES. ASSURE THEIR CONTINUED PERFORMANCE.
ROCKERIES CAN BE CONSTRUCTED BUT MUST BE DONE SO IN
COMPLIANCE NTH THE PROHIBITIONS STATED IN THE CODE. NO 5. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR
ROCKERY MAY EXCEED THREE FEET IN SEfafteW-AREA HEIGHT WHEN THE TESC MEASURES BECOME DAMAGED.
WITHIN A SETBACK. 6. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL TEMPORARY DRAINAGE FACILITIES AND STRUCTURES UPON REACHING A DEPTH OF 6
5. FILTER SOCKS ALL BE ADDED TO ANY CATCH BASINS INCHES,
DOWNSTREAM FROM THE CONSTRUCTION SITE. SEE CITY OF
EDMONDS STANDARD DETAIL ER-902. 7, SOL STOCKPLES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING NTH THE SOIL STOCKPILE, STABILIZATION SHALL OCCUR
ATI THE END IOF EACH WORK DAY.
IN
B. SILTAT10N BARRIERS AND ALL OTHER TESC MEASURES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL EVENT GREATER AN 0.1"
NMIN OUART4 SECTOR RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL EVENTS.
9. INLETS OF THE PERMANENT DRAINAGE SYSTEM. INCLUDING NEWLY INSTA! I ED INLETS, SHALL BE PROTECTED FROM SEDIMENT INFLUX BY USE OF
F " 2"T.-C
UPY - ��T
RA- SIR FILTER SOCK. MICROPORE BAGS, OR SIMILAR FILTERING MATERIALS AND METHODS.
NO
-POOF PEAK 11, DURING A STORM EVENT, No CONSTRUCTION ACTIIATY SHALL OCCUR ON SITE EXCEPT FOR WORK ON EROSION CONTROL FACILITIES.
ELE.D.. �6 1. ALL DISTURBED AREAS TO BE COMPOST AMENDED PER 2014 SWMMWW BMP T.15-3.
S27-0113200A 270325 IINOO 270325 114000
2703250 105400 TE-HT �DH M ANV.1 A EHIMN ONSHU ALBERT H. COHEN
`HOURS
VIRG -Tow"' Fg.,Teo. F6Wf- A% N509-0.
rominvot"16A) `F-513clmc. -TO ss IMlllOH..Il
'-W('Pf f-t-IEM6"`W 13-
FF
PRCPEF1 LINE 11 111111-21" 11 218.12'
- �.E----
EE PRO CTION
LOT 3
I "FIR �PROPIDM LINE
IRIIZ P-1-11ON
E PROTE TION
GA MOSS AREA MIDI
�5 Fr WO". ------------------
a, EAVE URE-2 911 S.I. FF Is MST
FF \t�
A
CIL
14 F,
1xv fEA 11
Ld inio
M
:DD TAILS_Tw`SHEFT----, y TREAMOR
ORT
�E FF
z 2 (TYPI A�o, �l
Lij AN
AN TREE�PROTE ------
> FOR �U_
< L 2
(9)
Z�-2& ACCESS AND E. K
EASEMENT TO r----
XOTS 2 A
(T)
4 CLE R NO U6111111 �OA CIL
U Li :pO K -------------
5 FH EE, nON No.AR E. IF CTION (2)
TON
tol 2
IMATER
_PlOTIfCTION 1(2)
(R 61-LIM
CORM I NWI/4. NEI/4
SECTI 25. , "DNA -
DISK MIN *X'
LEGEND
r,y� CLEARING LIMITS
_X IFLTER FENCE (SIT) DETAIL E1.1)
INLET PROTECTION (STD DETAIL E1.3)
CONSTRUCTION ENTRANCE TO BE INSTALLED T
NEW JOINT ACCESS LOCATION -QUARRY SPA
ENTRANCE PER EDMONDS STANDARD DETAIL El.,
INDICATES TREE TO BE REMOVED FOR SITE DEVELOPM
(OTHER TREES MAY BE REMOVED - DETERMINED AT
BUILDING PERMIT STAGE)
4 8ENCH MARK
TOP OF BRASS DISK AT THE INTERSECTION OF Elth
AVENUE S. AND PINE STREET.
ELEVATION : 100.00
DATUM : ASSUMED
T.B.M. TOP OF NORTHERLY BOLT ON FIRE HYDRANT
LOCATED FEET N07H OF THE SOUTHWEST PROPERTY
CORNER
UTILITY NOTE
THE LOCATION OF UNDERGROUND U71UTIES SHOWN
HEREON IS APPROXIMATE ONLY. THIS SURVEY DOES
NOT PURPORT TO SHOW THE LOCATION OF ALL
UTILITIES. THE OWNER SHOULD CONTACT THE
PURVEYORS OF ALL UTILITIES IN THE AREA TO
DETERMINE THE LOCATION AND DEPTH OF ALL
UTILITIES ON AND ADJACENT TO THE PROPERTY.
P
0� RUN,
- - - - - . . . . . . . . . .
V A 2* NOI
MIEN FABRIC SEDU
IT2 .2'140A
KIM FABRIC EOUAL
NAME W101U.
2". 2"WOCD/STEEL POSTS-\
I
SUR, Bono OF -
MMTERRM. V`To Ir
NOTES:
1. SHALL MAINUM AMID ENSURE PROPER
EROSION CONITOL 1HROUGHOUT PROJECT.
CITY INSPECTION REQUIRED ON
2. SILT PENCE TO BE PLACED WWNSUOPE OF
ACTIVITY.
CONSTIMICTION ALL EROSION
QTHL�.. lA.UNR
I BEFORE WORK CAN BEGIN
'CITY OF EDMONDS
�
FILTER FABRIC FENCE
FILTRATION SYSTEMS
REMON DATE
JAIRAW 2018
f
"R,
PU13LIC WORKS
STANDARD
-, DEPARTMENT
DETA91L
w. �
_ G _
ER-900
-11IR". B III ElHUSH
N
ll-��IE
S
5CALE : 1-20'
0' 5, 10, 20' 30' 40'
i kX.C.B.
ttlft� "
%;S. rN
'k
H. MR-12E
THE CONSTRUCTION SWPPP 13 ELEMENTS 1..
16.49-12'W
\zx. C.B
1
THE 13 ELEMENTS THAT ARE PART OF A CONSTRUCTION SWPPP ARE AS FOLLOWS:
1. MARK CLEARING LIMITS: PRIOR TO CLEARING OR DISTURBING THE LIMITS MUST BE MARKED. THIS ELEMENT IS PART OF MOST NORMAL
114�
CONSTRUCT10N PLANS AS ONE OF THE FIRST STEPS.
CONSTRUCTION SEQUENCE
2. ESTABLISH CONSTRUC71ON ACCESS; ALL EROSION CONTROL PLANS SHALL INSTALL A STABILIZED CONSTRUCTION ENTRANCE (OR OTHER
1. SCHEDULE A PRE-CONSTRUC71ON MEE71NG NTH CITY
METHOD OF PREVENTING SEDIMENT TRANSPORT ONTO THE ROADS). IF A STANDARD GRAVEL CONSTRUCTION ENTRANCE IS PROPOSED.
USE GEO-TEXTILE FABRIC UNDER THE ROCK. NOTE. A WHEEL WASH IS REQUIRED FOR PLANS THAT PROPOSE WINTER GRADING.
ENGINEERING DIVISION AT 425-771-0220 EXT.1326. TWO DAYS
(48 MR.) NOTICE IS REQUIRED.
3. DETAIN FLOWS: BASED ON A DOWNSTREAM ANALYSIS IT MAY BE NECESSARY TO DETAIN RUNOFF FROM A SITE UNDER CONSTRUCTION. IT
MAY BE NECESSARY TO CONSTRUCT AND USE A DETENTION POND TO CONTROL FLOWS DURING CONSTRUCTION.
2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES.
4. INSTALL SEDIMENT CONTROLS: IF THERE IS RUNOFF FROM THE CONSTRUCTION SITE, SEDIMENT SHALL BE REMOVED FROM THE WATER.
3. CALL FOR UTILITY LOCATIONS.
NOTE THAT THE WATER QUALITY STANDARDS MUST BE MET.
4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE
5. STABILIZE SOILS: ALL EXPOSED AND NON -WORKED SOIL SHALL BE STABILIZED BY USE OF SUP'S. NOTE THERE ARE TIME PERIODS OF
PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION
ALLOWED EXPOSURE THAT DEPEND ON THE SEASON. GROUNDCOVER BOTH TEMPORARY AND PERMANENT NEED TO BE PART OF THE
OUTSIDE THE CONSTRUCTION ZONE.
CONSTRUCTION PLANS.
T S. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF
6. PROTECT SLOPES: CUT AND FILL SLOPES NEED TO BE PROTECTED FROM EROSIVE FLOWS AND CONCENTRATED FLOWS UNTIL PERMANENT
EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY
COVER AND DRAINAGE CONVEYANCE SYSTEMS ARE IN PLACE.
SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN
PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE
7. PROTECT DRAIN INLETS: ALL STORM DRAIN INLETS REQUIRE PROTECT10N FROM SEDIMENT AND SILT LADEN WATER.
CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES
AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT
8. STABILIZE CHANNELS AND OUTLETS: TEMPORARY AND PERMANENT CONVEYANCE SYSTEMS SHALL BE STABILIZED TO PREVENT EROSION
VEGETA77ON IS ESTABLISHED.
DURING AND AFTER CONSTRUCTION. CULVERT OUTLETS REQUIRE PROTECTION,
6. DEMOLISH EXISTING STRUCTURES.
9. CONTROL POLLUTANTS: THE PLAN SHALL SHOW HOW ALL POLLUTANTS. INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS, ALL BE
HANDLED. THIS IN CLUDES MAINTENANCE OF CONSTRUCTION EQUIPMENT. FERTILIZERS, APPLICATION OF CHEMICALS. AND WATER
7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE
TREATMENT SYSTEMS,
FEATURES.
10. CONTROL DE -WATERING: THE WATER FROM DE -WATERING SYSTEMS FOR TRENCHES, VAULTS AND FOUNDATIONS SHALL BE DISCHARGED
8. CLEAR, GRUB & ROUGH GRADE SITE REVEGETATE DISTURBED
INTO A CONTROLLED SYSTEM.
AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE
IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS
11. MAINTAIN BMPS-. THE PLAN SHALL PROVIDE FOR INSPECTION AND MAINTENANCE OF THE PLANNED AND INSTALLED CONSTRUCTION B MPS
SHALL BE STABIUZED PER EROSION CONTROL NOTES BELOW).
AS WELL AS THEIR REMOVAL AT THE END OF THE PROJECT.
9. INSTALL U TILITIES AND OTHER SITE IMPROVEMENTS. INCLUDING
12, MANAGE THE PROJECT.' THE PLAN SHALL OUTLINE HOW THE SITE SHALL BE MANAGED FOR EROSION CONTROL AND IDENTIFY THE
FRONTAGE IMPROVEMENTS.
MANAGEMENT TEAM, INCLUDING A CERTIFIED EROSION CONTROL SPECIALIST IT NEEDS TO COVER PHASING. TRAINING,
PRE -CONSTRUCTION CONFERENCE, COORDINATION NTH UTILITIES AND CONTRACTORS. MONITORING AND REPORTING. IT SHALL PRO14DE
10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR
REVEGUATION OF ENTIRE SITE. ?V?.
FOR NOTICE OF PROBLEMS, REVISIONS DU ING CONSTRUCTION AND CONTINGENCY PLANNING. ONE OF THE MOST IMPORTANT ELEMENTS
PLA NIN FOR CON71NGENCIES BASED ON THE RISK OF EXPOSURE DURING PHASES OF T14E
IN THE MANAGEMENT OF THE PROJECT ISR N
THAT PLA IN ISO
DEVELOPMENT. IT IS ESSENTIAL NN G ONGOING THROUGHOUT THE LIFE OF THE PROJECT. THE PROJECT CERTIFIED EROSION
11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL
AND SEDIMENT CONTROL LEAD (CESCL) NAME AND TELEPHONE NUMBER TO BE DETERMINED DURING FINAL ENGINEERING DESIGN.
TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED
UPON FINAL SITE STABILIZATION AND APPROVAL BE CITY
13. PROTECT LOW IMPACT DEVELOPMENT BMPs: PROTECT INFILTRATION FACILITY AREA WITH HIGH VISIBILITY PLASTIC FENCE DURING
INSPECTOR.
CONSTRUCTION.
TREE PROTECTION NOTES:
1. A 4 FT (MINIMUM HEIGHT) HIGH READILY VISIBLE TEMPORARY PR07ECTIVE FENCING,
CONSTRUCTED OF CHAIN UNK SHALL BE PLACED AT THE CRITICAL ROOT ZONE OR
DESIGNATED LIMIT OF DISTURBANCE OF THE TREE TO BE SAVED. FENCE SHALL COMPLETELY
ENCIRCLE TREE(S)_ INSATLL FENCE POSTS USING PIER BLOCK ONLY. AVOID POST OR
STAKES I TO MAJOR ROOTS. MODIFICATIONS TO FENONG MATERIAL AND LOCATION MUST RE
APPROVED BY THE CITY PLANNING OFFICIAL.
2. TREATMENT OF ROOTS EXPOSED DURING CONSTRUCTION: FOR TOOTS OVER ONE (1) INCH
DIAMETER DAMAGED DURING CONSTRUCTION. MAKE A CLEAN STRAIGHT CUT TO REMOVE -
DAMAGED PORTION OF ROOT. ALL EXPOSED ROOTS SHALL BE TEMPORARY COVERED WITH
CAM P BURLAP TO PREVENT DRYING, AND COVERED NTH SOIL AS SOON AS POSSIBLE,
3. INSTALL HIGHLY VISIBLE SIGNS SPACED NO FURTHER THAN FIFTEEN FEET ALONG THE
ENTIRELY OF THE PROTECTIVE TREE FENCE. THE SIGN MUST BE APPROVED BY THE CITY
PLANNING OFFICIAL AND SHALL STATE AT A MINIMUM . TREE PROTECTION AREA. ENTRANCE
RESTRICTED" AND SHALL INCLUDE THE CODE ENFORCEMENT DIMSIGN AND PROVIDE THE
CURRENT PHONE NUMBER (425) 771-0220 TO REPORT VIOLATIONS.
4. No STOCKPILING OF MATERIALS, VEHICULAR TRAFFIC. OR STORAGE OF EQUIPMENT OR
MACHINERY SHALL BE ALLOWED WITHIN THE LIMIT OF THE FENCING. FENCING SHALL NOT BE
MOVED OR REMOVED UNLESS APPROVED By THE CITY PLANNING OFFICIAL WORK VAIHIN
PROTECTION FENCE SHALL BE DONE MANUALLY UNDER THE SUPERVISON Of THE Offl-STIE
ARBORIST AND WITH PRIOR APPROVAL BY THE CITY PLANNING OFFICIAL
ONNERICOMCTOR IS RESPffiSIELF FOR ALL EXPOSED SURFACES 70
ERMIaN CONTROL AND DRAINAGE BE COVERED W11HIN 2 DAIS
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE*
.y. cl � fN
CITY 80NEERING DM90N
01/171/12-clis
"Ooo 2 �V MIN RADIUS
GUMMY S`AUS
2-e MIN DIA
Ir MIN DEPTH
IN
(DTH MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SURE
AINDIOR ARK VNE PUBLIC NIGHT -OF -WAY.
AM DRIVEWAY RAMP AND/OR SM ACCESS ROM IV MOE MIN. SEE TABLE BMW FOR RECUIRED LENGTH.
NOTES-
1. SURFACE WATER - ALL. SURFXE WATDI FLOWING OR DIVERTED TOWARD CONSIT MIN ENTUICES SHALL BE PIPM
ACROSS DIE ENITAINCE. IF PIPING IS IMPRACIICAL. A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMRIED.
2.MM CE - THE ENTRANCE SHALL BE NTAINED IN A CONDITION WHICH WILL PREVENT TRUCKING OR PLOMNG
OF SEDIMENT OFF SHE AWD/OR CIAD MOM RIGHT-OF-WAY. MIS MAY REQUIRE PERIODIC TOP DRESSING WITH
ACOITONAL QUARRY SPALLS AS CONDITIONS DEMAND AND REPAIR ANO/OR CUE&NOUT OF ANY MEASURES USED TO
TRAP SEDIMENT. ALL SEEM SPILLED . DROPPED, WASHED OR TRACKED OFF SITE AND/011 OHIO POM
RIGHT-OF-WAY MUST BE REMOVED `M`EQ"My-
J, WHEELS SHALL BE CLEANED TO RUM SEDIMENT PRIOR TO LLUNG THE SITE. WISH WASHING IS USED, IT SHALL
BE DON ON AN AREA SIARIUZED WIN QUVIRR� WALLS AND WHICH DUNS INTO AN APPROVED) SEDIMINT TRANNNO
GORGE
C INSPECTOR AND NEEDED MAINTENANCE SHAUL BE PROVIDED AFTER CARCH FARK
PROJECT MIN UENM OF (r -PROVIDE ATE M PHALT
WE QUARRY SPALL TRANSNI N WHERE
1/4 ACRE 30
0 E
< tACRE SO W CRY INSPECTOR CITY INSPECTION REQUIRED ON
3 ACRE 1. ALL EROSION GO
WORK Mno
1 3 ACRE Im BEFORE OTHER NTNOLCA ERISN I
REVISION GAT
STABILIZED CONSTRUCTION lAWAA. .18
PUBLICINORKS ENTRANCE STANDARD
DEPARTMENT DETAIL
ER-901
HUGN HOMES
'\""\�1DAIC"
BASIN NOTES:
TH S . DAMON AT nMES DURING
CONSTRUCTION PERIOD.
2. ANY SCDIMW IN CATCH MIN INSERT
SHALL BE REMOVED WHEN INSERT IS
0 E-THIRO PULL
3. CRY INSPEDINON REQUIRED ON ALL
CROSO CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
TEMPORARY
REVISION DATE
;,j�----�CITY OF EDMONDS
JANUARY 2018
--FUBLIC WORKS
SEDIMENT TRAP
FOR CATCH BASINS
STANDARD
DEPARTMENT
DETAIL
AD,
ER-902
APPROVED �.!. ENOUSH
L 0-r S
CLEARING & SWPPP PLAN
FOR
FAIRWINDS DEVELOPMENT SP
IN NW1/4, NE1/4 SEC. 25, T.27N., R.3E.,W.M.
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
REVISED PER CITY REVIEW COMMENTS, DAIED 4-20-18 07/10/18
SECTION 25, T.27N., R.3E., W.M.
.ORM
25 - _.- I
MONU : - '
lAt4' BRASS SK IN
C NO
N7
6
I V)
i LLJ
:3
z
Ld
a
EX. CBMH
TOP.99.90
:N
N' 81-S'SE
, .:1 �_ I
. 1. r.E
270-01 400
TH.. �. B
270= 011320D
ST!�ART .. sCHAM
L4 88�92'27- W. 218.Ir
7 --------------- -
1 011"
LOT 3
'e
4 --------- j
(Typh
---------- \ ---- --------
LOT
..........
I .. . ... ..
....... .. .. . .... . .. .
.......... ....
LL ------ .. . ... ...... ....
PR I :"",f
UTUTY
I,
'RNM /4,
PAP
men 2. Y -SS
C"X TH
Lx- 11
7C
-- - - -
�EX.C.13.
- - - - - - - - -
1E IP CAS
oil
memos I
F., I;
CUT 175.C.Y.
FILL , 75 C.Y.
EXCESS MATERIAL TO BE EXPORTED TO APPROVED LOCATION
OFFSITE.
BENCH MARK
TOP OF BRASS DISK AT THE INTERSECTION OF 9th AVENUE S. AND PINE
STREET.
ELEVATION : 100.00
DATUM : ASSUMED
T.B.M. TOP OF NORTHERLY BOLT ON FIRE HYDRANT LOCATED FEET NOTH OF
THE SOUTHWEST PROPERTY CORNER
GENERAL NOTES
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMON S
STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER
APPLICABLE LOCAL MUNICIPAL, STATE. AND FEDERAL CODES, RULES AND REGULATIONS.
CURRENT INTERNATIONAL BUILDING CODE (IBC)
APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION
2BWWSDOT1
-'WASHINGTON TATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET
,�0 BASIN (2014 SWMMWW)
EDMONDS STORIAWATER CODEj SUX�. IT-30
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS
STANDARD DETAILS, UNLESS NOTED OTHERWISE.
3. A COPY OF THESE APPROVED PLANS MUST HE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN
PROGRESS.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL
GOVERNING AUTHORITY.
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS-BUILr
DRAWINGS AND $HALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS
FOR SUBMITTAL TO THE OWNER PRIOR TO PROJECT COMPLETION AND ACCEPTANCE, A SET OF AS -BUILT
DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING
OCCUPANCY/FINAL PROJECT APPROVAL
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION.
7. THE LOCATIONS OF EXISTING UTIUTIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY
OTHERS By FIELD MRVFy M OBTAINED FROM AVAILABLE RJECCIRDS =0 �ULD THEREFORE BE
CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF
THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO
FU RTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED
By THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND
CONDIT10N OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR
NEW UTILITIES . ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE
EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED
IMMEDIATELY OF CONFLICTS THAT ARISE.
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTIU71ES DURING CONSTRUCTION AND SHALL CONTACT
THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO
CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING
WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES.
10. PIPE LFNMS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS.
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPUCABLE) AND SHALL
THOROU GHLY FAMIUARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED
IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT.
12. STRUCTU AL FILL MATERIAL AND PLACEMENT SHALL CONFORM M THE RECOMMENDA71ONS OF THE
PROJECT GEOTECHNICAL REPORT.
13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS. INFILTRATION OR PERVIOUS PAVEMENT IS TO BE
PLACED SHALL BE DEUNEATED AND PROTECTED AT ALL TIMES FROM COMPACTIVE ACTIVITIES (I.E. HEAVY
EQUIPMENT. STOCKPILING).
14. MANHOLES. CATCH BASINS. UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE
NATIVE SOL OR C MPACTED STRUCTURAL FILL I SOIL IS DISTURBED, SOFT� LOOSE, WET OR IF ORGANIC
MATERIAL :S PRESEONT AT SUBGRADE ELEVATION,FREMOVE AND REPLACE WITH COMPACTED STRUCTURAL
FILL PER GEOTECHNICAL REPORT.
15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS.
LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES.
16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATICN DRAINS SHALL BE
INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTUNED To THE STORM DRAIN SYSTEM
WHERE INDICATED ON THE PLANS.
17. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO
INSTALLATION OF ANY PAVEMENT UNLESS 07HERWISE APPROVED BY THE ENGINEER.
18, ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL
13E CONNECTED TO THE STORM DRAINAD SYSTEM, UNLESS NOTED OTHERWISE.
19. ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, ROOKERIES, ETC. SHALL CONNECT TO THE STORMWATER
MANAGEMENT SYSTEM.
20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE
IMPROVEMENTS INDICATED ON THESE DRAWINGS.
21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINIED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR
I. CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN. A COPY OF THE
BACKFILOW TEST REPORT. TEXT REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO
IMONDSWA,G BACKFLOW TESTING'SHALL BE COMPLETED BY THE OWNER ANNUALLY
THEREAFTER.
22. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE
EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS
AND STANDARDS.
23. ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABIUZED BY 01HER
ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION, AFTER THE COMPLETION OF
CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRAD NO AND EROSION CONTROL
REQUIREMENTS.
24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF
THESE STREETS WILL NOT 13E ALLOWED WITHOUT PRIOR APPROVAL
25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND
ROCK MATERIALS ARE REQUIRED.
26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS
SHOWN.
27. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM
DISTANCE OF 10 FEET.
28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING
AS NECESSARY TO PROTECT WORKERS. EXISTING BUILDINGS, STREETS, WALKWAYS, UTIUTIES AND OTHER
EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR C VING
EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING,
AS REQUIRED.
29. ONTRACTOR SHALL OBTAIN APPROVAL OM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER
C C 7 U S�H DRANT S UT5FS STREET CLOSURES OR OTHER ACCESS RESTRICTIONS.
SERVI E IN ERR P TION I R EUMI�
CONTRACTOR SHALL No RELOCATE 0 ATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN
APPROVAL FROM THE FIRE MARSHAL,
30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE
INTERRUP71ONS WTH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNEC71ONS TO
EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES
GOVERNING SAID UTILITIES.
31. ALL UTILITIES SHALL BE PLACED UNDERGROUND.
32. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE
REPAIRED AT CONTRACTORS EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND
OWNER'S REPRESENTATIVE -NOR TO BACKFILUNG.
33. NEW UITUTY LOCATONS ARE GENERALLY SHOWN BY DIMENSION. WHERE NO DIMENSIONS ARE INDICATED,
LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S
REPRESENTATIVE AND CITY.
34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY LINE
35. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CATY RIGHT-OF-WAY SHALL BE COMPACTED TO
95X COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING.
36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW U71UTY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC
FOAM AS A CUSHION BETWEEN THE UTILITIES.
37.SEE MECHANICAL DRAWINGS (MERE APPLICABLE) FOR CON71NUATION OF SITE UTIU71ES WITHIN THE
BUILDING.
38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORN.
39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGAIION SYSTEM.
40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO THE CITY ENGINEERING DIVISION FOR
APPROVAL PRIOR TO INSTALLATION.
41. SETBACKS SHOWN ARE FOR REFERENCE ONLY AND VEST NO RIGHT. U11LITY NOTE
THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS
APPROXIMATE ONLY. THIS SURVEY DOES NOT PURPORT TO SHOW THE
LOCATION OF ALL UTILITIES. THE OWNER SHOULD CONTACT THE
PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE
LOCATION AND DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE
PROPERTY.
199.22-6'M
C.B.
TOP=100.25
11131oo
�NTHCHY & SHRIN DASH�
m um m- n
(TV.)
UR�
N
W*E
SCALE : 1"=20'
J. gn, 20' 30, 40'
27032WO 14000
AI.BERT H. COHN
2703250 5
_EYO11 200
LOT 1 Dom
w
E AND UTIEs
S ECN M BX
EM IT
1 TS D .3
x, --------------
ILL----
'MEAS;;"
E
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE-'
BY.
6ITY ENGINEERING DIVISION
B.
D7
7
OVONFAD
_-EX. �CBMH
�T2 �-a
OP 12C2�1143�
TOP-12Z59
1NV=I2O.r N-S
18"N
IR 1195-VE
E
IT .11%E.�
TH j
'N
i-31V BRASS DISK
GAMING 1.7W NORTH
PER ow w
NOTES
1. OPMENT PLAN IS BASED UPON PRELIMINARY HOUSE PLANS AND MA
R H MES TO BE CONSTRUCTED
2. THE GRADING SHOW MINARY HOUSE PLANS AND SUBJECT M CHANGE
AT THE MENT OF FINA M P NS.
DITIONAL TREES MAY BE REMO%ED - DETERMINED T BUI STAGE.
GRADING PLAN & GENERAL NOTE�S
FOR
FAIRWINDS DEVELOPMENT SP
IN NW1/4, NE1/4 SEC. 25, T.27N., R.3E.,W.M.:
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
WjL REVISED PER CITY REVIEW COMMENTS. DATED 4-20-18 07/10/iS
Lovell-Sauerland & Associates, Inc. gm�ET
ErLgineers/Surveyors/Planners/Development Consultants i
35420 e-mad: Wo@baeugineering.com web: Isaengineering.com C3
19217 36tt Avenue IT., Suite 100 - Lynnwood, TrA 9aO36 (425)775-1591
DRAWN CHECKOD DATE F.B. FM END.
0-1/ J.T.T. I jy 1 3-16-18 1 $39. P,57 I SCALlF-20' 5677-0-17 o1,7
NORTH 0. R I -GN
'S. EK ��A
C NORM
MGM..., _X_ IN
1-3/4- BRASS ISK IN
CA.H.
SIZE III t4IWlMM CLenW
VVITHI V;Ey(AH`CLL-
Is LLI
z
LILI
>
-C
INN-97.70-8'
RV�W.81).NE (NEW)
W- I
0011 1 -
AIR
NO
OPA
pip
01 IF , '0
010,01,I]IIII
11 -
250GI0 400
THOMAS E� T
FACAIER - X) GE
REUDCATED MIND 11HE SIDEVAI.K.
CODIRGAINATE IMW fNJD 10
DETERMINE FOUE LOCATM DR
TOP
TOP
8
Dry
'N"OPENT,
R/. T
0�
ilf" ink W1 14,
f>1_K) 201-70055
2703250DI1320I)
MWARY J. SCRAM
ol, I.AU*
DFROUK. "m
Troll OF R - IDD.80
10LE10
N 88-�227' 21
_18WA 2'
RGI UNE
COVER
LOT 3
NIEW SINGLE FAMILY I
RE
�IDEN I'lr, GARAGE
R RL
.0 RA
D�MR=. 00.50
DRAN� T
AND
as �,L
ER
J.
imylozes I I m classING
N �_PVC (CORRECT TO RCCIF GRAIN) sa
-------------
�103.7*
------- -----
IDA
LOT 2
TOF OF ROCK -, 183
ECmGM � ROCK - IGG-W ��W SINGLE FAMI
a-
�Y
INV. IOZ. I RESIDENCE I
No .1
INFLFWA
IMFOCK 3
. on, R
INv - I w w 1111
P
xax, c
-R-
P
14&1�
s"i
IY� V, AL/ Lff PWII-7 / / /\/ 1Z V Z A
7
SW CORN R, N./4. NO/4
SE. N �1 Y GRASS
DISK lGrrH 'X'
MP=100.41 EX. C.B
:'N'-_." ."
E
X. C.B. 1111.100.1�14*E
Is COE GIs
lf4AEFIQ NOTES:
I ALL I?MI5-MW.BE RESTRIPED. AS REQUIRED. PRI
Ek C.B
C
COM�f
2. EX . STOP SIGN/S EET NA AY NEED TO BE REMOVED FOR
THIFRECONSTRUCTIOIR AMPS. OMPLETION OF ADA RAMPS,
RE -INS P SIGN AND NEW POST SAME LOCATION.
TTHE STRE NAME SIGN "PINE Sr AND NEW POS .
LOT 3
PLA Zbi-) DOSS.
PROJECT SITE CATEGORY. CATEGORY 2
DISCHARGE LOCATION: . PUGET SOUND THROUGH THE CITYS MS4
LEGAL DESCRIPTION (ENTIRE PROPERTY)
PARCEL A OF CITY OF EDMONDS SHORT PLAT NO. S-9-61A. RECORDED UNDER
RECORDING NO. 9102M373, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, BEING A
PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 25,
TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
TOGETHER WITH LOT A. CITY OF EDMONDS LOT LINE ADJUSTMENT NO. LL-2006-100.
MISH Cou
SECTION 25, T.27N., R.3E., W.M.
N
I ;u
;u > >
Do x
W*E
S 000.
SCALE : V-20' -.DETECTABLE
WARNING SURFACE
T V 10 20' 30 40'
27032SK.15EK0 270326 0114000 1 . .
ANMON, I SHIRIN 0AENn AOEFT H. COHEN
5.00,
Limits ofrequired construction
under this permit
6" CURB AS EQUI RED
stub/cap
5" "000 temporary
RENCE
D ABLE
WA S
FOMIM& D%AikV MAq biscmA9.6E To OR-ywfiu.
R"VEUfiM/%= WAU.FQTT.) b_
MA �M CM 03A A5 LWl5k AS FOC-111IJ& PItAlr0s 0An SE
ROCK Y TO BE
1. STA&D WITH LOT I I PLAMV, AT AA) 51.eVe?0)V or- It, o 0
SLIMING PERMIT ,.a, OIL mlwls�,
�PROFTI UNE
(W' ASOVE 76P Or wt.%
J")
0
---------------------
-R04f WHE Yw.) MCI: I,. To Al� IF Ri>TItJrA OPLAIMS CAMP& l5e 1PLAC-SP AMOVE
1.51 WEST AJJ AVF 00
NEW ±16.2' RAMP EX. 5' WALK
C 'bum, DISCRAP-6,1E POINT
,e�r feai rect ITto C at WILL- NF-51> 70 %J�- IA?6-TA$-LSJ>.
d flCit-_ dri
to be rem a
unvowIly is Or J REP -ACE EYJS71NG CURB
I I . i , I MAXIMUM DRIVEWAY SLOPE
LU 1' 1 L
NEW SINGLE FAMILY 2703M 152M ALLOWED 14%
RESIDENCE JEFFREY IRESEFt
NO aASEMENrF ACCEPTABLE TIGHTLINE
MATERIAL
FOR LOT S SDR 35
0' ACCESS AN"TILITIES
ENT TO BENERT SON 40
flY SEMs! ESAIT
F ......
Z ANU a N-12
F810 HANCOR CURB RAMAP DEITAI
N CACE
0 SCALE
Applicant shall repair/replace all damage to
Lififfies or frontage improvements in City rA"f`dl`J`6TtSP Vk)D'I;IL -TI415
right-of-way per City standards that is caused
SEG 100' US C UTILITY or occurs during the permitted project NOTES,
No E C C.B.
IGCK SERIE's GO
ENT NGV-
s-,'" 802 SH.G. _ HIGH
0N.GFE.
_.__S`GNRaX,IRED
=,=� -- - - - - - - - - - - - SEEN FFNA, GHE -_ AN
AAR_ UKM`
NEXINT 1. aGrYA1 OF SIGN SIDGESOREMW
SNAX ME 3W.
4`X e CG.CFETE
JIAENT
,_/4� .1.S, DISK IN
CAU ZIV F_,- 0"
2 2 -ST IF 9
A.
\EX. C B. \EX.
10' SIGHT DISTANCE CLEAR
EX. CBMH
114
INV-120.14-8"
E No OBSTRUCTIONS GREATER
701`122
N . -S . iNvZ1114
30" IN HEIGHT
A plavate drainage easement is
required across Lot 2 & 3 for the
benefit of all driveway users and DO
3; a note to tWs effect shall be show
on the final plat Map.
MDRRMYb��NAGEMENT
FACIUMES�:
ALL FACILITIES FOR LOTS 2 &
THE CONSTRUCTION OF
THE SINGLE FA
S.
CURVE DATA
(-JOINT ACCESS- q)
CURVE
NUMBER
CURVE
INFORMATION
STATION
DESCRIPTION
ELEVATION
FG
A 38*48:5
. 9
pCi
111.66
R 74 CO I
!Rfl,'
L
T
0. 7
PI
110.98
A 32� 2410
0+90.67
PC2
ilOM98
R !a UO
_.T
9.31-
1+08,55
PT2
110.70
LOT 1
PROJECT SITE CATEGORY. CATEGORY 2
RECORDED UNDER AUDITORS FILE NO. 200609115184, RECORDS OF SNONO
WASHINGTON. BEING A PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST DISCHARGE LOCATION: PUGET SOUND 1HROUGH THE C11YS MS4
QU- OF SECTION 25 TOWNSHIP 27 NORTH RANGE 3 EASTWM;
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. INFILTRATION TRENCH #1 TO BE CONSTRUCTED NTH LOT I BUILDING PERMIT,
DRYWELL #3A TO BE CONSTRUCTED WITH LOT 3 BUILDING PERMIT
DRYWELL #39 TO BE CONSTRUCTED NTH SHORT PLAT IMPROVEMENTS
BENCH MARK LOT 2
TOP OF BRASS DISK AT THE INTERSECTION OF 9th AVENUE S. AND PINE PROJECT STE CATEGORY: CATEGORY 2
STREET. DISCHARGE LOCATION: PUGET SOUND THROUGH THE CITYS MS4
VATION : 100.00
DATUM : ASSUMED
T.B.M. TOP OF NORTHERLY BOLT ON FIRE HYDRANT LOCATED FEET N07H OF
THE SOUTHWEST PROPERTY CORNER
U11LITY NOTE
THE LOCA71ON OF UNDERGROUND U71UTIES SHOWN HEREON IS
APPROXIMATE ONLY. THIS SURVEY DOES NOT PURPORT TO SHOW THE
LOCATION OF ALL UTILITIES. THE OWNER SHOULD CONTACT THE
PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE
LOCATION AND DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE
PROPERTY.
IMPERACIUS AREA CHART
TYPE OF AREA
SQUARE FOOTAGE
STORMWATER FACILITY
LAWN AMC
LANDSCAPE
DISTURBED AREA
BMP T5.13
ROOF
NEW
DRYWUW3A
DRIVEWAY
NEW
1.080
DRYWELL#38
WALKWAY
NEW
27
DRYWELLOS
r_NT DRIVE Y
NEW
694
DRYWELWB
1 = RETROFIT
-
I NOT APPLICABLE
IMPERVIOUS AREA CHART
TYPE OF AREA
SQUARE FOOTAGE
STORMWATER FACILITY
LAWN AND
LANDSCAPE
DISTURBED AREA
-
BMP T5.13
ROOF (NORTH HALF)
NEW
1.339
INFILTRATION TRENCH #2
ROOF (REMAINDER)
NEW
1.126
-rN-FILTRATIONTRENCH
#2A
DRIVEWAY
NEW
952
INFILTRATION TRENCH
#2A
WALKWAY
NEW
15
INFILTRATION TRENCH
#2A
25% RETROFIT
NOT APPUCA13LE
NOTES,
,-- - - __1 __ - - ENGN SHEEN-
.00 - sACK-G. . ..- AND
.. - - GE - D SUMS D D - AS PER THE W. GHWAY Ms AND MAFNNs (SRSID
s. AM. Gans. a- GE W. DIF G_ CASE unnERS.
�_.VTMGG_SKNS
MG-- - - GN - IGFN NAME 01F.W. =IN 7-ND.
� SIGNS NO - GN - INKIRE SNA� HANE - NAME OF - IN 5- -HC
INOWNW, TYPE AS (�. AVE, DR. PL. WAY. CIF4 ac) AND CoCKAFRO Gej C-AND.O.
7.- GVERNEND CNMF- S- NASTARMS) HANS THE OF— IN 12'
UTERNG
wGMxx I REGOGIFED FOR
STREET NAME SIGN AND
CITY _OFEDMONDS FIRE -AID ADDRESS AND
PUBLIC WORKS POST MOUNTING DETAIL
DEPARTMENT S�AN
XRD
-1. TR-57
FED 2 1
BUILC)ING
L -T l!)
a
ROADWAY AND DRAIMAGE PLAN
0+00 FOR
JOINT ACCESS PROFILE FAII?WINDS DEVELOPMENT SP
SCALE: HOR. 1" 20'
VERT 1, 5'
IN NW1/4, NE1./4.SEC. 25, T.27N.,,R.3E.AM.
CITY OF EDMONDS
APPROVED FOR CONSTRUC'nON
CITY OF EDMONDS SNOHOMISH,. COUNTY, WASHINGTON
1. _It"�T PLAN IS BTlSE.&UCP.0,N P�ILEU.MINARY HOUS PLANS AW'%rA-Y NOT VIX
THE S�
'ST G ON I REVISED PER CITY REVIEW COMMENTS, DATED 4-20-18 .07/10/18
DA7L-
TO 0 GEMENT
2. ALL IMPERVIOUS SURFACES DIRECTED, STORM -AL -AR IJANA -Sauerland & Associates, Inc. smT
Lovell
CEPTUA
SYSTEMS. ALL STORMWAIER MANA ARE C EPTUA NO TO BE FINALIZED
AT THE BUILDING PERMIT. Engineers/surveyors/Planners/l)evelopment Consultants
3. THE STORMWATER CODES CT AT THE S�IME OF A ON FOR THE SUBJECT CITY ENGINEERING DIMSKIN 3542X -e-mail: info@lsaen&eering.com web: Isaengineering-com C4
SUBDIVISION SHALL AS LONG AS C N TRUcTiON OF TH ED SUBDIVISION
IMPROVIEMEN NS PRIOR TO JANUAR 1, 2022. IF CONSTRUCTION OT BEGIN 19217 36th Avenue W., Sulite 106 - Lynnwood, WA 98036 (425)775-1591
PRIOR S DATE, THE STORMWATER SYSTEM FOR THE SUBDIVISION SH DRAWN I MIM I DATE'. FU*
ED TO COMPLY VATH CODES IN EFFECT AT THAT TIME. J.T.T. J.Y 7- 539. P.57 1.-20' 5677-0-17 o,7
FU
IMPERMOUS AREA CHART
TYPE OF AREA
SOUARE FOOTAGE
STORMWATER FACILITY
LAWN AND
LANDSCAPE
DISTURBED AREA
BMP T5.13
ROOF
NEW
3.235
INFILTRA71ON TRENCH #1
DRIVEWAY
NEW
647
INFILTRATION TRENCH #i'
WALKWAY
NEW DRIVEWAY
. 32
INFILTRATION TRENCH #1
25% RETROFIT
NOT APPLICABLE
M.H.
Go PINE S
I5W R /0
28-N
rREET
@L
F_1s
a' '120
S.
-t-EYS,
GFO.ND
67-
c
c 2
NG" POINT
HIGH POINT
_PM STA0+2%
114M
G+25.2
-
110
P. EIEV - 1%
K - 2.21
5
POINT
1141,61
LC
PONT STA - I�n
P.-
DATUM ELEV
100.00
SECTION 25, T.27N., R.3E., W.M.
20'
SpEc 3)
(SEE NOTE 4
NOTES,
1. 6' COHCR EXTRUDED CUM ON 18' ASPHALT TPICKERED ME REQUIRED (REFER TO CITY STAHOAM CURB
DETAILS).
2. REFEDI TO EDMONDS COMMUNITY DEVELOPMENT CODE TABLE OF STREET STANDARDS FOR EASEMENT AND PROEMEM
WDOIS.
3. FIRE DEPARTMENT MAY REQUIRE ACCESS TO BE IMDER IF IT IS DETERMINED TIRE FIGHTING OR RESCUE
OPERATIONS ARE HAMPERED.
4. CSBC DEPTH S ALL BE A MINIMUM 6' OR MATCH EXISTING MICHEVEIt IS WEATERL MIN MATCHING EXISTING
CSBC OEPTH GREATER THEN 6. THEN CSBC SHALL BE INSIA.I.Ell IN MULTIPLE EQUAL MCKNESS LIFTS NOT
EXCEEDING fi*.
PRIVATE STREET
REVISION DATE
FEBRUARY Iola
L7-, CITY OF EDMONDS
PUBLIC WORKS
(1 -4 LOTS)
STANDARD
DEPARTMENT
DETAIL
I. iss
APPROVED By. R. ENGLISH
TR-510
NOTE:
IF A THICK ED EDGE IS ADDED TO EXISTING PAVEMENT OR APPLIED AFTER NEIN
PAVEMENT IS PLACED. THE ASPHALT SURFACE SHALL BE THOROUGHLY TACKED.
REVISION DATE
CITY OF EDMONDS ASPHALT THICKENED EDGE JANUARY 2018
PUBLIC WORKS STANDARD
DEPARTMENT
DETAIL
�o APPROVED W. P ENGLISH TR-523
4
F111
PI AN VIEW
I (NOT TO SCALE)
NIT TO "'N")
FULL
Fu DE-PTH I/
CURSIGLITTER JOINT .2' EXPANSION
SEE COE BID
121
7 jr R-/
-2* IN 5/8- MINUS me
N NA
ATIVE B ING MIL
N. IT
(NOT To
1. CITY INSPECTION REQUIRED ON FORM /WORKPRiOR POUR.
2. CONCRETE SHALL BE CLASS 3000.
3. FINISH SHAUL BE UGHT BROOM.
4. SIDMALK THICKNESS SHALI_ BE 4�.
5. SIDEWALK THICKNESS AT DRIVEIRAYS SHALL E S" THICK.
- ARA
0. CURB ANO GURMER SHALL 6E POURED S Y MOM SIDEWALK.
IT AU �:
7. LOS FOR JUNCTION BOXES AND UTIL LTS SHALL BE NON-SKID AS SPECIFIED BY EINGIN
OT M
B. SEE COE BID OTL YR-550 MR PO LE ROOT HARRIER INSTALLAVON.
9. SUBGRADE SHALL BE COMPACTED 95. MAXIMU. EH
CONCR NUARY 201a
ETE SIDEWALK
STANDARD
DETAIL
APPROVIZO 81 R. ENGLISH TR-531
*oETpr1&s ntor fttc IW4" T"I'l
A-215 rb ge MMM"VO
Tw Sftyrr "-F, PW2.3-7 ubms.
2-' /2'
R-1-1/2 4fr
J
PLACE SCORE WKS EVERY 10'
SLOPE 1 :12
1/2- MINJ IRIVERAY "11 OR CURB ItAMP SLOPE
C NSTRUCT OUT or]
HIM PAWMENT
CONCRETE CUR SHALL BE
NO LESS THAN 3" IN HEIGHT
EXTEND PAWMENT 1.3' FROM THE
FACE OF CURB IF NECESSARY TO
SUPPORT EXTRUDED CURB
'PLACE S' COMPACTED 5/a" csre
NOTES, MOW WA, EXTEN=m
1. NOT TO BE USED IN RIGHT-OF-WAY EXCEPT TO REPAIR EXISTING EXTRUDED CURB. AS APPROVED
13Y CITY ENGINEER.
2. EPDXY IS THE ONLY ATTACHMENT METHOD TO BE USED BETWEEN HMA AND EXTRUDED CURB.
3. CONCRETE SHALL BE MR-ENTFAINED CLASS 5000 PER WSOOT STANDARD SPECIFICATIONS.
�,",'CITY OF EDMOND§
CONCRETE
EXTRUDED CURB
REMSION DATE
JANUARY 2OtB
DEPART ENT
M
STANDARD
DE TAIL
esf. 4"1
APPROVED BY. R. ENGLISH
TR-522
(D 4
SION
EXPANSION NT
JG,W 40
SEE DRIVENAY
CURB
TRANSMONAL
DETAIL BELOW
COWRETE CURB
AND OWNS
6 COE SM DjL SEE
FUL� DEPTH M-520 EX'STRG PA
EXPANSION MAX IS 2, MN
JOINT SL_ SAWC 7 MAX
a, CURB 7
2
AND GUTTER -OR
NOTES,
(D CURB AND
PRIOR TO V&�TEDN SHALL BE POURED SEPARXPEUy THE SI ALK. CITY INSPECTION REQUIRED ON MRM WORK
R.
DR�Ay APRON INCLUDING "NO RAMPS SHALL A MINIMUM OF 6 ICK AND SHAU. RE PLACED ON 2- OF 5/8-
mo COMPACTED TO 95X MAXIMUM DENSITY..
SUBGRADE SHALL BE COMPACTED To as% um omsrry.
2' ASPHALT SAWCUT MAY BE REQUIRED IN CUM/GUTTER INSTALLATION. R TO COE STO DTL M-520.
(D CONCRETE SKALL BE CLASS 30M.
(D CURB TRANSITION SHOULD MAN N PE NO MTER THAN SAX IF THE SLOP QUIREMEVT CANNOT BE
ACHIEVED, MAXIMUM CURB THE ON LENGTH SHALL BE 15-FEEr.
MAINTAIN 1/2. UP AT GUTTEIR.
IF DRIVENAY YOUTH EXCEEDS . NSTX1 A FULL DEPTH EXPANSION JOINT AT CENTER OF 0
@IMSYA� MINIMUM 5-Ft TOM PANEL BEPAIDEN DRIVERAYS AND MEN CONNECTING TO Exii 0 SIDEWALK.
FINISH SHAU_ BE U� U.
DRIVEWAY APP REVISION DATE
TY OF EDMONDS ROACH JANUAWAY 2Ot8
TYPE I
PUBLIC WORKS
DEPARTMENT STANDARD
DETAIL
APPROVED BY. R. DMIUSH TR-541
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE- Z1_q /1�
BY.
CITY ENC4NEEPANG DIVISION
2* MIN SAVICUTT
5-1 SEE NOTE 10
R=1/2- AAR MATCH
""EVER IS
SEE
NOTE 12
MINUS CSTC 19' STANDARD
SEE N 11 Malec.
(NOT TO SCALLI
NOTES,
I . C17Y INSPECTION REQUIRED ON WORK PRIOR Up
2. FORMS $HALL BE TRUE TO D GRACE AND SECUR STAKED.
3. EXPANSION JOINTS SMALL ED ADJACENT TO ANY SIM
4. EXPANSION JOINTS 5 , BE EVERY 10 FEET.
5. EXPANSION JOINTS S HAVE 1/2" TO 5/8* WIDE PREMOLDED Jo
6. CONCRERE SHALL 0 CLASS 3DO .
7. FINISH SHALL BE aff BRom
11 CURB SHALL a SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED KEPT MOIST MR 72 HOURS.
REMOVAL EMENT OF CONCRETE CURB SHALL HE FROM EXPANSION TO EXPANSIO
DIRE CITY ENGINEER.
INT. UNLESS OTHERWISE
10. A 2-FT [MUM ASPHALT SAWCUr MAY BE REQUIRED AS DETERMINED BY CITY ENGINEER.
11. CU SK4LL BE IS' OR AS DIRECTED By CITY ENGINEER.
12. ALL CAL EDGES SHIALL BE TACKED.
CONCRETE CURB
R-XIMTE
91TY EDMONDS
is
_0F
PUBLIC WORKS
AND GUTTER
STANDARD
DEPARTMENT
DETAIL
TR-520
APPROVED BY. R. ENGLISH
6" REMOVABI.
1" VEK
TO INFILTRA'nON TRENCH
FACTORY TEE
FINE MESH SCREEN --
TYPE 1 L C8
QBs #1, #5 #7, 49 & #10
SEPARAJOR TEE DETAII
NOT TO SCALE
THE TEE SECTION Y&L. BE USED TO RETAIN A UMITED VOLUME OF
POLLUTANT THAT FLOATS ON WAX, SUCH AS OIL OR ANTIFREEZE.
THE IL CONTROL DEVICE IS P, SSIVE AND MUST BE CLEANED -OUT
Sp LL
FOR THE SPILLED POLLUTANT TO ACTUALLY BE REMOVED.
t- 0-r
ROADWAY & DRAINAGE DETAILS
FOR
FAIRWINDS DEVELOPMENT SP
IN NW1/4, NE1/4 SEC. 25, T.27N., R.3E.,W.M.
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
REVISED PER CITY REVIEW COMMENTS. DATED 4-20-18 07/10/18
o1/rI/%ot6
SECTION 25, T.27N., R.3E., W.M.
DF - FOR FUTUM
SVRER STU SHALL BE LOCATED 1W INSIDE PROPERTY UNE A STAKED. PLACE 27.4'
TRADER AT END OF SIM SEVER STUB AND OUT TO LENGM TO ENSURE 3 FEET
1- - TOP 1. NER WN� AN 3 INCH N LETTEIM
5710401. WE NUMBER OF N FEET FROM GROUND ELfWArON TO THE MNOt STUB RESIDENCE
INVERT. 8 �M "RE To M DOUBLE WRMPPEG AROUND WE AND 2 4 STAKE AT
27W250 10-0 2 2" 11- OR ABOVE HEO GRACE
STEHWHT M. SCRAM ALBERT H. 00�
W-S C BUT DA WIN W
S, BEND AND
CAP
N CLEAROUT, (MAX)
21 LOCK NO CLFANOUF COVER
I PER DOE m ITT, �"o
14' :Aj To EXCEED IOW BETWEEN
EXIST. Po� POILE To BE W E CLEMOUT WE WON CAP
R�A7FD BICHN WE SMXAUK.
COORDINATE AM No To 5 FT mm AND
DETERMINE POLE LOCATION. FMCE -xrar..m.
S
'10PORTY ME W 12 COVER
N 88 SEE NOTE 3
22 22.7 OR 4V DENG 12'* FINISHED GRACE I
f . - - SCALE : 1"-20' Z r I EN. OF PIPER CHIPPER PLUG
T ROOFUNE a, TEST TEE 52 .1
8 p16@m6Wmm6;;;;iI (CHERII 27061 OR APPROAD
!25r. C LATERAL SHAM 6 It EQUAL)
W 5' 10' 20' 30' 40' [SLOPE - 2% MIN TO SON . VAX SEE NOTES I AND 2 WATER TIGHT CAP
F.So
SEAER .4V RISEN
�o LOCATION SEE NOM 4
T 2
L Il Lo �(AMILY
14EW SINGLE UK
V LF-V PVC -,;'I- CLEAN RESIDENCE ------------ V RISER
GARAGE
T ---------
No BASIHAT TO 22.5' OR 45� BEING e ON 6' SIM SEWER
6' W� AND 6' CIT, me
ERAL CLEANOUT DETAIL EVENT
1-h
1 1 V TEST TEE
l.ft 61 TEE
LocKHO Doom 4' ON
--------- POSSIBLE 12 SIDE SENOR CLEANOLIT DETAIL
SEWEII SEE � 3
UA
1p LEVnING COLLAR
bi NOTES, NOTE 4
a R09FI INE L0 1' L ASPHALT SURFACE I. - PIPE SHN_L BE SGR� AND JDANTS SHALL. BE
SINGLE 2M2500115200 GASKERED.
/NEW FAMILY 1. WHEN TAPPING ING) EXISTING MAN NOMAD STYLE CB SADDLE SHNUI. PIACEMW OF TEE SHALL DEPEND ON
0. EF,HEY VEBER DEPTH OF SEWER MAN. AS A MINIMUM. THE M SHALI. BE PLACED AT TU ANGLE FROM PPE SPRING-
1 5 RESIDENCE It 12'k z PIPE SLORE To BE 2X MIN AN. LIP TO EGA
�2 Ij I . -122..
Lli 11 . NFF k 2. F NON MAIN IS SONG INSTALLED OR MAN IS BEING REPLACOG. SENVICE CONNECTION To WE MAN SHALL. RE DONE 3. SEWER CILEANCOUT COVER TO HE EAST JORDAN INN WORKS
> TOP.* 0 BASEAENT WITH AWM WYESHAI.1.13EATA� DEGFEEANGLE MOM PPESPRINGLINE.
LOT 2 01�10� i i i I FOOT LONG 12' PAID , PRODUCT #W3"102 SlAR PIPE �� OR APPRO�
< �FW SINGLE FAMI�Y d 3. IF CONNECTING EXISTING PWATE SIDE TO NEW CFY LATERAL A CONCREFLIM SGRONGSACK FORINCO RC SERiEs SLEENE PIPE EQUAL
I RESIDENCE r RISER IT OF DRIPPER 4. LEMMING COLLAFI SHALL. BE CONSTRUCTED AS FOLLYNS,
PLUG (0101NE 2706
T I r 4. HOPING OF SERVICES WWN RIGHT Or MAY IS NOT ALLOWED. OR APPROVED EQUAL) IN ROADWAYS PER WE STO OWED W-424
..................
...................
/ Vz 1 1 5. SHAER PRPE SHALL. m MR-35 AND ATmTs SmAL. BE WKETED, TYPICAL. CLEANDUT IN AREAS, EIMER 24N24NG'
CD
................
......... TYPE V I 1 2
.........
............... COPPER UNDER ASPHALT OR CONCRETE DEEP COINCRETE OCULAR OR 2r OQWIETOR S' DEEP
4.0* WIM CONClKTE COLLAR
I SEE NTEB 4 7.1* 7 --------- ------ G. IF STUD FOR FUTURE DEVELOPMENT. USE RUBBER JOINT B*CUff PLUG OR 07HER APPRONEB WATERTIGHT` PLUM
ssoc, GARAGE 'M
Lo REVISION! DA REMSION DATE
EX. .77 11 CITY OF EDMO C I ITY OF EDMOND �uw "To
'CB NEW LATERAL SEA El SEWER CLEANOUT DETAILS
TOP. -10 Pusuc woRks PUBLIC WORKS STANDARD
DEPARTMENT NDSI DEPARTMENT
E C.B. I DEFAIL
�D A. Emmsm APPROVED W. R. DOM SS-200
EX. CBMH
7.
- - - - - - - - - - - -
.-4.36-12'E 9
;.- .86-rm
PROPERTY
LINE
�BMH 17/�- 4'. 1 CRETE SHED CROE-\ RALW.
10-9.4. MONUMENT MW "X;
1-1--E 1-3/4- B AM DISK
IN., -'e.
Ll
OVER SUPPUED
CITY
SW MAN -/.4. NEI/. IT
SECA . �S. r BG BALL VALVE . . . .
WITH 'r
EX. M H. Lj 2*PE IP GAS
TO__'4I EX C8 Um T,
_-ION TDP� 02.5S EX. C.B. EX. M.H.
SeE foolre 11 UNE EX. BMH TOP
INV. 00.38-6"NW T - - - - - - - - - - - - -IM14 To-
IP X. C.B. C NIj& 8-W
:N.1 3
T�12159 C
STREET RESTORATION W� 11 49--1
CARDS H.lB-12'E
9.22-6SE PER CITY STAN 1..4-.. , DIRECTION
I-M-49-12W A OF FLOW
EX. C.B. OCISTitC, SrxvxZ Th Wo T%W_jW. NOTES
&E awf�--- ay C17Y F 1. ALL UTIUTIES SMALL BE UNDERGROUND.
2. REQUIRED SEPARATION OF UTlUTlES SHALL BE MET PER CITY OF
EDMONDS AND INDUSTRY STANDARDS.
0. A MINIMUM OF 3' SEPARATION IS REQUIRED BETWEEN THE DRY @ALL. 1* SERVICES To BE TfPE 'K' SOFF COPPER MIXING
(D I* BALL CORP. STOP WTH CC IHIREAD HM AND CQP� (CrS) Mp CUTLET (FORD OR MUELLER)
UTIU71ES (POWER. GAS. PHONE, CABLE, ETC.) AND SEWER,
wh m Drw �xno WATER, AND STORM; @ WA. PtIRPOSE UNION
70 IbIl IrAUMUl," WITH SH01t7 PLAT P`JLfJZ*17001&'* b. THE REQUIREMENT OF 10' HORIZONTAL SEPARATION FROM WATER MIPT X CIS GRP HALL VALVE CLIFUT STOP EQUAL TO FORD B84-4440 FOR I
REPIACNG ��Smm= I' METER SETTER WITH ANGLE BALL METER VALVE ir HIGH WITH DUAL
AND SEWER. m '"' AND OUTLET. HORIZONTAL. IN HORIZONTAL, OUTLET EQUAL To FORD V137�15W-11-44
-41A lit.O.W. To Lo-r A-s novmrw Lmss), 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SEWER TAP MEN =G " SEAVUfS,- USE SAME AS ABOVE AND ADD A SING117 CHECK EQUAL To FORD VHH7�15W-111-"
(ims-mLep r
-M PET -r AND INSTALLATION OF SEWER LATERAL WITHIN THE ROW. TAP --To- "IS
SEW-A IN VNPAVM EAS: CARSON 1324 MSGCF WIN DUCTILE IBM COVER AND CAST IRON READER DOOR:
I" CC
4. THE CONTRACTOR SHALL FIELD VERIFY PIPE SIZE AND INVERT OF IN PAVED AREAS: AMM CAST A6001946PCX12 Box W/ A6=96969 Rm LID
EXISTING SEWER LATERAL. AND ADJUST SLOPE OF THE NEW SEWER FOR VACANT LOT (PUTUItE USE) LOCATION MUNWED NTH PANTED e X C STAKE WITH 'WATER' STEN(MUED ON IT
LATERAL ACCORDINGL I Y. 14 GA. VINYL COATED WINE TRACER (TAPED TO PLASTIC PIPE EVERY IV) TO BE GROUNDED AT METER AND HOUSE
5. NOT USED. SMEDULE AD 31e OR 1- PL_LIG. REMOVE WON CONNECTION IS MADE 70 CUSTOMER ME WITH COMPIRMION TIMM
WATER SERNACE TO HOUSE. INSTALLED BY OWNER/OCNIRACTOR (PER PLUMBING CODE)
6. LOCATION OF THE LANDSCAPE IRRIGAT10M BACKFLOW ASSEMBLY PROPERTY OWNER RESPONSIBLE FOR METER W�H WE M AT MOTT SERVICES
TIRE
SHALL BE IDEM ID (IF ONE IS PROPOSED). DEPARTMENT: CITY V U. SUPPLY AND 1PLARCUASE. IF USING 3/4- METER. CCINTRALTOR WILL
PROVIDE REDUCERS
7. THE 6" CLEANOUT AT THE PROPERTY LINE SHALL HAVE A lr CAST IMUM. SADE OF VIEDIR .. SHALL. HE SET AT THE PAOIE- ME --� APPROM BY WE CITY EN.I.HER.
IRON LAMPHOLE COVER NTH 1/2 HEXBOLTS. METER BOXES SHUUl NOT BE SET IN DRIVEWAY AREAS UNLESS TRAFFIC RAYED BOX IS APPROVED CITY ENGINEER.
B. THE EXISTING SIDE SEWER WILL NEED TO BE TVd BY THE
CONTRACTOR AND VEDIO MUST BE SUBMITTED TO THE CITY FOR REVISION DATE PtECEIVED
JANUARY 2010
REVIEW AND APPROVAL TO RE -USE. 3 4" 1
�2 \CITY OF EDMONDS WAT & SERVICE
9. IF THE EXISTING EWER LATERAL IS P0XX== TO BE REUSED, THE- LAT-ITAI PUBLIC WORKS 77ANIARI FEB 2
r INSTALLATION
:INIS 64ERAL VaLALM DEPARTMENT
V4jV'S,'FPAR� Ta. DETAIL BUILDING
TQ DETERMINE 19 ----- - tAf-S 7b I'Ift. WTI* FU
'it.
'd'W0L_-n� Ar THE 2''eP APPROVED UP. R. ENGLISH WA� 130
10. ALL FINAL RESTORATION SHALL BE COMPLETED BY THE
lif
ON
TW' -7- CA
ED
R� AN
tMD
IT
fl
rNA
EN
'Cn
OR APPROVET
CONTRACTOR.
-LOT
11. A MINIMUM OF 18' OF VER71CAL CLEARANCE IS REQUIRED BETMN
SEWER AND STORMWAIIER LINES AT CROSSINGS. WATER, SEWER AND UTILITY PLAN
12. INSTALL A STORZ ADAPTER ON -THE FIRE HYDRANT.
FOR
FAIRWINDS DEVELOPMENT �5P
IN NW1/4, NE1/4 SEC. 25, T.27N., R.3E.,W.M.
LEGAL DESCMp-nON (EN-nRE PROPERTY)
PARCEL A OF CITY OF EDMONDS SHORT PLAT NO. S-9-61A. RECORDED UNDER
BENCH MARK
RECORDJ 0 NO. 9102140373. RECORDS OF SNOHOMISH COUNT(, WASHINGTON, BEING A
PORTIONNOF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 25,
TOP OF BRASS DISK AT THE INTERSECTION OF 9tii AVENUE S. AND PINE
UTILITY NOTE
TOWNSHIP 27 NORTH. RANGE 3 EAST, W.M. ,
STREET.
THE LOCATION OF UNDERGROUND U71LITIES SHOWN HEREON IS
TOGETHER WITH LOT A. CITY OF EDMONDS LOT UNE ADJUSTMENT NO. UL-2006100,
ELEVATION : 100.00
APPROYAMATE ONLY. THIS SURVEY DOES NOT PURPORT TO SHOW THE
RECORDED UNDER AUDITOR'S FILE NO. 200609115184. RECORDS OF SNOHOMISH COUNTY,
LOCATION OF ALL LITIUTIES. THE OWNER SHOULD CONTACT THE
WASHINGTON, BEING A PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST
DATUM : ASSUMED
PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE
QUARTER OF SECTION 25. TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.;
LOCATION AND DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE
PROPERTY.
SITUATE IN THE COUNTY OF SNOHOMISH STATE OF WASHINGTON
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
WS. REVISED PER CITY REVIEW COMMENTS, DAIM 4-20-18
�ffm% Lovell-Sauerland Associates, Inc. SMT
En&eers/Sumyors/Plaimers/Develol)ment Consultants
35420 e-.maii: bdo@lsaen&eering.com - web: hatengineering.com C6
19217 36th Avenue W., Suite 106 * Lynnwood, WA 98036 - (425)775-1591
09 NO
B. M . TOP OF NORTHERLY BOLT ON FIRE HYDRANT LOCATED T NOTH Of DRILIN DATIC I F.B.
THE SOUTHWEEST PROPERTY CORNER 0l/rl/?_OIS aT.T. 7-10-17 539. P.57 1 77-0-17 .7
Cm'm 56
I j
,,ORM WAN114 Son
11 11 1'14"T
ON
ERASE I
IN.
>
0)
PLACE SIGN AT NW
V
CORNER OF
INTERCECTION EX. CBMH,(�--'
EASTBOUND F.P-99 4.
PEDESTRIANS
R-61-In
SW CORNER. NNR/4. MEI/4
SE" N �1. 3. RAES
DIM AM 'X*
EX. M 1H.
r .
VOP-I.D.41
INV�. _N
__ G .
M194.11-1 -E
B
COORDINATE CONSTRUCTION
TO KEEP STREETS OPEN
Imm
�m,
N
W*E
S
SCALE : 1"�20'
0' 5' 10' 20' 30' 40'
,,ROOF PEAK
ELEVATION: 6
2703250 104M
INO.AS E. MT
2�2 0113200
STESART .. SCHA-
1ROP. �n_L88-p2'27" 21E
LOT 3
--LPROP. 10' SEWER EASEMgNT
t& I FOR LOTS 2 AND 3
2
(D
SO
7 7-
_EX.C..
SECTION 25, T.27N., R.3E., W.M.
,�o.l PE.: -ROGF PEAK
S�ATKI 141.7
14-
WORK AREA
TEMP. CONST. ENTRANCE
ARI.OY . -IR DAVID
---------- 4----
ONE
Eb
:LQ
IROPERP� UIa�
5FTNOD
ma'." ,
1.51 WEST
2-M
M� H
212�
,ffmL(-
BUFFERDATA
LONGITUDINAL BUFFER SPACE� B
4.0
BUFFERVEHICLE ROLL AHEAD DISTANCE R
�MRTAM R
To
-IRRARE-G.S.
No SPKIRRED
WMCE
RM.N.
2
x x
HE LINE
ROAD
AHEAn >
WORK
LEGEND
FLAGGING STATIO
TEMPORARY SIGN I_GCATION
P.Mm-cuE
BE
PRE VPA
STS
VTa(aPTI MAL
IF M MPH OR UESS)
IFOMPHORLESS)
...MP.
4 Ir
ROAD
25MPHOR.SS 1. 2 Do BE
-OOMM-Te PREI WORK
URMNAREASTOW To STM`// AHEAD
B� <
W20.TB W20-1
BP 4..
W 'W W014
6W ES -TA
a X x X x
!I
I'a"o- W��TA
_( BE "I
PREPARED >
Tosmp//
NAL mp� _-'._T�NGENT
12�. NS
- I SO
E
ONE LANE
W20-78
WAS
x
-IONS-EB KONOP�GR!
W20.1
2. EUENDNG THE DNANNEIAVIG DEnCe WER ADMISS
-RISIREGOINIIENDED.
3. NIGHT NKREQVIRESADD1TGMRWMYUGHT
1. ONS. .-E.M.N..."IDAVONS
ONE -LANE, TWO-WAY TRAFFIC CONTROL
ADD- Dmu
WITH FLAGGERS
4. BEE SPEDIAL PROMONS MR -KNOLIR RESTIUDMONS.
NOTTOWALE
IQ -x (1) MINIMUM SHOULDIERTAPIR LENGTH - L136WO CHANNELIZATI DEVICE
.-IN I MM SPACINGRael)
PorM Snnd (MPh) _EN
-.PH W-M
30 35 0 50 a as M DO
AD SO SO
10 1 - i
A 3 0� � FOR SHOIJUDERS
T 981h
AVENUE W. FOR
WESTBOUND PEDESTRIANS
BUFIFER BATA
LONGITUDINAL BUFFER SPACE - IS
SPEEDWPID
25
1 N
N
Q
0
ED
OENGM (.q
IS
SUFFERVEHICLEROLLAHEADOWANCE-R
IDOFEBTG�
EA1M-GS-H
OS_
RE.M.
T r////
a_gBMH/ x x "R
M_ �W$
�AD"W
<
W20.1
AHEAD LEGEND NO -
SHOULDER CLOSURE - LOW SPEED 1, MMMSPAOINGFORTHEDORMSMEANTAPERS-20'.
(40 MPH OR LESS) AIL SO. ARE S-1 ON
LEGAL DESCRIPTION (ENTIRE PROPERTY) L= 196TH ST SW _ 3� NO FI.AOGERS OR SI-ERS,
PARCEL A OF CITY OF EDMONDS SHORT PLAT NO. S-9-61A, RECORDED NTROL PLAN NOTES: �r. S.R. 52T_ E;3 CPR"G=1=' CLE NOTTOSCAU
UNDER RECORDING NO. 9102140373 , RECORDS OF SNOHOMISH COUNTY. CASPERS ST W
WASHINGTON BEING A PORTION 0 E NORTHWEST QUARTER OF THE F1C CONTROL <
NORTHEAST bUARTER OF SECTION'21H TOWNSHIP 27 NORTH. RANGE 3 EAST. 1.1 LL TRAFFIC CONTROL ALL COMPLY NTH THE MANUAL ON UNIFORM TRAF
/DE\nCESr(MUTCD) ST, SDH
W.M. STAN ARDS.
TOGETHER WTH LOT A. CITY OF EDMONDS LOT LINE ADJUSTMENT NO. GO
09115184. RECORDS Z FLAGGER(S), BARRICADES AND SIGNS SHALL CONFORM To THE STANDARDS ESTABLISHED I THE 3.
LL_ 06-100, RECORDED UNDER AUDITOR'S FILE NO. 2006 (MUTCD)..
, BEING A PORT10N OF THE NORTHWEST
S22 LATEST EDITION OF THE 'MANUAL ON UNIFORM TRAFFIC CONTROL DEACES" (MUTCD).
OF GNOMISH COUNTY, WASHINGTON AIN ST
QUARTER OF THE NORTHEAST QUARTER OF SECT10N 25, TOWNSHIP 27 NORTH. GEAR
RANGE 3 EAST, W.M.; 3. ALL FLAGGERS ARE TO BE EQUIPPED WITH ORANGE SAFETY VESTS AND HEAD GEAR
APPROPRIATE FOR FLAGGING TRAFFIC WITHIN THE PUBLIC RIGHT-OF-WAY AND SHALL H DAYW�TM"OMN ST
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. VAUD FLAGGING CARDS FROM THE DEPARTMENT OF LABOR AND INDUSTRIES. 12TH
LETED AT THE END OF EACH D THE 3C L_ o-r
4. AFTER WORK WITHIN THE TRAVELED ROADWAY IS COMP OUT 114E
ROAD SHALL BE COMPLETELY OPEN TO TRAFFIC AND ALL EQUIPMENT SHALL BE OR C TRAFFIC CON OL/SIDEWAK CLOSURE & HAUL ROUTE PLAN
TRAVELED ROADWAY. ALL NONAPPLICABLE SIGNS SHALL BE REMOVED. TURNED RED PINE ST
DAILY WHEN CONDITION NO LONGER EXISTS. 216th ST SW HAUL ROUTE
BENCH MARK 16
OF BRASS DISK AT THE INTERSECTION OF 9th AVENUE S. PINE 5. ACCESS BY EMERGENCY VEHICLES SHALL BE MAINTAINED AT ALL TIMES. FOR
STREET. 6. CONSTRUCTION SIGNS AND DEUNEATORS SHALL BE PROVIDED AND MAINTANED BY THE 220TH ST SIN
ELEVATION : 100.00 CONTRACTOR. FAIR S DE VEL OPMEN T SP
DATUM : ASSUMED 7. APPROVED TRAFFIC CONTROL SIGNS AND MARKINGS ON PRIVATE PROPERTY SHALL BE P VIDED, I Z7
INSTALLED AND MAINTAINED BY THE PROPERTY OWNER. IN NW1/4, NE1 SEC. 25, T.27N., R.3E.,W.M.
T.B.M. TOP OF NORTHERLY BOLT ON FIRE HYDRANT L ATED FEET NOTH OF
1HE SOUTHWEST PROPERTY CORNER 8. TRAFFIC CONTROL PLAN IS SUBJECT TO CHANGE PRIOR TO CONSTRUCTION. CIT F EDMONDS
9. ADDITIONAL SIGNING AND FLAGGING MAY BE REQUIRED AS CONDITONS WARRANT. PPROVED FOR CONSTRUCTION 'zN( 'SH C . . . . . ,TY, WASHINGTON
10. SHOULD A PROPOSED SIGN LOCATION FALL WITHIN A PRIVATE DRIVEWAY. CONTRACTOR TO HAUL ROUTE MAP CITY OF EDMONDS
ADJUST LOCATION OF SIGN TO FALL 5'+ 13EYOND EDGE OF DRIVEWAY IN DIRECTION OF ROAD W.K_ PER CITY REVIEW COMMENTS, DATED 4-20-18 07/10)
U11LITY NOTE TRAFFIC. (10' MAX. FROM PLAN LOCATION). DRIVEWAY ACCESS SHALL BE MAINTAINED AT ALL NOT TO SCALE W REVISED
THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS TIMES, DATE-'
APPRO IMATE ONLY. THIS SURVEY DOES NOT PURPORT TO SHOW THE 11. ALL EQUIP ENT AND MATERIALS REQUIRED FOR TRAFFIC CONTROL SHALL BE FURNISHED, Lovell-Sauerland & Associates, Inc. S11
L c TIX MAND MAINTAINED BY THE CONTRACTOR To THE SATISFACTION OF THE CITY Engineers/Surveyors/Plaimers/Development Conl�
0 A ON OF ALL UTILITIES. THE OWNER SHOULD CONTACT THE INSTALLED By. �,_JN -
PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE INSPECTOR OR ENGINEER. 35420 C
LO e-mail: info@lsaetLgineering.com - web: Isaengineering.com.
P CATION AND DEPTH OF ALL UTIUTlES ON AND ADJACENT TO THE C6 ENGINEERING DIVISION -1591
ROPERTY. 19217 36th Avenue W., Suite 106 - Lynnwood, WA 9BO36 (425)775
I I