BLD2019-0120OV Elb)
-A >��O.
121 STH AVENUE NORTH -EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
X10 CITY OF EDMONDS
STATUS: ISSUED 07/11/2019
Expiration Date: 07/11/2020
Parcel No: 27042900306000
15 ILL)L U I �11 U 1Z U
PA*PJA'T)'OWNFR
APPLICANT CONTRACTOR
DOUGSHYUNDAI
FRANK KARREMAN W I LCOX CON ST RUCT I ON
C/O DOUG IKEGAMI
265 WINSLOW WAY EAST STE 202D C/O MATTHEW LESSARD
22130 HIGHWAY 99
BAINBRIDGE ISLAND, WA 98110 234 STH AVE S
EDMONDS, WA 98026
EDMONDS, WA 98020-
(425) 774-355 1
(206) 842-1253 (42S) 774-4 185
. LICENSE #: WILCOC* I 94QO EXP: 12/10/2019
JOB DESCRIPT IbN
HYUNDA I - REM ODEL A ND A DDITION TO A N EXI STTNG T W 0 STORY A UTO SA LES AND SERVICE BUILDING. 17,980 SF
TOTA L BUI LDING SIZE A FTER I MPROVEM
ENTS. SEPA RA TE PERM ITS FOR PLUMBINQ M ECHA NICA L, F1 RE A LA RM A ND
FIRE SPRINKLER.
VALUATION: $3,000,000
PERMIT TYPE: Commercial
PERMIT GROUP: 02 - Addition
GRADING N CYDS: 0
TYPE OF CONSTRUCTION: VB
RETAINING WALL ROCKERY:
OCCUPANT GROUP: B/S-l/S-2
OCCUPANT LOAD: 116
FENCE: 0 X 0 FT-)
CODE: 2015 IEBCABCIWSEC
OTHER: ------- OTHER DESC:
VONE7 CG
INUMBER OF S ORIES: 2
IVESTED DATE.
INUMBER OF DWELLING UNITS: 0
ILOT #7
E,XISTING AREA
BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 1
PROPOSFDARF�%
ASEMENT: 0 IST FLOOR: 1395 2ND FLOOR: 0
3 RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER7 0 13RD
FLOOR: 0 GARAGE: 0 DECK: 0 OT14ER: 0
BEDROOMS: 0 BATHROOMS: 0 IBEDROOMS:
0 BATHROOMS: 0
IREQUIRED: W/E 5/5* PROPOSED: 5+15+ IREQUIRED: N 0 PROPOSED: 0+ IREQUIRED: PROPOSED:
1HEIGHT ALLOWED:O PROPOSED:O REQU I RED: S 0 PROPOSED: 0+
ISETBACK NOTES: *Auto sales use
Planned action SEPA. New building square footage of 2,542 and PM trips of 1.27, be]
Id.
I AGREETD COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTPN AND IN DOING THEWORK AUTHORIZZED THEREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OtASHINGTON RELATING TO WORKMENS COMPENSATION
INSURANCE AND RCW 18:
Nl� APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFIC L OR HIS/HE3R DEPUTY AND ALL FEES ARE PAID.
j ) %�_ /'% A\7-c.- 12) -1. 11 - I", 4!<=� —1 - I I 111
Signature Print Name Date Released By 0 Date
ATTENTION
F__1HRE APPLICANT = ASSESSOR CITY
k 0
L
-;A�l
IT IS UNLAWFUL 1-0 USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF
OCCUPANCY HAS BEEN GPANIED.UBC]09/ IBCl 10/ IRCI 10.
;_1
STATUS: ISSUED BLD20190120
CONDITIONS
• Separate Permit Required For: Plumbing, Mechanical, Signage, Fire Sprinklers, Fire Alarm, L&I Electrical,
• Final approval on a project or final occupancy approval must be granted by the Building 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 foralternate 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 subi-6ttal and are non-refundable.
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 e)cmpt from the noise limits
of ECC Chapter 5.30 only during the hours of 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 linrits of Chapter 5.30, unless a variance has been granted pursuant to ECC 530.120.
• Applicant, on behalf of his or her spouse, heirs, assigns, and su ccessors in interests, agrees to inderrinify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly fi-onr the issuance for this permit. Issuance of this pernrit 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.
• SPEC71AL INSPECTIONS ARE REQUIRED FOR THE FOLLOWING-
• By the Geotechnical Engineer
. Soils
Structural
Concrete Construction, Including Reinforcement
Concrete Anchor Installation
Structural Steel Fabrication and Erection, Including High -Strength Bolting and Welding (Welders Must Be WABO
Certified)
Cold Fortned Metal Framing
Prior to Final Inspection by the Building Division, Final Special Inspection Reports are Required FromAll Special
Inspectors.
0 Submit Special Inspection Field reports on a weekly basis to the City Building Department.
I INSPECTIONS
THIS PERMIT AUTHOREES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRNIEVVAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT
TIME LIMIT: SEE ECDC 19.00.005(A)(6)
I TO SCHEDULE INSPECTIONS
BUILDING
ENGINEERING (425) 771-0220 EXT. 1326
1. Go to: wvrw.edmondswa.gov
Building Department Inspections
2. Then: SeNces
are now scheduled online. If you
FIRE (425) 775-7720
3. Then: Perm its/Development
have difficulties, please call the
4. Then: Online Permit Info
Building Department front desk for
PUBLIC WORKS (425) 771-0235
5: If you don't have one already, c�eate �,
assistance during officu hours.
login (upper right hand comer)
(425) 771-0220
RECYCLING (425) 275-4801
6: Schedule your inspection
When calling for an inspection please leave the folloviing information: Permit Number, Job Site Address, Type of Inspection
— being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon.
i 'q�
• E-Erosion Control/Mobillization
• E-Storm Tightline
• E-Storm Connect to Stub
• E-Double Check Detector Assem Vault
• E-Pavement Striping
• E-Engineering Final
• B-Preconstruction meeting
• B-Shoring
• B-Setbacks
• B-Footings
• B-Foundation Wall
• B-Foundation Drainage
• B-Retaining Wall
• B-Slab Insulation
• B-E)derior Wall Sheathing
• B-Roof Sheathing
• B-E-Aerior Gypsum Sheathing
• B-Ceiling Grid
• B-Height Verification
• B-Fire Blocking / Stopping
• B-Framing
• B-Wall Insulation/Caulk
• B-Insulation/Fnergy
• B-SheetrockNail
• BmBuilding Final
• B-Other
• F-Fire Final
• P-Planning Final
• ESidewalk Pre -Pour ROW E)dens ions
• E-Sidewalk Post Pour -Row Edens ion
of E D,4f
'r '\3,
U CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
*PERMIT MUST BE POSTED ON JOBSITE*
STATUS: ISSUED ENG20190197
SI D E SEWER PERM I T (3-Comme rcial)
Permit Number: ENG20190197 Expiration Date: 07/10/2020
Job Address: 22130 HIGHWAY 99, EDMONDS
APPLICANT CONTRACTOR
WILCOX CONSTRUCTION INC
265 WINSLOW WAY EAST STE 202D 234 5TH AVE S
BAINBRIDGE ISLAND, WA 98110 EDMONDS, WA 98020
(425) 774-4185
LICENSE #: WTLCOC* 19400 EXP: 12/10/2019
YdREPAIR
7
JOB DESCRIPTION
NN �PRO.POSE TO REUSE LATERAL LID NUMBER:
GRINDERPUMP N PROPOSE TO REUSE SIDE SEWER F—T] DRA INA GE
H
SIDE SEWER EXTENSION AND CONNECTION
EASENIE�41" INFORMATION
N.
PROJECTCR SSES OTHER PRIVATE PROPERTY
N
VERIFICATION OF RECORDED EASEMENTS COMPLETE
IA'DEMA7TY- The Applicant has signed an application which states helshe holds the City ofEdinonds harmlessfi-om injuries,
damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City ofEdmonds or
any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and
attorneyfees by reason ofgranting this permit.
CALL.DIAL,A-DIG (1 -800-424-5555) BEFORE ANY EXCAVATION
CALL FOR INSPECTION (425) 771-0220 EXT. 1326
24 HOUR NOTICEREQUIRED FOR ALL INSPECTION REQUESTS
THIS APPLICATTON IS NOT A PERNUTUNTIL SIGNED BY THE CITY ENGINEER OR HIS/HER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN
SPACE PROVIDED.
Printed: Thursday. JuIv 11. 201
DATE
4—FILE COPY F-] INSPECTOR COPY F-] APPLICANT COPY
STATUS: ISSUED ENG20190197
0 None
0 None -
PARTIAL INSPECTION DATE: INITIAL: NOTES:
PARTIAL INSPECIFION DATE: INITIAL: NOTES:
FINAL INSPECTION APPROVED DATE: INITIAL:
OV EID)Af
�'p CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
C.
*PERMIT MUST BE POSTED ON JOBSITE*
STATUS: ISSUED ENG20190198
Mso
em
Pertnk Number: ENG20190198 Expiration Date: 07/10/2020
Job Address: 22130 HIGHWAY 99, EDMONDS Location:
APPLICANT CONTRACTOR
FRANKKARREMAN WILCOX CONSTRUCTION INC
265 WINSLOW WAY EAST STE 202D 234 5TH AVE S
BAINBRIDGE ISLAND, WA 98110 EDMONDS, WA 98020
(425) 774-4185
LICENSE #� WILCOC*194QO EXP: 12/10/2019
U RZIN N I W I L4110
UTILITY CONNECTIONS, SIDEWALKS AND FRONTAGE IMPROVEMENTS
DISRUPTION INFORMATION
ASSESSED VALUE: $0.00 PROPERTY AREA: 0
SIDEWALK: (OXO) DURATION IN MONTHS: 0 FEE: $0.00 STREET DISRUPTION TRENCH CUT: 0 x 0
PARKING: (OXO DURATION IN MONTHS: 0 FEE: $0.00 YEAR OF OVERLAY: 0 FEE: $0.00
ALLEY� ( OX0 DURATION IN MONTHS 0 FEEi $000
I"EMNITY- The Applicant has signed an application which slates helshe holds the City ofEdmonds harmlessftom injuries,
damages or claims ofany kind or description Whatsoeverforeseen or unforeseen, that may be made against the City ofEdmonds or
any ofils departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and
allorneyfees by reason ofgranting thispermil.
THECONTRACTOR IS RESPONSIBLEFOR WORKMANSHIP AND MATERIALS FOR A PERIOD OFONEYEAR FOLLOWING THEFINAL
INSPECTION AND ACCEPTANCE OF THE NVORK.
• Traffic Control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must
be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their
possesion.
• Restoration is to be in accordance with City codes. A 11 street -cut trench work shall be patched with asphalt or City approved
material prior to the end of the workday- NO EXCEPTIONS.
• Three sets of construction drawings of proposed work are required with the permit application.
CALL DIALA-DIG (1 -800-424-5555) BEFORE ANY EXCAVATION
CALL FOR INSPECTION (425) 771-0220 EXT. 1326
24 HOUR NOTICEREQUIRED FOR ALLINSPECTION REQUESTS
THISAPPLICATION IS NOTA PERN4]TUNnL SIGNED BY TT-iE CI1Y ENGINEER OR HISMER DEPUTY: AND FEES ARE PAID.AND PECEIPTIS ACKNOWLEDGED IN
SPACE PRO'vIDED.
Printed: Thursday —July 11, 20191
V.\, t
RLEASED BY DATE
P�RLECOPY F� INSPECTOR COPY F-] APPLICANT COPY
STATUS: ISSUED
ENG20190198
• Restore ROW to City standards
• Call for locates of underground utilities prior to any excavation.
• Conform to approved working drawings and Traffic Control plan.
• Public utilities maintain 5'separation from City Utilities.
• Verify clear bore crossings
• Utility patch restoration to be in accordance with Edmonds Standard detail E2.3
• Maintain erosion & sedimentation control. Keep street clean.
• Call for required inspections as noted.
• Traffic Control per approved plan and MUTCD. Referto City of Edmonds traffic control requirements.
• The proposal will not adversely impact public space open to vehicular or pedestrian travel.
• Safe Pedestrian travel area, or clear zone, of 5-foot minimum width, providing a level safe walking surface along the public
sidewalk, shall be maintained. (e.g. measuring 5-feet from edge of street tree grates or newspaper stands toward place of
business.)
• Three feet of clearance around fire hydrants, standpipes, P.I.Ws, manholes, water meters, blowoffs, cleanouts and valves shall
be maintained.
• Easement and/or permission from adjacent property owner is required prior to entry/work within adjacent property.
• Provide 4�'— 1/4 turn fitting (Storz or equivalent) on fire hydrant(s) serving property.
• Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is
caused by or occurs during the permitted project.
• Sound/Noise originating from temporary construction sites as a result of construction activity are exempt fromthe noise limits
of ECC Chapter 5.30 only during the hours of 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.
• 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 officials, employees, and agents from any and all claims for damages of
whatever nature, aris ing directly or indirectly from the issuance of this pen -nit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance not lin�t in any way the City's ability to enforce any ordinance
provision.
• E-Erosion Control/Mobilization
• E-Curb Ramp Pre -Pour
• E-Pavement Compaction Test Report
• E�Pavement Striping
• E-Fire Connection to Water Main
• E-Curb/Gutter Pre -Pour (comn-i/mult)
• E-Sidewalk Pre -Pour (comtn/mu It)
• E-Street Tree Installation
• E-Engineering Final
• E-Curb Ramp Post -Pour
• E-Curb/Gutter Post-Pour(conin-Vmult)
• E-Sidewalk Post -Pour (conin/mult)
PARTIAL INSPECTION DATE: INITIAL:
PARTIAL INSPECTION DATE: INITIAL -
FINAL fNSPECTIO'.APPROVED DATE: TNITLA� '-:
NOTES:
NOTES:
ov ED
J) CITY OF EDMONDS
121 5TH A VENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
BUILDING APPLICATION ACCEPTANCE
Thursday, January 31, 2019
This Application has been accepted by the City of Edmonds for review. More information and changes
may be required during this process. The review target date is:
Your City Contact is: KRISTIN JOHNS
Application Number: BLD20190120
Project Address: 22130 HIGHWAY 99, EDMONDS
PROPERTYOWNER APPLICANT
DOUGSHYUNDAI FRANK KARREMAN
C/O DOUG IKEGAMI 265 WINSLOW WAY EAST STE 202D
22130 HIGHWAY 99 BAINBRIDGE ISLAND, WA 98110
EDMONDS, WA 98026 (206) 842-1253
(425) 774-3551
Description:
'MODEL AND SHOWROOM ADDITION TO AN EXISTING TWO STORYA UTO SALES AND
RVICEBUILDING. 17,980 SF TOTAL BUILDING SIZE AFTER SHOWROOM ADDITION AND
MODEL OF OTHER SPA CES. PL UMBING, MECHANICAL, FIRE ALARM AND FIRE
RINKLER ALL DEFERRED SUBMITTALS.
Outstanding Items at Time of Submittal:
SOILS REPORT
SEWER PLAN SHEET - SHOWING CONNECTION TO EXISTING
It is anticipated that the following departments will be reviewing your application:
0 Budding
0 Planning
0 Engineering
0 Fire
0
Please wait to re -submit corrections until after you have received comments from all reviewing
departments.
I HEREBY AC 10�10W LEDGE THAT I HAVEREAD THIS APPLICATION THATTHEINFO RNMATION GIVEN IS CORRECT
AND THATI AM THEPROPERTY OWNER, OR THEDULY AUTHORIZED AGENTOF THEPROPERTY OWNER TO
SUBMITA BUILDING PERA111T APPLICATION TO THE CITY.
To view up to date information about your application please visit the City ofEdmonds Development Services
website at http://�ww.ednwndswa.gov.
0� ED
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
I nc. PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED ENG20190196
WATER METER RECORD
Pennk Number: ENG20190196
Job Address: 22130 HIGHWAY 99, EDMONDS
PROPERIFYOWNER CONTRACTOR
DOUGSHYUNDAI WILCOX CONSTRUCTION INC
22130 HWY 99 234 5TH AVE S
EDMONDS, WA 98026 EDMONDS, WA 98020
(425) 774-4185
LICENSE #: WILCOC* I 94QO EXP: 12/10/2019
JOB DESCRIPTION
DESCRIPTION OF WORK:
DCDVA METER - FIRE LINE
NMTER SUE: 6 " I
N NEW SERVICE FROM CITY MAIN TO PROPERTY LINE
N- ASPHALT/CONCREIFECUT
N_ FINAL PATCH BY CONTRAC!TOR
OWNERNAME-
BILLINGADDRESS
I 614111CA a V0121-17%
22130 HIGHWA Y 99 EDMONDS, WA 98026
INSTALLATION FEE. $0.00
CONNECTION FEE: $0.00
STREET CUT DEPOSIT: $0.00
N SFR IRRIGATION [H] APARTMENT / CONDO - UNITS:
N DUPLEX Ffl FIRE CONNECTION I N I MIXED US&COMMERCIAL FLOORS
N- TRIPLEX OTHER:
N- COMBO FIRE/DOMESTIC BA CKFLOW A SSEMBLY REQUIRED
METERNUMBER:
STYLE-
METERREADING:
MANUFACTURER'S #:
METERLOCATION:
SERVICE MATERIAL:
DATEOFWORK:
REMARKS:
U/B ACCOUNT:
READ AFTER ADDRESS:
RESIDENTIAL UNITS: 0
PROJECT NUMBER
LDCATE REQUEST #:
DATECALLED:
AND
REGISTER
PRESSURE: 0 GPM: 0
WORKBY.
***A'ITACH DRAWING WHEN NECESSARY***
ROUTE -
WATER SUPPLIER:
ISSUED
TYPE OF REPAIR
= Asphalt Roadway/Walkway
= Concrete Sidewalk
= Concrete Curb
AREA REPAHUD
( Ft X Ft ) = Sq. Yds
( Ft X Ft ) = Sq. Yds
( Ft X Ft ) = Sq. Yds
( Ft X Ft ) = Sq. Yds
( Ft X Ft ) = Sq. Yds
( Ft X Ft ) = Sq. Yds
Lineal Ft
Lineal Ft
Lineal Ft
Total Repair Costs:
Less Street Cut Deposit:
Invoice/Refund:
ENG20190196
REPAIR COST
$0.00
0,V ED4 BUILDING PERMIT
0
& APPLICATION
Development Services
Building Division
121 5th Ave N / Edmonds, WA 98020
425.771.0220
For handouts, submittal requirements, permit status and inspection
scheduling information go to: http://www.edmondswa.gov/
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
Job Site Address: J!231D Awy 99 Edmonds WA 98026
Parcel: 270429003056/S7/S8/S9/60/61/62/64
Lot /Unit/Suite #: Subdivision:
PROPERTY OWNER:
Name: Doug Ikegami
Mailing Address: 22130 Hwy 99
City/State/Zip: Edmonds WA 98026
Phone #: 425.774.3551
Email: c/o becky@dougs.com (admin assistant)
OWNER INSTALLATION: *If yes, read and sign*
Will work be performed by the property owner? 0 Yes IN 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: Frank Karreman
Mailing Address: 265 Winslow Way East Suite 202D
City/State/Zip: Bainbridge Island WA 98110
Phone #: 206.842.1253
frank@3rkarchitecture.com
E-mail:
GENERAL CONTRACTOR: (If different from applicant)
General Contractor; Wilcox Construction
Mailing Address: 234 5th Ave. S.
City/State/Zip: Edmonds WA 98020
Phone #: 425.774.4185
E-mail: Mmcisaac@wilcoxconstruction.com.
WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE:
CCWILCOC*194QO
CITY OF EDMONDS BUSINESS LICENSE M. BL-006453
Office Use Only
Permit #: 15 LID 1 C7 - 01 i-C
TYPE OF PERMIT (Provide
0 Accessory Structure/
Detached Garage
Details on Page 2)
IN Addition
12(DemolitioV lylb
0 Mechanical
• New Single Family / Duplex
0 Plumbing
• Fire Sprinkler
0 Remodel
IN New Commercial/ Mixed Use
0 Re -Roof
0 Signs
El Tank
El Tenant Improvement
0 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: $3,000,000
PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION
Basement sq ft: Finished 0 Unfinished El
Ist Floor, sq ft:
1395 SF f4eW
2nd Floor, sqft:
0 SF 0, ZV13
Garage/Carport:, sq ft:
Deck/Covered Porch/Patio:
Other sq ft:
PROJECT DESCRIPTION
Remodel and showroom addition to an existing two story
automobile sales and service building. 17,890 SF total building
bil.t.dfttl showtourn additiOn dlid iernudel of uther-s�.
— rru kh 117 rlf 0
r/.5 F
LA _'6-yl
I certify that the information I have provided on this form/application is true,
correct and complete, and that I am the property owner or duly authorized
agent of the property owner to submit a permit application to the City of
Edmonds.
G. Frank��
Print Nam—
Signat������Dat�Et 11 - 16.18
L__ -
6m S I IN
3 1 r k architecture I design c3go 3 S
Project #BLD2019-0120-Hvundai Sales & Service Center- Revision #1 Building SummarV
Date: July 11, 2019 REVIVON
To: Leif Bjorback, City of Edmonds Building Official JUL 11 2019
From: Frank Karreman
Project Number: BLD2019-0120 BUILDING DEPARTMENT
CITY OF EDMONDS
Address: 22130 Pacific Highway 99, Edmonds WA
The following are owner requested revisions for the Hyundai Sales and Service building. In general,
these revisions pertain to interior wall placement, deletion of the restroom vestibule, and the
widening of the customer drop off carport. Each revision is shown clouded and enumerated with a
triangle symbol #2 on the drawings, as follows below.
Architectural Drawings
1) Site Plan A1.0- Setback dimension of carport delineated to be greater than 3 feet. See related
information concerning A4.0 below
2) First Floor Plan A2.1- New interior glass partitions for Offices 102 and 103 have been deleted.
General Manager 110 office replaces Customer Waiting 110. The vestibule and banquet seating in
front of Men 112 and Women 113 has been deleted. The vehicle opening into Service Reception
114 has been widened by 2 feet to 20 feet total, and the structure has been moved a couple of feet
to the west.
3) Reflected Ceiling Plan A2.2- The grid and lighting have been coordinated with the revisions
described immediately above.
4) Exterior Elevations A4.0- South Elevation shows the two glazed openings are under the 15%
maximum allowed per the requirements of IBC Table 705.8 for walls 3 to 5 feet from a property
line. The owner is undertaking a lot line adjustment for the property line that will place the wall 3'-
7" north of the line. The existing garage doors will also be reused.
5) Exterior window and door schedules A5.0- Garage doors existing per immediately above.
6) Interior window and door schedules A5.1- revisions to Offices 102 and 103 required solid core
doors. Glass partitions deleted for same.
Structural drawings
1) S101- Foundations deleted for posts per revision to Offices 102 and 103. SW-1 shear wall
lengthened.
2) S102- Beam removed at office noted above.
3) S205- Beam to post detail #9 deleted.
End of revisions
Hyundai Sales & Service Center
Edmonds Building Division
Itemized Revision Summary 07.1 1 .19
;ECIL
SOCIATIES
May 18, 2020
Zack Richardson
Engineering Division
1215 1h Avenue N
Edmonds, WA 98020
RE: BLD20190120 — Hyundai Sales & Service
Plan Revision: Added Pedestal Parking Stall
Dear Zack:
PLANS REUD - MAY 20, 2020
REVISION
May 26 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
COMPLIES WITH'APPLICABLE
CITY STORMW�A
,�T�R CODE
Q,6<1 2 / 2 0 2 0
The corporate Hyundai has handed down direction to add a pedestal parking stall along the Hyundai
frontage. I assume this is a stall that will be elevated approximately 6" higher than the adjacent stals
and used to show off a featured vehicle. The plan revision is clouded on sheet C2.00-3 of the
Hyundai Building Permit set. It is attached to an architectural plan revision package.
This addition creates 751 square feet of new plus replaced impervious surface to track in the flow
control, water treatment, and various area swaps we have been tracking throughout the overall
project. The latest drainage report with the most accurate stormwater tables was dated September
20, 2019, submitted forthe Mazda Service Center project. The previous Hyundai Sales & Service
drainage report is now obsolete with regards to the stormwater tables.
Therefore, rather than resubmit an entire drainage report for Hyundai, in an attempt to streamline
review, I have attached only the redlined updates required for the relevant stormwater tables and
exhibits. These pages were copied from the Mazda Service Center drainage report dated September
20, 2019. They now apply to Hyundai, as both projects are being mitigated with the same
stormwater facilities.
I hope this is clear but if not don't hesitate to request any additional information.
Thanks,
John C. Farleigh, P.E.
Cecil & Associates, LLC
CC: Frank Karreman (Architect)
Marc Ikegami (Owner)
Doug lkegami (Owner)
5. PERMANENT STORMWATER CONTROL
5.11: DESIGN OVERVIEW
This project is being constructed in conjunction with the Doug's Lynnwood Mazda project
(BLD201 71119). The project will replace the existing automotive service building with a larger
service building. Parking improvements for the project will be provided by formalizing existing
parking and car inventory storage area. The architectural site plan provides accounting for the
parking requirements. The building will be fully sprinkled.
Stormwater mitigation for the site will comply with the 2016 City of Edmonds Stormwater
Management requirements. The City has adopted the 2014 Stormwater Management Manual for
Western Washington with amendments in chapter 18.30 of the municipal code. Flow control will
be provided in an underground concrete detention vault. Water quality will be provided by an in -
line Linear Modular Wetland Filter installed under a separate permit, the Doug's Lynnwood Mazda
project, permit number BLD201 7119.
5.2: FLOW CONTROL
Flow control is provided via underground concrete detention vault installed under a separate
permit (BLD201 71119), located onsite. The table below shows the new plus replaced impervious
areas required to be mitigated under this project and previously permitted areas that are
mitigated within the same vault. In addition, the table below includes 25% mitigation for existing
un-mitigated hard surfaces, required for minimum requirement #5. The original detention vault
sizing calculations made a reasonable assumption for this development. However, they did not
accurately aeewmte capture these final conditions. Therefore, sizing verification calculations have been
attached in Appendix B based on the total developed condition.
FiT5+571 sf = 1,626 sf
Area Swap (#I): I
Approximately 575-H sf of runoff from a co ion of 76 1h Avenue W and an onsite gravel
u o lec
parking area is being collected in lie > ting Hwy. 99 sidewalk area. That's 4,712 square
feet from 76" Avenue W and iF7�5 uare feet from the upper inventory parking area. The areas
swap is being proposed because the Hwy. 99 frontage is downhill of the detention vault and
cannot reasonably drained to the vault via gravity. The area swap provides stormwater mitigation
for a similar sized area that was not previously being mitigated and has no imminent plans for
improvements that would otherwise trigger stormwater mitigation for this area.
Area Swap 02):
The project is proposing an onsite area swap to mitigate new plus replaced impervious areas
specifically for the concrete pedestrian walkway located on the north end of the project. The
walkway provides a connection from the parking area to the Amenity Shelter. A storm line has
been provided to the shelter to collect roof runoff; however, the walkway is difficult to collect
without excessive storm lines and cutting & patching of the driveway. The project is naturally
collecting runoff from the gravel Inventory Parking Area located on the west -end of the site. The
walkway area is approximately 1,647 sf (see table below).
Area Swap Exhibits have been attached in Section 7 for reference, see Figure 6 & 7.
Collected Area Not Required for Mitigation:
As stated above, the site slopes, generally, from the west to the east. The gravel parking area,
commonly referred to as the "upper inventory parking area," is draining downhill through the site
improvements and will be collected by the new stormwater system and routed through the water
treatment facility and flow control facility. A portion of the gravel parking area is required to get
collected because it is being re -graded (new plus replaced impervious), or it is being mitigated for
MR #5 (25% mitigation of existing hard surfaces), or to support an area swap as described above.
CECIL &ASSOCIATES, LLC Mazda Service Center
7 Edmonds, WA
The areas being collected that are not targeted for flow control mitigation will be routed through
the flow control facility. To account for this, there is a base flow of impervious area assumed in
the existing site condition calculations. To clarify, the precleveloped surface assumption for all
targeted new plus replaced impervious areas is assumed to be forested and existing impervious
surfaces that are routed through the vault not targeted for flow control mitigation are modeled as
existing impervious. This increases. the allowable release rates incrementally to offset the
impervious area assumed on the developed condition to allow it to "flow through" the facility.
This is an equivalent downstream result as routing the runoff around the flow control facility, but
it is more practical than installing a dedicated stormwater bypass line through the site. The table
below summarizes how the upper inventory parking area is being counted.
Upper Inventory Parking Area Summary
Gravel Area Collected
-11>2,15'10
sf
0.287
ac
-�-�Mitigation Required for AreAS-w-a'
p#1
875
sf
0.020
ac
Miti'gd i �.equjr-- &ror Area Swap #2
1,647
sf
0.038
ac
Area Mitigalad4o-'r-M-R-#-5-t'/-5-?4-H_ard Surface)
3,130
sf
0.072
ac
ReruA-�,d'erPassing Through Flow Contro`1-rd-&.�1ij
6,868
sf
0.158
ac
% of >t---,�Impervious Bypassed Through Flow Control Facility
V
Flow control calculations showing existing flow through area of 0.158 acres impervious (from
table above) and site conditions broken down by each permit (shown below) are attached in
Appendix B. The result is that the 2-year orifice will be enlarged to allow the existing base flow
through the flow control facility.
Upper Inventory Parking Area Summary
,Gravel Area Collected
12)520
sf
0.287
ac
Mitigation Required for Area Swap #1
(-1-,6-2-6
sf�-
0.0-3-7
ac-./
Mitigation Required for Area Swap #2
1,647
sf
0.038
ac
Area Mitigated for MR #5 (25% Hard Sur -face)
3,130
s
0.072
ac
Remainder Passing Through Flow Control Facility
(7C-IT-7
-sf--
-.O-.140--Wc-)
% of Total impervious Bypassed Through Flow Control Facility
r-b%
)
I
I
CECIL & ASSOCIATES, LLC Mazda Service Center
8 Edmonds, WA
The table below summarizes the areas that the detention vault was designed for and how this
project can be mitigated within the volume allowance in the vault.
azda Service Center Project
Vehicle Inventory Gravel Parking Area
12,682
sf
0.291
Yac
New Building Roof Area
10,882
sf
0.25
ac
Parking & Road Area-
9,652
sf
0. 22
a
Amenity Area (Concrete Walk & Shelter)
1,647
sf
'03 '
ac
Total New + Replaced Impervious Area
34,863
s
,Y
0
0. t80 0
ac
Existing Un-mitigated Hard Surface
12,520//sf
0,287
ac
25% Existing Hard Surface Mitigation
3, 10
sf
0.072
ac
New + R laced Impervious Plus 25% Hard Surface
Mitigation
/7,S93
s
0.872
ac
Total Pervious Area//
3,109
sf
0.071
ac
Doug's Lynnwood Mazda (Ma a Sales Building) Project 141-D20171119)
impervious Byp96/s Area
162
sf
o.004
—ac
Total Imper/ous Area
42,709
sf
0.980
ac
Total rvious Area
7,946
sf
0.182
ac
Hyundai Sales & Service Project (11311-11320160)�O)
Txta4pervious Area
10,710
sf
0.246
ac
/ TotaNrvious Area
1,230
sf
0.028
ac
Z
Total Area Mitigated in Detentio0lault
S&ea
Impervious Bypas�
162
sf
0.004
ac
Total Impervious ArVa
91,412
sf
2.099
ac
Total Pervious Areak
12,285
sf
0.282
ac
Total Capacity of D ention Vault
Impervious Bypass Area
4
sf
0.004
ac
Total Impervious Area
95,360
sf
2.189
ac
Total Pervious Area
12,285
0.282
ac
Area Vsprvpd for Fliture Development
Impervious Bypass Area
12
sf
0.0
ac
Total Impervious Area
3,948
sf
0.091
\ac
Total Pervious Area
0
sf
1 0.000
a��
I
SEE NEXT PAGE
CECIL & ASSOCIATES, LLC Mazda Service Center
9 Edmonds, WA
Mazda Service Center Project
Vehicle Inventory Gravel Parking Area
12,682
sf
0.291
ac
New Building Roof Area
10,882
sf
0.250
ac
Parking & Road Area
9,652
sf
0.222
ac
Amenity Area (Concrete Walk & Shelter)
1,647
sf
0.038
ac
Total New + Replaced Impervious Area
34,863
sf
0.800,
ac
Existing Un-mitigated Hard Surface
12,520
sf
0.287
ac
25% Existing Hard Surface Mitigation
3,130
sf
0.072
ac
New + Replaced Impervious Plus 25% Hard Surface
Mitigation
37,993,
sf
0.872
ac
Total Pervious Areal
3,109
1 sf
1 0.071
ac
Doug's Lynnwood Mazda (Mazda Sales Building) Project (BLD20171119)
Impervious Bypass Area
162
sf
0.004
ac
Total Impervious Area
42,709
sf
0.980
ac
Total Pervious Area
7,946
sf
0.182
ac
Hyundai Sales & Service Project (BLD201601201)
Total Impervious Area
11,461
sf
0. 2- �3-1
-a-c-)
Total Pervious Area
1,230-
�f
—0-. 0-2�8-
a c
Total Area Mitigated in Detention Vault
Impervious Bypass Area
162
sf
0.004
ac
Total Impervious Area
(972- �1 6 3
sf---�-'
-7Y-.1 1 —6
-a-c-)
Total Pervious Area
12,285
sf
0.282
ac
Total Capacity of Detention Vault
Impervious Bypass Area
174
sf
0.004
ac
Total Impervious Area
95,360
sf
2.189
ac
Total Pervious Area
12,285
sf
0.282
ac
Area Reserved for Future Development
Impervious Bypass Area
12
sf
0.000
ac
Total Impervious Area
(-�,-1-97
s-f--
—0.-073—
-ac-_-
Total Pervious Area
0
sf
0.000
ac
53: WATER QUALITY
The project triggers enhanced water quality for all new and replaced pollution -generating hard
surfaces (PGHS). Additionally, the project drains to Lake Ballinger and therefore requires
phosphorus treatment per ECDC 1 8.30.060.B.i. The water quality treatment will be provided by
routing all runoff from the parking and driving surfaces to a Modular Wetland System (MWS) -
Linear Modular Wetland. The Linear Modular Wetland has received a General Use Level
Designation (GULD) from Ecology for Enhanced water quality and Phosphorus treatment. The
required water quality flow rate has been calculated using 2012 WWHM. The treatment units will
be located upstream of detention, requiring a water quality design flow rate equivalent to the
offline 1 5-minute peak flow rate. The Linear Modular Wetland can be provided in multiple sizes.
The Linear Modular Wetland provided under separate permit, BLD201 71119, has an approved
filtration rate of 0.147 cubic feet per second. The table below shows the pollution generating
surfaces areas for this project.
Total Linear Modular Wetland Filter Sizing Table
Doug's Lynnwood Mazda (Mazda Sales Building) Project (BLD20171119)
Total Pollution Generating Impervious Area 29,483 sf
Total Pervious Area 7,946 sf 10.182 1 ac
Hyundai Sales & Service Project (IBLD2019012
Total Pollution Generating Impervious Area
Total Pervious Area
Mazda Service Center Project (BLD2019XXXX)
Total Pollution Generating Impervious Area
Total Pervious Area
Total Pollution Generating Impervious Area
Total Pervious Area
Total PGIS Allowance from BLD20171119
4,792+751 = 5,543 sf (0. 127 ac)
1,230 sf 0.028 1 ac
23,981 sf 0.551 ac
3,109 sf 0.071 ac
58,256 9f -.GC
12,285 sf 0.28N2
(66,08971 §f 1 1.517 1 ac
See BLD201 71119 drainage report for water quality calculations.
59,007 sf (1.335 ac)
Collected Area Not Required for Mitigation:
There is an additional 6,868 square feet (0.158 acres) of runoff routed through this water
treatment facility than are required. This area is not included in the table above but still is within
allowable size for filtration requirements (58,256 sf + 6,686 sf = 64,942 sf).
5.4: CONVEYANCE REQUIREMENTS
This section discusses the criteria that will be used to analyze and design the proposed storm
conveyance system. For basic conveyance system design, the ECDC requires the use of the latest
edition of the King County Surface WaterDesign Manual (SWDM), Chapter 4: Conveyance System
Analysis and Design. Chapter 4 refers to Core Requirement #4, which is found in Chapter 1.2.4
of the KCSWDM. The relevant portions of this Section prescribe the following:
CECIL & ASSOCIATES, LLC Mazda Service Center
10 Edmonds, WA
11- 4*
A4,
PAR. A
P--
Z
1, 1,644+75 2,395s d=
AREA SWAP REQUiRED
REQUIRED FOR
p I
19� 3,943SF
BL0201711 SA I �117 I
& HYUNDAI LES AND as
SERVICE PROJECT
HWY. 99 FRCNTAG404�
SF
77 -9 HYUNDAI SALES &
TOTAL AREA SWAP SERVICE BUILDING
(BUD2019i
PROVIDEO=.6,689'SF dmi
L
5,587+751 6,338
0,q
MAZDA SERVICE
r -1
Z
L
67-5-SF ASSUME
FROM GRAVEL
4,712 SF FROM
76TH AVE
AREA IS INFEASIBLE TO
COLLECT(COLLECT
MAZDA SALES 'M
4
BUILDING
COLLECT 76TH AVE (BLD20171119) RUNOFF FROM 76TH
AVE IN LIEU OF)
RUNOFF VIA CATCH 4f
F
CECAL
+ASSOCIATESt-
— — — — — — — — — -
FIGURE 6 - AREA SWAP EXHIBIT (OFFSITE)
Mazda Service Center 0 25 50 1 100
Hi
7.12.2019
"4
V�7
APPROXIMATELY 1.647 SF 4�
OF AREA IS INFEASIBLE TO
S-1 P�R. COLLECT WITHOUT
E XCESIVE STORM LINES
AND PAVEMENT PATCHING
MITIGATE EXISTING
IMPERVIOUS AREA IN LIEU L
OF CONCRE I Iii WALKWAY.
AREA SWAP OF 1.647 SFY -as
HYUNDAI SALES
SERVICE BUILDING
(a D20190120)
>\
14
MAZDA SERVICE
BUILDING
A
nn;
A
Z-.,. .10
L
Os
1'�S V�.
'�A19
MAZDA SALES
BUILDING
(BLD20
171119)
L W4
CECIL
IeASSOCIATES1-
FIGURE 7 - AREA SWAP EXHIBIT (ONSITE) ---------------
50 1 100
Mazda Service Center HORIZ.
Scole In Fe t
7.12.2019
Z-C)�'��'L - 0 1-,7-D
ITY Wd3v
Vr I
ENGINEERS
structural consultants
Structural Calculations
For
Hyundai Sales Addition — Supplemental
Calculations for Owner Revisions
Project Number: 18252
May 18, 2020
Prepared by
ARW Engineers
1594 West Park Circle
Ogden, Utah 84404
)plied Loads
Beam self weiqht NOT internally calculated and added
UniformLoad: D=0.020, L=0.1250ksf, Tributary Width= 8.250 ft
Point Load: D = 1.610, L = 4.025 k @ 12.50 ft, (Existing W8)
DESIGN SUMMARY
Maximum Bending Stress Ra-tio--
6.;m�41
Section used for this span
W14x34
Ma: Applied
101.407 k-ft
Mn I Omega: Allowable
136.228 k-ft
Load Combination
+D+L
Location of maximum on span
12.446ft
Span # where maximum occurs
Span # 1
Maximum Deflection
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Steel Beam 18252 - Hyundai Sales Addition Edmonds WATngirieeOngkCalculaflonsXOtheA1 8252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:1 2.20.2.28 .
DESCRIPTION: Floor Girder 2 w/ Existing Beam
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
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(1.61) (4.025)
D(0.165)L(1M1.
:be
W14x34
Span = 22.0 ft
Service loads entered. Load Factors will be applied for calculations.
Wa-xi-md-m-sh-e-a-r-Stress-Ratio
0.205 : 1
Section used for this span
W14x34
Va : Applied
16.360 k i
Vn/Ornega: AJlowable
79.80 k
Load Combination
+D+L
Location of maximum on span
22.000 ft
Span # where maximum occurs
Span # 1
Max Downward Transient Deflection
0.706 in
Ratio=
373 >=360
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.857 in
Ratio=
308 >=240,
Max Upward Total Deflection
0.000 in
Ratio=
0 <240.0
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 -
Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
D Only
Dsgn. L = 22.00 ft
1 0.136
0.034
18.48
+D+L
Dsgn. L = 22.00 ft
1 0.744
0.205
101.41
+D+0.750L
Dsgn. L = 22.00 It
1 0.592
0.162
80.67
+0.60D
Dsgn. L = 22.00 ft
1 0.081
0.021
11.09
Overall Maximum Deflections
18.48 227.50 136.23 1.00 1.00 2.73 119.70 79.80
101.41 227.50 136.23 1.00 1.00 16.36 119.70 79.80
80.67 227.50 136.23 1.00 1.00 12.95 119.70 79.80
11.09 227.50 136.23 11.00 1.00 1.64 119.70 79.80
Load Combination Span Max. "-"Deft Location in Span Load Combination Max. Y Defl Location in Span
+D+L 1 0.8566 11.126 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MA)Gmum
15,592
16.360
Overall MINimum
1.506
1.638
D Only
2.510
2.730
+D+L
15.592
16.360
+D+0.750L
12.322
12.953
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Steel Beam 18252 - Hyundai Sales Addition Edmonds WAIEngiriee6ngICalculatons\Othe�1 8252-Hyundai Sales Addition.ec6
Software copAht ENERCALC, INC. 19n202O, Build:1 2.20.2.28 .
DESCRIPTION: Floor Girder 2 w/ Existing Beam
Vertical Reactions
Load Combination Support 1 Support 2
L Only 13.082 13.631
Support notation : Far left is #1 Values in KIPS
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Software copoghtENERCALC, INC. 1983-2020, Build:12.20.2.28 .
DESCRIPTION: North Restroorn Header
-CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
-Materiall Properties
Analysis Method: Allowable Stress Design Fb +
900.0 psi
E: Modulus of Elastico
Load Combination ASCE 7-16 Fb-
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 31.210 pcf
Beam Bracing Beam is Fully Braced against late ra 1-torsional buckling
D(O.09� L(O.4)
Applied Loads
UniformLoad: D=0.0120, L=0.050ksf, Tributary Width= 8.0 ft
DESIGNSUMMARY
3-2xl 2
Span = 9-50 ft
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio 0.7861 Maximum Shear Stress Ratio
Section used for this span 3-2xl 2 1 Section used for this span
707.38 psi
900.00psi
Load Combination
+D+L+H
Load Combination
Location of maximum on span
4.750ft
Location of maximum on span
Span # where maximum occurs
Span # I
Span # where maximum occurs
I Maximum Deflection
Max Downward Transient Deflection
0.086 in Ratio=
1320 >=360
Max Upward Transient Deflection
0.000 in Ratio
0 <360
Max Downward Total Deflection
0.107 in Ratio=
1065 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Maximum Forces & Stresses for Load Combinations
0.311 1
3-2x12
56.05 psi
180.00 psi
+D+L+H
8.564 ft
Span # 1
Load Combination
Segment Length
Span #
Max Stress Ratios
M V
Cd
C FN
C i
Cr
C n,
C t
C L
Moment Values
IM lb
F'b
V
Shear Values
fil F'v
+D+H
0.00
0.00
0.00
0.00
Length = 9.50 It
1
0.169
0.067
0.90
1.000
1.00
1.00
1.00
1.00
1.00
1.08
136.91
810.00
0.37
10.85
162.00
+D+L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 It
1
0.786
0.311
1.00
1.000
1.00
1.00
1.00
1.00
1.00
5.60
707.38
900.00
1.89
56.05
180.00
+D+Lr+H
1.000
11.00
1.00
1.00
1.00
1.00
0.00
0,00
0.00
0.00
Length = 9.50 11
1
0.122
0.048
1.25
1.000
1.00
1.00
1.00
1.00
1.00
1.08
136.91
1125.00
0.37
10.85
225.00
+D+S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 Ill
1
0.132
0.052
1.15
1.000
1.00
1.00
1.00
1.00
1.00
1.08
136.91
1035.00
0.37
10.85
207.00
+D+0.750Lr+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 11
1
0.502
0.199
1.25
1.000
1.00
1.00
1.00
1.00
1.00
4.47
564.76
1125.00
1.51
44.75
225.00
+D+0.750L40.750S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 111
1
0.546
0.216
1.15
1.000
1.00
1.00
1.00
1.00
1.00
4.47
564.76
1035.00
1.51
44.75
207.00
+D+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft
1
0.095
0.038
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.08
136.91
1440.00
0.37
10.85
288.00
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[Wood Beam
18252 - Hyundai Sales Addition Edmonds
WAIEngineednq\Calculabonsk0theAl8252-Ayundai Sales Addition.eC6
Lic. #; KW-06002489
Software copyright ENERCALC, INC. 1983-2020, Build:1 2.20.2.28
DESCRIPTION: North Restroorn Header
ARW ENGINEERS
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M V
C d
C FN
C i
Cr
C m
C I C L
M fb
F'b
V
fv
F'v
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 It 1
0.392 0.155
1.60
1.000
1.00
1.00
1.00
1.00 1.00
4.47 564.76
1440.00
1.51
44.75
288.00
+D+0.750L+0.750S+0,450W+H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1
0.392 0,155
1.60
1.000
1.00
1.00
1.00
1.00 1.00
4.47 564.76
1440.00
1.51
44.75
288.00
+0.60D+0.6OW40.60H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 It 1
0.057 0,023
1.60
1.000
1.00
1.00
1.00
1.00 1.00
0.65 82.15
1440.00
0.22
6.51
288.00
+D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 It 1
0.095 0.038
1.60
1.000
1.00
1.00
1.00
1.00 1.00
j.08 136.91
1440.00
0.37
10.85
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 It 1
0.392 0.155
1.60
1.000
1.00
1.00
1.00
1.00 1.00
4.47 564.76
1440.00
1.51
44.75
288.00
+0.60D+0.70E+H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 9.50 ft 1
0.057 0.023
1.60
1.000
1.00
1.00
1.00
1.00 1.00
0.65 82.15
1440.00
0.22
6.51
288.00
Overall Maximum Deflections
Load Combination
Span Max. %" Def! Location in Span Load Combination Max. "+" Defi Locationin Span
+D+L+H
1 0.1070
4.785 0.0000 0.000
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support I
Support 2
Overall MAXimum
2.356
2.356
Overall MINimum
1.900
1.900
+D+H
0.456
0.456
+D+L+H
2.356
2.356
+D+Lr+H
0.456
0.456
+D+S+H
0.456
0,456
+D+0.750Lr+0.750L+H
1.881
1.881
+D+0.750L+0.750S+H
1.881
1.881
+D+0.60W+H
0.456
0.456
+D+0.75OLr+0.750L+0.450W+H
1.881
1.881
+D+0.750L+0.750S+0.450W+H
1.881
1.881
+0.60D+0.60W+0.60H
0.274
0.274
+D+0.70E+0.60H
0.456
0.456
+D+0.750L.+0.750S+0.5250E+H
1.881
1.881
+0.60D+0.70E+H
0.274
0.274
D Only
0.456
0.456
Lr Only
L Only
1.900
1.900
S Only
W Only
E Only
H Only
0
'0
r
CID
20
Simpson S&ong-7`i& Wood Construction Connectors
Medium -Duty Face -Mount Hangers (cont.)
I* Tlvw products are availaUe vAth additional corrosion protection. For incire information, spe p. 15,
SIMPSON
StroulVTi
.e
Standard
Model
No.
Concealed
GFCMU
Titen*2
Fasteners
(in.)
Concrete
Tden*2
joist
Uplift
(160)
Allowable Loads (DFISP)
GFCMU f Concrete
Down Uplift Down
(00/125) (160) (100/125)
Code
Ref
HM
HU26X
(4) Y4 x Rt
(4) Yk x I VA
(2) 0.148 x I 1h
335
1.000
335
1.545
HU28
HU28X
(6) VA x 2YA
(6) % x I 'Y'
(4) OA48 x I 1h
545
1,500
760
2AOO
HU24-2
HUG24-2
(4) 1/4 x 2 3/4
(4) Y, x 11 V,
(2) 0.14 8 x 3
380
1.000
380
1,545
HU26-2 (Min.)
HUC26-2
(8) VA x 2V4
(8) YA x I CA
(4) 0.148 x 3
760
2,000
760
3,200
HU26-2 (Max.)
14UC26-2
(12) YL x 2 3/4
(12) 11, x 141,
(6) 0.148 x 3
1,135
3.OW
1,135
3,950
HU26-3 (Min.)
HUG26-3 (Min.)
(8) YA x 2-YA
(8) 11A x 1 ;YA
(4) 0.148 x 3
760
2.GOO
760
3,200
HU26-3 (Max-)
HUC26-3 (Max.)
(12) YA x 2:YA
(12) 11A x VY,
(6) OA48 x 3
1,135
3,000
1,135
3,950
HU28-2 (Min.)
HUC28-2 (Min.)
(110) VA x 2Y4
(W) YA . 1%
(4) DA48 x 3
760
2,500
760
3,725
HU28-2 (Max.)
RUC28-2 (Max.)
(14) Vt x 2VA
(14) Y, x 142
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210
HU21OX
(8) I/A x 2V4
(8) I/A X 1 Y4
(4) 0.14 8 x I 1h
545
2,000
760
2,415
HU2iO-2 (Min.)
HU00-2 (Min.)
0 4) YA x 2-Y4
(14) YA x 12/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-2 (Max.)
HUC210-2 (Max.)
(118) Y4 x RA
( 18) V4 X 1 'V4
(10) OA48 x 3
1,800
4.5W
1,800
5,085
HU210 -3 (Min.)
HUC210-3 (Min)
(i 4)X x 2VA
(14) 1/4 x I -YA
(6) 0 148 x 3
1,135
3,500
U35
4,920
HU210-3 (Max.)
HUG210-3 (Max.)
(18) N x 2,V4
(2) YA x 1 Y4
(10) 0.148 x 3
1.800
4,500
1,800
5,095
HLQ12
HU212X
(110) Y4 x 2-1/4
(10) VA x I VA
(6) 0.14 a x I 1h
1,135
2,500
1 1,135
2.665
HU212-2 (Min.)
14UC212-2 (Min.)
(116) 1/4 x 2 VA
(16) V, x i V,
(6) 0 148 x 3
1,135
4,00
1.135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22) I/A x 2%
(22) 1/4 x I J1A
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212-3 (Min.)
HUC212-3 (Min)
(16) 1/4 x 2 3/4
(16) 11A Y. 1 V4
(6) 0.14 8 x 3
1,135
4,000
1,135
4.920
HL02-3 (Max.)
RUC212-3 (Max.)
(22) '14 x 2%
(22) -V, x 1 Y.
(10) 0.148 x 3
1,800
5,085
1 1.800
.5,085
HU2M
HU214X
(12) 1/4 x 2:YA
(12) % x I V,
(6) 0.148 x I 1h
1,135
2,665
U35
2,665
HU214-2 (Min)
NUC214-2 (Min.)
(18) Yi x 2YA
(18) Yi x i'V4
(8) 0.148 x 3
1,515
4,500
1.515
5,085
HL214-2 (Max.)
NUC214-2 (Max.)
(24) YA x 2Y4
(24) YA x I YA
(Q) 0.148 x 3
2,015
5,085
2,01.5
5,085
HU2W3 (Min.)
NUC214-3 (Min.)
(18) YA x 2�YA
(18) YA X 1
(8) 0.148 x 3
1,515
4,500
1,515
5.085
HU214-3 (Max.)
RUG214-3 (Max.)
(24) 1/4 x 2 Y4
(2 4) 'YA x I 31A
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216
HU216X
(18) Yk x 2�K
(18) x 1 %
(8) 0.14 8 z I 1h
1,5115
Z920
2,920
HU216-2 (Min.)
HUC216-2 (Min.)
(29) YA x 2Vt
(2 0) x I -Y,
(8) 0.148 x 3
1,515
4.920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26) 1/4 x 2VA
(2 6) 11A x I �YA
(12) 0.148 x 3
2,015
5,085
2.015
5.085
HU216-3 (Min.)
RUC216-3 (Min.)
(2 0) 1/4 x 2 31A
(2 0) W x I YA
(8) 0.148 x 3
1,515
4,920
4.920
HU216-3 (Max.)
NUC216-3 (Max.)
(26) 114 x 2 �144
(26) V4 x I ZY4
(12) W48 x 3
2,OiS
5.085
2,015
'085
1
HU7 (Minj
(Not available)
(12) 1/z x 2 V4
(12) 1/4 X I ;YA
(4) 0.148 x I 1h
545
Z980
760
2,980
HU7 (Max.)
(Not available)
(16) 114 x 2 VA
(16) V, x i �14
(8) 0A48 x I 1h
1,085
3,485
1,085
3.485
HU9 (Min,)
(Not available)
(18) I/A x 2%
8) YA x I �YA
(6) 0A48 x I 1h
1.135
3,230
1,135
3,230
HU9 (Max.)
(Not available)
(2 4) 1/4 x 2 -Y4
(24) 11A x 12/4
(10) 0.148 x I 1h
1,445
1,135
1.445
3,735
HUli (Min.)
(Not available)
(22) VA x 2�144
(2 2) 1/d x I Vg
(6) 0.148 x I 1h
1,135
3,230
i_05
3,230
Hul I (Max.)
(Not avadable)
(30) VA x 2Y4
(3 0) 1A x 1 V,
(10) 0.146 x I 1h
1,445
3,735
1,445
3,735
14U 14 (Min.)
(Not available)
(28) VA x 2YA
(28) YA x 1 Y,
(8) 0.148 x 11/5
1.515
3,495
t5i 5
3,485
HUI 4 (Max.)
(Not available)
(36) YA x 2%
(3 6) % x 1
(14) 0.148 x I W
2,015
4,245
2,015
4,245
238
UPDATED 06/01/ig
Title Block Line 1
You can change this area
using the "Seffings* menu item
and then using the 'Printing &
Title Block" selection.
Project Title: 6
Engineer:
Project ID:
Project Descr:
I Itle 51OCK Line b Printed: 14 MAY 2020, 1:55PM
Wood Beam 18252 - Hyundai Sales Addition Edmonds WA\FngineedngXCalculabons\OtheAI8252-Hyundai Sales Addition.ec6
Software oopyright ENERCALC, INC. 1983-2020, Build:12.90 9 98
DESCRIPTION: Window Header
CODE REFERENCES
Calculations per NDS, 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
-Material Properties
Analysis Method: Allowable Stress Design Fb +
900.0 psi
E: Modulus of Elasticffy
Load Combination ASCE 7-16 Fb-
900.0 psi
Ebend-xx 1,600.Oksi
Fc - Pdl
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch Fc - Perp
625.0 psi
Wood Grade No.2 Fv
180.0 psi
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
575.0 psi
Density 31.210 pcf
D(O.096 L(O.4)
3-2xl 0
Span = 8.0 ft
.1
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0120, L = 0.050 ksf, Tributary Width = 8.0 ft
DESIGNS UMMARY
.[,7
Maximum Bending Stress Ratio
0.7601
Maximum
Shear Stress Ratio
0.322 : 1
Section used for this span
3-2xi 0
Section used for this span
3-2xl 0
742.01 psi
57.93 psi
990.00psi
180.00 psi
Load Combination
+[)+L+H
Load Combination
+D+L+H
Location of maximum on span
4.000ft
Location of maximum on span
7.241 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.078 in
Ratio =
1229 360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.097 in
Ratio =
991 >=240
Max Upward Total Deflection
0.000 in
Ratio =
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FN C i
Cr
Cm
C I C L M fb
F'b
V
tv F'v
-6-H
0.00
0.00
0.00 0.00
Length = 8.0 ft 1 0.161 0.069
0.90
1.100 1.00
1.00
1.00
1.00 1.00 0,77 143.61
891.00
0.31
11.21 162.00
+D+L+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1 0.750 0.322
1.00
1.100 1.00
1-00
1.00
1.00 11.01) 3.97 742.01
990.00
1.61
57.93 180.00
+D+Lr+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1 0.116 0.050
1.25
1.100 1.00
1.00
1.00
1.00 1.00 0.77 143.61
1237.50
0.31
11.21 225.00
+D+S+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1 0.126 0.054
1.15
1.100 1.00
1.00
1.00
1.00 1,00 0.77 143.61
1138.50
0.31
11.21 207.00
+D+0.750Lr+0.750L+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1 0.479 0.206
1.25
1.100 1.00
1.00
1.00
1.00 1.00 3.17 592.41
1237.50
1.28
46.25 225.00
+D40.750L+0.750S+H
1,100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 it 1 0.520 0.223
1.15
1.100 1.00
1.00
1.00
1.00 1.00 3,17 592.41
1138.50
1.28
46.25 207.00
+D40.60W+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1 0.091 0.039
1.60
1.100 1.00
1.00
1.00
1.00 1.00 0.77 143.61
1584.00
0.31
11.21 288.00
Title Block Line 1
Project Title:
7
You can change this area
Engineer:
using the "Settings' menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Title Block Line 6
Printed:
14 MAY
2020, 1:55PM
Wood Beam
18252 - Hyundai Sales Addition Edmonds
WA\Enginee�ng\Calculations\Otheh1 8252-Hyundai
Sales Addition.ec6
Lic. #: KW-06002489
Software copyright ENERGALC, INC. 1983-2020, Build:1 2.20.2.28 .
ARW ENGINEERS
DESCRIPTION: Window Header
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M V
C d
C FN
C i
Cr
Cm
C t C L
M fb
Fb
V
fv Fv
+D+0.750Lr4.750L+0.450W+H
1.100
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1
0.374 0.161
1.60
1.100
1.00
1.00
1.00
1.00 1.00
3.117 592.41
1584.00
1.28
46.25 288.00
+D+0.750L+0.750S+0.450W+H
1.100
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1
0.374 0.161
1.60
1.100
1.00
1.00
1.00
1.00 1.00
3.17 592.41
1584.00
1.28
46.25 288.00
+0.60D+0.60W+0.60H
1.100
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1
0.054 0.023
1.60
1.100
1.00
1.00
1.00
1.00 1.00
0.46 86.17
1584.00
0.19
6.73 288.00
+D+0.70E+0.60H
1.100
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1
0.091 0.039
1.60
1.100
1.00
1.00
1.00
1.00 1.00
0.77 143.61
1584.00
0,31
11.21 288.00
+D+0.750L+0.750S+0.5250E+H
1.100
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1
0.374 0.161
1.60
1.100
1.00
1.00
1.00
1.00 1.00
3.17 592.41
1584.00
1.28
46.25 288.00
+0.60D+0.70E+H
1.100
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 8.0 ft 1
0.054 0.023
1.60
1.100
1.00
1.00
1.00
1.00 1.00
0.46 86.17
1584.00
0.19
6.73 288.00
Overall Maximum Deflections
Load Combination
Span
Max. *-"
Defl
Location in Span
Load Combination
Max. "-�" Defl
Location in Span
+D+L+H
1
0.0968
4.029
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.984
1.984
Overall MINimum
1.600
1.600
+D+H
0.384
0.384
+D+L+H
1.984
1.984
+D+Lr+H
0.384
0.384
+D+S+H
0.384
0.384
+D+0.750Lr+0.750L+H
1.584
1.584
+D+0.750L+0.750S+H
1.584
1.584
+D+0,60W+H
0.384
0.384
+D+0.750Lr+0.750L+0.450W+H
1.584
1.584
+D+0.750L+0.750S+0.450W+H
1.584
1.584
+0.60D+0.60W+0.60H
0.230
0.230
4M.70E+0.60H
0.384
0.384
+D+0.750L+0.750S+0.5250E+H
1.584
1.584
+0.60D+0.70E+H
0.230
0.230
D Only
0.384
0.384
Lr Only
L Only
1.600
1.600
S Only
W Only
E Only
H Only
Title Block Line 1
You can change this area
using the "Settings' menu Rem
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Project Title:
Engineer:
Project ID:
Project Descr'.
8
I ille 1310CK Line b Printed: 15 MAY 2020, 1:44PM
[Wood Beam 18252- Hyundai Sales Addition Edmonds WA\Enginee�ngkCalculabonsk0theAl8252-Hyundai Sales Addition.-, -
Software copyright ENERCALC, INC. 1983-2020. Build:11 2.20.2.28 .
DESCRIPTION: Door Header
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
-Material Properties
Analysis Method: Allowable Stress Design Fb +
900.0 psi
E: Modulus of Elastico
Load Combination ASCE 7-16 Fb-
900.0 psi
Ebend-xx 1,600.Oksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch Fc - Perp
625.0 psi
Wood Grade No.2 Fv
180.0 psi
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
575.0 psi
Density 31.210 pcf
D(O.096) L(O.4)
: I
Applied Loads
Uniform Load : D = 0.0120, L = 0.050 ksf, Tributary Width = 8.0 ft
DESIGN SUMMARY
3-2x4
Span = 4,0 Ift
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.960 1
Maximum Shear Stress Ratio
Section used for this span
3-2x4
Section used for this span
1,295.67psi
1,350.00psi
Load Combination
+D+L+H
Load Combination
Location of maximum on span
2.000ft
Location of maximum on span
i Span # where maximum occurs
Span # I
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.090 in
Ratio -
Max Upward Transient Deflection
0.000 in
Ratio:
Max Downward Total Deflection
0.112 in
Ratio:
Max Upward Total Deflection
0.000 in
Ratio:
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M
V
C d
C FN C i
Cr
+D+H
Length = 4.0 It 1 0.206
0.097
0.90
1.500 1.00
1.00
+D+L+H
'1.500 1.00
1.00
Length = 4.0 It 1 0.960
0.452
1.00
1.500 1.00
1.00
+D+Lr+H
1.500 1.00
11.00
Length = 4.0 It 1 0.149
0.070
1.25
1.500 1.00
1.00
+D+S+H
1.500 1.00
1.00
Length = 4.0 It 1 0.162
0.076
1.15
1.500 1.00
1.00
+D40.750Lr+0.750L+H
1.500 1.00
1.00
Length = 4.0 ft 1 0.613
0.289
1.25
1.500 1.00
1.00
+D+0.750L+0.750S+H
1.500 1.00
1.00
Length = 4.0 ft 1 0.666
0.314
1.15
1.500 1.00
1.00
+D+0.60W+H
1.500 1.00
1.00
Length = 4.0 It 1 0.116
0.055
1.60
1.500 1.00
1.00
532 >=360
0 <360
429 >=240
0<240
0.452 :1
3-2x4
81.37 psi
180.00 psi
+D+L+H
3.723 ft
Span # 1
C I
C t
C L
Moment Values
M flo
Fb
V
Shear Values
fv F'v
0.00
0.00
0.00
0.00
'1.00
1.00
1.00
0.19
250.78
1215.00
0.17
15.75
162.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.99
1,295.67
1350.00
0.85
81.37
180.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.19
250.78
1687.50
0.17
15.75
225.00
11.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1,00
0.19
250.78
1552.50
0.17
15.75
207.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.79
1,034.45
1687.50
0.68
64.97
225.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.79
1,034.45
1552.50
0.68
64.97
207.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.19
250.78
2160.00
0.17
15.75
288.00
Title Block Line 1
Project Title:
9
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Engineer:
using the "Settings" menu item
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Title Block Line 6
Printed:
15 MAY 2020, 1:44PM
Wood Beam
18252- Hyundai Sales Addition Edmonds WA\Engineedn�\Calcula�ons\OtheAl8252-Hyundai
Sales Addition.ec6
Lic. #: KW-06002489
Software copyright ENERCALC, INC. 1983-2020, Build:1 2.20.2.28 .
ARW ENGINEERS
DESCRIPTION: Door Header
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V C d
C FN
C i
Cr
C m
C I C L
M flo
Fb
V
fv Fv
+D+0.750Lr+0.750L+0.450W+H
1.500
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 4.0 ft 1
0.479
0.226 1.60
1.500
1.00
1.00
1.00
1.00 1.00
0.79 1,034.45
2160.00
0.68
64.97 288.00
+D+0.750L+0.750S+0.450W+H
1.500
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 4.0 ft 1
0.479
0.226 1.60
1.500
1.00
1.00
1.00
1.00 1.00
0.79 1,034.45
2160.00
0.68
64.97 288.00
+0.60D+0.60W+0.60H
1.500
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 4.0 ft 1
0.070
0.033 1.60
1.500
1.00
1.00
1.00
1.00 1.00
0.12 150.47
2160.00
0.10
9.45 288.00
+D+0.70E+0.60H
1.500
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 4.0 ft 1
0.116
0.055 1.60
1.500
1.00
1.00
1.00
1.00 1.00
o.19 250.78
2160.00
0.17
15.75 288.00
+D+0.750L+0.750S+0.5250E+H
1.500
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 4.0 ft 1
0.479
0.226 1.60
1.500
1.00
1.00
1.00
1.00 1.00
0.79 1,034.45
2160.00
0.68
64.97 288.00
+0.60D+0.70E+H
1.500
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 4.0 ft 1
0.070
0.033 1.60
1.500
1.00
1.00
1.00
1.00 1.00
0.12 150.47
2160.00
0.10
9.45 288.00
Overall Maximum Deflections
Load Combination
Span Max. "-" Delf!
Location in Span
Load Combination
Max. "+" Defi
Locationin Span
+D+L+H
1 0.1117
2.015
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.992
0.992
Overall MINimurn
0.800
0.800
+D+H
0.192
0.192
+D+L+H
0.992
0.992
+D+Lr+H
0.192
0.192
+D+S+H
0.192
0.192
+D+0.75OLr+0,750L+H
0.792
0.792
+D+0.750L+0.750S+H
0.792
0.792
+D+0.60W+H
0.192
0.192
+D+0.75OLr+0.750L+0.450W+H
0.792
0.792
+D+0.750L+0.750S+0.450W+H
0.792
0.792
+0.60D+0.60W+0.60H
0.115
0.115
+D+0.70E+0.60H
0.192
0.192
+D+0.750L+0.750S+0.5250E+H
0.792
0.792
+0.60D+0.70E+H
0.115
0.115
D Only
0.192
0.192
Lr Only
L Only
0.800
0.800
S Only
W Only
E Only
H Only
Title Block Line 1 Project Title: 10
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Wood Column 18252 - Hyundai Sales Addition Edmonds WAkEngineedng\Calculafions\OtheA1 8252-Hyundai Sales Addition.eC6
Software copyflght ENERCALC, INC. 1983-2020, Build:1 2.20.2.28 .
DESCRIPTION: Wood Wall Opening -Max 10'-O"VVidth Opening
Code References
Calculations per INDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Analysis Method:
Allowable Stress Design
End Fixities
Top & Boftom Pinned
Overall Column Height
10 ft
( Used for non -slender calculations
Wood Species
Douglas Fir -Larch
Wood Grade
No.2
Fb +
900.0 psi Fv
180.0 psi
Flb -
900.0 psi Ft
575.0 psi
Fc - Pril
1,350.0 psi Density
31.210 pd
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 2-2x4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Exact Width
3.0 in Allow Stress Modification Factors
Exact Depth
3.50 in Cf or Cv for Bending
1.50
Area
10.50 in12 Cf or Cv for Compression 1.150
IX
10.719 in14 Cf or Cv for Tension
1.50
ly
7.875 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:
Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis
Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 22.757 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 ft, Xecc = 1.50 in, D = 0.4560, L = 1.90 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.8492 :1
Load Combination
+D+L
Governing INDS Forumia Comp + Myy,
NDS Eq. 3.9-3
Location of max.above base
9.933 ft
At maximum location values are ...
Applied Axial
2.379 k
Applied Mx
0.0 k-ft
Applied My
-0.2925 k-ft
Fc: Allowable
380.822 psi
PASS Maximum Shear Stress Ratio
0.02337 :1
Load Combination
+D+L
Location of max.above base
10.0 ft
Applied Desi�gn Shear
4.207 psi
Allowable Shear
180.0 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 0.02945 k Bottom along X-X 0.02945 k
Maximum SERVICE Load Lateral Deflections ...
Along Y-Y 0.0 in at 0.0 ft abovebase
for load combination : n1a
Along X-X -0.2613 in at 5.839 ft abovebase
for load combination : +D+L
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
0.270
0.1211 PASS
9,933 ft
0.005026
PASS 10.0 ft
+D+L
1.000
0.245
0.8492 PASS
9.933 ft
0.02337
PASS 10.0 ft
+D-,0.750L
1.250
0.199
0.5366 PASS
9.933 ft
0.01493
PASS 10.0 ft
+0.60D
1.600
0.157
0.06997 PASS
0.0 ft
0.001696
PASS 10.0 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction k
Y-Y Axis Reaction Axial
Reaction
My - End Moments
k-ft Mx - End Moments
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
@ Base @ Top
@ Base @ Top
D Only
-0.006
0.006
0.479
+D+L
-0.029
0.029
2.379
+D+0.750L
-0.024
0.024
1.904
Title Block Line 1
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Wood Column 18252- Hyundai Sales Addition Edmonds WA%EngineedngICalculabonslOtheAl8252-Hyundai Sales Addition.
Software oopyright ENERCALC, INC. 1983-2020, Build:1 2.20.2.28 .
DESCRIPTION: Wood Wall Opening -Max 10'-0" Width Opening
—Maximurn Reactions
Note: Only non -zero reactions are listed,
X-X Axis Reaction
k Y-Y Axis
Reaction Axial Reacfion
My - End Moments k-ft Mx - End Moments
Load Combination
@ Base @ Top
@ Base
@ Top @ Base
@ Base @ Top @ Base @ Top
+0.60D
-0.003 0.003
0.287
L Only
-0.024 0.024
1.900
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection Distance
Max. Y-Y Deflection Distance
D Only
-0.0506 in
5.839 ft
0.000 in
0.000 ft
+D+L
-0.2613 in
5.839 ft
0.000 in
0.000 ff
+D+0.750L
-0.2087 in
5.839 ft
0.000 in
0.000 ff
+0.60D
-0.0303 in
5.839 It
0.000 in
0.000 ft
L Only
-0.2108 in
5.839 ft
0.000 in
0.000 ft
Sketches
C:
Lf)
vi
3.0 in
d 1
23sm 2.35U
WOOD TRIMMER TO BEAR DIRECTLY ON EXISTING 6" SLAB ON GRADE PER IBC 2015 SECTION 1809.7.
L A N D S C A P E
A R C H I T E C T
CITY COPY
SCARRO
PAY 2 ", 2019
Frank Karreman
3RK Architecture
RESU13
APR 2 4 2019
April 1, 2019
RE: Response to Comment Letter from M. Clugston, City of Edmonds 3/5/19
Frank:
Please see below cost estimates for the planting and irrigation elements of the Hyundai
Sales and Service Building project (#BLD20190120).
The estimates cover the following:
The streetscape along Hwy 99
Interior landscape plantings (Type V Landscape)
Amenity Space Garden (adjacent to building)
Proiect Budeet
Irrigation (5 zone @ $1200/zone)
6000
Plant Material
3500
Soil amendment - 20 yds
1000
Mulch - 20 yds.
800
Labor & Machinery
4000
Subtotal 15300
WSST @10.3% 1576
Total $16,876
Please let me know if you have any questions.
Sincerely,
Tim Goss
416 Cosgrove St. NXV, Bainbridge Island, WA 98110 (206) 842-8664 tgossla@rnsmcom www.tii-ngossla.com
W 'ANNED
, RESUB
MAY 2 2019
APR 2 4 2019
9AW9mW&a
SPECIAL INSPECTION AND TESTING AGREEMENT
Permit /I. Dotim's 11vuladai STRUCTURAL
Project: BLD2019-0120
PHor to issuance of (tpej-m It, Misfonu must be voinlVetedili its eutirelyandrefunte(I to MeCil),fol-
al)pi-oval Tlie coml)ktedfarm must have sigitatures of acknowledgmem by oll parde.v.
DUTIES AND RESPONSIBILITIES
Succial Inspection Firm lind Special inspectors:
The Special Inspection firm of,_ A�A&W 6WA /7�-r
will perform special inspection for the following types of work (separate forills must be submi(Ced -ifinorc than
one firin is to be cniploycd):
X Reinforced Concrete
X_Bolting in Concrete
—Prestressed Concrete
—shotcretc
_S(ruclural masonry
_�LStructural Steel/Welding
X High Strength Bolting
—Spray applied Fireproofing
—Smoke Control Systems
—Lateral Wood
—Structural Observition by design professional
—Ciradiiig/Soi)s/Slioriiig/[)rititiage
----Steel Floor and Roor Decks
_X_ Cold Formed Metal Fraining
All individual inspectors to be employed oil this project will be WABO certified for the type of work they are to
impect. If inspection is for work that is no[ covered by the WA130 categories, or the inspector is not WABO
certified, a detailed restime of the inspector and fil-ni musL bL submitted. The restime must show that the
inspector and the firm are qualified by cdocation and experience to perform the work and testing required by the
project design and specifications.
The work shall be inspccted for confornimcc with file plans and specifications approved by tile City. Revisions
and addenda shects will not be used for inspection, unicss they ]live been approved by the City. inspection
records shall include:
A daily record to be nukintained oil site, itemizing the inspections performed. Any nonconforming work
4mll be brought to the immediate attention ol'the contractor for resolution.
A weekly report shall lie submit(ed to thc City; dclailing file inspections and testing performed, listing
any nonconforming workand resoltilion of nonconforniing. iterns.
A final repon shall be submitted to the building department prior to the Cerfificate ofocenpancy being
issued. This repoi(will indicate that inspection Ulid IcSti0i; was completed in conformance with tile
approved plans, specifications and approved revisions or addendii. Any unresolvcd discrepancies 11111st
be demiled in (lie final report,
\\L-L)MSVR-Dl-'PTI:SAPlanniiig'SIIARDIiUlLI)ING DIVISION 1711.1M.Spvchd Impmliom"Special filspection kvilull"S1 mug's 11yuWai
Sfruc.&6/22/2019
Contractor;
The contractor sha I I provide I lie specia I inspector oragency a(lequatc noti I ication of work requiring inspect ion.
The City approved plan and specifications innst be made aviiiable. at fliejobsi(c for the use of file special
inspector and the City inspccior. The contractor shall maintain A daily inspection reports, on site, for review by
all parties.
The special inspection ftinctions are considered to be in addition to the normal inspections performed by the City
ind the con(rictor is responsible for contacling the Cily to schedule regular inspections. No concrete shall be
poured or other work- covered until approval is given by the City inspector.
Building Deportment:
The building department shall review any revisionsand addenda. Thc City inspector will Monitor tile special
inspection functions for complioucc with the agreement and (lie approved plans. The City inspector shill be
responsible for approving various stages of construction it) be covered and for work to proceed.
Design Professionals:
The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special
inspection requiredand shall include a schedule for inspection and testing. Thearchitect and/or engineer will
coordinate their revision and addenda process in stich a way as to ensure that all required Cityapprovals arc
obtained, prior to workshown on the revisions being perfornied in the field.
Owner:
The project owner, or the irchitect or engincer acting as tile owners agent, shall employ tile special inspector or
agency.
EINFORCEMENT
A failure offlic special inspector or firm to perform in keeping with (lie requirements of the IBC, the ipproved
plansand this document, may void this agreement and the Building Officill's approval of the special inspector.
In such a case a newspecial inspector and/or firm would need to be proposed for approval. A failure of Ole
design and/or construction parties to perform in accordance with thisagrecumit may restill in a STOP WORK
notice being posted on the project tinfil nonconforming items have been resolved.
ACKNOWLEDGMENTS
I have midand agree to comply with the ternigand conditions of this agreement.
OwnerT Date.
-0-0-
Contractor: /f///
4�� (�Zr7%41c 7/;Z/ Siena tire Date,
�#441 Lie— �C444okSignature Date:
I
Special Insp._A/R/1 21-1-&) -1,— Sipialure Date: 2,-1
Special Insp. Agency K-q11,A2A-rJ 1- /k�---IS6<
ACCI--1'1'1--*O FORT] IE CITY Of-' EDIVIONDS BUILDING DIVISION
BY:. Date:
;&-4
W:DMSVR-DEPTFW' Inymion Repomsi Doug's 1i)-unddi
sinicA0122/2019
SCANNED
t�JAY 2 7 Big
APR 2 4 2019
SPECIAL INSPECTION AND TESTING AGRE WWW
Permit #: Don's Hyundai -SOILS
Project: BLD2019-0120
Prior to Usnuisee of a pernift, 11risfornt nnest be completedIn Its enarletyandrettirned to Me Cltj,far
approm, ne contpletedform innst hape signufures of acknowledginent by all parfies.
DUTIES AND RESPONSIBILITIES
Special Inspection Firm and Special Inspgetors:
The Special Inspection finn of e�'e4-40C
will perform special inspection for the following types of work (scparate fen -as must be submitted if morc than
one firm is to be employed):
--Reinforced Concrete
--Bolting in Concrete
—Prestressed Concrete
_--shotcrele
.-,..,.Structural Masonry
---.Structural Steel/Welding
Strength (lolling
-,—Sprny applied Fireproofing
.---.Smoke Control Systems
—Lateral Wood
--Stnictural Observation by design professional
Grad imp'So i Is/Shori ng/Drai nage
--.Steel Floor and RoorDccks
--Other.
All individual inspectors to be employed on this project will be WABO cenified for the type or work they are to
inspect, If inspection is for work thal is not covered by the WABO categories, or the inspector is not WABO
certified, a detailed resurne of the inspectorand firrn must be submitted. The resume must show that the
inspector and the firm nre qualified by education and experience to perform the work and testing required by the
project design and specifications.
The work shall be inspected for conformance with the plans.,ind specificiltions approved by the City. Revisions
and ndd'endo sheets will not be used for inspection, unless they have been approved by tile City. Tnspection
records shall include,
�---A-da4y Any
shall be brought to the immediate attention of the contruclor for resolution.
• A w(.Tkly report shaill be submitted to tile City; detailing the inspections and testing performed, listing
any nonconforming work and resolution of nonconfonning items.
• A final report shall be submitted to the building department prior to the Certificate ofOccupancy being
issued. This report will indicate dint inspection and testing was completed in conformance with the
approved plans, specifications and approved revisions or addenda, Ally unresolved discrepancies must
be detailed in the final report.
kW-DhISVR.DEIIIFS�PlnmdmGXSH,NRLABUELDINGDIVISIO&4 MI.S*51pecial 1n%wclwru0Sptc61?nspcc4on Rq)9(1vS1 Dong's Rywit4l
sails.ded!2M019
4 ,, *
Contractor:
The contractor shall provide the special inspector or agency adequate Plutirication of work requiring inspection.
The City npprovcd plan and !ipecifications must be madc available, at theJobsite for the use or the special
inspectorand the City inspector. Tile contractor shall maintain all daily inspection reports, on site, for review by
all parties.
The special inspection functions are considered to be in addition to the normal inspections performed by the City
and the contractor is responsible for contacting I e City to schedule regular inspections. No concrete shall be
poured or other work covered until approval is 9p;,
ivcn by the City inspector.
Ruildina Department.,
The building department shall reviewany revisions and addenda. The City inspector will inanitor tile spceini
inspection functions for compliance with the agreement and tile npproved plans. 'rite City inspector shall be
responsible lbr approving various stages of construction to be covered and for work to proceed.
Design Professionals:
Tile architect undlor engineer will clearly indicate oil (lie plans and specifications the specific types (if special
inspection required and shall include a schedule for inspectionand testing. The architect and/or engineer will
coordinate their revision and addenda process in such a way as to ensure that all required City approvals are
obtained, prior to %vork shown on (lie revisions being perronned in tile field.
Owner:
Tile project owner, or tile architect or engineer acting as the ownersagent, shall employ the special inspector or
agency.
ENFORCEMENT
A failure of the special inspector or firm to perform in keeping with tile requireniews of tile IBC, tile upproved
plans and this document, may void this agreement and the Building Official's approval of tile special inspector.
Ill such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the
design ondlor construction pnrties to perform in accordance with thisagrcement may result in n STOP WORK
notice being posted on the project until nonconforming items have been resolved.
I hnye
ACKNOWLEDGMENTS
read and agrcoocomplywith (lie ternas and conditions of this 7-reeme
Owner:," Do
Contractor, Signature.
Archj'Eng�
Datc:
Date:
�Sp-,R`Mn Tn—sp.#V
j�g-6— — bille,
&4&7— J9�y -re-
p �
Special Wp. Agenc
ACCEPTED FORTHE CITY OF EDMONDS BUII.I)ING DIVISION
By-- ---Date:
V-Et)msvk-i)Elq�!i\Pianning�SIIARL\IIUILDINGDIVtSION'FILC!i\Spcci;iI Iwpcction�Spodal bispwion P�pattAS[DvuZs I limada,
Soils doe)/!.7,12019
TIM GOSS
LANDSCAPE
A R C H I T E C T
APPLICANT COPY RESUS
APR 2 4 2019
Frank Karreman
3RK Architecture
April 1, 2019
RE: Response to Comment Letter from M. Clugston, City of Edmonds 3/5/19
Frank:
Please see below cost estimates for the planting and irrigation elements of the Hyundai
Sales and Service Building project (#BLD20190120).
The estimates cover the following:
The streetscape along Hwy 99
Interior landscape plantings (Type V Landscape)
Amenity Space Garden (adjacent to building)
Pro6ect Budget
Irrigation (5 zone @ $1200/zone) 6000
Plant Material 3500
Soil amendment - 20 yds 1000
Mulch - 20 yds. 800
Labor & Machinery 4000
Subtotal 15300
WSST @10.3% 1576
Total $16,876
Please let me know if you have any questions.
Sincerely,
Tim Goss
416 Cosgrove St. NW Bainbridge Island, WA 98110 (206) 842-8664 tgosslaCa)rnsn.corn www.tinigossla.com
'*4
000000*4
PRODUCT DESCRIPTION
Material Composition
)Alummum interior and exterior facings in 0.020' nominal thickness
to ensure flatness
Polyethylene (PE) core available in 3mm, 4mm and 6mm nominal thickness
SheetWidths
Standard coil coated widths include 50' and 62"
Standard anodized widths include 62"
Custom width 40'
Sheet Lengths
Standard lengths include 146" and 196"
Custom lengths for coil coating up to a maximum of 360"
Custom lengths for anodized up to a maximum of 216"
Minimum Bending Radius
The minimum bending radius of Alucobond PE without routing the
interior skin is 15 times the thickness of the material
FIRETESTING
ALUCOBOND PE 5 LZQ 0 19 - 0 1 ZZ
Alucobond,' PE consists of two sheets of smooth 0.020" nominal aluminum
thermoboncled to a polyethylene core in a continuous process. Alucobond PE
offers the proven product properties of the Alucobond"; family, such as fitness,
formability, resistance to wear and simple processing. The superb propert;Ies of
this material boost one's inspiration and offer architects a wide range of lengths,
widths and a rainbow of consistent color and finish options.
L-2)
APR 2 4 2019
#FN
TECHNICAL SUMMARY
Temperature Resistance
Withstands environmental temperature changes f,or -551 o +'75'F
Coefficient of linear expansion is governed
by t�,e aluminum s.�eet
Technical Properties
Nominal Thickness: 3mm
4mm 6mm
Nominal Weight: 0.92 lb/W
1.12 lblfV 1.49 Ib/ft2
Moment of Inertia: .000108 in'/in
.000212 W/in .000525 in'/in
Section Modulus: .09196 in'/in
C9275 inVin .00432 m3fin
Rigidity: 1091 lb-inl/in
2143 lb-inl/in 5299 lb-in?/in
Sustainability Design
LEED 3
LEED v4
LCA Industry Standard
EPD Industry Standa rd
Accepted Code Evalt a
1. ICC-ES
2. Florida Product Approval
3. Miami -Dade County NOA
4. City of Los Angeles
UL-94
In a test of 6mm Alucobond PE material, all test criteria were passed,
resulting in a 94 V-0 rating for Alucabond material MANUFACTURING
ASTM E-108, Modified Manufacturing Location
This test impinges a gas flame an a vertically erected panel with a Alucobond PE is currently manufactured in Benton, Kentucky USA
typical construction joint to simulate an exterior installation. In tests of
both 4mm and 6 mm Alucobond material, the basic 15 minute test
objective was exceeded. Neither of the material thickness contributed
to vertical or horizontal flame spread and no significant outgassing was
observed
To download PDF or AutoCAD detai Is and specifications, visit our website at www.alucobondusa.com.
Information contained herein, or related to, is intended for use at one's own discretion. Such information is believed to be reliable, but 3A Composites 00 have no
responsibility or liability for results obtained or damages resulting from such use. 3A Composites USA, Inc. does not make any warranties, expressed or implied.
www.alucobondusa.com
ENGINEERING PROPERTIES FOR ALLICOBONV PE MATERIAL
Standard Test Method*
Description
Category
3mm
4mm
6MM
ASTM D-635
Rate of Burning
Fire Performance Properties
CLASSIFIED CCI
ASTM D- 1929
Ignition Temperature -Self
Fire Performance Properties
7167
ASTM D- 1929
Ignition Temperature -Flash
Fire Performance Properties
—
7167
—
ASTM E-84
Surface Burning Characteristics (Flame Spread)
Fire Performance Properties
0
5
5
ASTIVI E-84
Surface Burning Characteristics (Smoke Development)
Fire Performance Properties
0
0
5
ASTM E- 162
Surface Flammability Using Radiant Energy Source
Fire Performance Properties
0
0
0
ASTM C-365
Flatwise Compression Strength
Mechanical Properties
—
6277 psi
—
ASTM C-393
Flexural Stiffness
Mechanical Properties
1335 Its -in'
2566 lbs-in'
4387 lbs-in'
ASTM D-297
Flatwise Tensile Strength
Mechanical Properties
1972 �:isi
1625 psi
1448 psi
ASTM D-790
Flexural Strength
Mechanical Properties
18,350 psi
14,510 psi
10,490 psi
ASTM D-790
Flexural Modulus
Mechanical Properties
1695 ksi
1660 ksi
1525 ksi
ASTM D-638
Modulus of Elasticity
Mechanical Properties
1.98 psi x 10,
1.38 psi x 106
0.87 psi x 101
ASTM D-638
Elongation @ Yield
Mechanical Properties
5.6%
8.8%
10.9%
ASTM D-638
Tensile Stength (Ultimate)
Mechanical Properties
7820 psi
6400 psi
4590 psi
ASTIM D-538
Tensile Yield
Mechanical Properties
7820 psi
5300 psi
4590 psi
ASTM C-177
Thermal Conductivity
Thermal Properties
2.8613tu-inilirfit'T
3.21 Btu-in/hrft"F
2.46Btu-irVhrft1'F
ASTM C-177
Thermal Resistance
Thermal Properties
0.0412hrft"F/Btu
0.0489hrft2'F/Btu
0.096hrft"F/Btu
ASTIM C-1 77
Thermal Conductance
Thermal Properties
24.3 Btu/hr ft' T
20� 5 Btu/hr ft2 *F
10,5 Btu/hr ft2 'F
ASTM D-648
Deflection Temperature - Perpendicular
Thermal Properties
327*F
ASTM D-648
Deflection Temperature
Thermal Properties
>380'F
3807
>450'F
ASTM C-273
Shear Test in Flatwise Plane
Bond Integrity Properties
990 psi
920 psi
890 psi
ASTM C-297
Tensile Bond Strength Test in Flatwise Plane
Bond Integrity Proper -ties
1972 osi
1625 psi
1448 psi
ASTM D-1 781
Bond Integrity
Bond Integrity Properties
—
172.38 N mm/mm
177.31 N mm/mm
ASTIVI E-90
Sound Transmission (STC)
Acoustical Properties
25
28
28
ASTM C-272
Water Absorption
Physical Properties
Nil
Nil
0.02%
ASTM D-696
Coefficient of Linear Thermal Expansion
Physical Properties
1-31 x 10 � infin'F
I 1.19x10 -I in/in'F
1.235x10-1in/in'F
*The ASTM (American Society for Testing and Materials) Standard Test Method defines the way a test is performed and the precision of the result. The test
method does not define pass/fail criteria. The result of the test is used to assess compliance with a Standard Specification.
800.626.3365
www.alucobondusa.com
712015 Alucoboad' is a registered trademark of 3A Composites USA fac Q 2015 aA Corrimsitins USA, AM Rigift Reserred. 'USSBC- 4D is a hadeniark eiiiined 4 ft U.S. Green Budding Council and is used by permission. COMPOSITES
in" COPY
APR 2 4 2W
o vzb
UL Evaluation Report
UL ER10167-01
Issued: July 25, 2014
Revised: January 20, 2016
Visit UL's On -Line Certifications Directory: www.ul.com/erdirectory
for current status of Report.
UL Category Code: ULFB
CSI MasterFormat@)
DIVISION:
Sub -level 2:
Sub -level 3:
Sub -level 4:
COMPANY:
07 00 00 THERMAL AND MOISTURE PROTE
07 50 00 — Membrane Roofing
07 54 00 — Thermoplastic Membrane Roofing
07 54.23 — Thermoplastic-Polyolefin Roofing
Johns Manville
717 17t' Street
Denver, CO 80202-3330
http://www.0m.com/
1. SUBJECT: JM TPO 45, JM TPO 60, JM TPO 72, JM TPO 80
JM TPO Reflexsa
JM TPO FB 115, JM TPO F13 135
2. SCOPE OF EVALUATION
0 2015, 2012, 2009 and 2006 International Building Code@ (I BC)
0 2015, 2012, 2009 and 2006 International Residential Code@ (IRC)
N ICC ES Acceptance Criteria for Roof -Covering Systems (AC75), Dated July 2010 (Editorially revised
April 2014)
N ICC ES Acceptance Criteria for Quality Documentation (AC1 0), Dated June 2014
Page 1 of 36
�r
The products were evaluated for the following properties:
• Roofing Systems for Exterior Fire Exposure (ANSI/UL 790, ASTM E 108)
• Roofing Systems, Wind Uplift Resistance (FM 4474)
• Physical Properties (ASTM D6878, ASTM G155)
• Impact Resistance (FM 4470)
• Foot Traffic Resistance (FM 4470)
3. REFERENCED DOCUMENTS
• ANSI/UL 790 (ASTM E108), Standard Test Methods for Fire Tests of Roof Coverings, Eighth
Edition including revisons through July 29, 2014
• ASTM D6878-1 1 a Standard Specification for Thermoplastic Polyolefin Based Sheet Roofing
• ASTM G155-2013, Standard Practice for Operating Xenon Arc Light Apparatus for Exposure of
Non -Metallic Materials
• FM 4470-2012, Single -Ply, Polymer -Modified Bitumen Sheet, Built -Up Roof (BUR) and Liquid
Applied Roof Assemblies for use in Class 1 and Noncombustible Roof Deck Construction
• FM 4474-2011, Evaluating the Simulated Wind Uplift Resistance of Roof Assemblies Using Static
Positive and/or Negative Differential Pressures
• ICC ES Acceptance Criteria for Membrane Roof -Covering Systems (AC75), Dated July 2010
(Editorially revised April 2014)
• ICC ES Acceptance Criteria for Quality Documentation (AC1 0), Dated June 2014
4. USES
The JM TPO, JM TPO FB and JM TPO Reflexsa single -ply roof membranes are used as roof coverings in
mechanically fastened or fully adhered Class A, B or C roof assemblies installed on combustible or non-
combustible roof decks.
5. PRODUCT DESCRIPTION
The JM TPO, JM TPO FB and JM TPO Reflexsa membrane roofing systems described in this report
consist of single -ply roofing membranes, insulation where used, barrier board or slip sheet where used,
flashing, mechanical fasteners and adhesives that are installed on a combustible or non-combustible roof
deck.
The roofing assemblies incorporating the membranes comply with the following properties when installed
as described in this report.
Fire Classification: Roofing assemblies covered under this report have been tested for fire classification
Class A, B or C in accordance with ANSI/UL790 or (ASTM E108), as required by Section 1505.1 of 2015,
2012, 2009 and 2006 IBC and Section R902.1 of the 2015, 2012, 2009 and 2006 IRC.
Wind Uplift Resistance: Roofing assemblies covered under this report have been tested for wind uplift
resistance in accordance with FM 4474, and therefor qualify for use under Roofing membranes Section
1504.3.1 of the 2015, 2012, 2009 and 2006 IBC.
Page 2 of 36
The roofing assemblies shall be designed to resist the design wind load pressures for components and
cladding in accordance with Section 1609 of the 2015, 2012, 2009 and 2006 IBC and Section R905.1 of
the 2015, 2012, 2009 and 2006 IRC.
Physical Properties: The roofing membranes covered under this Report have been tested for physical
properties in accordance with ASTIVI D6878 and ASTIVI G1 55, and therefore qualify for use under Section
1507.13.2 and Section 1504.6 of the 2015, 2012, 2009 and 2006 IBC and Section R905.13.2 of the 2015,
2012, 2009 and 2006 IRC.
Impact Test: The single -ply roofing membranes covered under this Report have been tested for impact
resistance in accordance with "Resistance to Foot Traffic Test" in Section 5.5 of FIVI 4470 and therefore
qualify for use under Section 1504.7 of the 2015, 2012, 2009 and 2006 IBC.
5.1 Membranes:
5.1.1 JM TPO: Thermoplastic, polyester reinforced membrane manufactured using an
ultraviolet -resistance thermoplastic polyolefin formulation.
JIM TPO 45 is a nominal 45 mil membrane and available in a white weathering surface
(grey or tan are special order). The membrane is supplied in 500 sq ft, 800 sq ft or 1000
sq ft rolls.
JIM TPO 60 is a nominal 60 mil membrane and available in a white, grey or tan
weathering surface. The membrane supplied in 500 sq ft, 800 sq ft or 1000 sq ft rolls.
JM TPO 72 is a nominal 72 mil membrane and available in a white, grey or tan
weathering surface. The membrane is supplied in 750 sq ft rolls and is a special order
item.
JM TPO 80 is a nominal 80 mil membrane and available in a white weathering surface
(grey or tan are special order). The membrane is supplied in 375 sq ft, 600 sq ft, or 750
sq ft rolls.
Reflexsa is a nominal 60 mil membrane and available in a bright white weathering
surface. The membrane is supplied in 1000 sq ft rolls and is a special order item.
5.1.2 JIM TPO FB: Thermoplastic polyolefin membrane with a reinforced polyester fabric and
integral polyester fleece backing.
JIM TPO FB1 15 is a nominal 60 mil membrane and available in white weathering surface
(grey or tan are special order). The membrane is supplied in 1000 sq ft rolls.
JIM TPO FB 135 is a nominal 80 mil membrane and available in white weathering surface
(grey or tan are special order). The membrane is supplied in 500 sq ft rolls.
Page 3 of 36
5.2 Insulation:
Foam plastic insulation when used shall have a flame spread index of not more than 75 when
tested at the maximum thickness intended for the use in accordance with ANSI/UL 723 or ASTM
E 84 to qualify for use under Section 2603.3 and Exception 3 of the 2015, 2012, 2009 and 2006
IBC. To qualify for use under Section 2603.4.1.5 of the 2015, 2012, 2009 and 2006 IBC, a
thermal barrier is not required for foam plastic insulation that is part of a Class A, B or C roof -
covering assembly, provided the assembly with foam plastic insulation complies with FM 4450 or
UL 1256.
5.3 Fasteners:
Fasteners used to mechanically fasten insulation and membranes to the roof deck, shall be
corrosion resistant and shall be one of the fasteners identified in Note 2 in the Appendix of this
Report.
5.4 Adhesive:
The adhesive used to adhere Johns Manville's TPO membranes to the insulation or roofing
substrate shall be as noted in the Appendix of this Report.
5.4 Asphalt:
Hot roofing asphalt, when specified in the roofing assemblies shall conform to ASTM D312, Type
I I I or Type IV.
6. INSTALLATION
Johns Manville single ply membranes shall be installed in accordance with the applicable code, this report
and the manufacturer's published installation instructions. The membranes shall be installed in
accordance with Section 1507.13 of the 2015, 2012, 2009 and 2006 IBC or Section R905.13 of the 2015,
2012, 2009 and 2006 IRC as applicable, except as noted in this report.
The manufacturer's published installation instructions shall be available at all times on the jobsite during
installation.
The slope of the roof on which the membranes are installed shall be a minimum of 1/412 (2% slope) and
shall not be more than the maximum slope indicated in the Tables in the Appendix of this Report.
Penetrations and terminations of the roof covering shall be flashed and made watertight in accordance
with the requirements of the membrane manufacturer, Section 1503.2 of 2015, 2012, 2009 and 2006 IBC
or Section R903.2 of 2015, 2012, 2009 and 2006 IRC and applicable code.
7. Fire Classification
7.1 New Construction: Roof assemblies utilizing Johns Manville JIM TPO 45, JM TPO 60, JIM TPO
72, JM TPO 80, JIM TPO Reflexsa, JM TPO FB 115 and JIM TPO FB 135 thermoplastic single ply
roof coverings are described in UL Certification Category for Roofing Systems, (TGFU), File
R1 0167 (TGFU Link) and in Tables provided in the Appendix.
Page 4 of 36
7.2 Reroofing: The existing roof shall be inspected in accordance with the provisions and limitations
of Section 1510 of the 2015, 2012, 2009 and 2006 or Section R907 of the 2015, 2012, 2009 and
2006 IRC, as applicable. The existing deck shall be inspected to verify that the structure to be
reroofed is structurally sound and adequate to support and secure the roofing membrane. Prior
to installation of new roof coverings, inspection by and approval from the code official having
jurisdiction is required.
Johns Manville JM TPO membranes may be installed over existing Classified Class A, B or C
roofing systems as described in the UL Certification Category for Roofing Systems (TGFU), File
R10167 (TGFU Link) under the heading Class A, B and C (TPO) for Maintenance and Repair for
applicable coverage and details of the roof assemblies and in the Tables in the Appendix of this
Report.
Class A, B or C roof coverings may be installed over existing classified roof assemblies under the
following conditions without additional roof classification tests, provided the resulting classification
is the lower of the new and existing roof classifications under the following conditions:
• New uninsulated roof coverings installed only over existing uninsulated assemblies.
• New insulated roof coverings installed over existing uninsulated assemblies only.
8. Wind Resistance
8.1* New Construction: The allowable wind uplift pressures for the roof assemblies are noted in the
Tables in Appendix of this Report. Metal edge securement for all systems shall be designed in
accordance with ANSI/SPRI ES-1, complying with Section 1504.5 of 2015, 2012, 2009 and 2006
IBC. For certifications of metal edge securement systems in accordance with ANSI/SPRI ES-1,
See UL Online Certifications Directory Roof -edge Systems, Metal for Use with Low -slope Roofing
Systems (TGJZ).
8.2 Reroofing: Roof covering systems employing mechanical fasteners shall be qualified, to the
satisfaction of the code official, as to the adequacy of fasteners penetrating through existing roof
coverings into structural substrates. Since the composition and/or conditions of any particular
underlying existing roofing materials may vary and reroofing material may vary, reroofing with
adhered systems is outside the scope of this report.
9. CONDITIONS OF USE
The Johns Manville single ply roofing membranes described in this Report comply with, or are suitable
alternatives to, what is specified in those codes listed in Section 2 of this Report, subject to the following
conditions:
9.1 Materials and methods of installation shall comply with this Report and the manufacturer's
published installation instructions. In the event of a conflict between the installation instructions
and this Report, this Report governs.
9.2 Johns Manville thermoplastic single ply roofing membranes shall be installed by professional
roofing contractors trained and approved by the manufacturer.
9.3 See UL Online Certification Directory Roofing Systems (TGFU) File R10167. (TGFU Link) Also
refer to the Tables in the Appendix of this Report.
9.4 Above -deck thermal insulation board shall comply with the applicable standards listed in Table
1508.2 in Section 1508.2 of 2015, 2012, 2009 and 2006 IBC.
Page 5 of 36
9.5 Wind uplift pressures on any roof area, including edges and corner zones shall not exceed the
allowable wind pressure for the roof covering installed in that particular area. Refer to the Tables
in the Appendix of this Report.
9.6 For assemblies containing mechanical attachment for the perimeter and corner roof zones 2 and
3, the attachment density may be increased by a qualified design professional, as necessary, to
meet the design pressure requirements in these areas.
9.7 The allowable wind uplift pressures listed in the Tables in the Appendix of this Report are for the
roof systems only. The deck and framing to which the roofing system is attached shall be
designed for the applicable components and cladding, wind loads in accordance with the
applicable codes.
9.8 When application is over an existing roof, documentation of the wind uplift resistance of the
composite roof construction shall be submitted to the code official.
9.9 The metal edge securement shall be designed and installed for wind loads in accordance with
Chapter 16 of 2015, 2012, 2009 and 2006 IBC and test for resistance in accordance with Test
Methods RE-1, RE-2 and RE-3 of ANSI/SPRI ES-11, except V,jt wind speed shall be determined
from Figure 1609A, 1609B, or 1609C of 2015, 2012, 2009 and 2006 IBC as applicable.
9.10 The Johns Manville thermoplastic single ply membranes covered under this report are produced
by Johns Manville in Scottsboro, AL under the UL LLC Classification and Follow -Up Service
Program, which includes audits in accordance with quality elements of ICC-ES Acceptance
Criteria for Quality Documentation, AC 10.
10. SUPPORTING EVIDENCE
10.1 Data in accordance with ICC-ES Acceptance Criteria for Membrane Roof -Covering Systems,
AC75.
10.2 Manufacturer's descriptive product literature, including installation instructions.
10.3 UL Classification Reports in accordance with ANSI/UL 790. See UL Product Certification
Category for Roofing Systems (TGFU), File R1 0167.
10.4 Data in accordance with FM 4474.
10.5 Data in accordance with FM 4470.
10.6 Data in accordance with ASTM D6878 and ASTM G1 55.
10.7 Documentation of quality system elements in accordance with ICC-ES Acceptance Criteria for
Quality Documentation, AC10.
11. IDENTIFICATION
The Johns Manville thermoplastic single ply membranes described in this evaluation report are identified
by a marking bearing the report holder's name (Johns Manville), the plant identification (if required), the
product designation, the UL Classification Mark, and the evaluation report number UL ER10167-01. The
validity of the evaluation report is contingent upon this identification appearing on the product or UL
Classification Mark certificate.
Page 6 of 36
12. USE OF UL EVALUATION REPORT
12.1 The approval of building products, materials or systems is under the responsibility of the applicable
authorities having jurisdiction.
12.2 UL Evaluation Reports shall not be used in any manner that implies an endorsement of the product,
material or system by UL.
12.3 The current status of this report, as well as a complete directory of UL Evaluation Reports may be
found at UL.corn via our On -Line Certifications Directory:
www.ul.com/erdirectory
Page 7 of 36
APPENDIX 1: ATTACHMENT REQUIREMENTS FOR WIND UPLIFT RESISTANCE
Table
Deck
Application
Type
Description
1A
Wood
New, Reroof (Tear -Off), Recover
C
Mechanically Attached Insulation, Bonded Roof Cover
1B
Wood
New, Reroof (Tear -Off), Recover
D
Insulated, Mechanically Attached Roof Cover
2A
Steel or Conc.
New, Reroof (Tear -Off), Recover
B
Mechanically Attached Base Insulation, Bonded Top Insulation, Bonded Roof Cover
2B-1
Steel or Conc.
New, Reroof (Tear -Off), Recover-
C-1
Mechanically Attached Insulation, Bonded Roof Cover
2B-1
Steel or Conc.
New, Reroof (Tear -Off), Recover
C-2
Mechanically Attached Insulation, Plate -Bonded or Strip -Bonded Roof Cover
2C
Steel or Conc.
New, Reroof (Tear -Off), Recover
D
Insulated, Mechanically Attached Roof Cover
3A-1
Concrete
New, Reroof (Tear -Off)
A-1a
Bonded Insulation, Bonded Roof Cover
3A-2
Concrete
New, Reroof (Tear -Off)
A-1b
Bonded Temp Roof, Bonded Insulation, Bonded Roof Cover
4A
LWIC
New, Reroof (Tear -Off)
F
Non -Insulated, Bonded Roof Cover
5A
Gypsum
Reroof (Tear -Off)
A-1
Bonded Insulation, Bonded Roof Cover
6A
Various
Recover
A-1
Bonded Insulation, Bonded Roof Cover
6B
Various
Recover Over Existing Metal Roof
C-2
Mech. Attached Insulation, Plate -Bonded Roof Cover
6C Various Recover Over Existing Metal Roof D Insulated, Mechanically Attached Roof Cover
6D Various Recover F Non -Insulated, Bonded Roof Cover
The following notes apply to the systems outlined herein:
Roof decks shall be in accordance with IBC or IRC requirements to the satisfaction of the AHJ. Wind load resistance of the roof deck shall be documented through proper
codified and/or FBC Approval documentation. Wind load resistance of the roof deck shall be documented through proper codified Approval documentation.
2. Unless otherwise noted, fasteners and stress plates for insulation attachment shall be as follows. Fasteners shall be of sufficient length for the following engagements:
> Steel Deck: UltraFast #12 or #14 with UltraFast 3 in. Round Metal Plates or UltraFast Square Recessed Metal Plates. Minimum 3/4-inch steel penetration, engage the top
flute of the steel deck.
> Concrete Deck: UltraFast #14 with UltraFast 3 in. Round Metal Plates or UltraFast Square Recessed Metal Plates or IM Structural Concrete Deck Fasteners and Plates. Minimum
1-inch embedment. Fasteners installed with a pilot hole in accordance with the fastener manufacturer's published installation instructions.
3. Minimum 200 psi, minimum 2-inch thick lightweight insulating concrete may be substituted for rigid insulation board for System Type D (mechanically attached
membrane), whereby the membrane fasteners are installed through the LWIC to engage the structural steel or concrete deck. The structural deck shall be of
equal or greater configuration to the steel and concrete deck listings.
4. Preliminary insulation attachment for System Type D = Minimum four fasteners per 4 x 8 ft board or minimum two fasteners per 4 x 4 ft board.
Page 8 of 36
5. Unless otherwise noted, insulation adhesive application rates are as follows. Ribbon or bead width is at the time of application; the ribbons/beads shall expand as noted in
the manufacturer's published instructions:
Hot asphalt [HA]: Full coverage at 20-25 lbs/sq.
JM Urethane Insulation Adhesive [IM UIA]: Continuous 0.75-inch ribbons, 12-inch o.c.
IM Two -Part Urethane Insulation Adhesive [JM UIA-TWO-PARTI: Continuous 0.75-inch ribbons, 12-inch o.c. Note: JM Green Two -Part Urethane Insulation Adhesive may
be used where UIA-TWO-PART is referenced
JM Roofing System Urethane Adhesive (IM-RSUA): Continuous 0.5 to 0.75-inch wide ribbons, 12-inch o.c.
IM One -Step Foarnable Adhesive [JM-OSFA]: Continuous 0.75-inch ribbons, 12-inch o.c.
Note: When multiple layers(s) of insulation andlor coverboard are installed in ribbon -applied adhesive, adhesive ribbons shall be staggered from layer -to -layer a distance oFone-
half the ribbon spacing.
> Note: The maximum edge distance from the adhesive ribbon to the edge of the insulation board shall be not less than one-half the specified ribbons spacing
6. Unless otherwise noted, all insulations are flat stock or taper board of the minimum thickness noted. Tapered polyisocya nu rate at the following thickness limitations may be
substituted with the following Maximum Design Pressure (MDP) limitations. In no case shall these values be used to 'increase' the MDP listings in the tables; rather if MDP
listing below meets or exceeds that listed for a particular system in the tables, then the thinner board listed below may be used as a drop -in for the equivalent thicker
material listed in the table:
)� IM Two -Part Urethane Insulation Adhesive [JM UIA-TWO-PART]: MDP: -315.0 psf (Min. 0.5-inch thick)
> JM Roofing System Urethane Adhesive (JM RSUA): MDP -157.5 psf (Min. 0.5-inch thick)
> JM One -Step Foamable Adhesive [JM-OSFAI: MDP: -157.5 psf (Min. 0.5-inch thick)
7. Bonded polyisocyanurate insulation boards shall be maximum 4 x 4 ft.
8. For System Type D, steel deck applications, the roof membrane shall be run with its length perpendicular to the steel deck flutes.
9. For Recover Applications using System Type D, the insulation is optional. Alternatively, min. 0.25-inch Invinsa, DensDeck, DensDeck Prime SECUROCK Gypsum -Fiber
RoofBoard may be used as a separator board, preliminarily attached prior to roof cover installation. The existing roof system shall be suitable for a recover application.
10. For adhered membrane systems, side laps shall be minimum 2-inch wide sealed with min. 1.5-inch heat weld. Adhesive application rates are as follows:
Membrane
Adhesive
Method
Rate
JM TPO
JM TPO Membrane Adhesive (Solvent Based) [JM TPO MA-SBI
Contact (both sides)
1.67 gal/square (Y2 applied to substrate and Y2 applied to membrane)
JM TPO
JM TPO Membrane Adhesive (Low VOC) [JM TPO MA-LVOCI
Contact (both sides)
1.67 gal/square (Y2 applied to substrate and Y, applied to membrane)
JM TPO
JM TPO Membrane Adhesive (Water Based) [JM TPO MA-WB]
Wet lay (substrate)
1.10 gal/square
JM TPO FB
JM TPO Membrane Adhesive (Water Based) [JM TPO MA-Wl3l
Wet lay (substrate)
0.83 to 1 gal/square
JM TPO FB
JM Roofing System Urethane Adhesive (JM-RSUA)
Wet lay (substrate)
0.5 to 0.75-inch wide ribbons spaced as noted in tables herein.
11. "MDP" = Maximum Design Pressure is the result of testing for wind load resistance based on allowable wind loads. Refer to FBC 1609.1.5 for determination ofdesign wind
loads.
Page 9 of 36
TABLE 1A-1: WOOD DECKS - NEW CONSTRUCTION or REROOF (Tear -Off) or RECOVER
SYSTEM TYPE C: MECHANICALLY ATTACHED INSULATION, BONDED ROOF COVER
Fire Rating
Top Insulation Layer
Roof Cover
UL790/E108
System
Deck
Base Insulation Layer
MDP
(Psf)
Max
No.
(See Note 1)
Type
Fasteners
Attach
Type
Attach
Class
Incline
(in.)
Min. 1.5-inch ENRGY 3,
ENP.GY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI,
ENRGY 3 25 PSI AGF,
W-1
Min 3/4 in. plywood or
wood plank at max 24
ENRGY 3 25 PSI CGF, IM
Min. 7/16-in. 0S8
See Note 2
1 per 2 ft'
JM TPO FB1 15 or 135
JM TPO MA-WB
-45.0
A
1/2
ISO 3, ValuTherm,
in. spans
ValuTherm AGF, ValuTherm
CGF, ValuTherm 25 PSI
AGF, ValuTherm 25 PSI
CGF, loose laid
TABLE IB-1: WOOD DECKS - NEW CONSTRUCTION, REROOF (Tear -Off) or RECOVER
SYSTEM TYPE D: INSULATED, MECHANICALLY ATTACHED ROOF COVER (STRESS PLATES)
Fire Rating
insulation
Roof Cover
UL790/E108
Max
System
Deck
MDP
No.
(See Note 1)
Type
Attachment
Membrane
Fasteners
Attachment
(Psf)
Class
Incline
(in.)
Min. 1.5-inch
ENRGY 3, ENRGY
3 AGF, ENRGY 3
CGF, ENRGY 3
Min. 19/32 in. plywood at
25 PSI, ENRGY 3
24 in. spans with blocking
25 PSI AGF,
IM TPO 45,
6-in. oc within 6-in. wide
at unsupported joints
ENRGY 3 25 PSI
Prelim.
60, 72 or 80,
High Load Fasteners with
laps spaced 90-in. oc
-60.0
A
1/2
W-2
attached with 10d ring
CGF, JM ISO 3,
attached
IM TPO
High Load Seam Plates
Laps sealed with 1.5-in.
shank nails spaced 4-in.
ValuTherm,
Reflexsa (8 ft
heat weld outside lap
oc at perimeter and
ValuThernn AGF,
sheet)
intermediate supports
ValuTherm CGF,
ValuTherm 25
PSI AGF,
ValuTherm 25
PSICGF
Page 10 of 36
TABLE 2A: STEEL or CONCRETE DECKS - NEW CONSTRUCTION or REROOF (Tear -Off) or RECOVER
SYSTEM TYPE 8: MECHANICALLY ATTACHED BASE INSULATION, BONDED TOP INSULATION, BONDED ROOF COVER
Base Insulation Layer
Top Insulation Layer
Roof Cover
Fire Rating
System
Deck
MDP
UL790/E108
No.
(See Note 1)
(psf)
Max
Type
Fastener
Attach
Type
Attach
Type
Attach
Class
Incline
(in.)
JM TPO APPLICATIONS:
Min. 1.5-inch ENRGY 3, ENRGY 3 AGF,
IM TPO
Min. 22 ga., type
ENRGY 3 CGF, ENRGY 3 25 PSI, ENRGY 3 25
3M TPO 45,
MA-WB, IM
A
1/2
B, Grade 33
.
Min. 0.5-in.
IM UIA-
SC-1
steel or min.
PSI AGF, ENRGY 3 25 PSI CGF, JM ISO 3,
See Note
1 per 2
RetroPlus
TWO-
60, 72 or 80,
TPO MA-SB
45.0
ValuTherm, ValuTherm AGF, ValuTherm
2
ft2
IM TPO
2,500 psi
CGF, ValuTherm 25 PSI AGF, ValuTherm 25
Board
PART
Reflexsa
JM TPO
A
3/4
concrete
PSI CGF
MA-LVOC
Min. 1.5-inch ENRGY 3, ENRGY 3 AGF,
IM TPO
min. 22 ga., type
B, Grade 33
ENRGY 3 CGF, ENRGY 3 25 PSI, ENRGY 3 25
Min. 0.5-inch
IM TPO 45,
MA-WB, IM
A
1/2
PSI AGF, ENRGY 3 25 PSI CGF, IM ISO 3,
See Note
1 per 2
60, 72 or 80,
TPO MA-SB
SC-2
steel or min.
ValuTherm, ValuTherm AGF, ValuTherm
2
ft2
RetroPlus
JM-RSUA
JM TPO
45.0
2,500 psi
CGF, ValuTherm 25 PSI AGF, ValuTherm 25
Board
Reflexsa
JM TPO
F A
3/4
concre e
PSICGF
MA-LVOC
JM TPO FB APPLICATIONS:
Min. 1.5-in. ENRGY 3, ENRGY 3 AGF, ENRGY
Min. 22 ga type
3 CGF, ENRGY 3 25 PSI, ENRGY 3 25 PSI
B, Grade 3'�
AGF, ENRGY 3 25 PSI CGF, IM ISO 3,
See Note
1 per 2
Additional
IM TPO FB
IM TPO
SC-3
steel or min.
ValuTherm, ValuTherm AGF, ValuTherm
2
ft2
layer(s) base
JM UIA
115 or 135
MA-WB
-45.0
A
112
2,500 psi
CGF, ValuTherm 25 PSI AGF, ValuTherm 25
insulation
concre e
PSICGF
SC-4
Min. 22 ga., type
Min. 1.5-inch ENRGY 3, ENRGY 3 AGF,
B, Grade 33
ENRGY 3 CGF, ENRGY 3 25 PSI, ENRGY 3 25
Additional
steel or min.
PSI AGF, ENRGY 3 25 PSI CGF, IM ISO 3,
See Note
1 per 2
layer(s) base
Hot
IM TPO FB
IM TPO
-45.0
A
1/2
2,500 psi
ValuTherm, ValuTherm AGF, ValuTherm
2
ft2
insulatl . on
Asphalt
115 or 135
MA-WB
concrete
CGF, ValuTherm 25 PSI AGF, ValuTherm 25
PSICGF
SC-5
Min. 22 ga., type
Min. 1.5-inch ENRGY 3, ENRGY 3 AGF,
B, Grade 33
ENRGY 3 CGF, ENRGY 3 25 PSI, ENRGY 3 25
Additional
IM UIA-
steel or min.
PSI AGF, ENRGY 3 25 PSI CGF, IM ISO 3,
See Note
1 per 2
layer(s) base
TWO-
JM TPO FB
JM TPO
-45.0
A
112
2,500 psi
ValuTherm, ValuTherm AGF, ValuTherm
2
ft2
insulation
PART
115 or 135
MA-WB
concrete
CGF, ValuTherm 25 PSI AGF, ValuTherm 25
PSICGF
Min. 22 ga., ype
min. 1.5-inch ENRGY 3, ENRGY 3 AGF,
B, Grade 33
ENRGY 3 CGF, ENRGY 3 25 PSI, ENRGY 3 2S
Min. 0.5-inch
JM UIA-
SC-6
steel or min.
PSI AGF, ENRGY 3 25 PSI CGF, IM ISO 3,
See Note
1 per 2
RetroPlus
TWO-
JM TPO 115
IM TPO
-45.0
A
1/2
2,500 psi
ValuTherm, ValuTherm AGF, ValuTherrn
2
ft2
Board
PART
or 135
MA-WB
CGF, ValuTherm 25 PSI AGF, ValuTherm 25
concrete
PSICGF
Page 11 of 36
TABLE 2A: STEEL or CONCRETE DECKS - NEW CONSTRUCTION or REROOF (Tear -Off) or RECOVER
SYSTEM TYPE B, MECHANICALLY ATrACHED BASE INSULATION, BONDED TOP INSULATION, BONDED ROOF COVER
Fire Rating
Base Insulation Layer
Top insulation Layer
Roof Cover
MDP
UL790/E108
System
Deck
Max
No.
(See Note 1)
Type
Fastener
Attach
Type
Attach
TypeTAttach
(Psf)
Class
I
Incline
(in.)
Min. 22 ga., type
Min. 2-in. ENRGY 3, ENRGY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI, ENRGY 3 25 PSI AGF,
Min. 0.25-in
IM UIA-
IM TPO
SC-7
B, Grade 33 steel
ENRGY 3 25 PSI CGF, JM ISO 3, ValuTherm,
S e Note
2e
1 per 4
ft2
SECUROCK
Gypsum -Fiber Roof
TWO-
FB 115
IM TPO
MA-WB
-37.5
A
2
or min. 2,500 psi
ValuTherm AGF, ValuTherm CGF, ValuThemn
Board
PART
or135
concrete
25 PSI AGF, ValuTherm 25 PSI CGF
Min. 22 ga., type
Min. 2-in. ENRGY 3, ENRGY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI, ENRGY 3 25 PSI AGF,
Min. 0.25-in
IM UIA-
JM TPO
SC-8
B, Grade 33 steel
ENRGY 3 25 PSI CGF, JM ISO 3, ValuTherm,
See Note
2
I per
2.67 ft2
SECUROCK
Gypsum -Fiber Roof
TWO-
FB 115
IM TPO
MA-WB
-45.0
A
2
or min. 2,500 psi
ValuThemn AGF, ValuTherm CGF, ValuTherm
Board
PART
or 135
concrete
25 PSI AGF, ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY 3 AGF, ENRGY
Min. 22 ga., type
B, Grade 33 steel
3 CGF, ENRGY 3 25 PSI, ENRGY 3 25 PSI AGF,
See Note
I per 2
Min. 0.5-inch
JM-RSUA
IM TPO
FB 115
JM TPO
-45.0
A
1/2
SC-9
or min. 2,500 psi
ENRGY 3 25 PSI CGF, JM ISO 3, ValuTherm,
2
ftz
RetroPlus Board
135
MA-WB
ValuTherm AGF, ValuThemn CGF, ValuTherm
or
concrete
25 PSI AGF, ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY 3 AGF, ENRGY
Min. 0.5-inch
Min. 22 ga., type
B, 'Grade 33 steel
3 CGF, ENRGY 3 25 PSI, ENRGY 3 25 PSI AGF,
See Note
I per 1
Invinsa or
JM TPO
IM-RSUA,
A
1/2
SC_10
ENRGY 3 25 PSI CGF, IM ISO 3, ValuTherm,
2
ft2
SECUROCK
JM-RSUA
FB 115
12-inch
-67.5
or min. 2,500 psi
ValuTherm AGF, ValuTherm CGF, ValuTherm
Gypsum -Fiber Roof
or 135
O.C.
concrete
25 PSI AGF, ValuTherm 25 PSI CGF
Boa rd
Min. 22 ga., type
Min. 2-inch ENRGY 3, ENRGY 3 AGF, ENRGY 3
Min. 0.25-inch
JM TPO
SC_11
B, Grade 33 steel
CGF, ENRGY 3 25 PSI, ENRGY 3 25 PSI AGF,
ENRGY 3 25 PSI CGF, JM ISO 3, ValuTherm,
See Note
1 per 4
SECVROCK
JM-OSFA
FB115
IM TPO
-37.5
A
2
or min. 2,500 psi
ValuTherm AGF, ValuTherm CGF, ValuTherm
2
ftz
Gypsum -Fiber Roof
Board
or 135
MA-WB
concrete
25 PSI AGF, ValuTherm 25 PSI CGF
Min. 22 ga., type
Min. 2-inch ENRGY 3, ENRGY 3 AGF, ENRGY 3
Min. 0.25-inch
IM TPO
SC-12
B, Grade 33 steel
CGF, ENRGY 3 25 PSI, ENRGY 3 25 PSI AGF,
ENRGY 3 25 PSI CGF, IM ISO 3, ValuTherm,
See Note
I per
SECUROCK
JM-OSFA
FB 115
IM TPO
-45.0
A
2
or min. 2,500 psi
ValuTherm AGF, ValuTherm CGF, ValuTherm
2
2.67 ft 2
Gypsum -Fiber Roof
or 135
MA-WB
concrete
25 PSI AGF, ValuTherm 25 PSI CGF
Board
Page 12 of 36
TABLE 2B-1: STEEL or CONCRETE DECKS - NEW CONSTRUCTION, REROOF (Tear -Off) or RECOVER
SYSTEM TYPE C-1: MECHANICALLY ATTACHED INSULATION, BONDED ROOF COVER
Top Insulation Layer
Roof Cover
Fire Rating
UL790/E108
System
Roof Deck
Base Insulation Layer
MOP
Max
No.
(Psf)
Type
Fasteners
Attach
Type
t Attach
Class
Incline
(in.)
314 TPO APPLICATIONS:
(Optional) One or more layers, ENRGY 3,
IM TPO MA -
Min. 22 ga., type B,
ENRGY 3 AGF, ENRGY 3 CGF, ENRGY 3
IM TPO 45,
WB, JM TPO
A
1/2
Grade 33 steel or
25 PSI, ENRGY 3 25 PSI AGF, ENRGY 3
Min. 1.75-inch
60, 72 or 80,
MA-SB
SC- 13
min. 2,500 psi
25 PSI CGF, IM ISO 3, ValuTherm,
Invinsa Foam
See Note 2
1 per 4 ft2
IM TPO
-30.0
concrete
ValuTherm AGF, ValuTherm CGF,
Reflexsa
IM TPO MA-
A
3
ValuTherm 25 PSI AGF, ValuTherm 25
LVOC
PSI CGF, any combination, loose laid
One or more layers, ENRGY 3, ENRGY 3
Min. 22 ga., type B,
AGF, ENRGY 3 CGF, ENRGY 3 25 PSI,
JM TPO 45,
Grade 33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
Min. 0.25-inch
60, 72 or 80,
IM TPO MA-
SC-14
min. 2,500 psi
CGF, IM ISO 3, ValuTherm, ValuTherm
Invinsa
See Note 2
1 per 2 ft2
JM TPO
WB, JM TPO
-30.0
A
1/2
concrete
AGF, ValuThemn CGF, ValuTherm 25 PSI
Reflexsa
MA-SB
AGF, ValuThemn 25 PSI CGF, any
combination, loose laid
One or more layers, ENRGY 3, ENRGY 3
Min. 22 ga., type B,
AGF, ENRGY 3 CGF, ENRGY 3 25 PSI,
JM TPO 45,
Grade 33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
Min. 0.25-inch
60, 72 or 80,
JM TPO MA-
SC-15
min. 2,500 psi
CGF, IM ISO 3, ValuTherm, ValuTherm
Dens Deck
See Note 2
1 per 2 ft2
IM TPO
WB, JM TPO
-30.0
A
3/4
concrete
AGF, ValuTherm CGF, ValuThemn 25 PSI
Reflexsa
MA-SB
AGF, ValuTherm 25 PSI CGF, any
combination, loose laid
One or more layers, ENRGY 3, ENRGY 3
Min. 22 ga., type B,
AGF, ENRGY 3 CGF, ENRGY 3 25 PSI,
'I
Min. 0.25-inch
JM TPO 45,
SC- 16
Grade 33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25 PS
CGF, JM ISO 3, ValuTherm, ValuTherm
SECUROCK
See Note 2
1 per 2.67
60, 72 or 80,
IM TPO MA-
-37.5
A
112
min. 2,500 psi
AGF, ValuTherm CGF, ValuTherm 25 PSI
Gypsum -Fiber
ft2
IM TPO
WB
concrete
AGF, ValuTherm 25 PSI CGF, any
Roof Board
Reflexsa
combination, loose laid
One or more layers, ENRGY 3, ENRGY 3
Min. 22 ga., type B,
AGF, ENRGY 3 CGF, ENRGY 3 25 PSI,
Min. 0.25-inch
JM TPO 45,
SC-17
Grade 33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
CGF, IM ISO 3, ValuTherm, ValuTherm
SECUROCK
See Note 2
1 per 2.67
60, 72 or 80,
)M TPO MA -
-37.5
A
3/4
min . 2,500 psi
AGF, ValuTherm CGF, ValuTherm 25 PSI
Gypsum -Fiber
ft2
JM TPO
LVOC
concrete
AGF, ValuTherm 25 PSI CGF, any
Roof Board
Reflexsa
.
combination, loose laid
Page 13 of 36
TABLE 2B-1: STEEL or CONCRETE DECKS - NEW CONSTRUCTION, REROOF (Tear -Off) or RECOVER
SYSTEM TYPE C-1: MECHANICALLY ATTACHED INSULATION, BONDED ROOF COVER
Fire Rating
Top Insulation Layer
Roof Cover
UL790/E108
System
Roof Deck
Base Insulation Layer
MDP
(psf)
Max
No.
Type
Fasteners
Attach
Type
Attach
Class
Incline
(in.)
Min. 2-inch
ENRGY 3, ENRGY
3 AGF, ENRGY 3
(Optional) One or more layers, ENRGY 3,
CGF, ENRGY 3 25
Min. 22 ga., type B,
ENRGY 3 AGF, ENRGY 3 CGF, ENPGY 3
PSI, ENRGY 3 25
IM TPO 45,
SC-18
Grade 33 steel or
25 PSI, ENRGY 3 2S PSI AGF, ENRGY 3
25 PSI CGF, IM ISO 3, ValuTherm,
PSI AGF, ENRGY 3
25 PSI CGF, IM
See Note 2
1 per 4 ft'
60, 72 or 80,
JM TPO MA-
-37.5
A
1/2
min. 2,500 psi
ValuTherm AGF, ValuTherm CGF,
ISO 3, ValuTherm,
IM TPO
Reflexsa
WB
concrete
ValuTherm 25 PSI AGF, ValuTherm 25
ValuTherm AGF,
PSI CGF, any combination, loose laid
ValuTherm CGF,
ValuTherm 25 PSI
AGF, ValuTherm
25 PSI CGF
Min. 2-inch
ENRGY3,ENRGY
3 AGF, ENRGY 3
IM TPO MA-
A
1/2
(Optional) One or more layers, ENRGY 3,
CGF, ENRGY 3 25
SB
Min. 22 ga., type B,
ENRGY 3 AGF, ENRGY 3 CGF, ENRGY 3
PSI, ENRGY 3 25
IM TPO 45,
SC-19
Grade 33 steel or
25 PSI, ENRGY 3 25 PSI AGF, ENRGY 3
25 PSI CGF, IM ISO 3, ValuTherm,
PSI AGF, ENRGY 3
25 PSI CGF, 3M
See Note 2
1 per 4 ft2
60, 72 or 80,
-45.0
min. 2,500 psi
ValuTherm AGF, ValuTherm CGF,
ISO 3, ValuTherm,
IM TPO
Reflexsa
Concrete
ValuTherm 25 PSI AGF, ValuTherm 25
ValuTherm AGF,
PSI CGF, any combination, loose laid
ValuTherm CGF,
IM TPO MA -
A
3/4
ValuTherm 25 PSI
LVOC
AGF, ValuTherm
25PSICGF
Min. 1.5-inch
ENRGY 3, ENRGY
JM TPO MA -
3 AGF, ENRGY 3
WB, JM TPO
A
1/2
(Optional) One or more layers, ENRGY 3,
CGF, ENRGY 3 25
MA-SB
Min. 22 ga., type B,
ENRGY 3 AGF, ENRGY 3 CGF, ENRGY 3
PSI, ENRGY 3 25
IM TPO 45,
SC-20
Grade 33 steel or
25 PSI, ENRGY 3 25 PSI AGF, ENRGY 3
25 PSI CGF, IM ISO 3, ValuTherm,
PSI AGF, ENRGY 3
25 PSI CGF, JM
See Note 2
1 per 2 ft2
60, 72 or 80,
-45.0
min. 2,500 psi
ValuTherm AGF, ValuTherm CGF,
ISO 3, ValuTherm,
IM TPO
Reflexsa
concrete
ValuTherm 25 PSI AGF, ValuTherm 25
ValuTherm AGF,
PSI CGF, any combination, loose laid
ValuTherm CGF,
IM TPO-MA-
A
3/4
ValuTherm 25 PSI
LVOC
AGF, ValuTherm
25 PSI CGF
one or more layers, ENRGY 3, ENRGY 3
IM TPO MA-
Min. 22 ga., type B,
AGF, ENRGY 3 CGF, ENRGY 3 25 PSI,
IM TPO 45,
WB, IM TPO
MA-SB
A
1/2
SC-21
Grade 33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
CGF, JM ISO 3, ValuTherm, ValuTherm
Min. 1.75-inch
See Note 2
1 per 2.9
60, 72 or 80,
-45. 0
min. 2,500 psi
AGF, ValuTherm CGF, ValuTherm 25 PSI
Invinsa Foam
ft2
JM TPO
Reflexsa
IM TPO MA -
I
rA
3/4
concrete
AGF, ValuTherm 2S PSI CGF, any
LVOC
. combination, loose laid
Page 14 of 36
TABLE 2B-1, STEEL or CONCRETE DECKS - NEW CONSTRUCTION, REROOF (Tear -Off) or RECOVER
SYSTEM TYPE C-1: MECHANICALLY ATTACHED INSULATION, BONDED ROOF COVER
Top Insulation Layer
Roof Cover
Fire Rating
System
Base Insulation
MDP
UL790/E108
Max
No.
Roof Deck
Layer
(Psf)
Type
Fasteners
Attach
Type
Attach
Class
Incline
(in.)
One or more layers,
ENRGY 3, ENRGY 3
JM TPO MA-
AGF, ENRGY 3 CGF,
WB, IM TPO
A
1/2
ENRGY 3 25 PSI,
MA-SB
Min. 22 ga., type 8,
ENRGY 3 25 PSI AGF,
Grade 33 steel or
ENRGY 3 25 PSI CGF '
Min. 0.625-inch SECUROCK
IM TPO 45, 60, 72
SC-22
min. 2,500 psi
IM ISO 3, ValuTherm ,
Gypsurn-Fiber Roof Board
See Note 2
1 per 4 ft2
or 80, IM TPO
-45.0
concrete
ValuTherm AGF,
Reflexsa
ValuTherm CGF,
IM TPO MA-
ValuTherm 25 PSI AGF,
LVOC
A
3/4
ValuTherm 25 PSI CGF,
any combination, loose
laid
One or more layers,
ENRGY 3, ENRGY 3
AGF, ENRGY 3 CGF,
ENRGY 3 25 PSI,
Min. 22 ga., type B,
ENRGY 3 25 PSI AGF,
Grade 33 steel or
ENRGY 3 25 PSI CGF,
Min. 7/16-inch APA rated
JM TPO 45, 60, 72
IM TPO MA-
SC-23
min. 2,500 psi
IM ISO 3, ValuTherm,
OSB
See Note 2
1 per 2 ft2
or 80, JM TPO
WB, IM TPO
-45.0
A
1/2
concrete
ValuTherm AGF,
Reflexsa
MA-SB
ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF,
any combination, loose
laid
(Optional) One or more
layers, ENRGY 3,
ENRGY 3 AGF, ENRGY 3
Min. 1.5-inch ENRGY 3,
IM TPO MA-
A
1/2
CGF, ENRGY 3 25 PSI,
ENRGY 3 AGF, ENRGY 3
SB
ENRGY 3 25 PSI AGF
CGF, ENRGY 3 25 PSI,
Min. 22 ga., type B,
ENRGY 3 25 PSI CGF
ENRGY 3 25 PSI AGF,
JM TPO 45, 60, 72
SC-24
Grade 33 steel or
JM ISO 3, ValuTherm
ENRGY 3 25 PSI CGF, JM
See Note 2
1 per 1.78 ft2
or 80, IM TPO
-52.5
min. 2,500 psi
ValuTherm AGF,
ISO 3, ValuTherm,
Reflexsa
concrete
ValuTherm CGF,
ValuTherm AGF, ValuTherm
ValuTherm 25 PSI AGF,
AGF, ValuTherm CGF,
IM TPO MA-
A
3/4
ValuTherm 25 PSI CGF,
ValuTherm 25 PSI AGF,
LVOC
any combination, loose
ValuTherm 25 PSA CGF
laid I
I
I
I
Page 15 of 36
TABLE 25-1: STEEL or CONCRETE DECKS - NEW CONSTRUCTION, REROOF (Tear -Off) or RECOVER
SYSTEM TYPE C-1: MECHANICALLY ATTACHED INSULATION, BONDED ROOF COVER
Fire Rating
Top Insulation Layer
Roof Cover
UL790/E108
System
Base Insulation
MDP
Max
No.
Roof Deck
Layer
Type
Fasteners
Attach
Type
Attach
(Psf)
Class
Incline
(in.)
One or more layers,
ENRGY 3, ENRGY 3
AGF, ENRGY 3 CGF,
IM TPO MA-
A
1/2
ENRGY 3 25 PSI,
SB,
Min. 22 ga., type B,
ENRGY 3 25 PSI AGF,
ENRGY 3 25 PSI CGF,
IM TPO 45, 60, 72
SC-25
Grade 33 steel or
IM ISO 3, ValuTherm,
Min. 7/16-inch APA rated
See Note 2
1 per 1.78 ft2
or 80, JM TPO
-75.0
min. 2,500 psi
ValuTherm AGF,
OSB
Reflexsa
concrete
ValuTherm CGF,
JM TPO MA-
A
3/4
ValuTherm 25 PSI AGF,
LVOC
ValuTherm 25 PSI CGF,
any combination, loose
laid
Min. 1. 5 in. ENRGY 3,
3M TPO MA-
ENRGY 3 AGF, ENRGY 3
WB, IM TPO
A
1/2
CGF, ENRGY 3 25 PSI,
MA-SB
ENRGY 3 25 PSI AGF,
Min. 22 ga., type B,
ENRGY 3 25 PSI CGF,
JM ISO 3, ValuTherm,
Min. 0.5-inch SECUROCK
See Note 2
(square
1 per 1 ft2
IM TPO 45, 60, 72
-135.0
SC-25A
Grade 33 steel
ValuTherm AGF,
Gypsum -Fiber Roof Board
plates)
or 80
ValuTherm CGF,
JM TPO MA-
A
3/4
ValuTherm 25 PSI AGF,
LVOC
ValuTherm 25 PSI CGF,
any combination, loose
laid
Page 16 of 36
TABLE 2B-1: STEEL or CONCRETE DECKS - NEW CONSTRUCTION, REROOF (Tear -Off) or RECOVER
SYSTEM TYPE C-1: MECHANICALLY ATTACHED INSULATION, SON ED ROOF COVER
Top Insulation Layer
Roof Cover
Fire Rating
System
Base Insulation
MDP
UL790/EIOS
Max
No.
Roof Deck
Layer
(Psf)
Type
Fasteners
Attach
Type7
Attach
Class
Incline
(in.)
JIM TPO FB APPLICATIONS:
One or more layers,
ENRGY 3, ENRGY 3
Min. 2-inch ENRGY 3,
AGF, ENRGY 3 CGF,
ENRGY 3 AGF, ENRGY 3
ENRGY 3 25 PSI,
CGF, ENRGY 3 25 PSI,
Min. 22 ga., type B,
ENRGY 3 25 PSI AGF1
ENRGY 3 25 PSI CGF,
ENRGY 3 25 PSI AGF,
SC-26
Grade 33 steel or
JM ISO 3, ValuTherm,
ENRGY 3 25 PSI CGF, IM
See Note 2
1 per 4 ft2
JIM TPO FB 115 or
3M TPO MA-
-37.5
A
1/2
min. 2,500 psi
ValuTherm AGF,
ISO 3, ValuTherm,
135
WB
concrete
ValuTherm CGF,
ValuTherrn AGF, ValuTherm
ValuTherm 25 PSI AGF,
CGF ' ValuThernn 25 PSI
ValuTherm 25 PSI CGF,
AGF, ValuTherm 25 PSI
any combination, loose
CGF
laid
One or more layers,
ENRGY 3, ENRGY 3 AGF,
ENRGY 3 CGF, ENRGY 3
25 PSI, ENRGY 3 25 PSI
Min. 22 ga., type B,
AGF, ENRGY 3 25 PSI
Min. 0.25-inch SECUROCK
JM TPO FB 115 or
JM TPO MA-
SC-27
Grade 33 steel or min.
CGF, JM ISO 3,
Gypsum -Fiber Roof Board
See Note 2
1 per 2.67 ft2
135
WB
-37.5
A
1/2
2,500 psi concrete
ValuTherrn, ValuTherm
AGF. ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherin 25 PSI CGF,
any combination, loose laid
One or more layers,
ENRGY 3, ENRGY 3
Min. 2-Inch ENRGY 3,
AGF, ENRGY 3 CGF,
ENRGY 3 AGF, ENRGY 3
ENRGY 3 25 PSI,
CGF, ENRGY 3 25 PSI,
Min. 22 ga., type B,
ENRGY 3 25 PSI AGF,
ENRGY 3 25 PSI AGF,
SC-28
Grade 33 steel or
ENRGY 3 25 PSI CGF,
IM ISO 3, ValuTherm,
ENRGY 3 25 PSI CGF, IM
See Note 2
1 per 2 ft2
IM TPO FB 115 or
IM TPO MA-
-45.0
A
1/2
min. 2,500 psi
ValuTherm AGF,
ISO 3, ValuTherm,
135
wB
concrete
ValuTherm CGF,
ValuTherm AGF, ValuTherm
ValuTherm 25 PSI AGF,
CGF ' ValuThernn 25 PSI
ValuTherm 25 PSI CGF,
AGF, ValuTherm 25 PSI
any combination, loose
CGF
laid
Page 17 of 36
TABLE 2B-1. STEEL or CONCRETE DECKS - NEW CONSTRUCTION, REROOF (Tear -Off) or RECOVER
SYSTEM TYPE C-1: MECHANICALLY ATTACHED INSULATION, BONDED ROOF COVER
Fire Rating
Top Insulation Layer
Roof Cover
UL790/11108
System
Base Insulation
MDP
Max
No.
Roof Deck
Layer
Type
Fasteners
Attach
Type
Attach
(Psf)
Class
Incline
(in.)
one or more layers,
ENRGY 3, ENRGY 3
AGF, ENRGY 3 CGF,
ENRGY 3 25 PSI,
Min. 22 ga., type B,
ENRGY 3 25 PSI AGF,
-SC-29
Grade 33 steel or
ENRGY 3 25 PSI CGF,
IM ISO 3, ValuTherm,
Min. 7/16-inch OSB
See Note 2
1 per 2 ft2
IM TPO FB 15 or
135
IM TPO MA -
WB
-45.0
A
1/2
min. 2,500 psi
ValuTherm AGF,
concrete
ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF,
any combination, loose
laid
one or more layers,
ENRGY 3, ENRGY 3
AGF, ENRGY 3 CGF,
ENRGY 3 25 PSI,
Min. 22 ga., type B,
ENRGY 3 25 PSI AGF,
SC-30
Grade 33 steel or
ENRGY 3 25 PSI CGF,
IM ISO 3, ValuTherm,
Min. 5/8"SECUROCK
See Note 2
1 per 4 ft2
IM TPO FB 15 or
IM TPO MA-
-45.0
A
1/2
min. 2,500 psi
ValuTherm AGF ,
Gypsum -Fiber Roof Board
135
WB
concrete
ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF,
any combination, loose
laid
Page 18 of 36
System
No.
SC-31
SC-32
SC-33
SC-34
SC-35
TABLE 2B-2: STEEL OR CONCRETE DECKS - NEW CONSTRUCTION,. REROOF (TEAR -OFF) OR RECOVER
SYSTEM TYPE C-2: MECHANICALLY ATTACHED INSULATION, PLATE -BONDED OR STRIP -BONDED ROOF COVER
Deck (See Insulation Layer Attachment Roof Cover / Adhesive MDP
Note 1) (psf)
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
type 13, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
33 steel at
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
max. 6 ft span
CGF, JM ISO 3, ValuTherm, ValuTherm
or min. 2,500
AGF, ValuTherm CGF, ValuTherm 25
psi concrete
PSI AGF, ValuTherm 25 PSI CGF, any
combination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
33 steel at
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
max. 6 ft span
CGF, IM ISO 3, ValuTherm, ValuTherm
or min. 2,500
AGF, ValuTherm CGF, ValuTherm 25
psi concrete
PSI AGF, ValuTherm 25 PSI CGF, any
combination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
33 steel at
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
max. 6 ft span
CGF, IM ISO 3, ValuTherm, ValuThernn
or min. 2,500
AGF, ValuTherm CGF, ValuTherm 25
psi concrete
PSI AGF, ValuTherm 25 PSI CGF, any
combination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
type 13, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
33 steel at
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
max. 6 ft span
CGF, JM ISO 3, ValuTherm, ValuTherm
or min. 2,500
AGF, ValuTherm CGF, ValuTherm 25
psi concrete
PSI AGF, ValuTherm 25 PSI CGF, any
combination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
type 13, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
33 steel at
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
max. 6 ft span
CGF, IM ISO 3, ValuTherm, ValuTherm
or min. 2,500
AGF, ValuTherm CGF, ValuTherm 25
psi concrete
PSI AGF, UuTherm 25 PSI CGF, any
combination
Fasteners Spacing
IM TPO RhinoPlates 18-inch o.c. at
and High Load rows spaced 60-
Fasteners inch o.c.
IM TPO RhinoPlates 6-inch o.c. at
and High Load rows spaced 120-
Fasteners inch o.c.
IM TPO RhinoPlates 12-inch o.c. at
and High Load rows spaced 60-
Fasteners inch o,c.
IM TPO RhinoPlates 6-inch o.c. at
and High Load rows spaced 60-
Fasteners inch o.c.
IM TPO RhinoPlates 1 per 5.33 ft2
and High Load (6 parts per 4 x 8
Fasteners ft board)
Page 19 of 36
IM TPO 45, 60, 72 or 80, IM TPO Reflexsa
bonded to JM TPO RhinoPlates with
Rhinobond Plate bonding tool at 6 seconds
per plate so tool reaches 400OF and cooled
with RhinoBond Cooling Clamps. Laps
sealed with 1.5-inch heat weld
JM TPO 45, 60, 72 or 80, IM TPO Reflexsa
bonded to IM TPO RhinoPlates with
Rhinobond Plate bonding tool at 6 seconds
per plate so tool reaches 400*F and cooled
with RhinoBond Cooling Clamps. Laps
sealed with 1.5-inch heat weld.
IM TPO 45, 60, 72 or 80, JM TPO Reflexsa
bonded to IM TPO RhlnoPlates with
Rhinobond Plate bonding tool at 6 seconds
per plate so tool reaches 400*F and cooled
with Rhinol3ond Cooling Clamps. Laps
sealed with 1.5-inch heat weld.
JM TPO 45, 60, 72 or 80, IM TPO Reflexsa
bonded to IM TPO RhinoPlates with
Rhinobond Plate bonding tool at 6 seconds
per plate so tool reaches 400*F and cooled
with RhinoBond Cooling Clamps. Laps
sealed with 1.5-inch heat weld.
JM TPO 45, 60, 72 or 80, IM TPO Reflexsa
bonded to 3M TPO RhinoPlates with
Rhinobond Plate bonding tool at 6 seconds
per plate so tool reaches 4001F and cooled
with Rhinol3ond Cooling Clamps. Laps
sealed with 1.5-inch heat weld.
Fire Rating
UL790/E108
Class Max
Incline
(in.)
-37.5 A
-45.0 A
-52.5 A
-105.0 A
-45.0 A
3/4
3/4
3/4
3/4
3/4
TABLE 2B-2: STEEL OR CONCRETE DECKS - NEW CONSTRUCTION, REROOF (TEAR -OFF) OR RECOVER
SYSTEM TYPE C-2: MECHANICALLY ATTACHED INSULATION, PLATE -BONDED OR STRIP -BONDED ROOF COVER
Fire Rating
Attachment
UL790/EI08
System
Deck(See
insulation Layer
Roof Cover / Adhesive
MOP
(psf)
- Max
No.
Note 1)
Fasteners
Spacing
Class
incline
�
(in.)
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
IM TPO 45, 60, 72 or 80, IM TPO Reflexsa
type B, Grade
ENPGY 3 CGF, ENRGY 3 25 PSI,
IM TPO RhinoPlates
1 per 4 ft2
bonded to IM TPO RhinoPlates with
SC-36
33 steel at
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
and High Load
(8 parts per 4 x 8
Rhinobond Plate bonding tool at 6 seconds
-67.5
A
3/4
max. 6 ft span
CGF, IM ISO 3, ValuTherm, ValuTherm
Fasteners
ft board)
per plate so tool reaches 4001F and cooled
or min. 2,500
AGF, ValuTherm CGF, ValuTherm 25
with RhinoBond Cooling Clamps. Laps
psi concrete
PSI AGF, ValuTherm 25 PSI CGF, any
sealed with 1.5-inch heat weld.
combination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
JM TPO 10" RPS
IM TPO 45, 60, 72 or 80, IM TPO Reflexsa
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
fastened with IM
Fasteners 6-inch
underside is primed with Primer 240 or
SC-37
33 steel at
ENRGY 3 25 PSI AGF, ENRGY 3 25 PSI
High Load Seam
o.c. through RPS
ADCO SPC-3 Primer and walked -in over
-52.5
A
3/4
max. 6 ft span
CGF, IM ISO 3, ValuTherm, ValuTherm
Plates and High
at rows spaced
the self -adhering RPS. Laps sealed with
or min. 2,500
AGF, ValuTherrn CGF, ValuTherm 25
Load Fasteners
114-inch 0. C.
1.5-inch heat weld.
psi concrete
PSI AGF, ValuTherm 25 PSI CGF, any
combination
Page 20 of 36
System Deck
N (See Note 1)
TABLE 2C: STEEL OR CONCRETE DECKS - NEW CONSTRUCTION, REROOF (TEAR -OFF) OR RECOVER
SYSTEM TYPE D: INSULATED, MECHANICALLY ATTACHED ROOF COVER
Insulation I Roof Cover
Attach I Membrane I Fasteners I Attachment
Fire Rating
MOP UL790/E108
Max
(Psf) Class I Incline
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
High Load Fasteners
12-inch o.c. within 6-
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
JM TPO 45, 60, 72
(steel or concrete) or
.
inch wide laps spaced
SC-38
33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, IM TPO
IM Structural Concrete
'
90-inch o.c. Laps
-30.0
A
3/4
min. 2,500 psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa (8 ft
Deck Fasteners
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
(concrete only) with
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
High Load SeamPlates
25 PSI CGF, any combination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
High Load Fasteners
12-inch o.c. within 6-
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
JM TPO 45, 60, 72
(steel or concrete) or
inch wide laps spaced
SC-39
33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, IM TPO
IM Structural Concrete
114-inch o.c. Laps
-30.0
A
3/4
min. 2,500 psi
PSI CGF, JM ISO 3, ValuTherm,
attached
Reflexsa (10 ft
Deck Fasteners
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
(concrete only) with
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
High Load Seam Plates
25 PSI CGF, any combination
Min. 1.5-inch thick, one or more
Extra High Load
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
Fasteners (steel only)
12-inch o.c. within 6-
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
IM TPO 45, 60, 72
or IM Structural
inch wide laps spaced
SC-40
33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, JM TPO
Concrete Deck
114-inch o.c. Laps
-37.5
A
3/4
min. 2,500 psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa (10 ft
Fasteners (concrete
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
only) with Extra High
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
Load Seam Plates
25 PSI CGF, any combination
Min. 1.5-inch thick, one or more
Extra High Load
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
Fasteners (steel only)
12-inch o.c. within 6-
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
IM TPO 45, 60, 72
or IM Structural
inch wide laps spaced
SC-41
33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, JM TPO
Concrete Deck
90-inch o.c. Laps
-45.0
A
3/4
min. 2,500 psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa (8 ft
Fasteners (concrete
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
only) with Extra High
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
Load Seam Plates
25 PSI CGF, any combination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
High Load Fasteners
6-inch o.c. within 6-
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
IM TPO 45, 60, 72
(steel or concrete) or
inch wide laps spaced
SC-42
33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, IM TPO
IM Structural Concrete
114-inch o.c. Laps
-45.0
A
3/4
min. 2,500 psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa (10 ft
Deck Fasteners
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
(concrete only) with
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
High Load Seam Plates
25 PSI CGF, any combination
Page 21 of 36
TABLE 2C: STEEL OR CONCRETE DECKS - NEW CONSTRUCTION, REROOF (TEAR —OFF) OR RECOVER
SYSTEM TYPE D: INSULATED, MECHANICALLY ATTACHED ROOF COVER
Fire Rating
Insulation
Roof Cover
MOP
UL790/E108
System
Deck
Max
NO.
(See Note 1)
Type
Attach
Membrane
Fasteners
Attachment
(psf)
Class
Incline
(in.)
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENPGY 3, ENPGY 3 AGF,
High Load Fasteners
6-inch o.c. within 6-
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
IM TPO 4S, 60, 72
(steel or concrete) or,
inch wide laps spaced
33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, IM TPO
IM Structural Concret
90-inch o.c. Laps
-60.0
A
3/4
SC-43
min. 2,500 psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa (8 ft
Deck Fasteners
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
(concrete only) with
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuThemn
High Load Seam Plates
25 PSI CGF, any combination
Min. 2-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
High Load Fasteners
6-inch o.c. within 6-
type 13, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
IM TPO 45, 60, 72
(steel or concrete) or
inch wide laps spaced
33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, IM TPO
IM Structural Concrete
54-inch o.c. Laps
-82.5
A
3/4
SC-44
min. 2,SOO psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa (5 ft
Deck Fasteners
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
(concrete only) with
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
High Load Seam Plates
25 PSI CGF, any c mbination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
High Load Fasteners
12-inch o.c. within 6-
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
JM TPO 45, 60, 72
(steel or concrete or
inch wide laps spaced
SC-45
33 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Pre] I M.
or 80, 3M TPO
IM Structural Con rete
114-inch o.c. Laps
-30.0
A
3/4
min. 2,SOO psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa
Deck Fasteners
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
(concrete only) with
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
High Load Seam Plates
25 PSI CGF, any combination
SYSTEMS OVER MIN. GRADE 80 STEEL DECK OR STRUCTURAL CONCRETE (AS N TED)
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
High Load Fasteners
12-inch o.c. within 6-
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
)M TPO 45, 60, 72
(steel or concrete) or
inch wide laps spaced
80 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, IM TPO
IM Structural Concrete
90-inch o.c. Laps
-37.5
A
3/4
SC-46
min. 2,500 psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa (8 ft
Deck Fasteners
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
(concrete only) with
heat weld outside lap
concrete
ValuThemn 25 PSI AGF, ValuTherm
High Load Seam Plates
2S PSI CGF, any combination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
High Load Fasteners
12-inch o.c. within 6-
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
JM TPO 45, 60, 72
(steel or concrete) or
inch wide laps spaced
80 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 2S
Prelim.
or 80, 3M TPO
IM Structural Concrete
114-inch o.c. Laps
-37.5
A
3/4
SC-47
min. 2,500 psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa (10 ft
Deck Fasteners
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
(concrete only) with
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
High Load Seam Plates
1 25 PSI CGF, any combination
I
I
I
Page 22 of 36
TABLE 2C: STEEL OR CONCRETE DECKS - NEW CONSTRUCTION, REROOF (TIEAR-OFF) OR RECOVER
SYSTEM TYPE D: INSULATE , MECHANICALLY ATTACHED ROOF COVER
insulation
Roof Cover
Fire Rating
System
Deck
MDP
UL790/E108
No.
(See Note 1)
(psf)
Max
Type
Attach
Membrane
Fasteners
Attachment
Class
Incline
(in.)
Min. 1.5-inch thick, one or more
Extra High Load
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
Fasteners (steel only)
12-inch o.c. within 6-
type 13, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
)M TPO 45, 60, 72
or IM Structural
inch wide laps spaced
SC-48
80 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, )M TPO
Concrete Deck
90-inch o.c. Laps
-45.0
A
3/4
min. 2,500 psi
PSI CGF, )M ISO 3, ValuTherm,
attached
Reflexsa (8 ft
Fasteners (concrete
sealed with 1.5-inch
structural
ValuThemn AGF, ValuTherm CGF,
sheet)
only) with Extra High
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
Load Seam Plates
25 PSI CGF, any combination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
High Load Fasteners
6-inch o c. within 6-
type B, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
JM TPO 45, 60, 72
(steel or concrete) or
. h i '
inc wide laps spaced
SC-49
80 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, IM TPO
IM Structural Concrete
114-inch o.c. Laps
-45.0
A
3/4
min. 2,500 psi
PSI CGF, JM ISO 3, ValuTherm,
attached
Reflexsa (10 ft
Deck Fasteners
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
(concrete only) with
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
High Load Seam Plates
25 PSI CGF, any combination
Min. 1.5-inch thick, one or more
Extra High Load
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
Fasteners (steel only)
12-inch o.c. within 6-
type 13, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
IM TPO 45, 60, 72
or IM Structural
inch wide laps spaced
SC-50
80 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, IM TPO
Concrete Deck
114-inch o.c. Laps
-45.0
A
3/4
min. 2,500 psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa (10 ft
Fasteners (concrete
sealed with 1.5-inch
structural
ValuThemn AGF, ValuTherm CGF,
sheet)
only) with Extra High
heat weld outside lap
concrete
ValuThemn 25 PSI AGF, ValuTherm
Load Seam Plates
25 PSI CGF, any combination
Min. 1.5-inch thick, one or more
Extra High Load
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
Fasteners (steel only)
6-inch o.c. within 5-
type 13, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
JM TPO 45, 60, 72
or IM Structural
inch wide laps spaced
SC-51
80 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, IM TPO
Concrete Deck
114-inch o.c. Laps
-52.5
A
3/4
min. 2,500 psi
PSI CGF, IM ISO 3, ValuTherm,
attached
Reflexsa (10 ft
Fasteners (concrete
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
only) with Extra High
heat weld outside lap
concrete
ValuTherm 2S PSI AGF, ValuTherm
Load Seam Plates
25 PSI CGF, any combination
Min. 1.5-inch thick, one or more
Min. 22 ga.,
layers, ENRGY 3, ENRGY 3 AGF,
High Load Fasteners
6-inch o.c. within 6-
type 13, Grade
ENRGY 3 CGF, ENRGY 3 25 PSI,
IM TPO 45, 60, 72
(steel or concrete) or
inch wide laps spaced
SC-52
80 steel or
ENRGY 3 25 PSI AGF, ENRGY 3 25
Prelim.
or 80, JM TPO
IM Structural Concrete
90-inch o.c. Laps
-52.5
A
3/4
min. 2,500 psi
PSI CGF, )M ISO 3, ValuTherm,
attached
Reflexsa (8 ft
Deck Fasteners
sealed with 1.5-inch
structural
ValuTherm AGF, ValuTherm CGF,
sheet)
(concrete only) with
heat weld outside lap
concrete
ValuTherm 25 PSI AGF, ValuTherm
High Load Seam Plates
25 PSI CGF, any combination
Page 23 of 36
TABLE 3A-1: CONCRETE DECKS - NEW CONSTRUCTION or REROOF (Tear -Off)
SYSTEM TYPE A-1A: BONDED INSULATION, BONDED ROOF COVER
Fire Rating
Base Insulation Layer
Top Insulation Layer
Roof Cover
UL790/E108
System
Roof Deck
Primer
Max
No.
Type
Attach
Type
Attach
Type
Attach
(Psf)
Class
Incline
(in.)
JIM TPO APPLICATIONS:
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
3 25 PSI, ENRGY 3 25 PSI
(Optional) Min.
JM TPO 45, 60,
IM TPO
C-1
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF1 JM
JM UIA
0.25-inch
IM UIA
72 or 80, IM
MA-WB, IM
-75.0
A
1/2
concrete
ISO 3, ValuTherm, ValuTherm
DensDeck or
TPO Reflexsa
TPO MA-SB
AGF, ValuTherm CGF,
Invinsa
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
3 25 PSI, ENRGY 3 25 PSI
JM TPO 45, 60,
JM TPO
C-2
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, IM
JM UIA
Min. 0.25-inch
IM UIA
72 or 80, IM
MA-WB or
-112.5
A
1/2
concrete
ISO 3, ValuTherm, ValuTherm
Invinsa
TPO Reflexsa
IM TPO
AGF, ValuTherm CGF,
MA-SB
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inc� ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
JM TPO
A
1/2
3 25 PSI, ENRGY 3 25 PSI
(Optional)
JM TPO 45, 60,
MA-SB
C3
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, IM
IM UIA
Additional layers of
JM UIA
72 or 80, JM
-217.5
-
3M TPO
concrete
ISO 3, ValuTherm, ValuTherm
base insulation
TPO Reflexsa
AGF, ValuTherrn CGF,
MA-LVOC
A
3/4
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch
ENRGY 3, ENRGY 3
Min. 1.5-inch ENRGY 3, ENRGY
AGF, ENRGY 3 CGF,
3 AGF, ENRGY 3 CGF, ENRGY
ENRGY 3 25 PSI,
3 25 PSI, ENRGY 3 25 PSI
ENRGY 3 25 PSI
Min. 2,500 psi
AGF, ENRGY 3 25 PSI CGF, JM
JM UIA-
AGF ENRGY 3 25
�GF,
IM UIA-TWO-
JM TPO 45, 60,
JM TPO
A
3/4
C-4
concrete
None
ISO 3, ValuTherm, ValuTherm
TWO-PART
PSI IM ISO 3,
PART
72 or 80, JM
MA-LVOC
330.0
AGF, ValuTherm CGF,
ValuTherm,
TPO Reflexsa
ValuTherm 25 PSI AGF,
ValuTherm AGF,
ValuTherm 25 PSI CGF,
ValuTherm CGF,
Invinsa Foam
ValuTherm 25 PSI
AGF, ValuTherm 25
PSI CGF
Min. 1.5-inch ENRGY 3,
JM TPO
ENRGY 3 AGF, ENRGY 3 CGF,
MA-WB, JM
A
1/2]
ENRGY 3 25 PSI, ENRGY 3 25
TPO MA-SB
C-5
Min. 2,500 psi
None
PSI AGF, ENRGY 3 25 PSI
CGF, JM ISO 3, ValuTherm,
IM UIA-
Min. 1.5-inch
JM UIA-TWO_
JM TPO 45, 60,
72 or 80, IM
-330.0
concrete
ValuTherm AGF, ValuTherm
TWO-PART
Invinsa Foam
PART
TPO Reflexsa
CGF, ValuTherm 25 PSI AGF,
JM TPO
MA-LVOC
A
3/4
ValuTherm 25 PSI CGF,
Invinsa Foam
Page 24 of 36
TABLE 3A-1: CONCRETE DECKS - NEW CONSTRUCTION or REROOF (Tear -Off)
SYSTEM TYPE A-1A: BONDED INSULATION, BONDED ROOF COVER
Base Insulation Layer
Top Insulation Layer
Roof Cover
Fire Rating
System
Roof Deck
MDP
UL790/E108
Ma
No.
Primer
(Psf)
Type
Attach
Type
Attach
Type
Attach
Class
Incline
(in.)
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
3 25 PSI, ENRGY 3 25 PSI
IM UIA-
(Optional) Min.
IM TPO 45, 60,
JM TPO
C-6
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, IM
TWO-PART
0.25-inch
IM UIA-TWO-
72 or 80, IM
MA-WB, JM
-105.0
A
112
concrete
ISO 3, ValuTherm, ValuTherm
OR 3M UIA
DensDeck or
PART OR JM UIA
TPO Reflexsa
TPO MA-SB
AGF, ValuTherm CGF,
Invinsa
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
3 25 PSI, ENRGY 3 25 PSI
IM TPO 45, 60,
JM TPO
C-7
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, JM
IM UIA-
Min. 0.25-inch
IM UIA-TWO-
72 or 80, JM
MA-WB or
-105.0
A
1/2
concrete
ISO 3, ValuTherm, ValuTherm
TWO-PART
Invinsa
PART
TPO Reflexsa
JM TPO
AGF, ValuTherm CGF,
MA-SB
ValuTherm 25 PSI AGF,
ValuThemn 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY
IM TPO
3 AGF, ENRGY 3 CGF, ENRGY
MA-WB, IM
A
1/2
3 25 PSI, ENRGY 3 25 PSI
Min. 0.25-inch
IM TPO 45, 60,
TPO MA-SB
C-8
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, IM
IM UIA-
SECUROCK
JM UIA-TWO-
72 or 80, JM
-247.5
concrete
ISO 3, ValuTherm, ValuTherm
TWO-PART
Gypsum -Fiber Roof
PART
TPO Reflexsa
JM TPO
AGF, ValuTherm CGF,
Board
A
3/4
ValuTherm 25 PSI AGF,
MA-LVOC
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY
JM TPO
3 AGF, ENRGY 3 CGF, ENRGY
MA-WB, IM
A
112
3 25 PSI, ENRGY 3 25 PSI
Min. 0.25-inch
IM TPO 45, 60,
TPO MA-SB
C-9
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, IM
JM-RSUA
SECUROCK
JM-RSUA
72 or 80, JM
-247.5
concrete
ISO 3, ValuTherm, ValuTherm
Gypsum -Fiber Roof
TPO Reflexsa
IM TPO
AGF, ValuTherm CGF,
Board
MA-LVOC
A
3/4
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
3 25 PSI, ENRGY 3 25 PSI
(Optional) Min.
IM TPO 45, 60,
IM TPO
C-10
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, IM
JM-OSFA
0.25-inch
JM-OSFA
72 or 80, JM
MA-WB, IM
-75.0
A
1/2
concrete
ISO 3, ValuTherm, ValuTherm
DensDeck or
TPO Reflexsa
TPO MA-SB
AGF, ValuTherm CGF,
Invinsa
ValuThemn 25 PSI AGF,
ValuTherm 25 PSI CGF
Page 25 of 36
TABLE 3A-1: CONCRETE DECKS - NEW CONSTRUCTION or REROOF (Tear -Off)
SYSTEM TYPE A-1A: BONDED INSULATION, BONDED ROOF COVER
Fire Rating
Base Insulation Layer
Top Insulation Layer
Roof Cover
UL790/E108
System
Roof Deck
Primer
MDP
(pSf)
Max
No.
Type
Attach
Type
Attach
Type
Attach
Class
Incline
(in.)
Min. 1.5-inch ENRGY 3, ENRGY
JM TPO
3 AGF, ENRGY 3 CGF, ENRGY
MA-WB, JM
A
1/2
3 25 PSI, ENRGY 3 25 PSI
Min. 0.2S-inch
IM TPO 45, 60,
TPO MA-S
C-11
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF1 JM
JM-OSFA
SECUROCK
JM-OSFA
72 or 80, 3M
-247.5
concrete
ISO 3, ValuTherm, ValuThemn
Gypsum -Fiber Roof
TPO Reflexsa
JM TPO
3/4
AGF, ValuTherm CGF,
Board
MA-LVOC
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
JM TPO FB APPLICATIONS:
C-12
Min. 2,500 psi
None
Min. 1.5-inch ENRGY 3,
JM UIA-
(Optional)
Additional layers of
JM UIA-TWO-
IM TPO FB 115
JM-RSUA,
12-inch
-67.5
A
1/2
concrete
ValuTherm
TWO-PART
base insulation
PART
0 r135
O.C.
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
Min. 0.5-inch
3 25 PSI, ENRGY 3 25 PSI
Invinsa or
JM-RSUA,
C-13
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, IM
IM UIA-
SECUROCK
JM UIA-TWO-
IM TPO FB 115
12-inch
-67.5
A
1/2
concrete
ISO 3, ValuTherm, ValuThemn
TWO-PART
Gypsum -Fiber Roof
PART
or 135
O.C.
AGF, ValuTherm CGF,
Board
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
C- 14
Min. 2,500 psi
None
Min. 1.5-inch ENRGY 3,
JM-RSUA
(Optional)
Additional layers of
JM-RSUA
JM TPO FB 115
JM-RSUA,
12-inch
-67.5
A
1/2
concrete
ValuTherm
base insulation
or 135
0. C.
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
Min. 0.5-inch
3 25 PSI, ENRGY 3 25 PSI
Invinsa or
JM-RSUA,
C-15
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, JM
JM-RSUA
SECUROCK
JM-RSUA
JM TPO FB 115
135
12-inch
-67.5
A
1/2
concrete
ISO 3, ValuTherm, ValuTherm
Gypsum -Fiber Roof
or
O.C.
AGF, ValuTherm CGF,
Board
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
3 25 PSI, ENRGY 3 25 PSI
(Optional)
C- 16
Min. 2,500 psi
ASTM D41
AGF, ENRGY 3 25 PSI CGF, )M
HA
Additional layers of
HA
IM TPO FB 115
JM TPO
-105.0
A
1/2
concrete
ISO 3, ValuTherm, ValuTherm
base insulation
or 135
MA-WB
AGF, ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
3 25 PSI, ENRGY 3 25 PSI
Min. 0.25-inch
Min. 2,500 psi
AGF, ENRGY 3 25 PSI CGF, IM
HA
SECUROCK
HA
IM TPO FB 115
IM TPO
-105.0
A
2
C-17
concrete
ASTM D41
ISO 3, ValuTherm, ValuTherm
Gypsum -Fiber Roof
or 135
MA-WB
AGF, ValuTherm CGF,
Board
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Page 26 of 36
TABLE 3A-1: CONCRETE DECKS - NEW CONSTRUCTION or REROOF (Tear -Off)
SYSTEM TYPE A-1A: BONDED INSULATION, BONDED ROOF COVER
Base Insulation Layer
Top Insulation Layer
Roof Cover
Fire Rating
System
Roof Deck
Primer
MDP
UL790/E108
Max
No.
(psf)
Type
Attach
Type
Attach
Type
Attach
Class
incline
(in.)
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
3 25 PSI, ENRGY 3 25 PSI
(Optional)
C-18
Min 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, IM
3M UIA
Additional layers of
3M UIA
IM TPO FB 115
JM TPO
-105.0
A
1/2
concrete
ISO 3, ValuTherm, ValuTherm
base insulation
or 135
MA-WB
AGF, ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 2-inch ENRGY 3, ENRGY 3
AGF, ENRGY 3 CGF, ENRGY 3
25 PSI, ENRGY 3 25 PSI AGF,
Min. 0.25-inch
C_ 19
Min. 2,500 psi
None
ENRGY 3 25 PSI CGF, IM ISO
IM UIA
SECUROCK
3M UIA
JM TPO FB 115
JM TPO
-105.0
A
2
concrete
3, ValuTherm, ValuTherm
Gypsum -Fiber Roof
or 135
MA-WB
AGF, ValuTherm CGF,
Board
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
3 25 PSI, ENRGY 3 25 PSI
(Optional)
C-20
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, 3M
IM UIA-
Additional layers of
IM UIA-TWO-
JM TPO FB 115
IM TPO
-105.0
A
1/2
concrete
ISO 3, ValuTherm, ValuTherm
TWO-PART
base insulation
PART
or 135
MA-WB
AGF, ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherrn 25 PSI CGF
Min. 2-inch ENRGY 3, ENRGY 3
AGF, ENRGY 3 CGF, ENRGY 3
25 PSI, ENRGY 3 25 PSI AGF,
Min. 0.25-inch
C-21
Min. 2,500 psi
None
ENRGY 3 25 PSI CGF, IM ISO
JM UIA-
SECUROCK
JM UIA-TWO-
JM TPO FB 115
IM TPO
-105.0
A
2
concrete
3, ValuTherm, ValuTherrn
TWO-PART
Gypsum -Fiber Roof
PART
or135
MA-WB
AGF, ValuTherm CGF,
Board
ValuThemn 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3, ENRGY
3 AGF, ENRGY 3 CGF, ENRGY
3 25 PSI, ENRGY 3 25 PSI
(Optional)
C-22
Min. 2,500 psi
None
AGF, ENRGY 3 25 PSI CGF, IM
JM-OSFA
Additional layers of
JM-OSFA
JM TPO FB 115
IM TPO
-105.0
A
1/2
concrete
ISO 3, ValuTherm, ValuTherm
base insulation
or135
MA-WB
AGF, ValuTherm CGF,
ValuThemn 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 2-inch ENRGY 3, ENRGY 3
AGF, ENRGY 3 CGF, ENRGY 3
25 PSI, ENRGY 3 25 PSI AGF,
Min. 0.25-inch
C-23
Min. 2,500 psi
None
ENRGY 3 25 PSI CGF1 IM ISO
JM-OSFA
SECUROCK
JM-OSFA
JM TPO FB 115
JM TPO
-105.0
A
2
concrete
3, ValuTherm, ValuTherm
Gypsum -Fiber Roof
or135
MA-WB
AGF, ValuTherm CGF,
Board
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Page 27 of 36
TABLE 3A-2: CONCRETE DECKS - NEW CONSTRUCTION or REROOF (Tear -Off)
SYSTEM TYPE A-1B: BONDED TENP ROOF, BONDED INSULATION, BONDED ROOF COVER
Fire Rating
Temporary Roof
Base Insulation Layer
Top Insulation Layer
Roof Cover
UL790/E108
System
Deck
(See Note
Primer
MDP
(psf
_T
Max
No.
1)
Type
Attach
Type
Attach
F
Type
TAttach
Type
Attach
Class
Incline
JM TPO FB APPLICATIONS:
Min ' 2,500
IM SA
JM Vapor
Self-
Min. 1.5-inch
ENRGY 3,
IM UIA-
(Optional)
Additiona lase
IM UIA-
IM TPO FB
JM-RSUA,
12-inch
-67.5
A
1/2
C-24
psi concrete
Primer
Low VOC
Barrier SA
Adhered
ValuTherm
TWO-PART
layers of 6
TWO -PA RT
115 or 135
O.C.
insulation
Min. 1.5-inch
ENPGY 3,
ENRGY 3 AGF,
ENRGY 3 CGF,
ENRGY 3 25
Min. 0.5-inch
PSI, ENRGY 3
Invinsa or
Min. 2,500
IM SA
IM Vapor
Self-
25 PSI AGF,
ENRGY 3 25 PSI
IM UIA-
SECUROCK
Gypsum -Fiber
JM UIA-
IM TPO FB
JM-RSUA,
12-inch
-67.5
A
1/2
C-25
psi concrete
Primer
Low VOC
Barrier SA
Adhered
CGF, IM ISO 3,
TWO-PART
Roof Board or
TWO-PART
115 or 135
O.C.
ValuTherm,
min. 1.5-inch
ValuTherm AGF,
Invinsa Foam
ValuTherm CGF,
ValuTherm 25
PSI AGF,
ValuTherm 25
PSICGF
C-26
Min. 2 500
JM SA
rimer
P'
)M Vapor
Self-
Min. 1.5-inch
ENRGY 3,
)M-RSUA
(Optional)
Additional
JM-RSUA
)M TPO FB
JM-RSUA,
12-inch
-67.5
A
1/2
psi concrete
Low VOC
Barrier SA
Adhered
ValuTherm
layers of base
115 or 135
0. C.
insulation
Min. 1.5-inch
ENRGY 3,
ENRGY 3 AGF,
ENRGY 3 CGF,
ENRGY 3 25
PSI, ENRGY 3
Min ' 0.5-inch
C-27
Min. 2,500
JM SA
Primer
IM Vapor
Self-
2S PSI AGF,
ENRGY 3 25 PSI
JM-RSUA
Invinsa or
SECUROCK
JM-RSUA
IM TPO FB
JM-RSUA,
12-inch
-67.5
A
1/2
psi concrete
Low VOC
Barrier SA
Adhered
CGF, JM ISO 3,
Gypsum -Fiber
115 or 135
O.C.
ValuTherm,
Roof Board
ValuTherm AGF,
ValuTherm CGF,
ValuTherm 25
PSI AGF,
ValuTherm 25
PSI CGF
Page 28 of 36
TABLE 4A: LIGHTWEIGHT CONCRETE DECKS - NEW CONSTRUCTION OR REROOF (TEAR -OFF)
SYSTEM TYPE F: NON -INSULATED, BONDED ROOF COVER
Deck (See Note 1)
Roof Cover
Fire Rating
UL790jE108
System
MDP
Max
No.
(Psf)
Structural
LWC
Type
Attach
Class
Incline
(in.)
Min. 379 psi, min. 2" thick Concrecel Concrete, with
IM TPO 45, 60, 72 or
LWC-1
Min. 2,500 psi concrete
optional 1" thick, 1.0 pcf EPS holey board and surfacing
JM TPO MA-LVOC
-285.0
A
3/4
of Concrecel Curing Compound.
80, IM TPO Reflexsa
Min. 350 psi, min. 2" thick Celcore MF Cellular Concrete
LWC-2
Min. 2,500 psi concrete
with Celcore HS Rheology Modifying Admixture, with
3M TPO 45, 60, 72 or
IM TPO MA-LVOC
-367.5
A
3/4
optional 1" thick, 1.0 pcf EPS holey board and surfacing
80, JM TPO Reflexsa
of Celcore PVA Curing Compound.
Page 29 of 36
TABLE SA: GYPSUM DECKS - REROOF (TEAR -OFF)
SYSTEM TYPE A-1: BONDED INSULATION, BONDED ROOF COVER
Fire Rating
Base Insulation Layer
Top Insulation Layer
Roof Cover
MDP
Ul_790/E108
System
Deck
Max
No.
(See Note 1)
Type
Attach
Type
Attach
Type
Attach
(PSO
Cla ss
ncline
(in.)
3M TPO APPLICATIONS:
Min. 1.5-inch ENRGY 3,
ENRGY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI,
ENRGY 3 25 PSI AGF,
(Optional) Min. 0.25-
IM TPO 45,
IM TPO MA-WB,
Existing poured
ENRGY 3 25 PSI CGF, IM
JM UIA-TWO-
inch DensDeck or
IM UIA-TWO-
60, 72 or 80,
IM TPO MA-SB
-105.0
A
1/2
G-1
gypsum or gypsum
ISO 3, ValuTherm,
PART
Invinsa or min. 1.5-inch
PART
JM TPO
or TACC FA-
plank
ValuTherm AGF,
Invinsa Foam
Reflexsa
141
ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3,
ENRGY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI,
Existing poured
ENRGY 3 25 PSI AGF,
ENRGY 3 25 PSI CGF, JM
IM UIA-TWO-
(Optional) Additional
JM UIA-TWO-
JM TPO 45,
60, 72 or 80,
IM TPO MA-SB,
JM TPO MA-
-112.5
A
1/2
G-2
gypsum or gypsum
ISO 3, ValuTherm,
PART
layers of base
insulation
PART
JM TPO
LVOC or TACC
plank
ValuTherm AGF,
Reflexsa
FA-141
ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
3M TPO FB APPLICATIONS:
Min. 1.5-inch ENRGY 3,
ENRGY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI,
(Optional) Additional
Existing poured
ENRGY 3 25 PSI AGF,
ENRGY 3 25 PSI CGF, IM
JM UIA-TWO-
layers of base
insulation or Min. 0.25-
IM UIA-TWO-
IM TPO FB
IM TPO MA-WB
-105.0
A
1/2
G-3
gypsum or gypsum
ISO 3, ValuTherm,
PART
inch SECUROCK
PART
115 or 135
plank
ValuTherm AGF,
Gypsum -Fiber Roof
ValuTherm CGF,
Board
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Page 30 of 36
TABLE 6A: RECOVER APPLICATIONS
SYSTEM TYPE A: BONDED INSULATION, BONDED ROOF COVER
Base Insulation Layer
Top Insulation Layer
Roof Cover
Fire Rating
System
U 790/E108
No.
Substrate
—FAttach
—FAttach
MOP
(psf)
I ax
Type
Attach
Type
Type
Class
I line
(in.)
JM TPO APPLICATIONS:
Min. 1.5-inch ENRGY 3,
ENRGY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI,
ENRGY 3 25 PSI AGF,
ENRGY 3 25 PSI CGF,
(Optional) Min. 0.25-
JM TPO 45, 60,
3M TPO
R-1
Existing asphaltic BUR
IM ISO 3, ValuTherm,
JM UIA
inch DensDeck or
IM UIA
72 or 80, JM
MA-WB, IM
-75.0
A
1/2
ValuThemn AGF,
Invinsa
TPO Reflexsa
TPO MA-SB
ValuThemn CGF,
ValuThemn 25 PSI AGF,
ValuThemn 25 PSI CGF
Min. 0.25-inch
3M TPO 45, 60,
IM TPO
R-2
Existing asphaltic BUR
DensDeck or Invinsa
JM UIA
N/A
N/A
72 or 80, JM
MA-WB, IM
-75.0
A
3/4
TPO Reflexsa
TPO MA-SB
Min. 1.5-inch ENRGY 3,
IM TPO
ENRGY 3 AGF, ENRGY 3
MA-SB,
A
1/2
CGF, ENRGY 3 25 PSI,
ENRGY 3 25 PSI AGF,
ENRGY 3 25 PSI CGF,
(Optional) Additional
IM TPO 45, 60,
R-3
Existing asphaltic BUR
IM ISO 3, ValuTherm,
IM UIA
layers of base
JM UIA
72 or 80, IM
-157.5
ValuThemn AGF,
insulation
TPO Reflexsa
JM TPO
A
3/4
ValuThemn CGF,
MA-LVOC
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3,
ENRGY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI,
ENRGY 3 25 PSI AGF,
Min. 0.25-inch
JM TPO 45, 60,
JM TPO
R-4
Existing asphaltic BUR
ENRGY 3 25 PSI CGF,
IM ISO 3, ValuTherm,
JM UIA-TWO-PART
DensDeck or Invinsa
or min. 1.5-inch
IM UIA-TWO-PART
72 or 80, IM
MA-WB, IM
-105.0
A
3/4
ValuTherm AGF,
Invinsa Foam
TPO Reflexsa
TPO MA-SB
ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 0.25-inch
3M TPO 45,
JM TPO
R-5
Existing asphaltic
DensDeck or Invinsa
IM UIA-TWO-PART
N/A
N/A
60, 72 or 80,
MA-WB,
-105.0
A
BUR
or min. 1.5-inch
IM TPO
JM TPO
Invinsa Foam
Reflexsa
MA-SB
Page 31 of 36
TABLE 6A: RECOVER APPLICATIONS
SYSTEM TYPE A: BONDED INSULATION, BONDED ROOF COVER
Fire Rating
Base Insulation Layer
Top Insulation Layer
Roof Cover
MDP
UL790/E108
System
Max
No.
Substrate
Type
Attach
Type
Attach
Type
Attach
(Psf)
Class
I
incline
(in.)
Min. 1.5-inch ENRGY 3,
ENRGY 3 AGF, ENRGY 3
IM TPO
A
112
CGF, ENRGY 3 25 PSI,
MA-SB
ENRGY 3 25 PSI AGF,
(Optional) Additional
IM TPO 45, 60,
R-6
Existing asphaltic
ENRGY 3 25 PSI CGF,
IM UIA-TWO-PART
layers of base
JM UIA-TWO-PART
72 or 80, IM
-120.0
BUR
IM ISO 3, ValuTherm,
insulation
TPO Reflexsa
ValuTherm AGF,
JM TPO
3/4
ValuTherm CGF,
MA-LVOC
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3,
ENRGY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI,
ENRGY 3 25 PSI AGF,
(Optional) Min. 0.25-
IM TPO 45, 60,
JM TPO
R-7
Existing asphaltic
ENRGY 3 25 PSI CGF,
JM-OSFA
inch DensDeck or
3M-OSFA
72 or 80, 3M
MA-WB, 3M
-75.0
A
3/4
BUR
3M ISO 3, ValuTherm,
Invinsa
TPO Reflexsa
TPO MA-SB
ValuTherm AGF,
ValuTherm CGF,
ValuTherm 25 PSI AGF,
ValuTherm 25 PSI CGF
IM TPO
IM TPO 45, 60,
MA-WB, JM
R-8
Existing asphaltic
Min. 0.25-inch
3M-OSFA
N/A
N/A
72 or 80, 3M
TPO MA-SB
-75.0
A
3/4
BUR
DensDeck or Invinsa
TPO Reflexsa
or TACC
FA-141
JM TPO FS APPLICATIONS:
Min. 1.5-inch ENRGY 3,
ENRGY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI,
(Optional) Additional
ENRGY 3 25 PSI AGF,
layers of base
R-9
Existing asphaltic
ENRGY 3 25 PSI CGF1
3M UIA
insulation or Min.
JM UIA
IM TPO FB 115
3M TPO
-105.0
A
1/2
BUR
IM ISO 3, ValuTherm,
0.25-inch SECUROCK
or 135
MA-WB
ValuTherm AGF,
Gypsum -Fiber Roof
ValuTherrn CGF,
Board
ValuTherm 2S PSI AGF,
ValuTherm 25 PSI CGF
Min. 1.5-inch ENRGY 3,
ENRGY 3 AGF, ENRGY 3
CGF, ENRGY 3 25 PSI,
(Optional) Additional
ENRGY 3 25 PSI AGF,
layers of base
R-10
Existing asphaltic
ENRGY 3 25 PSI CGF,
IM ISO 3, ValuTherm,
IM UIA-TWO-PART
insulation or Min.
0.25-inch SECUROCK
IM UIA-TWO-PART
IM TPO FB 115
or135
JM TPO
MA-WB
-105.0
A
1/2
BUR
ValuTherm AGF,
Gypsum -Fiber Roof
ValuTherm CGF,
Board
ValuTherm 25 PSI AGF,
ValuTherrn 25 PSI CGF
Page 32 of 36
TABLE 613: RECOVER OVER EXISTING METAL PANEL ROOF
SYSTEM TYPE C-2: MECHANICALLY ATTACHED INSULATION, PLATE -BONDED ROOF COVER
Attachment
Fire Rating
UL790/E108
System
No.
Deck (See Note 1)
Insulation Layer
Roof Cover
MD1P
(psf)
Max
Fasteners
Density
Class
Incline
(in.)
ENRGY 3, ENRGY 3 AGF, ENRGY 3 CGF,
ENRGY 3 25 PSI, ENRGY 3 25 PSI AGF,
Preliminary
Insulation preliminarily
ENRGY 3 25 PSI CGF, IM ISO 3,
Securement:
secured with
IM TPO bonded to JM TPO
Existing wood, steel or
ValuTherm, ValuTherm AGF, ValuTherm
Ultral'ast
fasteners/plates in Note 2.
RhinoPlates with Rhinobond
concrete deck atop min.
CGF, ValuTherm 25 PSI AGF, ValuTherm
Plate -Bonded
JM Purlin Fasteners with
Plate bonding tool at 6
R-11
16 ga. (0.0598") purlins
25 PSI CGF between ribs or over panels
Securement:
JM TPO Rhino Plates
seconds per plate so tool
-45.0
A
1/2
or steel supports spaced
of existing non-structural metal roof
IM Purlin
spaced 6-inch o.c. at
reaches 400*F and cooled
max. 5 ft o.c.
followed by additional base layer or Min.
Fasteners with
every -other structural
with RhinoBond Cooling
0.25-inch DensDeck, Invinsa or
IM TPO
steel support (max. 120-
Clamps
SECUROCK Gypsum -Fiber Roof Board or
RhinoPlates
inch o.c.)
min. 7/16-inch OSB
ENRGY 3, ENRGY 3 AGF, ENRGY 3 CGF,
ENRGY 3 25 PSI, ENRGY 3 25 PSI AGF,
Preliminary
Insulation preliminarily
ENRGY 3 25 PSI CGF, JM ISO 3,
Securement:
secured with
IM TPO bonded to IM TPO
Existing wood, steel or
ValuTherm, ValuTherm AGF, ValuTherm
Ultral'ast
fasteners/plates in Note 2.
RhinoPlates with Rhinobond
concrete deck atop min.
CGF, ValuTherm 25 PSI AGF, ValuTherm
Plate -Bonded
JM Purlin Fasteners with
Plate bonding tool at 6
R-12
16 ga. (0.0598") purlins
25 PSI CGF between ribs or over panels
Securement:
IM TPO Rhino Plates
seconds per plate so tool
-45.0
A
1/2
or steel supports spaced
of existing non-structural metal roof
JM Purlin
spaced 18-inch o.c. at
reaches 400*F and cooled
max. 5 ft o.c.
followed by additional base layer or Min.
Fasteners with
every structural steel
with RhinoBond Cooling
0.25-inch DensDeck, Invinsa or
IM TPO
support (max. 60-inch
Clamps
SECUROCK Gypsum -Fiber Roof Board or
RhinoPlates
O.C.)
min. 7/16-inch OSB
ENRGY 3, ENRGY 3 AGF, ENRGY 3 CGF,
ENRGY 3 25 PSI, ENRGY 3 25 PSI AGF,
Preliminary
Insulation preliminarily
ENRGY 3 25 PSI CGF, IM ISO 3,
Securement:
secured with
IM TPO bonded to IM TPO
Existing wood, steel or
ValuTherm, ValuTherm AGF, ValuTherm
Ultral'ast
fasteners/plates in Note 2.
RhinoPlates with Rhinobond
concrete deck atop min.
CGF, ValuTherm 25 PSI AGF, ValuTherm
Plate -Bonded
IM Purlin Fasteners with
Plate bonding tool at 6
R-13
16 ga. (0.0598") purlins
25 PSI CGF between ribs or over panels
Securement:
JM TPO Rhino Plates
seconds per plate so tool
-67.5
A
1/2
or steel supports spaced
of existing non-structural metal roof
IM Purlin
spaced 12-inch o.c. at
reaches 400*F and cooled
max. 5 ft o.c.
followed by additional base layer or Min.
Fasteners with
every structural steel
with RhinoBond Cooling
0.25-inch DensDeck, Invinsa or
JM TPO
support (max. 60-inch
Clamps
SECUROCK Gypsum -Fiber Roof Board or
RhinoPlates
O.C.)
min. 7/16-inch OSB
ENRGY 3, ENRGY 3 AGF, ENRGY 3 CGF,
ENRGY 3 25 PSI, ENRGY 3 25 PSI AGF,
Preliminary
Insulation preliminarily
ENRGY 3 25 PSI CGF, IM ISO 3,
Securement:
secured with
IM TPO bonded to IM TPO
Existing wood, steel or
ValuTherm, ValuTherm AGF, ValuTherm
Ultral'ast
fasteners/plates in Note 2.
RhinoPlates with Rhinobond
concrete deck atop min.
CGF, ValuTherm 25 PSI AGF, ValuTherm
Plate -Bonded
JM Purlin Fasteners with
Plate bonding tool at 6
R-14
16 ga. (0.0598") purlins
25 PSI CGF between ribs or over panels
Securement:
IM TPO Rhino Plates
seconds per plate so tool
-120.0
A
1/2
or steel supports spaced
of existing non-structural metal roof
IM Purlin
spaced 6-inch o.c. at
reaches 4001F and cooled
max. 5 ft o.c.
followed by additional base layer or Min.
Fasteners with
every structural steel
with RhinoBond Cooling
0.25-inch DensDeck, Invinsa or
JM TPO
support (max. 60-inch
Clamps
SECUROCK Gypsum -Fiber Roof Board or
RhinoPlates
O.C.)
min. 7/16-inch OSB
Page 33 of 36
TABLE 6C: RECOVER OVER EXISTING METAL PANEL ROOF
SYSTEM TYPE D: INSULATED, MECHANICALLY ATTACHED ROOF COVER
Fire Rating
insulation
Roof Cover
MDP
UL790/E108
System
Deck
Max
No.
(See Note 1)
Base Layer
Top Layer
Attach
Membrane
Fasteners
Attachment
(psf)
Class
Incline
(in.)
ENRGY 3, ENRGY 3
AGF, ENRGY 3 CGF,
Additional base
ENRGY 3 25 PSI,
layer or Min.
Fasteners spaced
Existing wood,
ENRGY 3 25 PSI AGF,
0.25-inch
12-inch o.c. within
steel or concrete
ENRGY 3 25 PSI CGF,
DensDeck,
IM TPO 45,
IM Purlin
5-inch wide laps
deck atop min. 16
IM ISO 3, ValuTherm,
Invinsa or
Prelim.
60, 72 or 80,
Fasteners with
engage structural
-37.5
A
1/2
R-15
ga. (0.0598")
ValuTherm AGF,
SECUROCK
Attached
3M TPO
High Load Seam
supports spaced
purlins or steel
ValuTherm CGF,
Gypsum -Fiber
Reflexsa
Plates
60-inch o.c. Laps
supports spaced
ValuTherm 25 PSI AGF,
Roof Board or
sealed with 1.5-
max. 5 ft o.c.
ValuTherm 25 PSI CGF
min. 7/16-inch
inch heat weld.
between ribs or over
OSB
panels of existing non-
Ltructural metal roof
ENRGY 3, ENRGY 3
AGF, ENRGY 3 CGF,
Additional base
ENRGY 3 25 PSI '
layer or Min.
Fasteners spaced
Existing wood,
ENRGY 3 25 PSI AGF,
0.25-inch
12-inch o.c. within
steel or concrete
ENRGY 3 25 PSI CGF,
DensDeck,
IM TPO 45,
IM Purlin
5-inch wide laps
deck atop min. 16
)M ISO 3, ValuTherm,
Invinsa or
Prelim.
60, 72 or 80,
Fasteners with
engage structural
-45.0
A
1/2
R-16
ga. (0.0598")
ValuTherm AGF,
SECUROCK
Attached
)M TPO
Extra High Load
supports spaced
purlins or steel
ValuTherm CGF,
Gypsum -Fiber
Reflexsa
Seam Plates
60-inch o.c. Laps
supports spaced
ValuTherm 25 PSI AGF,
Roof Board or
sealed with 1.5-
max. 5 ft o.c.
ValuTherm 25 PSI CGF
min. 7/16-inch
inch heat weld.
between ribs or over
OSB
panels of existing non-
structural metal roof
ENRGY 3, ENRGY 3
AGF, ENRGY 3 CGF,
Additional base
ENRGY 3 25 PSI '
layer or Min.
Fasteners spaced
Existing wood,
ENRGY 3 25 PSI AGF
0.25-inch
6-inch o.c. within
steel or concrete
ENRGY 3 25 PSI CGF,
DensDeck,
IM TPO 45,
IM Purlin
5-inch wide laps
deck atop min. 16
IM ISO 3, ValuTherm,
Invinsa or
Prelim.
60, 72 or 80,
Fasteners with
engage structural
-82.5
A
1/2
R-17
ga. (0.0598")
ValuTherm AGF,
SECUROCK
Attached
IM TPO
High Load Seam
supports spaced
purlins or steel
ValuTherm CGF,
Gypsum -Fiber
Reflexsa
Plates
60-inch o.c. Laps
supports spaced
ValuTherm 25 PSI AGF,
Roof Board or
sealed with 1.5-
max. 5 ft o.c.
ValuTherm 25 PSI CGF
min. 7/16-inch
inch heat weld.
between ribs or over
OSB
panels of existing non -
I structural metal roof
I
Page 34 of 36
It
TABLE 613: RECOVER APPLICATIONS
SYSTEM TYPE F: NON -INSULATED, BONDED ROOF COVER
Roof Cover
Fire Rating
System
MDP
UL790/E108
Max
Substrate (See Notes I & 12)
No.
(Psf)
Type
Attach
Class
Incline
(in.)
R-18
Existing asphaltic granule surface cap sheet
JM TPO FB 115 or 135
IM-RSUA, 12-in. oc
-45.0
A
-
3/4
Page 35 of 36
@ 2016 UL LLC
This UL Evaluation Report is not an endorsement or recommendation for use of the subject andlor
product described herein. This report is not the UL Listing or UL Classification Report that covers the
subject product. The subject product's UL Listing or UL Classification is covered under a separate UL
Report. UL disclaims all representations and warranties whether express or implied, with respect to this
report and the subject or product described herein. Contents of this report may be based on data that has
been generated by laboratories other than UL that are accredited as complying with ISOVIEC
Standardl 7025 by the International Accreditation Service (1AS) or by any other accreditation body that is
a signatory to the International Laboratory Accreditation Cooperation (ILAC) Mutual Recognition
Arrangement (MRA). The scope of the laboratory's accreditation shall include the specific type of testing
covered in the test report. As the accuracy of any non-UL data is the responsibility of the accredited
laboratory, UL does not accept responsibility for the accuracy of this data.
Page 36 of 36
CITY Copy
RESU13
APR 2 4 2019
ENGINEERS
structural consultants
Structural Calculations
For
Hyundai Sales Addition - Supplemental
Calculations
Project Number: 18252
April 19, 2019
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Prepared by
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1594 West Park Circle
Ogden, Utah 84404
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LRFD
Connection 1: LRFD Results Report
ColumnlBearn Shear Tab Shear Connection
Material Properties:
Column
HSS12X12X12 A53 Gr.B
Fy = 35.00 ksi F. = 60.00 ksi
Beam
W12X19 A992
Fy = 50,00 ksi F� = 65.00 ksi
Plate
PO.3lx4.00x9.0 A36
Fy = 36.00 ksi F� = 58.00 ksi
0
Input Data:
ShearLoad
16.67 kips
User Input Shear Load
Axial Load
25.12 kips
User InputAxial Force (compression)
Column Force
50.00 kips
User Input Column Force
Column Moment
48.00 kips -in
User!npy! �olymp Mgment
Note: Unless specified, all code references are from AISC 360-16
Limit State
Required
Available
Unity Check
Result
HSS Limitations
PASS
�eometry Restrictions at Beam
PASS
, Column Weld Limitations
PASS
,Rotational Ductility, Erection Stability
�rz __ =�� .. -.11"_ __ I � .
.. �".". - - . .
:. t-
PASS . .
.
eam Shear Yield
16.67 kips
86.01 kips
0.19
PASS
Plate Shear Yield
16.67 kips
60.75 kips
0.27
PASS
Beam Shear Rupture
16.67 kips
65.82 kips
0.25
PASS
'Plate Shear Rupture at Beam
16.67 kips
52.00 kips
0.32
PASS
, Beam Axial Yield
25.12 kips
-
250.65 kips
-.' - -
0.10
- - -
PASS
�t
. �� ==� .. - : - -
'Plate Axial Yield
4, � : :Za - 1, = ��
25.12 kips
� �- `_� �- z ;
91.1.3 kips
. - r' .;
0.28
PASS
Peam Block Shear
16.67 kips
83.38 kips
0.20
PASS
'Plate Block Shear
16.67 kips
59.21 kips
0.29
PASS
'Compression Bucklingof the Plate
25.12 kips
91.13 kips
0.28
PASS
Lateral Stability / Stabilizer Plates
30.15 kips
291.22 kips
0.10
PASS
, Plate Flexural Yield
0.28
PASS
Plate Flexural Rupture
PASS
Plate Flexural Buckling
0.61.
PASS
Bolt Bearing on Beam
30.15 kips
53.68 kips
0.56
PASS
.Bolt Bearing on Plate at Beam
30.15 kips
53.68 kips.
0.56
PASS
Bolt Shear at Beam
30.15 kips
41.6 kips
0.72
PASS
B olt Group Eccentricity
0.78
Weld at Column
30.15 kips
100.22 kips
0.30
PASS
HSS Punching Shear
35.85 kips -in
508.84 kips -in
0.07
PASS
HSS Column Transverse Plastification
25.12 kips
99.58 kips
0.25
PASS
Page 2 of 5
10
Connection 1: Connection Properties Report
Connection
Connection Title
Connection Type
Connection Category
Beam Connection
Column Connection Type
Throujh Plate
Loading (LRFD)
ShearLoad
Axial Load
Column Force
Column Moment
Eccentric Moment Calculation
Components
Column Secti on
Material
Beam Section
Material
Hole Type
Plate� �w ction
Material
Thickness
Width
Depth
Hole Type
Column Weld
Type
Fillet Size
Bea
Its
Beam Bolts
'blameter, in.
R�W_s
Bolts per Row
i��gitydinal'Spacing
�ransverse Spacing
.5�11[p Critical
AssernW
ColumnlBearh Clearance
Plate Vertical Positi on
Beam Bolts Edge Distance Dimensions
Beam Bolts/Beam Edge.Dist
Beam Bolts Horz Edge Dist
Beam Bolts Vert Edge Dist
Columnl8earn Shear Tab Shear Connection
Connection I
Column/Beam ShearTab Shear Connection
Bolted
Narrow
No
16.67 kips
25.12 kips
50.00 kips
48.00 kips -in
Include All Eccentricities
HSS12X12X12
A53-Gr.B
W12XI9
_A992
STI)
PO.31x4.00X9.00
A36
O.il in
4.00 in
'd in
19., �6
STD
E70
Double Fillet
4.00 Sixteenths
3/4" Group A-N
Group
3/411
3
3.00 in
3.00 in
No
0.50 in
1.50 in
1.50 in
2.00 in
1.50 in
Page 3 of 5
Connection I Copy: LRFD Results Report
Material Properties:
Column
Beam
Plate
I nput Data:
ShearLoad
Axial Load
Column Force
Column Moment
Note: Unless specified, all code references are from AISC 360-16
M
LRFD
ColumnlBearn Shear Tab Shear Connection
HS512X12X12 A53 Gr.B Fy = 35.00 ks!
F� = 60.00 ksi
W16X26 A992 Fy = 50.00 ksi
Fu = 615.00 ksi
PO.3lx4.00xl2. A36 Fy = 36.00 ksi
Fu = 58.00 ksi
00
16.67 kips
User Input Shear Load
25.12 kips
User Input Axial Force (compression)
50.00 kips
User Input Column Force
48.00 kips -in ...
.,User Inj�,utqlumn Mo_ment
Limit State
Required
Available
Unity Check
Result
HSS Limitations
PAIS
Geometry Restrictions at Beam
PASS
Zolumn Weld Limitations
PASS
Rotational Ductility, Erection Stability
PASS
Beam Shear Yield
16.67 kips
105.97 kips
0.16
PASS
ilate Shear Yield
16.67 kips
81.00 kips
0.21
PASS
Beam Shear Rupture
16.67 kips
89.21 kips
0.19
PASS
'Plate Shear Rupture at Beam
16.67 kips
69.33 kips
0.24
PASS
�iieam Axia-'I*'Yield
25.12 kips
345.60 kips
0.07
PASS
Plate Axial Yield
25.12 kips
121.50 kips
0.21
PASS
Beam Block Shear
16.61 kips
103.74 kips
0.16
PASS
i6te B-,loc,k Shear
16.67kips
74.40 kips
0.22
PASS
,�ompresslon Buckling of the Plate
-St-abi-li�-z�e--,r-P-l�at-es"�
25.12 kips.
121.50 kips
_,��38_8=i
0.21
-OW-8
PASS
-P
iate- raii, S_t_aQ1lft�y,/_
_,_3_0A'kip,s,_`
9kl�ps'
A-S-S
ate exuralYield
�01 Fl-
0.15
PASS
,01ate Flexural Rupture
0.07
PASS
'Plate Flexural Buckling
0.40
t 4
PASS
ji�lt searing on Beam
30.15 kips
71.57 kips
0.42
PAIS
Bolt Bearing on Plate at Beam
30.15 kips
71.57 kips
0.42
PASS
Aolt Shear at Beam
30.15 kips
62.25 kips
0.48
PASS
161olt Group 'Eccentricity
0.87
We'ld at, Column
30.15 kips
133.63 kips
0.23
PASS
HIS Punching Shear
42.1.3 kips -in
904.61 kips -in
O.OS
PASS
.HSS Column Transverse Plastification
25.12 kips
110.09 kips
0.23
PASS
Page 4 of 5
1 12
Connection I Copy: Connection Properties Report
Connection
Connection Title
Connection Type
Connection Category
Beam Connection
Column Connection Type
Through Plate
Loading (LRFD)
ShearLoad
Axial Load
Column Force
Column Moment
Eccentric Moment Calculation
Components
Column Section
Material
Beam Section
material
Hole Type
Plate Section
Material
Thickness
Width
Depth
Hole Type
Column Weld
Type
Fillet Size
Beam Bolts
B.e�m. Bolts
Diameter, in.
Rows
Bolts per Row
Longitudinal Spacing
Transverse Spacing
Slip Critical
Assembly
Column/Beam Clearance
Plate Vertical Position
Beam Bolts Edge Distance Dimensions
Beam Bolts/Beam Edge Dist
Beam Bolts Horz Edge Dist
Beam Bolts Vert Edge Dist
ColumnlBeam Shear Tab Shear Connection
Connection 1 Copy
Column/Beam Shear Tab Shear Connection
Bolted
Narrow
No
16.67 kips
25.12 kips
50.00 kips
48.00 kips -in
Include All Eccentricities
H5512X12X12
A53 Gr.B
W16X26
A992
STD
PO.3lx4.00xl2.00
A36
0.31 in
4.00 in
12.00 in
STD
E70
Double Fillet
4.00 Sixteenths
3/4" Group A-N
group A-N
3/4"
1
4
3.00 in
3.00 in
No
0.50 in
1.50 in
1.50 in
2.00 in
1.50 in
Page 5 of 5
13
LRFD
Connection 1 Tension: LRFD Results Report ColumnlBeam Shear Tab Shear Connection
Material Properties
Column
HSS12X12X12 A53 Gr.B
Fy = 35.00 ksi I . , = 6000 ksi
Beam
W12X19 A992
FV = $0.00 ksi F,, = 6S.00 ksi
Plate
PO.3lx4.00x9.0 A36
F" = 36.00 ksi ru = 58.00 ksi
0
Input Data:
ShearLoad
16.67 kips
User Input Shear Load
Axial Load
-25.12 kips
User InputAxial Force (tension)
Column Force
50.00 kips
User Input Column Force
Ci�lumn moment
49.00 kips -In
Userin utColumnMoment
Note� Unless specified, all code references are from AISC 360-16
Limit State Required Available Unity Check Result
PASS
SS Limitations
)Geometry Restrictions at Beam PASS
io-li" W&Id�'U__ lm�* itat�io�n' i_ PASS—
tionall Ductility, Erection Stability PASS
Beam Shear Yield 1U7 kips -86.01 kips 0.19 PASS
late Shear Yield
16.67 kips
60.75 kips
0.27
PASS
kiiiam S:�heir'Luptiu`re
16.67 kips
65.82 kips
025
PASS
,Plate Shear Rupture at Beam
16.67 kips
52.00 kips
0.32
PASS
Beam Axial Yield
25.12 kips
250.65 kips
OM
PASS
Kte Axial Yield
2S.12 kips
.91.13 kips
0.28
PASS
heam Tension Rupture
25.12 kips
241.46 kips
0.10
PASS
L
kate Tension Rupture at Beam
25.12 kips
86_66 kips
0.29
PASS
,Beam Block Shear
16.67 kips
83.38 kips
0.20
PASS
'Plate Block Shear
16.67 kips
59.21 kips
0.28
PASS
ieamTeiarou_C��
25.12 kips
63.30 kips
0.40
PASS
'Plate Tearout on Plate at Beam
25.12 kips
78.02 kips
0.32
PASS
iateral Stability/ Stabilizer Plates
30.15 kips
291.22 kips
0.10
PASS
Plate Flexural Yield
0.26
PASS
L�_ =7
Pi'ate Flexural Rupture
0.30
PASS
Plate Flexural Buckling
16.67 kips
50.44 kips
0.33
PASS
Bolt Bearing on Beam
30.15 kips
53.68 kips
O.S6
PASS
bolt Bearing on Plate at Beam
30.15 kips
53.68 kips
O.S6
PASS
bolt Shear at Beam
30.15 kips
41.89 kips
0.72
PASS
Bolt Group Eccentricity
0.78
ii�dd it C a'l-u �m n
5.40 kips/in
11.14 kips/in
0.49
PASS
-HSS PunchingShear
30.83 kips -in
508.84 kips -in
0.06
PASS
continued on next page
Page 5 of 7
14
Connection I Tension: LRFD Results Report (continued):
Limit State Required Available Unity Check Result
HSS Colurn� Transverse Plastification 25.12 kips 99.58 kips 0.25 PASS
Page 6 of 7
15
Connection 1 Tension: Connection Properties Report
Connection
Connection Title
Connection Type
Connection Category
Beam Connection
Column Connection Type
Through Plate
Loading (LRFD)
ShearLoad
Axial Load
Column Force
Column Moment
Eccentric Moment Calculation
Components
Column Section
Material
Beam Section
Material
Hole Type
Plate Section
Material
Thickness
Width
Depth
Hole Type
Column Weld
Type
Fillet Size
Beam Bolts
Beam Bolts
Diameter, in.
Rows
Bolts per Row
Longitudinal Spacing
Transverse Spacing
Slip Critical
Assembly
Column/Beam Clearance
Plate Vertical Position
Beam Bolts Edge Distance Dimensions
Beam Bolts/Beam Edge Dist
Beam Bolts Horz Edge Dist
Beam Bolts Vert Edge Dist
ColumnlBeorn Shear Tab Shear Connection
Connection 1 Tension
Column/Beam Shear Tab Shear Connection
Bolted
Narrow
No
16.67 kips
-25.12 kips
50.00 kips
48.00 kips -in
Include All Eccentricities
HSS12X12X12
A53 Gr.B
W12X19
A992
STD
PO.3lx4.00x9.00
A36
0.31 in
4.00 in
9.00 in
STD
E70
Double Fillet
4.00 Sixteenths
3/4" Group A-N
Group A-N
3/4"
1
3
3.00 in
3.00 in
No
0.50 in
1.50 in
1.50 in
2.00 in
1.50 in
Page 7 of 7
'A
16
Connection I Copy Tension: LRFD Results Report
i'Matedal - �ropeiti es:
Column
Beam
Plate
Input Data.
ShearLoad
Axial Load
i Column Force
Column Moment
Note: Unless specified, all code references are from AISC 360-16
HSS12X12X12 A53 Gr.B
W16X26 A992
PO.Blx4.00xl2. A36
00
16.67 kips
725.12 kips
50.00 kips
48.00 kips -in
LRFD
ColumnlBeom Shear Tob Shear Connection
Fy = 3S.00 ksi Fu = 60.00 ksi
Fy = 50.00 ksi Fu = 65.00 ksi
Fy = 36.00 ksi Fu = 58.00 ksi
User Input Shear Load
User Input Axial Force (tension)
User Input Column Force
User Input Column Moment
Limit State
Required
Available
Unity Check
Result
,HSS Limitations
PASS
Geo�eir trictions at Beam
PASS
'Column Weld Limitations
PASS
k�tational Ductility, Erection Stability
PASS
Beam Shear Yield
16.67 kips
105.97 kips
0.16
PASS
ea
Flai�!ih iYi 11i
16.67 kips
81.00 kips
0.21
PASS
Beam Shear Rupture
16.67 kips
89.21 kips
0.19
PASS
Plate Shear Rupture at Beam
16.67 kips
69.33 kips
0.24
PASS
'#earn Axial Yield
25.12 kips
345.60 kips
0.07
PASS
Nate Axial Yield
25.12 kips
121.50 kips
0.21
PASS
beam Tension Rupture
25.12 kips
331.74 kips
0.08
PASS
�late Tension Rupture at Beam
25.12 kips
115.55 kips
0.22
PASS
eam Block Shear
16.67 kips
103.74 kips
0.16
PASS
'Plate Block Shear
16.67 kips
74.40 kips
0.22
PASS
l3ea Tearout
25.12 kips
93.23 kips
0.27
PASS
I 1PIate Tearout on Plate at Beam
25.12 kips
106.91 kips
0.23
PASS
lateral Stability / Stabilizer Plates
30.15 kips
388.29 kips
0.08
PASS
�Plate Flexural Yield
0.12
PASS
Plate Flexural Rupture
0.14
PASS
Plate Flexural Buckling
16.67 kips
88.09 kips
0.19
PASS
Bolt Bearing on Beam
30.15 kips
71.57 kips
0.42
PASS
Polt Bearing on Plate at Beam
30.15 kips
71.57 kips
0.42
PASS
'Bolt Shear at Beam
30.15 kips
62.25 kips
0.48
PASS
Polt Group Eccentricity
0.87
: Weld at Column
-
3.41 kips/in
11.14 kips/in
0.31
PASS
� a. .. - . .. : - .
HSS.Punching Shear
24.55 kips -in
904.61 kips -in
0.03
- -_
PASS
continued on next page...
Page 2 of 7
17
Connection I Copy Tension: LRFD Results Report (continued):
Ulmit State Required Available UnitV Check Result
25.12 kips 110.09 kips 0.23 PASS
S Co umn Transverse Plastification
Page 3 of 7
18
Connection 1 Copy Tension: Connection Properties Report
Connection
Connection Title
Connection Type
Connection Category
Beam Connection
Column Connection Type
Through Plate
Loading (LRFD)
ShearLoad
Axial Load
Column Force
Column Moment
Eccentric Moment Calculation
Components
Column Section
material
Beam Section
Material
Hole Type
Plate Section
Material
Thickness
Width
Depth
Hole Type
Column Weld
Type
Fillet Size
Beam Bolts
Beam Bolts
Diameter, in.
Rows
Bolts per Row
Longitudinal Spacing
Transverse Spacing
Slip Critical
Assembly
Column/Beam Clearance
Plate Vertical Position
Beam Bolts Edge Distance Dimensions
Beam Bolts/Beam Edge Dist
Beam Bolts Harz Edge Dist
Beam Bolts Vert Edge Dist
Columnl8earn Shear Tab Shear Connection
Connection 1 Copy Tension
Column/Beam Shear Tab Shear Connection
Bolted
Narrow
No
16.67 kips
-25.12 kips
50.00 kips
48.00 kips -in
Include All Eccentricities
HSS12X12X12
A53 Gr.B
W16X26
A992
STD
PO.3lx4.00xl2.00
A36
0.31 in
4.00 in
12.00 in
STI)
E70
Double Fillet
4.00 Sixteenths
3/4" Group A-N
Group A-N
3/4"
1
4
3.00 in
3.00 in
No
0.50 in
1.50 in
1.50 in
2.00 in
1.50 in
Page 4 of 7
19
ProjectNo. Sheet No.
FIX=
Project
ENGINEERS
Prepared By It Date
170
-k, � L-C, p,, t
210,0& f. A t, -- �- -�,- 0 0 ( 6
A
94
IA, 16 0 k
� I- — - 2'4- (9 s � 4V — -- ;4, 70 0 ( �
Title Black Une I Project Title:
You can change this am Engineer.
using the "Selil menu Rom Project ID:
and then using the 'Printing Project Descr:
Title Block'3eleclion.
Steel Column
Description: Lccentrealy L*&M Ex, Column
Code Reffierlinces
Calculations pet AJSC 360-10, IBC 2015. CBC 2016. ASCE 7-10
Load Combinations Used: IBC 2015
General Information
Steel Section Name: HSSSxSxSl16 Overall Column Height 21 ft
Analysis Method: Allouvable Strength Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection lbuckling) along columns:
Fy: Steel Yield 46.0 kSi X-X (WAft) was:
E: Elastic Bonding Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling - 21 ft.K = 1.0
Y-Y tidepth) axis:
(In raced Length for Y-Y Axis bt6fing = 21 ft. It � 1.0
Applied Loads
Service bads entanad. Load Faclore will beapplind for cailcuintions,
Column segypelght Included: 668.04 lbs 'Dead Load Factor
AXIAL LOADS _
Exisfing: Axial Load at 21.0 ft, Yacc = 6.50 in, D = 2.083, LR = 2,750, S = 3.438 k
New 1: Axial Load at 21.0 ft Xecc = 7.0 In, D = 5. 130, LR = 6842, S = 8.550 k
Axial Load at 21.0 ft Xem = 12.0 in, D = 1.620. LR m 2,160, 8 = 2,70 it
Existing: Axial Load at 21,0 ft, Yeoc = -6.50 in, 0 = 2,063, LR = 2.750, S = 3.438 k
DESIGN SUAWARY
Sending & Shear Check Results
PASS Max. AxI9148anding Stress Ratio 0.3086 :1
Maximm Lood Rwilon..
Load Combination +D+S
Top along X-X 0.5857 k
Localianolmacabowbaso 21.0 ft
Bottom along X-X 0.5857 k
At maximurn locatfon values am...
To Ion 00,
PA: AIJA
29.669 It
pa 9
Bottom along Y-Y 0.0 k
Pal0maga:Alowable
156.019 It
Ma,x: Applied
0.0 k.ft
hUxImum Load Deflections
M,-x I On*ga; Alloable
67.615 k4t
Along Y-Y 0.0 in -1 O-Oft abo"base
W": Applied
-12.30 k-ft
rot load combination:
Mq.y I Omega: Allowable
57,615 k4t
Along X-X -0.2443 in at 12.262ft abonnebase
(a land combination: -D+$
PASS Maximum Shear Stress Rota
0.008544 :1
LoadCwbineron
D.S
Locationofmax.some base
0.0 ft
Almaximumlocelionvatuasare..,
Va: Applied
0.5857 k
Vm 10=ga i Allowable
68.552 k
Load Combination Results
Load Combination
Stress Ratio Status
Location
Cbx
City
KxLx)Rx KyLyJRy
Stress Ratio Status Location
0 Only
0.117 PASS
21.00 ft
1.00
1.66
RE 51
80.51
0.003 PASS
0.00 ft
+D-Lr
0,270 PASS
2 1.00 ft
1.00
1.66
80.51
80.51
0.007 PAS S
0.00 ft
+D+S
0.309 PASS
2 1.00 ft
1.00
1.66
80.51
80.51
0.009 PASS
0.00 ft
-D+0.75W
0.232 PASS
21.004
1.00
1.66
80.51
80.51
0,006 PASS
0.00 ft
4040,750S
0.261 PASS
21.00ft
1.00
1.66
80.51
80.51
0.007 PASS
0.00 ft
,0.60D
0.070 PASS
2 1,00 ft
1.00
1.66
80.51
80.51
0.002 PASS
0.00 ft
Maximum Reactions
Note:
Only non-zera reactiona ate listed,
Audal Reaction
X.XA.[sReadbn
k
Y-Y Axis
Reaction
M. - End
Mcments k4t My - End Moments
Load Combination
@ Base
@ Base @ Top
@ Bass
Q Top
@ Baso
@ Top @ Baw
@ Top
-D+Lr 26,046 0.513 0,513
�0.s 29.669 0.5r. 0.5m
�04750fu 22.420 DAN 0.439
4D+().?SCS 25.137 0.494 0.494
40,600 6AX 0.132 0.132
Title Block Une I
Project Tide:
You can change this area
Engineer:
using the 'Safflngs" menu Item
Project ID:
and then using the *Printing &
Project Descr.
Title BW* selection.
TVs Block Line 6
F�hnttd: 15 APR 1010. 1 1:5CANI
Steel Column
13252-hWndIdSMAddlionEftends WxMogionserfir
Description: E-tricalty LoaW Ex. Column
Maximum Reactions
Note: Only nor�zsm
ano 11�0.d.
Axial P..Iioo
X-X A.1, Road. It Y-YAx Fleacilan
Mx - End Moments k-ft
My - End Moments
Load Combination
@ Base
@a- 9
Top @a- @Top
@ Be.% @ Top
@ Base @ T.p
Lr Only
14,502
0.293
0293
8 Only
18.125
0.366
0.386
Extreme Reactions
Axial Readion
X.X Axis Reaction k Y�Y Axis Reaction
Mx -End Mcmenls k-ft
My - End Momenis
Item
Extreme Value @ Base
Base
Top @ Be. @Top
@ Baw @ Too
@Base @ Top
Axial @ Base
Maxim- 29.6%
0.586
D.586
-12'3co
Mr re- 6.9m
0.132
D. 132
.21707
Reacd.n. X-X Axis Be.
Maximtwn 29.669
0.586
D.586
-12,300
Minimum 6,926
OA32
0,132
-2.767
1. !cflor, Y-Y Axis Bm
MaxImurn 11.544
0,220
0.220
4.612
Minimum 11.544
0220
0.2m
AA12
Reaction, X.X Axis Top
MwImum 29.M
0,586
0.5%
.12.300
MI -4um 6,926
0132
D.132
-2.767
ll.aclon, Y-Y Axis Top
Maximum 18.125
0.366
0.366
.7.687
Minimum 11.544
0,220
0220
.4.612
Moment. XX Axis Base
Maxinum 1L544
0.2"
.4.612
Mnimum 11.544
0.220
-4.612
Moment. Y-Y Axis Basa
Mainum 11.544
02M
0.220
4.612
Minimum 11.544
am
0.220
-4.612
Moment. X-X Axio Top
Maximum 11.544
0.220
0,220
�.612
Minimurn 11.544
0.220
0.220
-4612
Moment, Y-Y Axis Top
Maximum 028
ai32
0.132
Z767
MINmum 29,669
0.586
0,586
.12.300
Maximum Deflections for Load Combinations
Load Combbaton
Mo. X-X Dogsdion
Distance
Max. Y-Y Dettedion
Distance
0 only
.0.09f6 in
12,262
ft 0,000 In
McDo ft
�D.Lr
a21311 in
12,262
ft ODIX) in
0.00D It
�o +S
-0.2443 In
12.262
ft 0000 in
(11,0011 ft
-0-07501r
.0.18M In
12.262
It 0000 in
0,000 ft
.0-0.750S
-0,2062 In
11262
It 0.000 in
0.000 ft
46M
4MM In
12.262
ft 0,000 in
0.0130 Q
Lrorgy
41222 In
12,262
it 0.000 in
0.00D It
S Only
-0.1527 in
12.262
ft 0.000 in
0.0M ft
Steel Section Properties
HSS8x8x5I16
Depth
&000 in I a
6 -4
J
136.000 inAd
Design Thick
0.291 in S xx
2'1'4'0 �n-3
Wid1h
8.000 in A xx
3,130 In
Won Thid
0,313 in zx
25,100 rr-3
Ama
8.160 IMA2 I yy
85 6DO InA4
C
34.500 ir-3
Weight
3t&() Pf S yy
21,400 ln13
Ryy
3.130 in
Ycg 0,000 m
Title Black Line I
Project Title:
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Engineer.
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and ftn using theTrInting &
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1111. Block Line 6
PAnt.d: 15 APR 2019r 11:55AM
steel column
son— cowkH EhIMALC. INC. 1951201t DW,10.ZIZ�13
Descrip'llon : Ecoonlriulk Loaded 6 Column
CD
* Load 1
+y
8.00in
*'Load 4
+kl*'Load2 *`Load3
A
Title Block Line 1
You can.change this area
using the "Settings' menu item
and then using the 'Printing &
Title Block" selection.
Project Title: 22
Engineer:
Project ID:
Project Descr:
Title block Line 6 Printed: 19 APR 2019, 1:26PM
18252 - Hyundai Sales Addition Edmonds WAIEngineering\Calculations\OtheA1 8252-Hyundai Sales Addition.ec6 .
Steel Column Software copyright ENERCALC, INC. 1983-2018, Build:10.18.112.13 .
Description : Office Header Post
�ode References -- I
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Steel Secbon Name:
HSS4x4xl/4
Overall Column Height 10.0 ft
Analysis Method:
Allowable Strength
Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade
Brace condition for deflection (buckling) along columns
Fy: Steel Yield
46.0 ksi
X-X (width) axis :
E : Elastic Bending Modulus
19,000.0 ksi
Unbraoed Length for X-X Axis buckling= 10.0 ft, K = 1.0
Y-Y (depth) axis:
Unbraced Length for Y-Y Axis buckling= 10.0 ft, K = 1,0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included: 122.10 lbs Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 fl, Xecc = 2.0 in, D 1.90, L 5.50 k
DESIGN SUMOARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.1906 : I
Maximum Load Reactions..
Load Combination
+D+L+H
Top along X-X
0. 1233 k
Location of max.above base
9.933 ft
Bottom along X-X
0. 1233 k
At maximum location values are ...
Top along Y-Y
0.0 k
Pa: Axial
7.522 k
Bottom along Y-Y
0.0 k
Pn /Omega: Allowable
48.950 k
Ma-x: Applied
0.0 k-ft
Maximum Load Deflections ...
Mn-x /Omega: Allowable
10.765 k-ft
Along Y-Y 0.0 in at
O.Oft above base
for load combination :
Ma-y: Applied
-1.225 k-ft
Mn-y /Omega: Allowable
10.765 k-ft
Along X-X -0.09305 in at
5.839ft above base
for load combinabon:+D+L+H
PASS Maximum Shear Stress Ratio
0.004851 : 1
Load Combination
+D+L+H
Location of max.above base
0.0 It
At maximum location values are ...
Va: Applied
0.1233 k
Vn / Omega: Allowable
25.423 k
Load Combination Results
Maximum
Axial + Bending
Stress Ratios
Maximum
Shear Ratios
Load Combination
Stress Ratio
Status
Location
Cbx
Cby
KxLx/Rx
KyLy/Ry
Stress Ratio Status Location
+D+H
0.050
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.001
PASS
0.00 ft
+D+L+H
0.191
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.005
PASS
0.00 ft
+D+Lr+H
0.050
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.001
PASS
0.00 ft
+D+S+H
0.050
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.001
PASS
0.00 ft
+D+0.750Lr+0.750L+H
0.155
PASS
9.93 It
1.00
1.66
78.95
78.95
0.004
PASS
0.00 ft
+D+0.750L+0.750S+H
0.155
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.004
PASS
0.00 ft
+D+0.60W+H
0.050
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.001
PASS
0.00 ft
+D+0.70E+H
0.050
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.001
PASS
0.00 ft
+D+0.75OLr+0.750L+0.450W+H
0.155
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.004
PASS
0.00 ft
+D+0.750L+0.750S+0.450W+H
0.155
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.004
PASS
0.00 ft
+D+0.750L+0.750S+0.5250E+H
0.155
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.004
PASS
0.00 ft
+0.60D+0.60W+0.60H
0.030
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.001
PASS
0.00 ft
+0.60D+0.70E+0.60H
0.030
PASS
9.93 ft
1.00
1.66
78.95
78.95
0.001
PASS
0.00 ft
Maximum Reactions
Note:
Only non -zero
reactions are listed.
Axial Reaction
X-X Axis Reaction k
Y-Y Axis
Reaction
Mx - End Moments k-ft My - End
Moments
Load Combination
@ Base
@ Base
@ Top
@ Base
@ Top
@ Base
@ Top
@ Base
@ Top
+D+H
2.022
0.032
0.032
+D+L+H
7.522
0.123
0.123
a
Title Block Line 1
Project Title: 23
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using the "Settings" menu item
"Printing
Project ID:
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Title Block" selection.
Title Block Line 6 Pdnted: 19 APR 2019, 1:26PM
18252 - Hyundai Sales Addition Edmonds WAIF-ngineering�Calculations\Otherk1 8252-Hyundai Sales Addition.ecli .
Steel Column Software copyhqht ENERCALC, INC. 1983-2018, Build:10.18.12.13 .
Description : Office Header Post
Maximum Reactions Note: Only non -zero reactions are listed.
Axial Reaction
X-X Axis Reaction k
Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Load Combination
@ Base
@ Base
@ Top
@ Base @ Top @ Base @ Top @ Base @ Top
+D+Lr+H
2.022
0.032
0.032
+D+S+H
2.022
0.032
0.032
+D+0.75OLr+0.750L+H
6.147
0.100
0.100
+D+0.750L+0.750S+H
6.147
0.100
0.100
+D+0.60W+H
2.022
0.032
0.032
+D+0.70E+H
2.022
0.032
0.032
+D+0.750Lr+0.750L+0.450W+H
6.147
0.100
0.100
+D+0.750L+0.750S+OA50W+H
6.147
0.1100
0.100
+D+0.750L+0.750S+0.5250E+H
6.147
0.100
0.100
+0.60DA.60W+0.60H
1.213
0.019
0.019
+0.60D+0.70E+0.60H
1.213
0.019
0,019
D Only
2,022
0.032
0.032
Lr Only
L Only
5.500
0.092
0.092
S Only
W Only
E Only
H Only
Extreme keacfions
Axial Reaction
X-X Axis Reaction k
Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Item
Extreme Value
@ Base
@ Base
@ Top
@ Base @ Top @ Base @ Top @ Base @ Top
Axial @ Base
Maximum
7.522
0.123
0.123
Minimum
Reaction, X-X Axis Base
Maximum
7.522
0.123
0.123
Minimum
Reaction, Y-Y Axis Base
Maximum
2.022
0.032
0.032
Minimum
2,022
0.032
0,032
Reaction, X-X Axis Top
Maximum
7.522
0.123
0.123
Minimum
Reaction, Y-Y Axis Top
Maximum
5.500
0.092
0.092
Minimum
2.022
0.032
0.032
Moment, X-X Axis Base
Maximum
2.022
0.032
Minimum
2.022
0.032
Moment, Y-Y Axis Base
Maximum
2.022
0.032
0.032
Minimum
2.022
0.032
0.032
Moment, X-X Axis Top
Maximum
2.022
0.032
0.032
Minimum
2.022
0.032
0.032
Moment, Y-Y Axis Top
Maximum
2.022
0.032
0.032
Minimum
2.022
0.032
0.032
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max, Y-Y Deflection
Distance
+D+H
-0.0239
in
5.839
ft 0.000
in
0.000
ft
+D+L+H
-0.0931
in
5.839
ft 0.000
in
0.000
ft
+D+Lr+H
-0.0239
in
5.839
ft 0.000
in
0.000
ft
+D+S+H
-0.0239
in
5.839
ft 0.000
in
0.000
ft
+D+0.75OLr+0.750L+H
-0.0758
in
5.839
It 0.000
in
0.000
ft
+D40.750L+0.750S+H
-0.0758
in
5,839
ft 0,000
in
0.000
ft
+D40.60W+H
-0.0239
in
5.839
ft 0.000
in
0.000
It
+D+0.70E+H
-0.0239
in
5.839
ft U00
in
0.000
ft
+D+0.750Lr+0.750L+0.450W+H
-0.0758
in
5.839
Ift 0.000
in
0.000
ft
+D+0.750L+0.750S+0.450W+H
-0.0758
in
5.839
ft 0.000
in
0.000
Ift
+D+0.750L40.750S+0.5250E+H
-0.0758
in
5.839
ft 0.000
in
0.000
ft
+0.60D+0.60W+0.60H
-0.0143
in
5.839
It 0.000
in
0.000
ft
+0.60D470E+0.60H
-0.0143
in
5.839
ft 0.000
in
0.000
ft
D Only
-0.0239
in
5.839
ft 0.000
in
0.000
ft
Lr Only
0.0000
in
0.000
ft 0.000
in
0.000
ft
L Only
-0.0692
in
5.839
ft 0.000
in
0.000
ft
Title Block Line 1 Project Title: 24
You can change this area Engineer:
using the "Settings" menu item Project ID:
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and then using the "Printing &
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Title Block Line 6 Printed: 19 APR 2019, 1:26PM
18252 - Hyundai Sales AdOon Edmonds WA\Erigineering\Calculations\OtheAI8252-Hyuftdai Sales Addition.ec6 -
Steel Column Software oopydght ENERCALC, INC. 1983-2018, Build:10.18.12.13 .
Lic. # : KW-06002489 Licensee: ARW ENGINEER,'m
Description Off ce Header Post
Maximum Deflections for Load Combinations
Load combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
S Only
0.0000
in
0.000
ft 0.000 in
0.000
ft
W Only
0.0000
in
0.000
It 0.000 in
0.000
ft
E Only
0.0000
in
0.000
ft 0.000 in
0.000
ft
H Only
0.0000
in
0.000
ft 0.000 in
0.000
ft
Steel Section Properties
HSS4x4xl/4
Depth
4.000 in
I xx
7.80 in'14
J
12.800 in14
Design Thick
0.233 in
S xx
3.90 in A 3
Width
4.000 in
R xx
1.520 in
Wall Thick
0.250 in
zx
4.690 in A 3
Area
3.370 in A 2
1 yy
7.800 in A 4
C
6.560 in A 3
Weight
12.210 plf
S yy
3.900 in A3
R yy
1.520 in
Ycg 0.000 in
s k et c h- e s
.G
CD
0
4
+Y
1
7AM
Mary Parker
From: frank karreman <frank@3rkarchitecture.com>
Sent: Tuesday, April 23, 2019 11:25 AM
To: Mary Parker
Subject: Hyundai 8.5X11 documents
Attachments: UL evaluation ER10167-Ol.pdf, ARW - 18252 - Hyundai Sales Addition -Supplemental
Structural Calculations-20190419.pdf
Hi Mary. Please make (2) sets each of the attached 8.5xll,color double -sided copies. I'll pick up this afternoon
along with prints I'll be sending to Justin shortly. Thanks,
Frank Karreman
31r1k arch itectu reldesign
206-842-1253
frank@3rkarchitecture.com
r 'T
Site Improvement Bond Quantity Worksheet S15 Web 149SUB
La King County 5L'Mo�ci-otzb APR 2 4 2019
Department of Permitting & Environmental Review 0181IMSMNOr
35030 SE Douglas Street, Suite 210
Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600.
206-296-6600 M Relay 711
Project Name: Doug's Lynnwood Hyundai Sales & Service Date: 4/24/2019
Location: 22130 WA-99, Edmonds, WA 98026 Project No.: BLD20190120
Activity No.:
Clearing greater than or equal to 5,000 board feet of timber?
yes
If yes,
Forest Practice Permit Number:
(RCW 76.09)
X no
Note: All prices include labor, equipment, materials, overhead and
profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
CITV CADY
I I vr
(Y'A)erov) t3 0
10-7 5- 00 C) q Lo. aA -b C*YD
Page 1 of 9 ENGINEERING DIVISION
D NOTM
L
A Oft n�2
r \ J
-z- -0i C1
QJ —(a 4
0 i�o U) Unit prices updated: 3/2/2015
Version: 3/2/2015
Bond Quantity Worksheet RE\ Report Date: 4/22/2019
Site Improvement Bond Quantity Worksheet S1 5 Web date: 04/03/201,1
Reference #
Unit
Price
Unit
Quantity
# of
Applications
Cost
EROSION/SEDIMENT CONTROL
Number
Backfill & compaction -embankment
ESCA
$ 6.00
CY
200
1
1200
Check dams, 4" minus rock
ESC-2
SWDM 5.4.6.3
$ 80.00
Each
Crushed surfacing 1 1/4" minus
ESC-3
WSDOT 9-03.9(3)
$ 95.00
CY
Ditching
ESC-4
$ 9.00
CY
L4
Excavation -bulk
ESC-5
$ 2.00
CY
100
1!1. li, t, 1;
;7 -1
,20�O
Fence, silt
ESC-6
SWDM 5.4.3.1
$ 1.50
LF
Fence, Temporary (NGPE)
ESC-7
$ 1-50
LF
1130
1695
Hydroseeding
ESC-8
SWDM 5.4.2.4
$ 0.80
SY
Jute Mesh
ESC-9
SWDM 5.4.2.2
$ 3.50
SY
Mulch, by hand, straw, 3" deep
ESC-10
SWDM 5.4.2.1
$ 2.50
SY
Mulch, by machine, straw, 2" deep
ESCA 1
SWDM 5.4.2.1
$ 2.00
SY
Piping, temporary, CPP. 6"
ESC-12
$ 12.00
LF
Piping, temporary, CPP, 8"
ESC-13
$ 14.00
LF
Piping, temporary, CPP, 12"
ESC-14
$ 18.00
LF
Plastic covering, 6mm thick, sandbagged
ESC-15
SWDM 5�4.2.3
$ 4.00
SY
1500
1
6000
Rip Rap, machine placed; slopes
ESC-16
WSDOT 9-13.1(2)
$ 45.00
CY
Rock Construction Entrance, 50'xl5'xl'
ESC-17
SWDM 5.4.4.1
$ 1,800.00
Each
Rock Construction Entrance, 100'xl5'xl'
ESC-18
SWDM 5.4.4.1
$ 3,200.00
Each
1
1
3200
Sediment pond riser assembly
ESC-19
SWDM 5.4.5.2
$ 2,200.00
Each
Sediment trap, 5' high berm
ESC-20
SWDM 5.4.5.1
$ 19.00
LF
Sed. trap, 5' high, riprapped spillway berm section
ESC-21
SWDM 5.4.5.1
$ 70.00
LF
Seeding, by hand
Sodding, 1 "deep, level ground
ESC-22
SWDM 5.4.2,4
$ 1.00
SY
ESC-23
SWDM 5.4.2.5
$ 8.00
SY
Sodding, 1 '' deep, sloped ground
ESC-24
SWDM 5.4.2.5
$ 10.00
SY
TESC Supervisor JESC-25
$ 110.00
HR
120
1
13200
Water truck, dust control
ESC-26
SWDM 5.4.7
$ 140.00
HR
8
12
13440
WRITE -IN -ITEMS **** (see page
CB Silt Sox
$ 150.00
Each
8
1
1200
Site Gates
$ 1,000.00
Each
4
1
4000
Temporary Pump
$ 5,000.00
Each
1
1
50001
Page 2 of 9
Bond Quantity Worksheet REV 2
ESC SUBTOTAL:
30% CONTINGENCY & MOBILIZATION:
ESC TOTAL:
COLUMN:
$ 49,135.00
$ 14,740.50
$ 63,875.50
A
Unit prices updated: 3/2/2015
Version: 3/2/2015
Report Date: 4/22/2019
,A
Site Improvement Bond Quantity Worksheet
Web dale: 04/03/2015
Existing
Right -of -Way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Unit Price
Unit
Quant.
Cost
Q.atL
Cost
Qua TtF-
Cost
GENERAL ITEMS
No.
Backfill & Compaction- embankment
GI - 1
$ 6.00
CY
Backfill & Compaction- trench
GI - 2
$ 9.00
CY
Clear/Remove Brush, by hand
G1 - 3
$ 1.00
SY
Clearing/Grubbing/Tree Removal
GI - 4
$ 10,000.00
Acre
Excavation - bulk
G1 - 5
$ 2.00
CY
Excavation - Trench
G1 - 6
$ 5.00
CY
350
1,750.00
Fencing, cedar, 6'high
Gl - 7
$ 20.00
LF
Fencing, chain link, vinyl coated, 6' high
G1 - 8
$ 20.00
LF
I
Fencing, chain link, gate, vinyl coated, 20'
Gl - 9
$ 1,400.00
Each
Fencing, split rail, Thigh
G1 - 10
$ 15-00
LF
Fill & compact - common barrow
G1 - 11
$ 2500
CY
Fill & compact - gravel base
G1 - 12
$ 27.00
CY
20
540.00
160
4,320.00
Fill & compact - screened topsoil
G1 - 13
$ 39.00
CY
15
585.00
50
1,950.00
Gabion, 12" deep, stone filled mesh
Gi - 14
$ 65.00_
SY
Gabion. 18" deep, stone filled mesh
GI - 15
$ 90.00
SY
Gabion, 36" deep, stone filled mesh
GI - 16
$ 150.00
SY
Grading, fine, by hand
GI - 17
$ 2.50
SY
Grading, fine, with grader
GI - 18
$ 2.00
SY
950
1,900.00
Monuments, Tlong
GI - 19
$ 250.00
Each
Sensitive Areas Sign
GI - 20
$ 7.00
Each
Sodding, 1 "deep, sloped ground
GI - 21
$ 8.00
SY
Surveying, line & grade
GI - 22
$ 850.00
Day
2
1,700.00
20
17,000.00
Surveying, lot location/lines
GI - 23
$ 1,800.00
Acre
1
1,800.00
Traffic control crew ( 2 flaggers
GI - 24
$ 120.00
HR
641
7,680.00
Trail, 4" chipped wood
GI - 25
$ 8.00
SY
Trail, 4" crushed cinder
GI - 26
$ 9.00
SY
Trail, 4" top course
Gl - 27
$ 12.00
SY
Wall, retaining, concrete
G1 - 28
$ 55.00
SF
,Wall, rockery
GI - 29,
$ 15.00
SF
Page 3 of 9
SUBTOTAL
505.00
720.00
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version: 03/02/2015
Bond Quantity Worksheet REV 2 Report Date: 4/22/2019
Site Improvement Bond Quantity Worksheet
Web date: 04103/2015
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Unit Price
Unit
Quant. Cost
Quant. Cost
Quant. Cost
ROADIMPROVEMENT
No.
AC Grinding, 4'wide machine < 1000sy
R1 - 1
$ 30.00
SY
AC Grinding, 4'wide machine 1000-2000sy
RI-2
$ 16.00
SY
AC Grinding, 4'wide machine > 2000sy
RI - 3
$ 10.00
SY
AC Removal/Disposal
RI - 4
$ 35.00
SY
183
6,405.00
865
30.275.00
Barricade, type III ( Permanent)
RI - 6
$ 56.00
LF
Curb & Gutter, rolled
RI - 7
$ 17.00
LF
Curb & Gutter, vertical
RI - 8
$ 12.50
LF
5
62.50
385
4,812.50
Curb and Gutter, demolition and disposal
RI - 9
$ 18.00
LF
Curb, extruded asphalt
RI - 10
$ 5.50
LF
Curb, extruded concrete
RI - 11
$ 7.00
LF
Sawcut, asphalt, 3" depth
RI - 12
$ 1.85
LF
80
148.00
500
925.00
Sawcut, concrete, per 1" depth
RI - 13
$ 3.00
LF
Sealant, asphalt
RI - 14
$ 2.00
LF
Shoulder, AC, ( see AC road unit price
RI - 15
$ -
SY
Shoulder, gravel, 4" thick
RI - 16
$ 15.00
SY
Sidewalk, 4" thick
RI - 17
$ 38.00
SY
117
4.446.00
40
1.520.00
Sidewalk, 4" thick, demolition and disposal
Rl - 18
$ 32.00
SY
20
640.00
212
6,784.00
Sidewalk, 5" thick
RI - 19
$ 41.00
SY
1 34
1,394.00
3701
15,170.00
5" is used for drivewe
Sidewalk, 5" thick, demolition and disposal
RI - 20
$ 40.00
SY
34
1,360.00
Sign, handicap
RI - 21
$ 85.00
Each
2
170.00
Striping, per stall
I RI - 221
$ 7.00
Each
37
259.00
Striping, thermoplastic, ( for crosswalk
I RI - 231
$ 3.00
SF
466
1,398.00
Striping, 4" reflectorized line
I RI - 241
$ 0.50
LF
Page 4 of 9
*KCC 27A authorizes only one bond reduction.
Bond Quantity Worksheet REV 2
SUBTOTAL 14,455.50
61,313.50
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 4/22/2019
-AL
Site Improvement Bond Quantity Worksheet
Web date: 04/03/2015
I
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Unit Price
L21it_L
Quant. I Cost
Quant. I Cost
J- Cost
—2uant
ROAD SURFACING
Nq.
(4" Rock 2.5 base & 1.5" top
course) 9 1/2" Rock= 8" base & 1.5" top course)
Additional 2.5" Crushed Surfacing
RS - 1
$ 160
SY
HMA 1/2" Overlay, 1.5"
RS-2
$ 14.00
SY
HMA 1/2" Overlay 2"
RS-3
$ 18.00
SY
HMA Road, 2", 4" rock, First 2500 SY
RS-4
$ 28.00
SY
HMA Road, 2", 4" rock, Qty. over 2500 SY
RS-5
$ 21.00
SY
HMA Road, 3", 9 1/2" Rock, First 2500 SY
RS-6
$ 42.00
SY
HMA Road, 3", 9 1/2" Rock, Qty Over 2500 SY
RS - 7
$ 35.00
SY
Not Used
RS - 8
Not Used
RS - 9
HMA Road, 6" Depth, First 2500 SY
RS - 10
$ 33.10
SY
35
1,158.50
533
17,642.30
HMA Road, 6" Depth, Qty. Over 2500 SY
RS - 11
$ 30.00
SY
HMA 3/4" or 1", 4" Depth
RS - 12
$ 20.00
SY
Gravel Road, 4" rock, First 2500 SY
RS - 13
$ 15.00
lGravel Road, 4" rock, Qty. over 2500 SY
RS - 14
$ 1000
I PCC Road (Add Under Write -Ins w/Design)
RS-
00
IThickened Edge
fRS - 171
$ 8.60
Page 5 of 9
SUBTOTAL 1,15M0
17,642.30
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version: 03/02/2015
Bond Quantity Worksheet REV 2 Report Date: 4/22/2019
Site Improvement Bond Quantity Worksheet
Web date: 04/03/2015
Existing
Right-of-way
I
Future Public
Right of Way
& Drainage Facilities_
Private
Improvements
Unit Price
Unit
Quart. Cost
Quant. J Cost
Quant. Cost
2RAINAGE (CPP = Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.
Access Road, R/D
D - 1
$ 21,00
SY
Bollards - fixed
D - 2
S 240,74
Each
Bollards - removable
D - 3
$ 452.34
Each
* (CBs include frame and lid)
CB Typel
D - 4
$ 1,5DO.00
Each
CB Type IL
D - 5
$ 1,750.00
Each
CB Type 11, 48" diameter
D - 6
$ 2,300.00
Each
1
2,300.00
for additional depth over 4'
D - 7
$ 480.00
FT
1
480.00
CB Type 11, 54" diameter
D - 8
$ 2,500.00
Each
for additional depth over 4'
D - 9
$ 495.00
FT
CB Type 11, 60" diameter
D-10
$ 2,800.00
Each
for additional depth over 4'
D - 11
$ 600.00
FT
CB Type 11, 72" diameter
D - 12
$ 3,600.00
Each
for additional depth over 4'
D - 13
$ 850.00
FT
Through -curb Inlet Framework (Add)
D - 14
$ 400.00
Each
Cleanout, PVC, 4"
D - 15
$ 150,00
Each
Cleanout, PVC, 6"
D - 16
$ 170.00
Each
12
2,040.00
Cleanout, PVC, 8"
D - 17
$ 200.00
Each
Culvert, PVC, 4"
D - 18
$ 10.00
LF
230
2,300.00
Culvert, PVC, 6"
D - 19
$ 13.00
LF
388
5,044.00
Culvert, PVC, 8"
D - 20
$ 15.00
LF
102
1,530.00
Culvert, PVC, 12"
D - 21
$ 23.00
LF
Culvert, CMP, 8"
D - 22
$ 19.00
LF
Culvert, CMP, 12"
D - 23
$ 29.00
LF
Culvert, CMP, 15"
D - 24
$ 35.00
LF
Culvert, CMP, 18'
D - 25
$ 41.00
LF
Culvert, CMP, 24"
D - 26
$ 56.00
LF
Culvert, CMP, 30"
D - 27
$ 78.00
LF
Culvert, CMP, 36"
D - 28
$ 130.00
LF
Culvert, CMP, 48"
D - 291
$ 190.00
LF
Culvert, CMP, 60" 1
D - 301
$ 270.00
LF
,Culvert, CMP, 72" 1
D-31 1
$ 350.00
LF
Page 6 of 9
*KCC 27A authorizes only one bond reduction.
Bond Quantity Worksheet REV 2
SUBTOTAL
13,694.00
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 4/22/2019
'A
Site Improvement Bond Quantity Worksheet
Web date: 04/03/2015
DRAINAGE CONTINUED
I
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
No.
Unit Price
Unit
Quant.
Cost
Quant.
Cost
Quant.
Cost
Culvert, Concrete. 8"
D - 32
$ 25.00
LF
Culvert, Concrete. 12"
D - 33
$ 36.00
LF
Culvert, Concrete, 15"
D - 34
$ 42.00
LF
Culvert, Concrete, 18"
D - 35
$ 48.00
LF
Culvert, Concrete, 24"
D - 36
$ 78.00
LF
Culvert, Concrete, 30"
D - 37
$ 125.00
LF
Culvert, Concrete, 36"
D - 38
$ 150.00
LF
Culvert, Concrete, 42"
D - 39
$ 17500
LF
Culvert, Concrete, 48"
D - 40
S 205M
LF
Culvert, CPP, 6"
D - 41
$ 14.00
LF
Culvert, CIPP, 8"
D - 42
$ 16.00
LF
Culvert, CPP, 12"
D - 43
$ 24.00
LF
231
552
Culvert, CPP, 15"
D - 44
$ 35.00
LF
Culvert, CPP, 18"
D - 45
$ 41.00
LF
Culvert, CPP, 24"
D - 46
$ 56.00
LF
Culvert, CPP, 30"
D - 47
$ 78.00
LF
Culvert, CPP7 36"
D - 48
$ 130.00
LF
Ditching
D - 49
$ 9.50
CY
Flow Dispersal Trench (1,436 base+)
D - 50
$ 28.00
LF
French Drain (3' depth)
D-- 51
$ 26.00
LF
Geotextile, laid in trench, polypropylene
D - 52
$ 3.00
1
SY
Mid -tank Access Riser, 48" dia. 6'deep
D - 54
$ 2,000.00
Each
Pond Overflow Spillway
D - 55
$ 16.00
SY
Restrictor/Oil Separator, 12"
D - 56
$ 1,150.00
Each
Restrictor/Oil Separator, 15"
D - 57
$ 1,350.00
Each
Restrictor/Oil Separator, 18"
D - 58
$ 1,700.00
Each
Riprap, placed
D - 59
$ 42.00
CY
Tank End Reducer (36" diameter)
D - 60
$ 1.200.00
Each
Trash Rack, 12"
D - 61
$ 350.00
Each
1TFash Rack, 15"
D 62
$ 410.00
Each
ITrash Rack, 18"
D -63
1'
$ 48000
'4" uv
Each
ITrash Rack, 21"
-64
ff
$ 55000
Each
Page 7 of 9
SUBTOTAL
552
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version: 03102/2015
Bond Quantity Worksheet REV 2 Report Date: 4/22/2019
Site Improvement Bond Quantity Worksheet
Web date 04/03/2015
I
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Unit Price
I Unit
Quant. Price
Quant. I Cost
Quant. Cost
PARKING LOT SURFACING Not To Be Used For Roads Or Shoulders
h!O---
2" AC, 2" top course rock & 4" borrow
PL- 1
$ 21,00
SY
NA
-
NA
SEE "ROAD_SURFA(
2" AC, 1.5" top course & 2.5" base course
PL-2
$ 28.00
SY
NA
NA
4" select borrow
PL - 3
$ 5.00_
SY
NA
NA
1.5" top course rock & 2.5" base course
PL-4,
$ 14.00
SY
NA
NA
UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accompanied bfranchise Utility's Cost Estimate
Utility Pole(s) Relocation
UP-1
Lump Sum
I
I
I
I
I
I
Street Light Poles w/Luminaires
UP-2
$ 7,500.00 1 Each
I
1
41
30,000.001
WRITE -IN -ITEMS
(Such as detention/water quality vaults.)
hL0--
Replace Existing Catch Basin Lid
WI - 1
$ 1,000.00
Each
1
1,000.00
Connect to Existing
WI - 2
$ 1,500.00
Each
1
1,500.00
Water Improvements
W-3
$ 30,000.00
LS
0.25
7500
1
30,000.00
Sewer Improvements
VA -4
$ 12,000.00
LS
1
8,000.00
[Wheel Stops
w-5
$ 100.00
LS
2
200.00
jElectrical improvements
W-6
$ 15,000.00 1
LS I
I
I
1
1
15,000.001
SUBTOTAL 7,500.00
SUBTOTAL (SUM ALL PAGES): 33,619.00
30% CONTINGENCY & MOBILIZATION: 10,085.70
GRANDTOTAL: 43,704.70
COLUMN: B
Page 8 of 9
*KCC 27A authorizes only one bond reduction.
Bond Quantity Worksheet REV 2
55.700.00
192,621.80
57,786.54
250,408.34
D
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 4/22/2019
—A
Site Improvement Bond Quantity Worksheet
Original bond computations prepared by:
Name: John Farleigh, PE
PE Registration Number: 50436
Firm Name: Cecil & Associates
Address:
Stabilization/Erosion Sediment Control (ESC)
Existing Right -of -Way Improvements
Future Public Right of Way & Drainage Facilities
Private Improvements
Calculated Quantity Completed
Total Right -of Way and/or Site Restoration Bond*/**
(First $7,500 of bond* shall be cash.
Performance Bond* Amount (A+B+C+D) = TOTAL
Maintenance/Defect Bond* Total
NAME OF PERSON PREPARING BOND* REDUCTION:
(A)
(B)
(C)
Date:
Tel. #:
Project No:
Web date: 04/03/2015
4/24/2019
206-450-3068
FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND* MINIMUM BOND* AMOUNT PUBLIC ROAD & DRAINAGE
AMOUNT REQUIRED FOR RECORDING OR MAINTENANCE/DEFECT BOND*
TEMPORARY OCCUPANCY AT
$ 63,875.5 SUBSTANTIAL COMPLETION
$ 43,704.7
(D) $ 250,408.3
(A+B) $ 107,580.2
(T) $ 357,988.5
Minimum is $2000.
T x 0.30 $ 107,396.6
Minimum is $2000.
Date:
(B+C) x
0.25 = $ 10,926.2
Minimum is $2000.
NOTE: The word "bond" as used in this document means a financial guarantee acceptable to King County.
NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off -site needs to be included.
Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream maybe damaged, some estimated costs for restoration
needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity.
NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes.
REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY
Page 9 of 9 Unit prices updated: 03/02/2015
Check out the DDES Web site at.www.kinacounty.goylpermits Version: 03/02/2015
Bond Quantity Worksheet REV 2 Report Date: 4/22/2019
It I I
5 LD2,0 I C4 - C I _Z0
February 18, 2019
Mr. Doug lkegami
Doug's Lynnwood Mazda
22130 Hwy 99
Edmonds, WA 98026
MAR 07 2019
"'EVELOPMENTSERVICES- c-a
C17Y OF EDMONDS
Project No. 1533298
HYUNDAI SALE & SERVICE CENTER EXPANSION, GEOTECHNICAL REPORT ADDENDUM, DOUG'S
LYNNWOOD HYUNDAI DEALERSHIP, EDMONDS WASHINGTON
Dear Mr. Ikegami
Golder Associates Inc. (Golder) is pleased to present this geotechnical report addendum for the proposed
expansion of the Hyundai Sales building at Doug's Lynnwood Hyundai (site) located at 22130 State Route 99
(SR 99), Edmonds, Washington. Geotechnical recommendations presented in this addendum are based on the
following reports previously prepared by Golder for the site:
• Showroom and Stormwater Vault Geotechnical Report, Mazda Dealership, Edmonds Washington, prepared
for Doug Ikegami, dated June 23, 2017
• Draft Stormwater Infiltration Feasibility, Mazda Dealership Expansion, Edmonds Washington, prepared for
Doug Ikegami, dated August 7, 2015
These reports are included in Attachment 1. The work herein was conducted in accordance with Work Order
#2019-1 dated February 1, 2019.
1.0 PROJECT DESCRIPTION
Civil' and structura12 plans for the proposed Hyundai Sale & Service Center renovation were provided to Golder
for review. The proposed renovation consists of:
• Renovating the interior of the existing two-story Mazda sales building
• Expanding the existing sales building to the east and south
• Constructing new sidewalks, parking and landscape areas
' "Doug's Lynnwood Hyundai Sales & SeNce" by Cecil , Associates dated January 30, 2019.
2 "Doug's Lynnwood Hyundai Hyundai Sales Addition" by ARW Engineers dated January 30, 2019.
Golder Associates Inc.
1000 Enterprise Way, Suite 190 Roseville, California, USA 95678 T: +1 916 786-2424 +1 916 786-2434
Golder and the G logo are trademarks of Golder Associates Corporation golder.com
r , T
Mr. Doug Ikegarni Project No. 1533298
Doug's Lynnwood Mazda February 18, 2019
The proposed structures will be supported on shallow spread footing foundations and concrete slabs on grade.
These elements are similar to the foundations, loading conditions, structures, and parking and landscape areas
previously proposed as part of the Showroom and Stormwater Vault project in 2017.
2.0 SUBSURFACE CONDITIONS
Previous site investigations were conducted by Golder in 2015 and 2017. A total of twelve borings were drilled in
the project vicinity at the locations shown on Figure 1 a. Copies of the boring logs and laboratory testing results
are included in Attachment 1.
Review of these boring logs indicate that soils generally consisted of approximately 5 to 14 feet of fill composed of
silty sand to sandy silt overlying glacial till. The till consisted of very dense silty sand and gravel and silty gravel,
with the potential presence of cobbles and boulders. The till was underlain by very dense advance outwash
consisting of fine to coarse silty sand with some gravel.
Soils were generally observed to be dry to moist. No subsurface water was observed during drilling and the
groundwater table is anticipated to be at an elevation that will not affect the planned construction.
3.0 CONCLUSIONS AND RECOMMENDATIONS
Subsurface soil and groundwater conditions for the proposed Hyundai Sales expansion are similar to conditions
for the Mazda Showroom and Stormwater Vault project. In addition, the proposed sales building expansion has
similar foundation types and loading conditions as the previous showroom development. Therefore, the
geotechnical recommendations previously provided for the showroom / stormwater vault are valid and appropriate
for the proposed building expansion.
4.0 CLOSING
This report was prepared for the exclusive use of Doug's Lynnwood Mazda and their consultants for the project as
described in this letter. If the project design is modified, we should be given a chance to review the changes and
revise our recommendations as necessary. We are available to discuss the information if you have any questions.
Please contact us at 425-883-0777.
Sincerely,
Golder Associates Inc.
Joshua L. Hanson, PE
VAN
42B39
L
Steven VanShaar, PE
2/18/19
Associate, Senior Engineer Senior Project Geotechnical Engineer
LMA/SV/MP/sb
CC: John Farleigh, Cecil+Associates
Frank Karreman, 3/r/k arch itectu re/desig n
(& GOLDER
Mr. Doug Ikegarni
Project No. 1533298
Doug's Lynnwood Mazda February 18, 2019
Attachments:
Figure 1 a — Site Exploration Plan
Figure 1 b — Paving & Grading Plan
Attachment 1 — Previous Geotechnical Reports
pAprojectsX2015X1533298 mazda\2019 geotechnical addendums\draft addendum sales buildingXfinaIX1533298-1-revO-hyundai building addendum-021819.docx
G GOLDER
98M
4
LEGEND CLIENT
GB-01 2015 APPROXIMATE BOREHOLE LOCATIONS DOUG'S LYNNWOOD MAZDA
GB-10 2017 APPROXIMATE BOREHOLE LOCATIONS
REFERENCE
IMAGE PROVIDED BY MICROSOFT BING IMAGERY, ACCESSED
ON JULY 30, 2015,
CONSULTANT
YYYY-MM-DD 2019-02-08
DESIGNED
GOLDERPREPARED
REVIEWED
APPROVED
REDMOND
MP
IMP
PROJECT
HYUNDAI SERVICE CENTER
MAZDA DEALERSHIP EXPANSION
EDMONDS, WASHINGTON
TITLE
SITE EXPLORATION PLAN
PROJECT NO. PHASE
1533298 500
R, \1 FIGURE
A 1A
IR
----------
yl
'.F 4 .. " : ' &
PAMW&��W ��WDBYMOL-MSWA�S ��E��ER
�CT
DOUG'S LYNNWOOD MAZDA HYUNDAI SALES & SERVICE CENTER
MAZDA DEALERSHIP EXPANSION
EDMONDS, WA
C�T-
PAVING & GRADING PLAN
GOLDER
�OX T� �E
1533298 500 _A
-4
ATTACHMENT I
Previous Geotechnical Reports
Golder
Associates
June 23, 2017 Project No. 1533298
Doug Ikegami
Doug's Lynnwood Mazda
22130 Hwy 99
Edmonds, WA 98026
RE: SHOWROOM AND STORMWATER VAULT GEOTECHNICAL REPORT
MAZDA DEALERSHIP EXPANSION
EDMONDS, WASHINGTON
Dear Mr. Ikegami:
Golder Associates Inc. (Golder) is pleased to present the results of our geotechnical investigation
conducted at Doug's Lynnwood Mazda (site) on State Route 99 (SR 99) in Edmonds, Washington to provide
geotechnical engineering design parameters for the proposed showroom building and stormwater vault.
1.0 PROJECT DESCRIPTION
Golder was contacted in 2015 by your architect, Mr. Ned Nelson, who provided information on your
development plans that included several new buildings and a stormwater vault to detain runoff prior to
discharge. Golder performed a geotechnical investigation to investigate the soil and groundwater
conditions, install monitoring wells, and provide recommendations for stormwater infiltration (if feasible).
The results of this investigation were provided to you in a draft report dated August 7, 2015. A copy of that
report is included in Attachment B.
Since submission of Golder's draft report, the project design has been advanced and conceptual plans for
Phase 1 of the site re -development were provided to Golder by Mr. Nelson on February 27, 2017 via email
showing the location of the current planned stormwater detention/infiltration vault and new showroom
building. The development is summarized as follows and is shown on Figure 1 b:
• Showroom: The new showroom will be located in the south corner of the property. The
lower level finished grade elevation is approximately 347 feet.
• Stormwater Detentionlinfiltration Vault: The proposed vault will be about 60 feet long
and 40 feet wide and the target floor elevation will be near the top of the advanced outwash
soil deposit located about 14 to 20 feet below the existing ground surface (bgs). Current
plans show the vault situated below the car lot near the northeast corner of the proposed
showroom.
1.1 Scope of Work
Golder's scope of work for this geotechnical evaluation included:
• Field Exploration: Two borings were drilled in the proposed showroom building footprint
and one boring was drilled at the stormwater vault location.
• Engineering Recommendations & Report: Golder analyzed the subsurface conditions
and developed geotechnical recommendations for the design of foundations and
tem porary/perm anent excavation support for the stormwater vault. In addition, stormwater
infiltration recommendations were updated as part of this evaluation.
1533298-400-1-mazda report-revO-2017-06-23.docx
Golder Associates Inc.
18300 NE Union Hill Road, Suite 200
Redmond, WA 98052 USA
Tel: (425) 883-0777 Fax: (425) 882-5498 www.golder.com
11! �10
Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America
Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation
Doug lkegami June 23, 2017
Doug's Lynnwood Mazda 2 1533298
2.0 FIELD INVESTIGATION SUMMARY
Three borings were drilled on March 20, 2017, GB-1 0 through GB-1 2, at the approximate locations shown
on attached Figure 1 a with a Mobile B59 truck -mounted drill rig using hollow stem auger drilling methods.
Borings GB-10 and GB-11 were drilled within the planned footprint of the showroom to depths of
approximately 10 and 11 feetbgs, respectively. Boring GB-12 was drilled in the vicinity of the vault to a
depth of 34 feet bgs. The drilling was monitored by Golder's geologist who logged the subsurface conditions
and obtained soil samples. Upon completion, borings were backfilled with bentonite chips and capped with
cold patch asphalt.
Sampling was completed with a standard split spoon sampler driven with a 140-pound manual wire -line
hammer in general accordance with ASTM D 1586. The samplers were driven 18 inches (unless otherwise
noted) into the bottom of the boring using a 140-pound automatic hammer with a 30-inch drop. Hammer
blows were recorded in 6-inch intervals for each sample and are presented on the borings logs. The
penetration resistance (N-value) of the soil is calculated as the sum of the number of hammer blows
required to drive the sampler the final 12 inches. The N-value is an indication of the apparent density of
cohesionless soils and the consistency of cohesive soils. Generally, if a total of 50 blows were recorded
for a single 6-inch interval, the test was terminated and the blow count was recorded as 50 blows for the
inches of penetration observed. All blow counts presented on the boring logs are uncorrected values and
do not take into consideration the efficiency of the automatic hammer, overburden, or other influences.
Soils were logged in general accordance with the Unified Soil Classification System. The logs are
presented in Attachment A along with a description of the Unified Soil Classification System (USCS)
(ASTM D2488) that was used to classify site soils encountered during our investigation. The stratigraphic
contacts indicated on the exploration logs represent approximate boundaries between soil units, actual
transitions may be more gradual. Subsurface descriptions are based on conditions encountered at the time
of exploration and conditions outside of the exploration locations may vary from those encountered during
this investigation.
3.0 SUMMARY OF SUBSURFACE CONDITIONS
Subsurface conditions encountered within the borings are described as follows:
• Showroom Footprint: Subsurface conditions encountered within the showroom footprint
boring (GB-1 0 and GB-1 1) consist of very dense till generally described as a Silty Fine
Sand, little fine to coarse gravel and nonplastic fines.
• Stormwater Vault: The upper 5 feet within GB-12 comprises loose sand and gravel fill
material with trace nonplastic fines overlying very dense, till described as a Silty Fine Sand
with little fine to coarse gravel and nonplastic fines. The till extends to a depth of about
14 feet bgs and overlies very dense advanced outwash described as Sand with trace
nonplastic fines and trace to little fine to coarse gravel and cobbles to 34 feet.
The transition between the till and outwash occurred between 5-foot sample intervals so the depth is
approximated based on observations during drilling.
No groundwater or seepage was observed within any of the borings during the field exploration. Golder's
geologist checked the monitoring well at GB-2 and no water was detected within the well at the time of the
field exploration. Golder also checked the monitoring well in December 2016 and in March 2017 and again
no water was detected.
4.0 INFILTRATION
Infiltration requires a permeable soil layer of sufficient thickness and lateral continuity to infiltrate and convey
stormwater down and away from the facility. Golder previously submitted an infiltration report (refer to
Attachment B) for the subject property. Advanced outwash deposits encountered on the site are suitable
for infiltration and was observed in the footprint of the proposed vault at a depth of about 14 feet bgs-1
Golder
ICE
1533298-40D-1-mazda report-revO-2017-0r�23.docx SAssociates
Doug lkegami June 23, 2017
Doug's Lynnwood Mazda 3 1533298
however, the top of the outwash layer could range from 14 to 20 feet bgs across planned vault area. The
thickness of the advance outwash deposit as observed in our explorations is at least 20 feet.
No laboratory testing was performed as part of this current geotechnical evaluation; however, based on
previous laboratory test results, the advanced outwash receptor soil at the site generally classifies as "loamy
sand" in Table C-1 of the Edmonds Stormwater Code (ESC) in accordance with the USDA Textural
Classification method (Edmonds 2010). The short-term infiltration rate for loamy sand in Table C-1 of the
ECS is 2 inches per hour (Edmonds 2010).
The recommended correction factor is 4 resulting in a long-term design infiltration rate of 0.5 inches per
hour. The ESC allows for a reduction of the correction factor for facilities that have a high degree of
maintenance and pre-treatment of the water to remove suspended solids from the influent water.
The observations from boring GB-1 2 confirm Golder's previous recommended design infiltration rate for the
advanced outwash sand of 0.5 inches per hour.
5.0 ENGINEERING RECOMMENDATIONS
This section of the report presents our engineering recommendations based on the subsurface conditions
encountered during the field exploration program completed for this study. The site appears suitable for
the proposed development from a geotechnical standpoint provided the recommendations presented in this
report are followed. The recommendations presented herein are based on the current project description
presented in this report; if the development configuration changes, Golder should be notified to review the
updated plans and revise the engineering recommendations accordingly.
5.1 Seismic Design
The 2015 International Building Code (113C) (ICC 2015) seismic design section provides information to be
used as the basis for seismic design of structures.
5.1.1 Site Class
Section 1613 of the 2015 IBC provides information on earthquake loads and site ground motion needed for
seismic design. Based on the IBC design criteria, sites are classified according to Chapter 20 of ASCE 7
(ASCE 2013) where the average soil profile properties in the upper 100 feet bgs are considered. The
boreholes advanced for the current study were advanced up to a maximum of 34 feet below the existing
ground surface. For design purposes, the average soil profile properties should be considered for 100 feet
below the base of subsurface structures. The Site Class was selected for seismic design purposes based
on Table 20.3-1 in ASCE 7. The soil profile observed during our geotechnical field investigations indicate
the site should be classified as Site Class C.
5.1.2 Ground Motion Parameters
Ground motion parameters used for design per the 2015 IBC include the site coefficient and mapped
spectral accelerations, which can be found in Section 1613.3 of the IBC. The mapped spectral
accelerations correspond to Site Class B conditions. The following design parameters are based on the
IBC Maximum Considered Earthquake (MCE) Ground Motion, the 0.2-second spectral acceleration (Ss),
and the 1.0-second spectral acceleration (Si) for the project site. The interpolated probabilistic ground
motion values in percent gravity (g) were obtained from the United States Geological Survey (USGS) US
Seismic Design Maps (http://earthquake.usgs.gov/designmaps/us/application.php).
Table 5-1 presents the ground motion parameters for latitude 47.797533 and longitude -122.333995 (a
point located near the center of the site) using a Site Class C for the project location.
Golder
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Table 5-1: Ground Motion Parameters
Ss (0.2 second)
S, (1.0 second)
Spectral Response
Spectral Response
Ss: 1.266 g
Si: 0.494 g
Sms: 1.266 g
Smi: 0.645 g
SDS: 0.844 g
SD1: 0.430 g J
5.1.3 Liquefaction Potential
Loose to compact, granular soil deposits below the water table can be susceptible to liquefaction during
earthquake shaking. No loose, granular deposits or groundwater were encountered during this
investigation to the maximum exploration depth of 34 feet and no loose soils are expected at deeper depths;
therefore the liquefaction susceptibility of the site is low.
5.1.4 Seismic Surcharge on Walls
A seismic surcharge should be added to the earth pressures on below grade basement walls. We
recommend a uniform lateral seismic surcharge equal to 6 x H in pounds per square foot (psf), where
H = the wall height in feet for walls designed based on active earth pressure conditions. For subgrade walls
designed based on at -rest earth pressure conditions, the seismic surcharge on walls designed based on
at -rest earth pressures conditions will require interaction with the structural engineer.
5.2 Foundation Recommendations
Based on the results of the field exploration, spread footings are feasible for the proposed showroom
foundations. The current grading plan indicates that footings will be founded within native till or structural
fill. All existing fill below foundations should be removed in their entirety and replaced with properly moisture
conditioned and compacted structural fil meeting the recommendations in Section 6.1.1. In addition, the
site has been previously developed; therefore, any existing slabs, foundations, or other structural remnants
should be removed in their entirety and the resulting excavations are to be backfilled with properly placed
structural fill. A representative from Golder should observe the foundation bearing soils prior to placement
of forms and rebar to verify the foundation bearing soils are consistent with the soils encountered at the
time of this study. The foundation system should be designed based on the following recommendations.
• Design isolated footings using a maximum allowable bearing pressure of 4,000 kips per
square foot (ksf) for continuous footings and isolated footings. The maximum allowable
bearing pressures meet the required factor of safety of 2.5 according to 2015 IBC.
• The recommended maximum allowable bearing pressure are gross bearing pressures.
• The recommended maximum allowable bearing pressures will result in less than 1 inch of
total settlement and differential settlement on the order of 1/2 inch.
0 The values presented may be increased by one-third for short-term wind and seismic
loading.
• Isolated and continuous footings should be embedded at least 24 inches below the
adjacent finished grade.
• These recommendations are based on concentric pressures applied at the base of the
footings. In the case of eccentric pressures (e.g., due to lateral loads), Golder may need to
re-evaluate the recommended pressures.
• If loose, soft, wet, frozen or disturbed soils are encountered at the foundation subgrade,
these soils should be removed to expose suitable foundation soils, and the resulting over -
excavation backfilled with compacted structural fill. The base of all excavations should be
dry and free of loose materials at the time of concrete placement.
Golder
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Building foundations must resist lateral loads due to earth pressures, wind, and seismic events. For
design purposes, these loads can be resisted simultaneously by:
• Base Friction: An allowable value of 0.3 can be assumed for base friction between the
soil and spread footings. This value includes a factor of safety of 1.5. The allowable base
friction value may be increased by one-third for the seismic loading.
• Passive Resistance on Sides of Shallow Footings: For design purposes, we
recommend that the allowable passive pressure be based on a fluid with a density of
260 pounds per cubic feet (pcf) (including a factor of safety of 1.5) for shallow foundations.
The allowable passive resistance can be increased by one-third for seismic loading. Since
some disturbance is likely to occur during construction, we recommend the upper 1 foot of
passive resistance be neglected. The passive recommendations are based on the
assumption that structural fill will be placed and compacted according to our
recommendations presented in Section 6.1.1.
5.3 Shoring Recommendations
The vault will be about 40 feet wide and 60 feet long with isolated column footings in the interior of the vault
to support the vault cover. Recommended shoring systems for the vault include temporary soil nail shoring
or soldier pile shoring with/without tiebacks with a permanent wall or permanent soil nail shoring or soldier
pile shoring with/without tiebacks and permanent facing. The shoring system should be designed to support
the earth and lateral surcharge loads from construction surcharges, adjacent structures, and
driveway/parking areas. If the shoring is designed to provide permanent support for the vault structure,
then seismic load cases should be considered in designing the shoring. The selected shoring system and
the shoring design should consider the construction sequence at the site.
Since the vault is a relatively small excavation we recommend that the designer consider an open cut on
one end to facilitate shoring and excavation equipment.
5.3.1 Soff Nailing
Based on the subsurface conditions encountered in the boreholes, the subsurface profile comprises about
five feet of loose fill overlying dense to very dense till to depths ranging from about 14 to 19.5 feet bgs,
overlying advance outwash sands. Groundwater was not observed in the borings or monitoring wells
installed at the project site as previously noted. The following parameters are recommended for design of
soil nail walls:
Friction Angle:
0 32'
Cohesion:
c 0 psf
Unit Weight:
7 120 pcf
Ultimate Pullout (nominal 6-inch diameter):
Auit = 1.5 kips/foot
Allowable Pullout (nominal 6-inch diameter):
Aall = 0.75 kip/foot
Overall factor of safety (apply to soil shear strength parameters)
Temporary shoring
1.35
Permanent shoring, static loading
1.50
Permanent shoring, seismic loading
1.10
The actual adhesion value will depend on the materials and installation methods and should be confirmed
by testing. Larger diameter drill holes and/or secondary pressure grouting may be required to achieve the
recommended pull out capacity. Installation methods should be the responsibility of the contractor. The
location and presence of existing features, such as utilities, should be checked during the design as these
may affect the location and length of the soil nails.
Golder
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5.3.2 Soldier Pile and Tieback Design Criteria
A soldier pile and tieback shoring system with one or more rows of anchors or braces appears to be
appropriate for supporting the proposed excavation depths, Cantilever soldier piles, i.e., without tiebacks,
may also be feasible if pre -excavation and removal of existing fill soil decreases the overall height of the
vault excavation. Design earth pressure configurations are shown for the following configurations:
• Figure 2 — One row of tieback anchors/bracing, at -rest condition
• Figure 3 — One row of tieback anchors/bracing, active condition
• Figure 4 — Two or more rows of tieback anchors/bracing, at -rest condition
• Figure 5 — Two or more rows of tieback anchors/bracing, active condition
• Figure 6 — Cantilever conditions
We anticipate that use of active earth pressures will limit deformation to less than 1 inch. If such deformation
is not acceptable, at -rest earth pressures should be used for the shoring system design, in which case we
anticipate deformation less than 0.25 inch. The earth pressure recommendations are based on the current
project description and finish floor elevations described and assume drainage provisions are provided to
eliminate the potential for significant hydrostatic pressure buildup behind the walls. If the finished floor
elevations change or the buildup of hydrostatic pressure behind the walls cannot be prevented, Golder
should be notified to review the updated plans and revise earth pressure recommendations accordingly.
Additional lateral surcharges should be added to the design earth pressures to account for any vertical
surcharges adjacent to the excavation, surrounding buildings, traffic surcharges, and construction
surcharge loadings. Surcharges on shoring walls can be calculated using the appropriate equation
presented in Figure 7. The earth pressures presented assume level ground above the top of the shoring.
If sloping ground is present, a surcharge equal to one-half of the height of the slope should be added to the
height of the shoring to determine the effective shoring height and corresponding lateral earth pressure.
The embedment depth of soldier piles below the base of the excavation should be designed to provide
force and moment equilibrium. Soldier piles should be embedded a minimum 10 feet below the base of the
excavation; however, this value can be adjusted once actual excavation depths are established.
The soldier piles should be designed to have adequate vertical capacity to resist the vertical components
of the tieback loads and also permanent structural loads, if required. Vertical capacity may be provided by
a combination of end -bearing and friction below the base of the excavation. For vertical structural loads on
soldier piles spaced at least 2.5 pile diameters center to center, the following design criteria is
recommended:
M Minimum embedment of 10 feet below the base of the excavation.
• Allowable end -bearing resistance of 20 ksf for piles end bearing, assuming the piles will be
embedded in the advanced outwash deposits. I
• Allowable side friction of 1.5 ksf below the base of the excavation — ignore the upper 2 feet
of embedment.
5.3.2.1 Lagging
Lagging will be necessary to prevent caving of the soil face between the soldier piles. Lagging may be
designed for 50% of the lateral soil pressures. However, for a typical 8-foot center to center span, a
maximum thickness of 4 inches is recommended for No. 2 or better Hem -Fir wood lagging, even if the
structural calculations show thicker wood lagging is required. Any voids behind the lagging should be
backfilled with a permeable granular soil material that does not allow the buildup of hydrostatic pressure or
controlled density fill (CDF). The excavation height prior to lagging installation should not exceed 4 feet, or
less as required to maintain cut face stability.
96�- Golder
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5.3.2.2 Tieback Anchors
The anchor portion of the tieback should be located sufficiently far behind the excavation shoring to stabilize
the excavation face. The no "load" zone limits are shown in the shoring figures.
The selection of tieback materials and installation methods should be the responsibility of the contractor.
The actual adhesion values will depend on the materials and installation method and should be confirmed
by testing.
For non -pressured grouted anchors, the allowable design concrete/soil friction value of 3 ksf (including a
factor of safety of 2) in the very dense native soils can be used for preliminary design and cost estimating
purposes and should be confirmed by testing prior to construction. For pressure grouted anchors, this
value can typically be increased to at least 4.0 ksf. These values assume the tiebacks will be placed only
in till.
A minimum anchor spacing of 6-foot center to center is recommended. Anchor holes should be drilled at
an angle of 15 to 30 degrees down from horizontal. A minimum anchor bond length of 10 feet is
recommended. The location and presence of existing features, such as utilities and foundations, should
be checked during the design as these may affect the location and length of tieback anchors.
5.4 Permanent Wall Design Criteria
The design lateral pressure on permanent basement or vault walls depends on the construction methods
used and the allowable movement.
If shoring with tiebacks or soil nailing is used with the permanent walls poured against the shoring, the
permanent walls should be designed for the earth pressures presented in Figure 6. If the shoring will be
designed a yielding system (active condition), the permanent wall should be designed also as a yielding
wall (Figures 3 and 5). However, if the shoring or permanent wall will be designed to limit deformations (at
rest condition), the permanent wall should be designed to sustain higher lateral loads (Figures 2 and 4).
Traffic, construction, and building surcharges should be added to these values (refer to Figure 7). External
surcharge loads should be added to the design earth pressures. The earth pressures presented assume
a freely draining condition behind the wall; that buildup of hydrostatic pressure on the outside of vault will
not occur because of drainage provisions (see Section 6.2). If the buildup of hydrostatic pressure on the
outside of the vault cannot be prevented, Golder should be notified to provide earth pressures that reflect
the full hydrostatic condition for the design of permanent walls.
A seismic surcharge pressure, as described in the section, Seismic Design Criteria (Section 5.1.4), should
be added to the above earth pressures.
6.0 CONSTRUCTION RECOMMENDATIONS
6.1 Earthworks
Careful earthworks planning and subgrade protection by the contractor and implementation of the
recommendations presented herein will help minimize unanticipated costs. We recommend that any
excavation on the site be sequenced to limit the amount of exposed subgrade particularly if construction
starts during the rainy season.
All compaction requirements presented in this report are relative to ASTIVI D 1557. Relative compaction
refers to the percentage of the in -place measured soil density divided by the same soil's maximum dry
density as determined by the ASTIVI D 1557 laboratory test procedure. Optimum moisture content is the
corresponding moisture content of the same soil at its maximum dry density. The onsite soils are
considered moisture sensitive and will become unworkable when the moisture content exceeds the
optimum moisture content. Conversely, if allowed to dry, the silty soils can become an airborne dust
problem.
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Note that earthwork construction during wet weather can significantly increase costs by making
placement of fill soils difficult due to over -optimum moisture contents, increasing the cost for off -
site disposal of unsuitable excavated soils, increasing the effort to control water, and increasing
subgrade disturbance resulting in the need for soil admixtures, geotextiles, or rock working mats.
6.1.1 StructuralFill
Structural fill recommendations are as follows:
• Imported structural fill should be a granular soil (with less than 20% passing the No. 200
sieve) and a maximum particle size of 5 inches that when placed and compacted will meet
the required compaction specifications.
• The native soils encountered at the site are generally considered suitable for reuse as
structural fill provided the moisture content is near optimum (ASTM D 1557) and can meet
compaction requirements; however, if the soil moisture contents exceed optimum moisture,
the soils will likely become unstable during compaction.
• Moisture control during placement is imperative to achieving a stable subgrade.
• If imported structural fill is used during wet weather, it should be well -graded sand and
gravel with less than 5% passing the No. 200 sieve.
• Native soil or imported fills shall be free of boulders, organic material, silt, clay, and debris.
• Fills used for drainage should consist of washed gravels with less than 3% passing the
No. 200 sieve or equivalent.
• Structural fill should be placed in 8-inch (or less) loose lifts and compacted to at least 95%
of maximum ASTIVI D 1557 dry density below all footings and within 3 feet of final grade in
pavement areas. In addition, structural backfill placed around footings should also be
compacted to at least 95% of ASTM D 1557.
• Structural fill beneath floor slabs, utility trenches, and other structural components not
underlying pavements or footings should be compacted to at least 90% ASTM D 1557
• Structural fill behind backfilled walls should be compacted to 90% of ASTM D 1557,
provided the backfill is not supporting buildings and is not within 3 feet of final grade in
pavement areas.
• If density tests indicate that compaction is not being achieved due to moisture content, fill
materials should be scarified, and moisture -conditioned to near optimum moisture content,
re -compacted, and re -tested, or removed and replaced with granular soil with less than 5%
passing the No. 200 sieve. After the densification process, a firm, stable surface should
be produced.
• In landscaping or other areas not supporting loads, utility trench backfill should be
adequately compacted to prevent excessive future settlement.
6.1.2 Subgrade and Foundation Preparation
Spread footing recommendations presented herein are based on our understanding of the grading plan.
The grading plan indicates that a portion of the footings in the north side of the building footprint may be
founded in structural fill and the remaining foundations will likely be founded on till. Therefore, the
foundation recommendations in this section are based on a subgrade consisting of compacted structural
fill which are also appropriate for the till.
Geotechnical related site construction activities include clearing and grubbing, excavation, subgrade
preparation, placement of foundations, and placement and compaction of structural fills. Surface water
runoff should be controlled and directed away from the excavation and any temporary cut slopes. This
section discusses selected elements of these construction items.
Golder
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If uncontrolled fill or topsoil is encountered at the proposed subgrade elevation, the uncontrolled fill and/or
topsoil should be removed and replaced with structural fill in accordance with Section 6. 1. 1.
After clearing and grubbing and prior to placement of structural fill, we recommend a proof roll of the existing
subgrade with a loaded dump truck or other heavy wheeled vehicle (e.g. wheel loader). If the subgrade is
wet, we do not recommend performing a proof roll. Instead we recommend that the subgrade conditions
are observed by qualified geotechnical engineer prior to structural fill placement.
Native competent subgrade that becomes loosened by the contractor's operation and wet and unsuitable
soils should be over -excavated and replaced with a suitable structural fill, orthe soil admixed with a moisture
reducing agent or cement treated base (CTB), at the contractor's expense. The footing excavations should
be free of any loose, soft disturbed material or water prior to placement of reinforcing bars and concrete.
Following construction of the vault, the exposed advanced outwash at the floor of vault should be scarified
to a minimum depth of 12 inches below the finished grade elevation. This is necessary to loosen the upper
portion of the outwash material that has been compacted by construction equipment travelling on the floor
of the vault.
6.1.3 Slab Subgrade
Conventional slab -on -grade floors can be supported on a subgrade of the native bearing soils or on a
minimum 2-foot thick layer of structural fill placed and compacted as noted in the Earthworks section of this
report. Slab -on -grade floors should not be founded on organic soils, loose soils, or uncompact fills. The
slabs should be underlain by a capillary break material consisting of at least 4 inches of clean, free draining
sand and gravel or crushed rock containing less than 3% fines passing the No. 200 sieve (based on the
minus No. 4 sieve fraction); meeting the specification in Table 6-1.
Table 6-1: Capillary Break Gradation
Sieve Size or
Diameter (inches)
% Passing
(by weight)
1
100% passing
No. 4
0-20%
No. 200
0-3%
Vapor transmission through floor slabs is an important consideration in the performance of floor coverings
and controlling moisture in structures. Floor slab vapor transmission can be reduced through the use of
suitable vapor retarders, such as plastic sheeting placed between the capillary break and the floor slab,
and/or specially formulated concrete mixes. Framed floors should also include vapor protection over any
areas of bare soils, and adequate crawl space ventilation and drainage should be provided. The
identification of alternatives to prevent vapor transmission is outside of our expertise. A qualified architect
or building envelope consultant can make recommendations for reducing vapor transmission through the
slab, based on the building use and flooring specifications.
6.1.4 Temporary Slopes and Excavations
Safe temporary cut slopes and excavations are the responsibility of the contractor. Temporary, stable cut
slopes less than 8 feet in height can generally be constructed using the following recommendations:
• Uncontrolled/existing fill — 1.51-11V
• Dense to very dense silty sand/till — 1H:1V
If temporary cuts encounter groundwater seepage, they should be sloped at 2H: 1 V (Horizontal or Vertical)
or flatter (as recommended by the geotechnical engineer at the time of construction) to prevent significant
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caving or sloughing. Temporary cuts in the loose granular materials are expected to have some raveling
at the cut face. Excavations in the loose granular soils may cave easily, while excavations in the dense
silty sand soils may be difficult, as occasional boulders and cobbles may be encountered. As appropriate,
trench shoring should be employed by the utility contractor. Temporary cut slopes in the granular soils may
I need to be laid back flatter than 1.5H: 1 V if a change in material type or debris is encountered.
In the event that groundwater seepage is encountered during excavation, the contractor must install
temporary drainage measures to protect the cut face and prevent degradation of the excavation area until
permanent drainage measures can be constructed.
6.1.5 Geotechnical Construction Monitoring
We recommend that a qualified geotechnical-engineering firm is on -site during critical aspects of the project.
This would include observation of footing, slab, pavement, and subgrade preparation-, observation of wall
and footing drains, and placement of structural fills. The geotechnical engineer of record will perform the
special inspection.
6.2 Permanent Drainage Provisions
Permanent control of surface water should be incorporated in the final grading design, and vegetative
protection should be established. It is important to separate all surface water drainage, including roof
downspouts, from any building foundation drainage systems. Surface drainage and building footing drains
must be conveyed in two separate systems. The permanent drainage system for the building should consist
of, at a minimum:
• Perimeter Footing Drains: A footing drain consisting of 4-inch-diameter,
heavy -walled, perforated PVC pipe or equivalent should be placed along the perimeter of
all structures. The pipe should be surrounded by at least 6 inches of drainage gravel as
noted in Table 6-2. A non -woven filter fabric, such a Mirafi 140N or approved equivalent,
is recommended between the native soils and the drain rock. Drain cleanouts are
recommended. Footing drains should drain by gravity to a suitable discharge point.
• Wall Drains: Drainage behind backfilled walls can consist of a full face geocomposite
drainage mat or a minimum of a 2-foot wide zone of clean sand and gravel fill with less
than 5% passing the No. 200 sieve.
E Under Drains: The need for underdrains is not anticipated at the site. .
0 Discharge: If flow by gravity is not feasible at this site, the wall drainage system should
run to a sump for pumping to the storm drainage system. The groundwater flow rate should
be evaluated prior to construction and refined during construction. The permanent
drainage system should conservatively be sized for that flow. If a sump system is used, a
backup pump with emergency power is recommended in case of mechanical breakdown.
The dewatering system should be vented to the atmosphere in case of mechanical or
electrical failure. As a minimum, we recommend that the sump and drainpipe clean outs
be vented to the atmosphere.
Table 6-2: Drain Gravel Gradation
Sieve Size or Diameter (inches)
% Passing
1 1/2
100% passing
3/8
10-40%
No. 4
0-5%
No. 200
0-3%
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Geotechnical related site construction activities include clearing and grubbing, excavation, subgrade
preparation, placement of foundations, and placement and compaction of structural fills. Surface water
runoff should be controlled and directed away from the excavation and any temporary cut slopes.
6.2.1 Construction Dewatering
Groundwater seepage is not likely but if encountered during excavation for foundations or the vault, the
contractor must implement necessary dewatering and drainage measures to protect the excavation cut face
and to prevent degradation of the excavation area and foundation subgrade until permanent drainage
measures can be constructed. Groundwater seepage if encountered can be controlled using standard
ditching, sump and pump methods.
6.3 Erosion Control
Erosion control for the site will include the Best Management Practices (BMPs) incorporated in the civil
design drawings and may incorporate the following recommendations:
• Route surface water through temporary drainage channels around and away from exposed
slopes.
• Use silt fences, straw, and temporary sedimentation ponds to collect and hold eroded
material on the site.
0 Seeding or planting vegetation on exposed areas where work is completed and no
buildings are proposed.
E Retaining existing vegetation to the greatest possible extent.
We recommend that the contractor sequence excavations so as to provide constant positive surface
drainage for rainwater and any groundwater seepage that may be encountered. This will require grading
slopes, and constructing temporary ditches, sumps, and/or berms.
7.0 USE OF REPORT
This report has been prepared exclusively for the use of Doug's Lynwood Mazda and their consultants. We
encourage review of this report by bidders and/or contractors as it relates to factual data only (borehole
logs, laboratory test results, conclusions, etc.). The conclusions and recommendations presented in this
report are based on the explorations and observations completed for this study, conversations regarding
the existing site conditions, and our understanding of the planned development. The conclusions are not
intended nor should they be construed to represent a warranty regarding the development, but they are
included to assist in the planning and design process.
Judgment has been applied in interpreting and presenting the results. Variations in subsurface conditions
outside the exploration locations are common in glacial environments, such as those encountered at the
site. Actual conditions encountered during construction might be different from those observed in the
explorations. When the site project plans are finalized, we recommend that Golder be given the opportunity
to review the plans and specifications to verify that they are in accordance with the conditions described in
this report.
The explorations were advanced and logged in general accordance with locally accepted geotechnical
engineering practice; subject to the time limits, and financial and physical constraints applicable to the
services for this project, to provide information for the areas explored. There are possible variations in the
subsurface conditions between the borehole locations and variations over time.
The professional services retained for this project include only geotechnical aspects of the subsurface
conditions at the site. The presence or implication(s) of possible surface and/or subsurface contamination
resulting from previous site activities and/or resulting from the introduction of materials from off -site sources
is not included in this separate report.
&G%Ider
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8.0 CLOSURE
This report was prepared for the exclusive use of Doug's Lynnwood Mazda and their consultants for the
project as described in this report. If the project design is modified or changed significantly we should be
given a chance to review the changes and revise our recommendations as necessary. We are available to
discuss the information if you have any questions. Please contact us at 425-883-0777.
Sincerely,
GOLDER ASSOCIATES INC.
Margaret Pryor
S e n i 4_P W-Jaft
_P,qtechnical Engineer
1--)z
1'r-el Jt7
Joshua L. Hanson, PE
Senior Project Engineer
List of Figures
"3
James Gerard Johnson
James G. Johnson, LG, LEG
Principal
Figure I a Site Exploration Plan
Figure lb Proposed Project Layout (by others)
Figure 2 Earth Pressure Diagram — One Level of Ground Anchor or Bracing, At Rest
Figure 3 Earth Pressure Diagram — One Level of Ground Anchor or Bracing, Active
Figure 4 Earth Pressure Diagram — Multiple Levels of Ground Anchors or Bracing, At Rest
Figure 5 Earth Pressure Diagram — Multiple Levels of Ground Anchors or Bracing, Active
Figure 6 Earth Pressure Diagram — Cantilever Conditions
Figure 7 Lateral Surcharge Pressure Acting On Below Grade Wall and Shoring Walls
List of Attachments
Attachment A Record of Boreholes
Attachment B Previous Stormwater Infiltration Feasibility Report
MLP/JLH/JGJ/ks
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9.0 REFERENCES
ASTM International. 2007. West Conshohocken, PA, verification of latest standards at www.astm.org.
D-421 Standard Practice for Dry Preparation of Soil Samples for Particle -Size Analysis and
Determination of Soil Constants
D-422 Standard Test Method for Particle -Size Analysis of Soils
American Society of Civil Engineers (ASCE). Minimum Design Loads for Buildings and Other Structures,
2013.
City of Edmonds (Edmonds). 2010. City of Edmonds Stormwater Code Supplement, Appendix C, City of
Edmonds, April.
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FIGURES
LEGEND
GB-01 2015 APPROXIMATE BOREHOLE LOCATIONS
GB-10 2017 APPROXIMATE BOREHOLE LOCATIONS
REFERENCE
IMAGE PROVIDED BY MICROSOFT BING IMAGERY, ACCESSED
ON JULY 30,2015
CLIENT
DOUG'S LYNNWOOD MAZDA
CONSULTANT
(VA=rtes
YYYY-MM-DD
2017-04-07
DESIGNED
REDMOND
PREPARED
REVIEWED
MP
APPROVED
MP
PROJECT
SHOWROOM & STORMWATER VAULT
MAZDA DEALERSHIP EXPANSION
EDMONDS, WASHINGTON
TITLE
SITE EXPLORATION PLAN
PROJECT NO. PHASE
1533298 400
IGURE
A 1A
- L�o
. V.,
7",
.0
40
17
Propose
howroom-
rw
OV
If
----------------
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DOUG'S LYNNWOOD MAZDA SHOWROOM & STORMWATER VAULT
MAZDA DEALERSHIP EXPANSION
EDMONOS,WA
MTANT
SITE LAYOUT
�E—ED REW�0
iiii —E R-
D 1533298 400 A 1B
11
56 H
NOTE(S)
1 . ALL DIMENSIONS ARE IN FEET.
2. ALL PRESSURES IN POUNDS PER SQUARE FOOT (PSF).
3. PRESSURE ABOVE THE BASE OF EXCAVATION ACT OVER
ENTIRE WALL FACE.
4. PASSIVE PRESSURE ACTIVE OVER TWO TIMES
CONCRETED SOLDIER PILE DIAMETER OR THE PILE
SPACING, WHICHEVER IS LESS.
5. IGNORE THE UPPER 2 FEET OF EMBEDMENT FOR PASSIVE
RESISTANCE.
6. SURCHARGE LOADS ARE NOT INCLUDED ON THE DIAGRAM.
7. THE ALLOWABLE PASSIVE EARTH PRESSURE INCLUDES A
FACTOR OF SAFETY OF 1.5
CLIENT
DOUG'S LYNWOOD MAZDA
CONSULTANT YYYY-MM-DD 2017
(AGolder
lmociaes
DESIGNED
IMP
PREPARED
REDMOND
REVIEWED
SV
APPROVED
ii
260 (d)
PROJECT
GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA,
EDMONDS, WA
TITLE
EARTH PRESSURE DIAGRAM - ONE LEVEL OF GROUND
ANCHOR OR BRACING - AT REST
PROJECT NO. PHASE
1533298 400
R EV. FIGURE
A 2
11
i 35 H
NOTE(S)
1. ALL DIMENSIONS ARE IN FEET.
2. ALL PRESSURES IN POUNDS PER SQUARE FOOT (PSF).
3. PRESSURE ABOVE THE BASE OF EXCAVATION ACT OVER
ENTIRE WALL FACE,
4. PASSIVE PRESSURE ACTIVE OVER TWO TIMES
CONCRETED SOLDIER PILE DIAMETER OR THE PILE
SPACING, WHICHEVER IS LESS.
5. IGNORE THE UPPER 2 FEET OF EMBEDMENT FOR PASSIVE
RESISTANCE.
6. SURCHARGE LOADS ARE NOT INCLUDED ON THE DIAGRAM.
7. THE ALLOWABLE PASSIVE EARTH PRESSURE INCLUDES A
FACTOR OF SAFETY OF 1.5
CLIENT
DOUG'S LYNWOOD MAZDA
CONSULTANT
(vGolder
xm�ates
YYYY-MM-DD
2017
DESIGNED
MP
PREPARED
REDMOND
REVIEWED
sv
APPROVED
ii
260 (d)
PROJECT
GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA
EDMONDS,WA
TITLE
EARTH PRESSURE DIAGRAM - ONE LEVEL OF GROUND
ANCHOR OR BRACING - ACTIVE
PROJECT NO. PHASE
1533298 400
REV FIGURE
A 3
0
Po = 56H A 2/(1.5H-0.5Hl-O.5Hn)
i Po
NOTE(S)
1 . ALL DIMENSIONS ARE IN FEET.
2. ALL PRESSURES IN POUNDS PER SQUARE FOOT (PSF).
3. PRESSURE ABOVE THE BASE OF EXCAVATION ACT OVER
ENTIRE WALL FACE.
4. PASSIVE PRESSURE ACTIVE OVER TWO TIMES
CONCRETED SOLDIER PILE DIAMETER OR THE PILE
SPACING, WHICHEVER IS LESS.
5. SEE REPORT TEXT FOR RECOMMENDATIONS TO
DETERMINE PILE EMBEDMENT AND VERTICAL CAPACITY.
6. SURCHARGE LOADS ARE NOT INCLUDED ON THE DIAGRAM.
7. THE ALLOWABLE PASSIVE EARTH PRESSURE INCLUDES A
FACTOR OF SAFETY OF1.5.
CLIENT
DOUG'S LYNWOOD MAZDA
CONSULTANT
@RGolder
Ass�s
YYYY-MM-DD
2017
DESIGNED
IMP
PREPARED
REDMOND
REVIEWED
SV
APPROVED
ii
260 (d)
PROJECT
GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA
EDMONDS,WA
TITLE
EARTH PRESSURE DIAGRAM - MULTIPLE LEVELS OF GROUND
ANCHORS OR BRACING - AT REST
PROJECT NO. PHASE REV, FIGURE
1533298 400 A 4
Pa = 35H A 2/(1.5H-0.5H1-0.5Hn)
Pa
260 (d)
NOTE(S)
1 . ALL DIMENSIONS ARE IN FEET.
2. ALL PRESSURES IN POUNDS PER SQUARE FOOT (PSF).
3. PRESSURE ABOVE THE BASE OF EXCAVATION ACT OVER
ENTIRE WALL FACE.
4. PASSIVE PRESSURE ACTIVE OVER TWO TIMES
CONCRETED SOLDIER PILE DIAMETER OR THE PILE
SPACING, WHICHEVER IS LESS.
5. SEE REPORT TEXT FOR RECOMMENDATIONS TO
DETERMINE PILE EMBEDMENT AND VERTICAL CAPACITY.
6. SURCHARGE LOADS ARE NOT INCLUDED ON THE DIAGRAM.
7. THE ALLOWABLE PASSIVE EARTH PRESSURE INCLUDES A
FACTOR OF SAFETY OF 1.5.
CLIENT
PROJECT
DOUG'S LYNWOOD MAZDA
GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA
EDMONDS, WA
CONSULTANT
YYYY-MM-DD
2017
TITLE
EARTH PRESSURE DIAGRAM - MULTIPLE LEVELS OF GROUND
DESIGNED
MP
ANCHORS OR BRACING - ACTIVE
Golder
(Akm�es
PREPARED
REDMOND
REVIEWED
SV
PROJECT NO. PHASE REV, FIGURE
APPROVED
11
1533298 400 A 5
EXCAVATION BASE
'K7
..=I
cli
ACTIVE PRESSURE: 14d 35H
260 (d)
AT -REST PRESSURE: 24d 56H
PASSIVE PRESSURE
NOTE(S)
1 . ALL DIMENSIONS ARE IN FEET.
2. ALL PRESSURES IN POUNDS PER SQUARE FOOT (PSF).
3. PRESSURES ABOVE THE BASE OF THE EXCAVATION ACT OVER
ENTIRE WALL FACE.
4. PASSIVE PRESSURE ACTS OVER TWO TIMES CONCRETED
SOLDIER PILE DIAMETER, OR THE PILE SPACING WHICHEVER
IS LESS.
5. SEE REPORT TEXT FOR RECOMMENDATIONS TO DETERMINE
50
PILE EMBEDMENT AND VERTICAL CAPACITY.
6. SURCHARGE LOADS ARE NOT INCLUDED ON THE DIAGRAM.
7. THE ALLOWABLE PASSIVE EARTH PRESSURE INCLUDES A
FACTOR OF SAFETY OF 1.5.
CLIENT
PROJECT
FANA PARK CENTER CORP.
GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA EDMONDS
WA
CONSULTANT YYYY-MM-DD 2017
TITLE
EARTH PRESSURE DIAGRAM - CANTILEVER CONDITION
DESIGNED MP
(RCvoldkw PREPARED REDMOND
AImciates REVIEWED IMP
PROJECT NO, PHASE R EV.
FIGURE
APPROVED 11
1533298 400 A
6
GROUND SURFACE
BASE OF EXCAVATION
GROUND SURFACE
LINE LOAD x = ITID )p d
PRESSURE
N D
ah __u I
GROUND SURFACE
UNIFOR
BASE OF EXCAVATION
BASE OF EXCAVATION
DEFINITIONS & UNITS
D EXCAVATION DEPTH BELOW FOOTING IN FEET
cTh LATERAL SOIL PRESSURE IN PSF
q UNIT LOADING PRESSURE IN PSF
Ot 0 RADIANS
CLIENT
DOUG'S LYNWOOD MAZDA
CONSULTANT
Akolder
ssociates
Yyyy_mm_DD 2017
PREPARED AP
DESIGN MP
REVIEW sV
APPROVED ii
ISOLATED FOOTING
uh = 0.64q (p - sinpcos2(x)k
CONTINUOUS FOOTING
PARALLEL TO EXCAVATION
(For m > 0.4)
cyh = k 1.28q M2 n
D (m'+ n?_
(For m :5 0.4)
cyh = k q 0-2 in )2-
D (0.16 + IT
UNIFORM LOAD DISTRIBUTION
q = VERTICAL PRESSURE IN PSF
Gh = k(q)
k - CONDITIONS
D.20 -ACTIVE EARTH PRESSURE
ON FLEXIBLE WALL
05 - AT -REST CONDITIONS WHERE
SURCHARGE LOADS EXISTS PRIOR
TO EXCAVATION
I - AT -REST CONDITIONS WHERE
SURCHARGE LOADS ARE APPLIED
AFTER CONSTIRCUTION OF
PERMANENT WALL
PROJECT
GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA
EDMONDS, WA
TITLE
LATERAL SURCHARGE PRESSURE ACTING ON BELOW GRADE
WALLS AND SHORING WALLS
PROJECT No. PHASE Rev FIGURE
1533298 400 A 7
ATTACHMENT A
RECORD OF BOREHOLES
METHOD OF SOIL CLASSIFICATION
The Golder Associates Ltd. Soil Classification System is based on the Unified Soil Classification System (USCS1
Organic
or
Soil
Type of Sol[
Gradation
C',
C� = 22L)L
Organic
USCS G rouP
Group Name
Inorganic
Group
s
or Pla ticity
DloXD6o
Content
Symbol
-6 E
Gravels
with
Poorly
Graded
�4
sl or a3
GP
GRAVEL
1. E
< 12%
Well Graded
24
1 to 3
GW
GRAVEL
S
E
M :g ,
E Z5
fines
U)
e
(b y mass)
E
Gravels
Below A
SILTY
with
Line
We
GM
GRAVEL
fines
Above A
ft/a
GC
CLAYEY
Z W
:R e
(by mass)
Line
GRAVEL
of
L?.L-
�30%
Sands
Poorly
0
z 0
W .
E
'a
with
Graded
6
sl or �t3
SID
SAND
-0
U)
ir
A. E
< 12%
.E
< E
0
En
fines
(by mass)
Wall Graded
2!6
1 to 3
Sw
SAND
0
z
Sands
Below A
(n
with
Line
n/a
SM
SILTY SAND
12%
Above A
n/a
SC
CLAYEY
fines
(by mass)
Line
SAND
Organic
— S
Field lndlwtors;(See ecHon7i.2.2)
or
Soil
Group
Type of Soil
Laboratory
Tests
Dry
Shine
Thread
u Imess
To I
Organic
Content
LISCS Group
Symbol
Primary
Name
Inorganic
Dilatancy
St rength
Test
Diameter
(.13 .
__ thread)
NIA (can't
Rapid
None
None
�6 men
roll 3 mm
�5%
ML
SILT
Liquid Limit
thread)
Slow
None to
Low
Dull
m
3m to
6mm
None to low
<5%
ML
CLAYEY SILT
E
<50
E
U) a
U) D p
Z_L . -
Z5
Slow to
Low to
Dull to
3mm to
Low
5% to
OL
ORGANIC
C
On
very slow
medium
slight
6mm
30%
SILT
0
U)
0
0
Slow to
Low to
Slight
3mm to
Low to
<
W "Fu
6
Liquid Limit
very slow
medium
6mm
medi um
�59%
MH
CLAYEY SILT
0 -6
< E
Ir
0
�50
None
Medium
Dull to
1 mmto
Medium to
5% to
OH
ORGANIC
0
9
to high
slight
3mm
high
30%
SILT
W
z
E
-6
Liquid Limit
None
Low to
Slight
3 mm
Low to
CL
SILTY CLAY
21
0
<35
medium
to shiny
medium
0%
to
Liquid Limit
None
Medium
Slight
I mm to
Medium
Cl
SILTY CLAY
35 to 50
to high
to shiny
3 mm
30%
Liquid Limit
�50
None
High
Sh iny
�1 mm
High
CH
CLAY
10.
Peat and mineral soil
30%
SILTY PEAT,
>_ L) u, E I
f� .
< M
mixtures
to
75%
SANDY PEAT
(D 5 Ell E
Predominantly peat,
PT
Ir 0 g S!
0
may contain some
75%
0
L)
inineral soil, fibrous or
to
PEAT
annorphous peat
100%
Dual Symbol A dual symbol is two symbols separated by
a hyphen, for example, GP -GM, SW-SCT CL-ML. For non-
CtAy
cohesive soils, the dual symbols must be -used when the
C.
VORGANICSSILT
soil has between 5% and 12% fines. (i.e. to identify
transitional material between "clean" and a "dirty" sand or a
gravel. -For cohesive soils, the dual symbol must be used
OH
when the liquid limit and plasticity index values plot in the
CL-ML area of the Plasticity Chart see plasticity chart at
left).
Borderline Symbol — A borderline symbol is two symbols
separated by a slash, for example, CUCI, GM/SM, CUIVIL.
A borderline symbol may be used to indicate that the soil
has been identified as having properties that are on the
6
10
transition between similar materials. In addition, a
UqWd UMH (Lui
Note 1 - Fine grained materialswhIch are Non -plastic (i.e., a PL
cannot be measured) are named
borderline symbol may be used to GF indicates a range of
SILT.
similar soil types within a stratum.
0 Golder
AAssociates
SYMBOLS AND TERMS USED ON RECORDS OF BOREHOLES
AND TEST PITS
PARTIrl F ql7Fq nF rC)N1;T1T1IFNTS
Soil
Particle Size
Millimetres
Inches
Constituent
Description
(US Std. Sieve Size)
BOULDERS
Not
Applicable
>300
>12
COBBLES
Not
Applicable
75to3OO
3 to 12
GRAVEL
Coarse
19 to 75
0.75 to 3
Fine
4.75 to 19
(4) to 0.75
Coarse
2.00 to 4.75
(10) to (4)
SAND
Medium
0.425 to 2.00
(40) to (10)
Fine
0.075 to 0.425
(200) to (40)
SILT/CLAY
Classified by
<0.07
I
< (200)
. plasticity
I
ivinniFirp-q Fnp qrrnmnARv amn miwnp (,nkiqTlTl IFNTR
Percentage
Modifier
by Mass
:5 5
trace
> 5 to 12
some
> 12 to 35
Primary soil name prefixed with "gravelly, sandy, SILTY,
CLAYEY" as applicable
> 35
Use'and'to combine major constituents
(i.e., SAND and GRAVEL, SAND and CLAY)
PENETRATION RESISTANCE
Standard Penetration Resistance (SPI), N:
The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.)
required to drive a 50 mm (2 in.) split -spoon sampler for a distance of 300 mm
(12 in.).
Cone Penetration Test (CPT)
An electronic cone penetrometer with a 60* conical tip and a project end area of
10 CM2 pushed through ground at a penetration rate of 2 cm/s. Measurements of
tip resistance (q,), porewater pressure (u) and sleeve frictions are recorded
electronically at 25 mm penetration intervals.
Dynamic Cone Penetration Resistance (DCPT); Nd:
The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.) to
drive uncased a 50 mm (2 in.) diameter, 60* cone attached to "A" size drill rods for
a distance of 300 mm (12 in.).
PH: Sampler advanced by hydraulic pressure
PM: Sampler advanced by manual pressure
WH: Sampler advanced by static weight of hammer
WR: Sampler advanced by weight of sampler and rod
NON -COHESIVE (COHESIONLESS) SOILS
Compactness2
Term
SPT'N'(blows/0.3m)'
Very Loose
0-4
Loose
4 to 10
1
Compact
10 to 30
Dense
30 to 50
Very Dense
>50
1. SPT 'N' in accordance with ASTM D1586, uncorrected for overburden
pressure effects
2. Definition of compactness descriptions based on SPT 'N' ranges from
Terzaghi and Peck (1967) and correspond to typical average N. values.
Field Moisture Condition
Term
Description
Dry
Soil flows freely through fingers.
Moist
Soils are darker than in the dry condition and
may feel cool.
Wet
As moist, but with free water forming on hands
when handled,
qAMP1 Pq
AS
Auger sample
BS
Block sample
CS
Chunk sample
DOorDP
Seamless open ended, driven or pushed tube
sampler - note size
DS
Denison type sample
FS
Foil sample
RC
Rock core
SC
Soil core
SS
Split spoon sampler - note size
ST
Slotted tube
TO
Thin -walled, open - note size
TP
Thin -walled, piston - note size
WS
Wash sample
qn1l Tr-RT-q
w
water content
PL, w,
plastic limit
LL, WL
liquid limit
C
consolidation (oedometer) test
CHEM
chemical analysis (refer to text)
CID
consolidated isotropically drained triaxial test'
Clu
consolidated isotropically undrained triaxial test with
porewater pressure measurement 1
DR
relative density (specific gravity, Gs)
DS
direct shear test
GS
specific gravity
M
sieve analysis for particle size
MH
combined sieve and hydrometer (H) analysis
MPC
Modified Proctor compaction test
SPC
Standard Proctor compaction test
OC
organic content test
SO4
concentration of water-soluble sulphates
UC
unconfined compression test
UU
unconsolidated undrained triaxial test
V (FV)
field vane (LV-Iaboratory vane test)
y
unit weight
Note: i esis wnicn are anisotropicany consonamea prior io snear are
shown as CAD, CAU.
COHESIVE SOILS
Consistency
Term
Undrained Shear
Strength (kPa)
SPT'N"
(blows/0.3m)
Very Soft
<12
0 to 2
Soft
12 to 25
2 to 4
Firm
25 to 50
4 to 8
stiff
50 to 100
8 to 15
Very Stiff
1 O� to 200
15 to 30
Har
1. SPT IN in accordance with ASTM U1586, uncorrected for overburden pressure
effects, approximate only.
Water Content
Term
Description
w < PL
Material is estimated to be drier than the Plastic
Limit.
w- PL
Material is estimated to be close to the Plastic
Limit.
w> PL
Material is estimated to be wetter than the Plastic
Limit.
Golder
A&sodates
RECORD OF BOREHOLE GB-1 0 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION:
PROJECT NUMBER. 1 DR LUNG DATE: 3-20-2017 COORDINATES: notsurveyed INCLINATION: -90
=Qton
LOCATION: Edmonds, DRiLL RIG: Mobile B-59 WELL TAG:
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
W
BLOWS / fit
NOTES
ELEV.
3�
LU
BLOWS
"a �O �o �o
WATER LEVELS
C1
Z
DESCRIPTION
U
(n
Q. 6
<
W
0-
per 6 in
REC
ATT
GRAPHIC
W
Z)
d:
DEPTH
n
PL MC LL
0
(Ft)
140 lb hammer
E)
30 inch dmp
20 40 60 so
-0
0.0-0.1
ASPHALT
0.1
Asphalt Patch
0.1 - 0.5
0.5
CRUSHED ROCK BASE
—----------
Concrete
0.5-10.3
Sand
SM, fine to coarse SAND, little silt, little fine
to coarse, faceted, socketed, subrounded
gravel, light olive gray, unstratified, TILL,
dry, very dense.
1
SS
-12-504"
0.9
—5
—2
SS
-50-4"
0.3
E
SM
0.3
rn
3:
Bentonite
2
Chips
—10
0
3
1 SS
-50-4'
0.3
0.3
Boring compleeted at 10.3 ft.
10.3
—15
—20
—25
1 into3ft LOGGED:AGM
DRILLING CONTRACTOR: Holt Drilling CHECKED:MLP �--Golder
DRILLER: Kevin DATE: March 23, 2017 WAssociates
RECORD OF BOREHOLE GB-1 1 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION:
PROJECT NUMBER: 1 DRILLING DATE: 3-20-2017 COORDINATES: notsurveyed INCLINATION: -90
=Qton
LOCATION: Edmonds, DRILL RIG: Mobile B-59 WELL TAG:
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / ft
U)
S-)
ELEV.
Q:
Lu
BLOWS
Lu
1P �o �o
NOTES
WATER LEVELS
ui
0
DESCRIPTION
0
U)
1: Lr)
(L 0
<
W
(L
per 6 in
REC
ATT
GRAPHIC
of
0
Z)
x
C)
DEPTH
(Ft)
Z)
Z
140 lb ha.m�
PL MC LL
i
E) A
-0
Co
30 irch dmp
20 40 60 80
0.0-0.3
ASPHALT
0.3
Asphalt Patch
SID
0.3-1.0
SP, fine to medium SAND, little fine to
Concrete
1.0
rounded gravel, trace silt, moderate I
,coarse,
yellowish brown, unstratified, dry- _j
- - - - - - -
Sand
f.-O _-1 50
SM, fine to coarse SAND, litfle silt, little fine
rs
to coa e, faceted, socketed, subrounded
1
SS
-16-50
�.50
0.7
gravel, light olive gray, unstratified, TILL,
>>1
dry, very dense.
1.0
2
SS
-50
—
0.5
SM
Bentonite
Chips
-10
3
SS
-25-50
>50
1-0
1.0
>>
Bonng completed at 11�0ft.
11.0
-15
20
-25
1 in to 3 ft LOGGED:AGM ad
DRILLING CONTRACTOR: Holt Drilling CHECKED MLP: tF
. Golder
DRILLER: Kevin DATE: March 23,2017
WAssociates
RECORD OF BOREHOLE GB-1 2 SHEET 1 of 2
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION:
PROJECTNUMBE , I DRILLING DATE:I 3-20-2017 COORDINATES: not surveyed INCLINATION: -90
=qtn
Edrr'.�
LOCATION: Ind., DR RIG: Mobi e B-59 WELL TAG:
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
x
BLOWS I ft
M
NOTES
0.
ELEV.
0:
LU
BLOWS
�O �0 �0
WATER LEVELS
LU
0
DESCRIPTION
U
(n
0
2
Lu
(L
per 6 in
N
BEG
ATT
GRAPHIC
0
a:
DEPTH
(Ft)
M
Z
140 lb hammer
PL Mc LL
E) 1
—0
to
30 inch drop
20 40 60 so
01110
�3
LT
A AS f
0.3
Asphalt Patch W
0.3-5.2
SP-GP, fine to coarse SAND and fine to
Concrete
coarse rounded GRAVEL, trace silt,
Sand
mod.rate yellowish brown, unstratified,
FILL, wet, very loose.
1
SS
1-2-1
3
0-3
5.2
5.2 :_14._0
SM, fine to coarse SAND, little sift, little fine
2
SS
2-8-18
26
0-7
to coarse. faceted, socketed, subrounded
1.5
gravel, fight olive gray, unstratified, TILL,
dry, compact to very dense.
SM
—10
3
—
SS
-50
0.5
0.5
— — — — — — — — — — — — — —
14.0-20.0
— —
14.0
SP, fine to medium SAND, little fine to
coarse gravel/cobbles, trace silt, dark
—15
yellowish brown, unstratified, ADVANCE
6
OUTWASH, moist, very dense
4
SS
22-30-504"
1.3
1.3
SP
B ntonite
Ch,ps
6
—20
— — — — — — — — — — — — — —
20.0-34.0
— -
20.0
SP, fine to medium SAND, trace fine gravel,
trace dark brown, thinly
1.5
sift, yellowish
�N_
5
SS
18-32-50
"o
1.5
bedded, ADVANCE OUTWASH, moist, very
dense
SP
9
6
—25
Log continued on nexl page
1 in to 3 ft LOGGED:AGM
DRILLING CONTRACTOR: Holt Drilling CHECKED:MLP --Golder
DRILLER: Kevin DATE: March 23, 2017 A-ssociates
RECORD OF BOREHOLE GB-1 2 SHEET 2 of 2
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION:
PROJECT N =sl=c DR�LLING DATE: 3-20-2017 COORDINATES: notsurveyed INCLINATION: -90
LOCATION: -Iton DR LL RIG: Mobile B-59 WELL TAG:
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
x
BLOWS / ft
F-
ui
NOTES
2
ELEV.
x
LU
BLOWS
1P �O �o �O
WATER LEVELS
W
0
Z
DESCRIPTION
L)
En
2:
'10
W
a-
per 6 in
N
REC
ATT
GRAPHIC
of
0
Z)
a
0
DEPTH
(Ft)
D
Z
140 It, h—er
PL Mc LL
1 E)
—25
03
30 inch drop
1 20 40 80
1
20.0-34.0
SP, fine to medium SAND, trace fine gravel,
trace dark brown, thl0y
1.5
-
silt, yellowish
bedded, ADVANCE OUTWASH, moist, very
Yz 15
6
SS
23-39-42
1.5
dense
SP
—30
7
SS
17-43-42
>50
1.5
>>4
MC
22-43-44
>50
1.5
Bonng completed at 34.0 ft.
34.0
—35
—40
—45
—50
1
1 in to 3 ft LOGGED:AGM
DRILLING CONTRACTOR: Holt Drilling CHECKED:MLP Golder
W-
DRILLER: Kevin DATE: March 23, 207
Associatesi
ATTACHMENT B
STORMWATER INFILTRATION FEASIBILITY REPORT, GOLDER 2015
Golder
Associates
August 7, 2015 Project No. 1533298
Douglkegami
Doug's Lynnwood Mazda
22130 Hwy 99
Edmonds, WA 98026
RE: DRAFT STORMWATER INFILTRATION FEASIBILITY
MAZDA DEALERSHIP EXPANSION
EDMONDS, WASHINGTON
Dear Mr. Ikegami:
Golder Associates Inc. (Golder) is pleased to present the results of our stormwater infiltration feasibility
evaluation at Doug's Lynnwood Mazda (site) on State Route 99 (SR 99) in Edmonds, Washington.
Golder was contacted by your architect, Mr. Ned Nelson, who provided information on your development
plans, which will include several new buildings and a stormwater vault to detain runoff prior to discharge.
Mr. Nelson wanted to assess the feasibility of infiltrating some or all of the stormwater in an effort to
reduce the size of the stormwater vault. A preliminary site layout was provided for the planned expansion
showing potential infiltration locations (Attachment A). The purpose of this investigation was to investigate
the soil and groundwater conditions and if infiltration was feasible, provide recommendations for feasible
infiltration systems, and provide long-term design infiltration rates. We understand stormwater infiltration
feasibility may also influence the layout of the new buildings. This report contains a summary of our
subsurface investigation, soils and analytical lab testing, comments on infiltration feasibility, and long-term
design infiltration rates for possible receptor soils.
Boreholes completed at candidate infiltration facility locations encountered fill underlain by till over silty
sand advance outwash within Areas A and B (Attachment A). Till overlaid by fill was observed in
boreholes GB-05 and GB-09 in Area C. A borehole location map is provided in Figure 1. The boreholes
completed for this study were also intended for use later to provide geotechnical recommendations for
building design when the building locations have been finalized. The geotechnical report can be
completed when authorized by a separate work order.
1.0 PROJECT BACKGROUND & DESCRIPTION
The project site (site) is located along SR 99, just north of the intersection of SW 223 1h Street in Edmonds,
Washington. The site consists of an approximate 4.5-acre lot, which is partially developed with a mix of
parking areas and 1- to 2-story buildings. The parking areas vary across the site, and are either paved or
gravel. The site is bordered by a mix of residential and commercial properties to the north and south, 76 th
Avenue West to the west, and SR 99 to the east. Potential infiltration areas are indicated as Areas A, B,
and C (Attachment 1).
We understand that preliminary plans include the construction of three new building structures, new
parking facilities, and general landscape work. The three new structures include a 1-story parts building,
a 1- to 2-story retail and sales building, and a 2-story service building with a roof parking structure.
Various demolition activities are also planned to take place prior to construction. The buildings will likely
be a mix of steel, concrete, and wood -framed construction. It is our understanding that the site grading
will not involve cuts or fills greater than about 10 feet, and no external retaining walls are planned.
080715spl draft 1533298 rnazda report.docx
Golder Associates Inc.
18300 NE Union Hill Road , Suite 200
Redmond, WA 98052 USA
Tel: (425) 883-0777 Fax: (425) 882-5498 www.goider.com
Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America
Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation
Doug Ikegami DRAFT August 7, 2015
Doug's Lynnwood Mazda 2 1533298
The improvements will significantly increase impervious surfaces, resulting in increased stormwater
runoff. Infiltration of clean (roof runoff) or treated (parking lot runoff) water is preferred to the extent
feasible to minimize the size of a stormwater detention vault(s).
2.0 FIELD INVESTIGATION SUMMARY
Nine boreholes were drilled in the approximate planned locations of the possible infiltration facilities
adjacent to the west and south of the main Mazda building, and in the gravel lot on the western boundary
of the property (Figure 1). The boreholes were drilled on July 21 and 22, 2015 using an EC 55 Track Rig
turning hollow stem augers, and sampling was completed with standard split spoon sampler driven with a
140-pound manual wire -line hammer. Boreholes were designated GB-01 through GB-09 and were drilled
to depths of 20.3 to 31.5 feet below ground surface (bgs). GB-01 and GB-02 were completed with
polyvinyl chloride (PVC) standpipe piezometers to allow future measurement of groundwater. All other
boreholes were backfilled with bentonite chips and capped with cold patch asphalt in asphalt parking
areas or capped with gravel in gravel areas. The conditions observed in the boreholes were recorded in
the field and summarized on the borehole records included in Attachment B.
The boreholes encountered approximately 5 to 14 feet of fill, composed of silty sand to sandy silt. Below
the fill was very dense glacial till. The till encountered consisted of very dense silty sand and gravel, and
silty gravel, with potential for cobbles and boulders. Below the till was typically very dense advanced
outwash fine to coarse silty sand with some gravel. These soils were interpreted to be an advance
outwash based on its composition and stratigraphic position below the till. When encountered, the
outwash sand extended to the full depth of our boreholes. Some iron -oxide staining was observed within
the fill and till layers. No groundwater or seepage was encountered at the time of drilling.
Laboratory gradation tests were completed on seven soil samples collected from the boreholes; six tests
were completed within the advanced outwash layer and one completed within the till (Attachment C). The
soils were tested in accordance with ASTM D-421 and D-422 in Golder's Redmond, Washington
laboratory. The results of the laboratory tests are included in Attachment C and are summarized in
Table 2-1.
Table 2-1: Laboratory Testing Results — Grain Size Analysis
Borehole
Sample #
Depth
(feet)
% Passing #
200 Sieve
D10 Size
(mm)
D60 Size
(mm)
USCS
Symbol
GB-01
S-7
20 feet
14.5
NA
0.81
SM
GB-01
S-8
25 feet
8.8
0.09
0.79
SP-SM
GB-02
S-7
20 feet
13.2
NA
0.35
SM
GB-03
S-4
20 feet
12.3
NA
0.50
SM
GB-04
S-4A
20 feet
16.4
NA
1.24
SM
GB-05
S-6
15 feet
15.5
NA
0.71
SM
GB-07
S-4
20 feet
13.5
NA
0.43
SM
Notes:
mm = millimeters
USCS = Unified Soil Classification System
NA = Could not be calculated
The advanced outwash soil gradation is predominately silty fine to coarse sand and is described by the
Unified Soil Classification System (USCS) as an SM. The Dio and D60 value of the soil is the grain size,
measured in millimeters, at which 10 and 60 percent respectively of the total soil sample is finer grained.
The D10 and D60 values are commonly used in correlations with infiltration rates.
Golder
080715spl—draft-1533298—Mazda report.dou Associates
Doug Ikegami DRAFT August 7, 2015
Doug's Lynnwood Mazda 3 1533298
3.0 DISCUSSION OF SOIL AND GROUNDWATER CONDITIONS
The feasibility of stormwater infiltration includes an assessment of several factors including soil
stratigraphy, soil permeability and seasonal groundwater conditions. These factors are described in
greater detail below.
Soil Stratigraphy — Infiltration requires a permeable soil layer of sufficient thickness and lateral continuity
to infiltrate and convey stormwater down and away from the facility. The soil stratigraphy at the Mazda
site includes a fill layer underlain by a dense, low permeability till layer that extends to depths of about
19 to over 25 feet bgs. The fill and till are not suitable soil for infiltration.
In Areas A and B, our boreholes encountered outwash sand below the till between about 15 and 19 feet
bgs. The transition between the till and outwash occurred between 5-foot sample intervals so the depth is
approximate. In Area C, only one borehole (GB-08) encountered outwash at a depth of about 25 feet
bgs. The outwash sand is a suitable soil for infiltration, and in Area A, it appears to be of sufficient
thickness (about 10 feet in GB-01) to facilitate infiltration provided water could be delivered to that depth
(Section 5.0).
Soil Permeability — Permeability is a measure of the soils ability to allow water to pass through it.
Permeability is influenced by the soil grain size and degree of compaction, for example loose coarse
grained soils have higher permeability than compact fine grained soil. Direct field infiltration rate tests
where water is infiltrated into the soil are preferred for determining infiltration rates, but are not always
feasible due to the depth of the soil layer of interest such as the case at the site. The outwash sand
material observed at the site was encountered at a depth of about 15 to 19 feet bgs in Areas A and B and
deeper in Area C.
Soil permeability can also be estimated based on soil textural classifications derived from laboratory tests.
Correlations by Massm an and Hazen (Kasenow 2010) and others have shown that the D 10 and D60 of the
soil (determined by grain size analysis) can provide an approximation of the long-term design infiltration
rate. Samples of the outwash sand from the boreholes were tested and infiltration rates were calculated
based on the lab test results (Section 4.0). Appropriate correction factors are applied to the calculated
infiltration rates to derive long-term design rates.
Groundwater Conditions — Typical infiltration codes require a minimum of 3 to 5 feet of separation
between the infiltration elevation and the seasonal high groundwater elevation. This is necessary to
provide a safety factor for the formation of potential groundwater mounding below the facility and/or
unanticipated high groundwater conditions. No groundwater was observed in our boreholes at the time of
drilling. Groundwater monitoring wells were installed in GB-1, Area A and GB-2, Area B to allow future
measurement of groundwater levels. We recommend that groundwater level measurements be collected
in the winter and early spring months to verify the assumptions in this report prior to final system design.
4.0 INFILTRATION RATE DETERMINATION
Appendix C of the City of Edmonds Stormwater Code (ESC) (Edmonds 2010) provides two methods for
determining the short- and long-term infiltration rate for infiltration system design: 1) the United States
Department of Agriculture (USDA) Textural Classification method and, 2) the modified pilot infiltration test
method. The modified pilot infiltration test is performed by measuring water infiltrated directly in a test pit.
The outwash sand at the site was too deep to perform this test without a shored excavation. Infiltration
rates for this feasibility evaluation were estimated using the USDA Textural Classification method, which
utilizes soil grain size analysis data to estimate infiltration rates.
Based on the laboratory test results, the outwash sand receptor soil at the proposed infiltration facility is
classified as "loamy sand" in Table C-1 of the ECS in accordance with the USDA Textural Classification
method (Edmonds 2010). The short-term infiltration rate for loamy sand in Table C-1 of the ECS is
2 inches per hour (Edmonds 2010). The recommended correction factor is 4 resulting in a long-term
design infiltration rate of 0.5 inches per hour. The manual allows reduction of the correction factor for
OB0715spldraft 1533298 mazda—report.dou
i BF3:1h& �Dlder
A ociates
Doug Ikegami DRAFT August 7, 2015
Doug's Lynnwood Mazda 4 1533298
facilities that have a high degree of maintenance and pre-treatment of the water to remove suspended
solids from the influent water. The correction factor can be re-evaluated once additional information is
available on the infiltration system design.
Infiltration rates based on the laboratory grain size data were also calculated using several published
methods (USBR and Pavchich 1997, 2007, 2010 [(Kasenow 2010]). The results are shown in Table 4-1,
and the design rates more closely correspond to the short-term rate derived from the ECS (Edmonds
2010) method (on average about 2 inches per hour). It appears that the ECS long-term design rate
method provides the most conservative infiltration rate.
Table 4-1: Infiltration Rate Calculations Using USBR and Pavchich Methods
Hydraulic Conductivity (In/hr)
Corrected Design
Infiltration Rate (In/hr)
Sample ID
USBR
Pavchich
Sample ID
USBR
Pavchich
GB-01 S-7
6.88
4.51
GB-01 S-7
1.98
1.30
GB-01 S-8
14.13
12.73
GB-01 S-8
4.07
3.67
GB-02 S-7
4.77
4.19
GB-02 S-7
1.37
1.21
GB-04 S-4
7.10
5.95
GB-04 S-4
2.04
1.71
GB-05 S-6
2.49
2.46
GB-05 S-6
0.72
0.71
GB-07 S-4
3.99
3.11
GB-07 S-4
1.15
0.90
GB-07 S-4a
5.75
4.48
GB-07 S-4a
- 1.66
1.29
Notes:
in/hr = inches per hour
Correction Formula CFt = CF,*CFt*CFm
ClFt Infiltration Correction Factor (0.29)
CFv site variability (0.8)
ClFt test method (0.4)
CFm = degree of influent control (0.9)
5.0 INFILTRATION FEASIBILITY CONCLUSIONS
Near surface soil conditions (0 to about 19 feet bgs) at the site consist of low permeability fill and glacial
till, which are not recommended for stormwater infiltration. Below about 19 feet at Areas A and B,
outwash sand was encountered that appears feasible to support design infiltration rates of about 0.5 to
2.0 inches per hour depending on the method of calculation. Due to the depth of the outwash sand
receptor soil, accessing the soil unit for infiltration would likely require pit drains in the floor of the
infiltration facility. Pit drains consist of drilled shafts or excavated slots filled with drain gravel that would
penetrate the low permeability material below the floor of the facility and extend into the permeable
outwash sand. Field verification of the pit drain installation would be required to verify the sand layer had
been reached.
The approximate infiltration volume could be calculated using the range of rates provided in Section 4.0
and the area of the pit drains that penetrate into the sand receptor soil. The cost feasibility of installing pit
drains would have to be assessed comparing the cost of the pit drains in relation to the reduction in the
facility size as a result of the infiltration that can be achieved.
Alternatively, the ECS contains design recommendations for drywells to infiltrate clean roof drain water
(Edmonds 2010). Drywells that access a sufficient thickness of permeable outwash sand can be
designed using the infiltration rate information in this report. Drywell infiltration of roof runoff may be able
to be implemented to reduce stormwater vault capacity. If drywells are used, we recommend that an
Golder
080715spl-draft-1533298_mazda_report docx Ag-sociates
Doug Ikegami DRAFT August 7, 2015
Doug's Lynnwood Mazda 5 1533298
overflow, routed to the stormwater system, be incorporated into the design to accommodate potential
extreme precipitation events.
6.0 CLOSURE
This report was prepared for the exclusive use of Doug's Lynnwood Mazda and their consultants for the
project as described in this report. If the project design is modified or changed significantly we should be
given a chance to review the changes and revise our recommendations as necessary. We are available
to discuss the information if you have any questions. Please contact us at 425-883-0777.
Sincerely,
GOLDER ASSOCIATES INC.
DRAFT
Stephen Pause, PE
Staff Geotechnical Engineer
List of Figures
Figure 1 Site Exploration Plan
List of Attachments
AttachmentA Preliminary Site Plan
Attachment B Record of Boreholes
Attachment C Laboratory Testing Results
RMH/SP/JGJ/cI
7.0 REFERENCES
DRAFT
James G. Johnson, LG, LEG
Principal
ASTM International. 2007. West Conshohocken, PA, verification of latest standards at www.astm.org.
D-421 Standard Practice for Dry Preparation of Soil Samples for Particle -Size Analysis and
Determination of Soil Constants
D-422 Standard Test Method for Particle -Size Analysis of Soils
City of Edmonds (Edmonds). 2010. City of Edmonds Stormwater Code Supplement, Appendix C, City of
Edmonds, April.
Kasenow, Michael. 2010. Determination of Hydraulic Conductivity from Grain Size Analysis. Highlands
Ranch, CO: Water Resources Publications. Print. ISBN-10: 1-887201-58-0.
080715spl_draft1533298 mazda_reporl.doa
G o I d e r
Associates
FIGURE
LEGEND
"p, GB-01 APPROXIMATE BOREHOLE LOCATION
CLIENT
DOUG'S LYNNWOOD MAZDA
CONSULTANT
REFERENCE
IMAGE PROVIDED BY MICROSOFT BING IMAGERY, ACCESSED
ON JULY 30, 2015. Golder
(PAssociates
YYYY-MM-DD 2015-08-07
DESIGNED -
PREPARED REDMOND
PROJECT
STORMWATER INFILTRATION FEASIBILITY
MAZDA DEALERSHIP EXPANSION
EDMONDS, WASHINGTON
TITLE
SITE EXPLORATION PLAN
REVIEWED SP PROJECT NO. PHASE
APPROVED 11 1533298 300
FIGURE
A 1
ATTACHMENT A
PRELIMINARY SITE PLAN
30 29
Az
SWAN'S AM.
VOL 18. m I'D
01
211
to;:V
A,
7,
I-T
WWI ji,
.1z
LEGEND
�9
01?
1. M,
to
.7; K _-,
-A
0 IN,
BASIS OF SEARIMM. IL 03
LINE FROM THE VIEST 1/4 TO THE z
CENTM OF SECTION 2a-O9W4W 12
55 In
COM IN TOP OF
V Te
---------- RETAIN!
I - ---------- NO WALL HE QLIAO INT.
22M ST SW AND
W. 2990TH AVE
ELE1AT10H-41'1'L2'9' ON
c SITE "0,. MM 1:
TOP OF
FIRE HYD=1 AT
I Sr 00
OF
AND 83RD AVE
m N4, A �UTON D,` m I 8"ATIGN�39'lw 0
AT "TNC-- I
IBM 2. %"E IN
PCrMR RAILROAD
POLE . - 30- WEST OF
CoFt 9W �WLDM INSIDE
sm
224TH STREET SW DRAFT ""A"O"'70,70'
ATTACHMENT B
RECORD OF BOREHOLES
__ - __; METHOD OF SOIL CLASSIFICATION
The Golder Associates Ltd. Soil Classification Svstem is based on the Unified Soil Classification Svstem (USCS1
Organic
or
Soil
Group
Type of Soil
Gradation
of Plasticity
D,.
Cu - B-
(D30)'
Cc _5_,.xD.
Organic
Content
USCS Gro P
symbolu
Group Name
Inorganic
Gravels
Poorly
0 L.
with
Graded
<4
:0 or a3
GP
GRAVEL
E
�12%
We 11 Graded
;:4
1 to 3
GW
GRAVEL
E
cn
_i .2,
w E
fines
(by mass)
0
>
Gravels
with
Bel A
?w
n/a
GM
51 LTY
U)
0
C
M
12%
Line
GRAVEL
Above A
n1a
GC
CLAYEY
ap
Lu
0
fines
<
Z
(by mass)
Line
GRAVEL
00
o:
q L�
�30%
Sands
Poorly
z c
0
W .
E
with
Gra ded
<6
:51 or a3
SID
SAND
-0
U)
E
'D E
02%
<
0-
_0
E 54
fines
(b y mas s
Well Graded
a6
1 to 3
SW
SAND
C
<
Sands
Below A
M
with
Line
n1a
SM
SILTY SAND
12%
Above A
n/a
SC
CLAYEY
fines
(by mass)
Line
SAND
Organic
Field Indicators (See Sec n 2.2)
Dry
Shine
Thread
Toughnes
or
Soil
Group
Typeof Soil
Laboratory
Tests
Organic
Content
LISCS Group
Symbol
Primary
Name
Inorgani c
Dilatancy
Strength
Test
,
Diameter
(of 3 mm
thread)
N/A (can't
Rapid
None
None
>6 mm
roll 3 mm
�5%
ML
SILT
Liquid Lirnit
thread)
Slow
Noneto
Low
Dull
3mm to
5mm
None to low
�5%
ML
CLAYEY SILT
E
�50
Slow to
Lowt 0
Dull to
3mm to
Low
5% to
OL
ORGANIC
E
in 0
0 a: V
very slow
medium
s light
6mrn
30%
SILT
L)
2
0
Q
0 0
Slow to
Low to
Slight
3mm to
Lowto
<5%
MH
CLAYEY SILT
< V
W
Liquid Limit
very slow
medium
6mm
medium
0 -
9
0
>50
None
Medium
Dull to
1 mmto
Mediumto
5% to
OH
ORGANIC
K 9
9
to high
slight
3mm
high
30%
SILT
L)
E
W
Z
E
-6
Liquid Limit
None
Low to
Slight
3 mm
Low to
CL
SILTY C LAY
M
�35
medium
to shiny
medium
0%
to
Liquid Limit
None
Medium
Sig t
I min to
Medium
cl
SILTY CLAY
0
-di
35to5O
to high
to shiny
3mm
30%
Liquid Limit
None
High
Shiny
<1 mm
rlgh
CH
CLAY
EL
>50
Peat and mineral soil
30%
to
SILTY PEAT,
>_ (n
mi)dures
75%
SANDY PEAT
<
(9 0 5 �'E E
Predominantly peat,
PT
1 Cc US
0 0
may contain some
75%
to
PEAT
mineral soil, fibrous or
100%
amorphous peat
Dual Symbol —A dual symbol is two symbols separated by
a hyphen, for example, GP -GM, SW-SCT CL-ML. For non-
C�l
FOZANKSILT
cohesive soils, the dual symbols must be -used when the
soil has between 5% and 12% fines. (i.e. to identify
transitional material between "clean" and a "dirty" sand or a
a
OH
gravel. -For cohesive soils, the dual symbol must be used
when the liquid limit and plasticity index values plot in the
CL-ML area of the Plasticity Chart see plasticity chart at
Sit.-
left).
Borderline Symbol — A borderline symbol is two symbols
C"YEV SIL ML
)AGA.ICM�l
separated by a slash, for example, CUCI, GM/SM, CUML.
711"
A borderline symbol may be used to indicate that the soil
A_
has been identified as having properties that are on the
W
transition between similar materials. In addition, a
uquw Umh tLQ
Note I - Fine grained
materialswhich are Non -plastic (i.e., a PL
cannot be measured) are named
borderline symbol may be used to GF indicates a range of
SILT.
similar soil types within a stratum.
( 0
� Golder
bAssociates
SYMBOLS AND TERMS USED ON RECORDS OF BOREHOLES
AND TEST PITS
PARTICLE SIZES OF CONSTITUENTS
Soil
Particle Size
Millimetres
Inches
Constituent
Description
(US Std. Sieve Size)
BOULDERS
Not
>300
>12
Applicable
COBBLES
Not
75 to 300
3 to 12
Applicable
GRAVEL
Coarse
19 to 75
0.75 to 3
Fine
4.75 to 19
(4) to 0.75
Coarse
2.00 to 4.75
(10) to (4)
SAND
Medium
I
0.425 to 2.00
(40) to (110)
I
Fine
0.075 to 0.425
(200) to (40)
SILT/CLAY
Classified by
1
<0.07
< (200)
plasticity
I
I
MODIFIERS FOR SECONDARY AND MINOR CONSTITUENTS
Percentage
Modifier
by Mass
:5 5
trace
> 5 to 12
some
> 12 to 35
Primary soil name prefixed with "gravelly, sandy, SILTY,
CLAYEY" as applicable
r>35
Use'and'to combine major constituents
(i.e., SAND and GRAVEL, SAND and CLAY)
PENETRATION RESISTANCE
Standard Penetration Resistance (SPT), N:
The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.)
required to drive a 50 mm (2 in.) split -spoon sampler for a distance of 300 mm
(112 in.).
Cone Penetration Test (CPT)
An electronic cone penetrometer with a 60' conical tip and a project end area of
10 CM2 pushed through ground at a penetration rate of 2 cm/s. Measurements of
tip resistance (dil porewater pressure (u) and sleeve frictions are recorded
electronically at 25 mm penetration intervals.
Dynamic Cone Penetration Resistance (DCPT); Nd:
The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.)
drive uncased a 50 mm (2 in.) diameter, 60' cone attached to "A" size drill rods for
a distance of 300 mm (12 in.).
PH: Sampler advanced by hydraulic pressure
PM: Sampler advanced by manual pressure
WH: Sampler advanced by static weight of hammer
WR: Sampler advanced by weight of sampler and rod
NON -COHESIVE (COHESIONLESS) SOILS
CompactnesS2
Term
SPT IN' (blows/0.3m)'
Very Loose
0-4
Loose
4 to 10
1
Compact
10 to 30
Dense
30 to 50
Very Dense
>50
SIFT 'N' in accordance with ASTM D1586, uncorrected for overburden
pressure effects.
Definition of compactness descriptions based on SPT 'N' ranges from
Terzaghi and Peck (1967) and correspond to typical average N. values.
Field Moisture Condition
Term
Description
Dry
Soil flows freely through fingers.
Moist
Soils are darker than in the dry condition and
may feel cool.
Wet
As moist, but with free water forming on hands
when handled.
SAMPLES
AS
Auger sample
BS
Block sample
CS
Chunk sample
DO or DP
Seamless open ended, driven or pushed tube
sampler - note size
DS
Denison type sample
FS
Foil sample
RC
Rock core
SC
Soil core
SS
Split spoon sampler - note size
ST
Slotted tube
TO
Thin -walled, open - note size
TP
Thin -walled, piston - note size
WS
Wash sample
SOIL TESTS
w
water content
PL, wp
plastic limit
LL, WL
liquid limit
C
consolidation (cedometer) test
CHEM
chemical analysis (refer to text)
CID
consolidated isotropically drained triaxial test'
Clu
consolidated isotropically undrained triaxial test with
porewater pressure measurement'
DR
relative density (specific gravity, Gs)
DS
direct shear test
GS
specific gravity
M
sieve analysis for particle size
MH
combined sieve and hydrometer (H) analysis
MPC
Modified Proctor compaction test
SPC
Standard Proctor compaction test
OC
organic content test
SO4
concentration of water-soluble sulphates
UC
unconfined compression test
UU
unconsolidated undrained triaxial test
V (FV)
field vane (LV-Iaboratory vane test)
y
unit weight
Note: ' Tests which are anisotropically consolidated prior to shear are
shown as CAD, CAU.
COHESIVE SOILS
Consistency
Term
Undrained Shear
Strength (kPa)
SPT'N"
(blows/0.3m)
Very Soft
<12
0 to 2
Soft
12 to 25
2 to 4
Firm
25 to 50,
4 to 8
stiff
50 to 100
8 to 15
V Stiff
21
100 to 200
15 to 30
Ha7d
>20 6
>30
1 . SPT 'N' in accordance with ASTM D1586, uncorrected for overburden pressure
effects. approximate only.
Water Content
Term
Description
w < PL
Material is estimated to be drier than the Plastic
Limit-
w - PIL
Material is estimated to be close to the Plastic
Limit.
w > PIL
Material is estimated to be wetter than the Plastic
Limit.
00 Golder
� Associates
RECORD OF BOREHOLE GB-01 SHEET 1 of 2
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT NUMBER. 1533298 DRILLING DATE: 7-21-2015 COORDINATE& not surveyed INCLINATION: -90
LOCATION: A Center; 50 ft W of building DRILL RIG: EC 55 Track Rig
0
0
SOIL PROFILE
SAMPLES PENETRATION RESISTANCE
BLOWS/fl*
L)
ELEV.
Lu
19
cr BLOWS �o �O �o
UJ
NOTES
WATER LEVELS
LLI
Z
DESCRIPTION
Lo
0
W
1: ,
o. 5
< ,
Lu
Q. per 6 in REC
N ATT
r
GRAPHIC
ZD
X
DEPTH
D PIL 1,01c LL
0
(Ft)
Z 300 Ib harnmer 0 A
-0
30 inch drop 20 40 60 8
.0 0,2
0.2
-
E
A.P;.
Well ID#:
BIS157
0.2-2.0
FILL - (SP/GP) fine to coarse Sj NND and
SP
/GP
Cap
fine to coarse GRAVEL.
Cement
2.0
surface seat,
- - - - - - - - - - - - - -
2.0-4.5
- -
flush mount.
2.0
FILL - (SP-SM/GP-GM) fine to coarse
S-1
SS
50/6,
>50
SAND and fine to coarse GRAVEL, some
jBentonite Seal
fines; brown to light brown, heterogeneous,
Sp.SM
-
0.5
trare organics (rootlets), cobbles at surface;
GP-GIV
non -cohesive, dry to moist, very dense.
4.5
4.5
4.5-7.5
5
FILL - (SP) SAND, medium to coarse, some
1.0
angular to sub -rounded sub -angular to
sub- unded gravel, trace to some fines;
S-2
SS
47-50/6"
>50
1.0
>>4
light brown, some iron -oxide staining,
1
I
heterogeneous; non -cohesive, dry to moist,
SP
very dense.
7.5
>>
7�01
S-3
SS
5017
>50
0_0
�1.1 v.,
0.2
7.7-12.0
ki
E
ISM) SILTY SAND, fine to coarse, some
E
M
fine to coarse sub -rounded to sub -angular
gravel; olive grey to light grey, with faceted
ffi
and socketed gravel, non -stratified (TILL);
FE
non -cohesive, dry to moist, very dense.
SM
-10
>>4
S-4
SS
100/3"
>50
0.3
12.0
<
. . . . . . . . . . . . . . .
12.0-14.5
. ..
...
12.0
E
(ML) gravelly sandy SILT, non -plastic sift,
S-5
SS
50/4"
-
>50
0.5
fine to coarse sand, fine to coarse
U)
sub -angular to sub -rounded gravel, olive
grey, non -stratified, trace organics (rootlets
ML
Filter Pack
faceted and socketed gravel, (TILL);
10120 Sand
non -cohesive, moist, very dense.
14.5
14.5
14.5-19.5
-15
(SM/GM) SILTY SAND and SILTY
(�c
GRAVEL, fine to medium sand, fine to
Continuous 10
.9
coarse sub -angular to sub -rounded gravel,
S-6
SS
41-50/5"
>50
>>
Slot Screen
some coarse sand; light brown to olive grey,
Cl
1.4
.0
T
non-st ratified, (TILL): non -cohesive, moist,
very dense.
Ic
S M
/GM
o
00
- - - - - - - - -
- --
19.5
- -
19.5
f9-. A.5 -
-20
(SM) silty GRAVELLY SAND, fine to coarse,
S-7@20ft
fine to coarse sub -angular to sub -rounded
%G-22.2
gravel; light brown to grey, non -stratified,
pockets of silt (OUTWASH); non-cothesive,
S-7
SS
31-32-45
>50
1.5
0
>�*%S-63.2
moist, very dense.
1.5
%F-14.5
SM
24.5
24.5
SIP
-25
Log continued on next page
1 in to 3 ft LOGGED: R. Hunt
ARM
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause W-Golder
DRILLER: C. Jardea DATE: 7/31/2015 Associates
RECORD OF BOREHOLE GB-01 SHEET 2 of 2
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT NUMBER: 1533298 DRILLING DATE: 7-21-2015 COORDINATES: not surveyed INCLINATION: -90
LOCATION: A Center; 50 ft W of building DRILL RIG: EC 55 Track Rig
a
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / ft
S2
ELEV.
x
LU
BLOWS
W
10 20 30 40
NOTES
WATER LEVELS
Lu
0
Z
DESCRIPTION
V)
U
V)
= (!)
(L 0
< ,
w
a.
per 6 in
N
REC
ATT
GRAPHIC
x
0
1
D
DEPTH
(Ft)
-
Z
300 lb hammer
PL MC LL
—25
M
30 Inch drop
1 20 40 60 8
1
-
24.5-29.5
5-8(CSZ5tt
(SP) gravelly SAND, fine to coarse, fine to
coarse sub -angular to sub -rounded gravel,
S-8
SS
411-42-40
>50
1.5
0
>>
%G-22.0
%S-69.3
some fines; light brown to grey,
1.5
%F-8.8
non -stratified, pockets of sift (OLITWASH);
non -cohesive, moist, very dense.
SP
No
groundwater
encountered at
29.5
time of drilling.
29.5
30
(SP) SAND, fine to medium, some coarse
sand, trace sub-munded gravel, trace to
Filter Pack
some fines; light brown. non -stratified,
(OUTWASH); non -cohesive, dry to moist,
SP
S.9
SS
48-40-48
�50
"5
,,,10120
Sand
very dense.
1.5
7L -
31.5
Boring completed at 31.5 ft.
31.5
35
—40
—45
—50
1 in to 3 ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause
C
-Golder
F-Associates
DRILLER: C. Jardea DATE: 7/31/2015
RECORD OF BOREHOLE GB-02 SHEET 1 of I
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT N=,;1250332S98 DRILLING DATE: 7-21-2015 COORDINATES: not surveyed INCLINATION: -90
LOCATION: ft of "'ll DRILL RIG: EC 55 Track Rig
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
3:
BLOWS / ft
uj
NOTES
2
ELEV.
it
W
BLOWS
1P �O �O 40
WATER LEVELS
W
DESCRIPTION
U)
0
(0
3: (D
0-0
ED
ui
a_
per 6 in
TNME
GRAPHIC
=3
it
(D
DEPTH
0
Z
PL MC LL
0
(Ft)
300 Ib h—.er
30 irch drop
1 20 60 so
I
-0
0.0-0.3
Asphalt.
0.3
Well ID#:
;j
BIS158
S
0.3-2.0
FILL - (SP/GP) fine to coarse SAND and
SP
Q
fine to coarse GRAVEL.
/GP
Cement
2.0
surface seal,
2.0-4.5
flush mount..
2.0
FILL - (ML) gravelly sandy SILT, non -plastic
to low plasticity, fine to coarse sand, fine to
Bentonite Seal
coarse sub-munded gravel; light brown to
0-8
orange, some iron -oxide staining,
MIL
S-1
SS
4-3-4
7
1.5
Filter Pack
heterogeneous; non -cohesive, moist, loose.
10120 Sand
- — — — — — — — — — — -
4.5
4.5
Z-5 --7.K
FILL - (SM) gravelly SILTY SAND, fine to
coarse, fine to coarse sub -rounded gravel.
Continuous 10
non -plastic silt: light brown to orange,
0.9
Slot Screen
heterogeneous; non -cohesive, moist,
S-2
SS
6-3-7
10
1.5
compact.
SM
E
E
7.5
74.5
7.6
S-3
SS
50/(r'
>50
0.0
�7.6 ry.
0.0
Auger caught
7.6-14.5
E
on gravel,
;2
(SM) gravely SILTY SAND, fine to coarse,
0
fine to coarse sub -angular to sub -rounded
gravel, non -plastic sift; olive grey, some
iron -oxide staining, non -stratified, socketed
silty gravel, (TILL); non -cohesive, dry to
-10
4)
01
moist, very dense.
>>4
S-4
SS
501511_
>50
0A
0.4
U)
SM
E
An
.a
14.5
14.5
-15
(ML-SM) sandy SILT to SILTY SAND, fine
S-6
SS
50/5.1
>50
O�6
to coarse sand, non -plastic sill, some fine to
>>A
0
Foarse.sub-angular gravel; olive grey, trace
iron -oxide staining, non -stratified, socketed
and faceted gravel, (TILL); non -cohesive,
moist, very dense.
ML-SM
19.5
19.5
2D
ISM) SILTY SAND, fine to medium, some
No
coarse sand, trace fine sub -rounded gravel,
groundwater
trace to some fines: light brown to olive
SIM
1.5
encountered at
grey, non-straftfied, (OUTWASH);
S-7
SS
29-31-48
1.5
a
>>4
time of drilling.
non -cohesive, dry to moist, very dense.
S-7@20ft
21.5
%G-1.0
%S-85.8
Boring completed at 21.5 ft.
21.5
%F-13.3
Filter Pack
10/20 Sand
-25
1 into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause
-Golder
IMAssociates.
DRILLER: C. Jardea DATE: 7/31/2015
RECORD OF BOREHOLE GB-03 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT N= 1533298 DR LLING DA E' 7�2 1 1 5 COORDINATES: not surveyed INCLINATION: -90
C2
D LL . C i
LOCATION: 30 it E of building R! RIG ET 55 koR q
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / ft
Lu
F-
(n
0
ELEV.
Of
W
BLOWS
1P �o �O �o
NOTES
DESCRIPTION
L)
(n
a. 0
W
EL
per 6 in
N
REC
WATER LEVELS
DEPTH
D
<
W
D
ATT
PL MC LL
0
(Ft)
Z
300 lb hammer
0 A
M
30 indi drop
20 40 60 80
0
0.0-0.
Asphai5
U.b
Boring backfilled with
0.5-4.5
0.5
FILL - (SP/GP) fine to coarse SAND and
bentonite chips and
capped with cold patch
fine to coarse GRAVEL
asphalt.
SP
/GP
4.5
415 --9.5
4.5
5
FILL - (SP-SM/GP-GM) fine to coarse
0.5
SAND and fine to coarse GRAVEL,
sub -rounded to sub -angular, some silt; light
S-1
SS
21-50/6"
50
1.0
brown, heterogeneous; non -cohesive,
moist, very dense.
E
SP-SM
E
GP-GIV
E
9.5
3.1
9.5-19.5
9.5
—10
(ML) gravelly sandy SILT, fine to coarse
S-2
SS
100/3"
�50
0.5
0.5
M
sand, fine to coarse sub -angular gravel; light
E
grey to olive grey, nonstratified, faceted
gravel, (TILL); non -cohesive, dry to moist,
very dense.
3:
E
ML
—15
1
>>
S-3
SS
100/2"
>50
0.5
0.5
Becomes dry.
19.5
1-9.5-- 21—.5
19.5
—20
(SP-SM) SAND, fine to medium, some fine
sub -angular to sub -rounded gravel, some
sit; light brown to olive grey, nonstratified
SP-SM
24
27-4141
1.2
with lenses of sift, (OUTWASH);
SS
>50
1.5
non -cohesive, dry to moist, very dense.
No groundwater
21.5
encountered at the time of
Boring completed at 21.5 ft.
21.5
dnifing.
—25
1 into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause
1 Golder
(b-,Wssociates
DRILLER: C. Jardea DATE: 7/31/2015
RECORD OF BOREHOLE GB-04 SHEET 1 of I
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stern Auger DATUM: - ELEVATION: -
PROJECT NUMBER: 1533298 DRILLING DATE: 7-21-2015 COORDINATES: not surveyed INCLINATION: -90
LOCATION: A South& 25 ft W from wall DRILL RIG: EC 55 Track Rig
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / ft 0
T
0-!L
w
U-1
2
U)
&?
M 0
ELEV.
Lu
W
BLOWS
1P �o �o �o
NOTES
0
0
Z
DESCRIPTION
U
Lo
0.0
a.
per 6 in
N
B-Er'
WATER LEVELS
DEPTH
of
=)
< ,
ix
ATT
PL MC LL
0
0
(Ft)
Z
300 lb hammer
I - IIIIII
0
3D indi dmp
20 40 60 80
0.1
M00phaftl.
Boring backfilled with
01-4.5
FiLL - (SP/GP) fine to coarse SAND and
bentonite chips and
capped with cold patch
fine to coerse GRAVEL.
asphalt.
SID
4.5
4.5
FILL - (ML) SANDY SILT, non -plastic to low
plasticity, fine sand, some medium sand,
trace to some fine sub-munded gravel; light
0-5
brown to dark brown, laminated in places,
S-1
SS
5-5-22
27
trace organics (woody debris);
non -cohesive, moist, compact.
ML
E
E
E
9.5
F5 --102 — — — — — — — — — — —
— —
9.5
—10
(ML) SANDY SILT, non -plastic, fine to
ML
10.2
3:
coarse sand, some fine sub-nounded gravel:
>>I
10.2
S-2
SS
50/6"
>50
0.7
0.5
1
light brown to olive grey, pockets of sand,
(TILL); non -cohesive, moist to wet, very
compact.
10.2-14.5
(SP-SM/GP-GM) fine to coarse SAND and
fine GRAVEL,
a
to coarse sub -angular, some
sit; olive grey, non-stratdied, (TILL);
SP-SM
non -cohesive, dry to moist, very dense.
GP -GM
E
14.5
1-4. �— i-9.6
14.5
—15
th
(ML-SM) gravelly sandy SILT to SILTY
S-3
SS
50/5"
�5o
0.4
0.4
SAND, fine to coarse sand, fine to coarse
sub -angular to sub -rounded gravel; olive
grey, non -stratified, faceted gravel, (TILL);
non -cohesive, dry to moist, very dense.
SM-ML
— — —
19.5
— — — — — — — —
— — --
-
19.5
—20
ISM) silly GRAVELLY SAND, fine to coarse,
S4@20ft
some sift, fine to coarse sub -rounded
%G-16.5
gravel; brown to olive grey, non -stratified,
with sift pockets, (OUTWASH)-
S4
SS
29-29-50/6"
>50
1.5
>>,,-AS-71.2
non -cohesive, moist, very dense.
SM
1.5
%F-12.3
No groundwater
S-4A
SS
28-50/6"
>50
-1&
>>4
ancountered at the time of
22.5
1.0
riling.
Bonng completed at 22.5 ft.
22.5
—25
1 in to 3 ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause ~ Golder
DRILLER: C. Jardea DATE: 7/31/2015 %V ciates
RECORD OF BOREHOLE GB-05 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT NUMBER: 1533298 DRILLING DATE: 7-21-2015 COORDINATE& not surveyed INCLINATION: -90
LOCATION: C Centera 50 ft IN of wall DRILL RIG: EC 55 Track Rig
a
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
X
BLOWS / ft
0
U
ELEV.
0:
Lu
uj
BLOWS
1P �o �O �o
NOTES
U.1
0
L
DESCRIPTION
0
U)
C3
2
(L
per 6 in
Elm
WATER LEVELS
DEPTH
D
(X
Q
ATT
PL MC LL
0
(Ft)
Z
300 lb harnmw
0 1
30 inch 4rop
20 40 60 so
-0
0.0-0.5
GP
0.5
(GP).G a; cobbles at
:AVEL, fine to coarr
Boring backfilled with
XX>
0.5
.,f.
SID
bentonite chips and
0.5-2.0
/GP
capped with cold patch
FILL - (SP/GP) fine to coarse SAND and
asphalt.
i1mrse, GRAVEL
2.0
- - - - - - - - -
2.0-4.5
-
1
2.0
FILL - (SP/GP) fine to coarse SAND and
fine to coarse GRAVEL, sub -angular to
sub -rounded, trace to some sift; dark brown,
SID
S-1
SS
7-20-44
>50
0.4
>>4
heterogeneous; non -cohesive, dry to moist,
/GP
1.5
very dense.
4.5
Z-5 --7.E - - - - - - - - - - - -
- - -
4.5
-5
FILL - (ML) SANDY SILT, fine sand, some
medium to coarse sand, some fine
sub -angular gravel; olive grey,
ML
S-2
SS
15-10-18
28
0-5
heterogeneous, trace rootlets;
1.5
non -cohesive. moist, compact.
7.0
------------------
7.0-8.0
7.0
FILL - (MIL) SANDY SILT, non -plastic silt,
ML
fine to medium sand, trace to some fine
8.0
o
gravel; dark brown to black, heterogeneous,
-3/S-3
SS
3-2-1
3
1-5
8-0
E
E
abundant woody organics: non -cohesive,
I
1.5
W
moist, very loose.
SM
8.0-9-5
FILL - (SM) SILTY SAND, fine to medium,
9.5
9.5
non -plastic sit, trace to some fine
-10
E
I sub -rounded gravel; light brown,
heterogeneous; non -cohesive, moist, very
loose - J
S-4
SS
5-7-32
39
1.0
4
- - - - - - - - - - - -
9.5-14.5
1.5
FILL - (SIP-SM) SAND, fine to coarse, some
fine sub -rounded gravel, some silt; olive
grey to right brown, some iron -oxide training,
Sp_SM
trace rootlets, heterogeneous;
E
2
non -cohesive, moist, dense.
CO
'6E
14.5
- - - - - - - - - - -
-
14.5
-15
M
is
ISM) silty GRAVELLY SAND, fine to coarse,
S-6@15ft
fine to coarse sub -angular to sub -rounded
%G-25.9
Z.5
gravel, non -plastic silt; light brown to grey.
S-6
SS
20-30-31
>50
1.0
0
>>�
&S-57.7
-
E
non -stratified, faceted gravel, (TILL);
1.5
%F-16.4
non -cohesive, moist, very dense.
SM
-20
>>1
S-7
SS
>60
0.4
0.4
24.5
2_4.5_- 25.3 - - - - - - - - - - -
No groundwater
24.5
-25
(SIA-MIL) SANDY SILT to SILTY SAND, fine
ML
253
>>,
encountered at the time of -
idrilling.
S-8
SS
50/4"
�50
0.3
0-3
to medium sand, some coarse sand ' some
25.3
fine gravel; olive grey, non -stratified, (TILL);
non -cohesive, moist, very dense -
Boring completed at 25.3 ft.
1 into3ft LOGGED: R. Hunt Ala&
Afflemm
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause 'Molder
DRILLER: C. Jardea DATE: 7/31/2015 JAssociates
RECORD OF BOREHOLE GB-06 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT NUMBE 1 533298 DRILLING DATE: 7-22-2015 COORDINATES: not surveyed INCLINATION: -90
B Ea:
LOCATION: 20 ft S from wall — DRILL RIG: EC 55 Track Rig
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / ft
a.
Lu
S2
x 0
ELEV.
X
Lu
Co
W
0.
BLOWS
6 in
� REC
10 �O 30 �O
NOTES
WATER LEVELS
0
9
DESCRIPTION
(n
per
N
a:
=
DEPTH
ATT
Pl. MIC ILL
0
(Ft)
Z
300 lb hammer
1— 0 1
—0
30 inch dmp
20 40 60 80
lsop2ftl.
0.1
Boning backfilled with
0 1-4.5
1
FILL - (SPIGP) fine to coarse SAND and
bentonite chips and
c pped with cold patch
fine to coarse GRAVEL,
asphalt.
SP
/G
4.5
4.5
,C-5 --9.5
FILL - (SP-SM) SAND, fine to coarse, some
fine sub -rounded gravel, some fines; light
brown to orange, some iron oyade staining,
09
heterogeneous; non -cohesive, moist, loose.
S-1
SS
4-2-3
5
�
1.5
*
E
E
SP-SM
E
E
— — — — — —
9.5
?
<
— — — — —
FS -_1 02
SIM
9.5
I
I
I
—10
E
FILL - (SM) SILTY SAND, fine to coarse,
10.2
10.2
S-2
SS
>50
0.4
some fine sub -rounded gravel, light
heterogeneous; non -cohesive, moist, ,a
dense.
0
10.2-14.5
(SP-SWGP-GM) fine to coarse SAND and
a
fine to coarse GRAVEL, sub -angular to
E
sub -rounded, some sift; light grey,
.m
non -stratified, (TILL); non-whesive, dry,
SP-SM
15
very dense.
GP-GIV
N
— — —
14.5
1
— — — — — — —
i-4 5 - 19.5
— ---
14.5
15
(SM-SP) gravelly SILTY SAND to gravelly
S-3
SS
5015"
50
0 8
0 4
SAND, medium to coarse, some fine sand.
1
some silt, fine to coarse sub -angular to
sub -rounded gravel; light brown to grey, with
some ironi staining, non -stratified,
faceted gravel, (TILL); non -cohesive, moist,
very dense.
SM-SP
19.5
1_9.5__ 26.3 - — — — — — — — — — —
— —
sm
0
.5
—20
(SMIGM) SILTY SAND and SILTY
GRAWL, fine to coarse sand, fine to
/GM
-
203
>>�
No groundwater
S-4
ss
100/4"
>50
20.3
coarse sub -rounded gravel; light brown to
0.3
encountered at the time of
drilling.
g y, non -stratified, (OUTWASH);
nroen-cohesive, moist, very dense.
Boring completed at 20.3 ft.
—25
1 in to 3 ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause Golder
DRILLER: C. Jardea DATE: 7/31/2015 Associates
DRAFT
RECORD OF BOREHOLE GB-07 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM, - ELEVATION: -
PROJECT N= MLLING DATE: 7-22-2015 COORDINATE& not surveyed INCLINATION: -90
2105ft33298
LOCATION: S of me,, DR LL RIG: EC 55 Track Rig
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / It
W
2
U)
2
ELEV.
a�
w
BLOWS
1P �o �o �O
NOTES
w
Z
DESCRIPTION
0
U)
M (D
n- 0
CO
2
Lu
a.
per 6 in
N
REC
WATER LEVELS
—
DEPTH
of
Z)
< ,
X
0
ATT
PL MC LL
0
C)
(Ft)
Z
300!b hammer
i 0
30 mdi drop
20 40 60 a
0
0.0-0.2
0.2
Asphalt.
Boring backfilled with
0.2-5.0
FILL - (SP/GP) fine to coarse SAND and
bentonite chips and
c apped with cold patch
fine to coarse GRAVEL.
asphalt.
SP
/GP
5
5.0
5-0-5.3
5.0
S-1
SS
5014"
�50
0.0
No rec.ery-
5.3
03
5.3-14.5
(ML) gravelly SANDY SILT, non -plastic, fine
E
to coarse sand, fine sub -rounded gravel;
E
light brown to alive grey, abundant
iron -oxide, staining, non -stratified, trace
organics. socketed and faceted gravels,
(rILL); non -cohesive, moist to dry, very
dense.
E
:2
—10
<
ML
Used 3 inch diameter
0,13
E
S-2
SS
50/2"
>50
0.6
'sampler.
o
Z
E
6
14.5
14.5
—15
(SM-ML) gravelly SILTY SAND to gravelly
sandy SILT, non -plastic, sift, fine to coarse
sand, fine sub -angular to sub -rounded
1-0
gravel; light brown to grey, same iron -oxide
S-3
SS
41-45-50/6"
>50
1.5
staining. non -stratified, (TILL);
non -cohesive, moist, very dense.
SM-ML
19.5
T9.!�__
Used 3 inch diameter
19.5
—20
(SM) silly GRAVELLY SAND, fine to coarse,
sampler.
fine sub -rounded gravel; light brawn to grey,
SM
S-4@20ft
with some iron-cixide staining, non-stralified,
20.9
S-4
SS
5014-
>50
0.9
0
>>4
0/.G-1 6.9
with pockets of sift, (OUTWASH);
%S.67.7
20.9
non -cohesive, moist, very dense
%F-15.5
No groundwater
Boring completed at 20.8 ft.
a ountered at the time of
n
n1ling.
25
1 into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause
V- Golder
I- r_A�ssociates
DRILLER: C. Jardea DATE: 7/31/2015
DRAFT
RECORD OF BOREHOLE GB-08 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT NUMBER: 1533298 DRILLING DATE: 7-22-2015 COORDINATES: not surveyed INCLINATION: -90
LOCATION: C South; 20 ft W of wall DRILLRIG EC55TrackRiq
a
0
SOIL PROFILE
SAMPLES
PENETRATION
RESISTANCE
BLOWS
/
ft
1
W
en
L)
ELEV.
X
Lu
BLOWS
10
20
_30
40
NOTES
Z
DESCRIPTION
U
(L 0
Co
(L
per 6 in
N
REC
A7T
WATER LEVELS
X
0
n
a:
DEPTH
(Ft)
n
Z
300 Iti hammer
PL
MC
ILL
0
30 irch dmp
20
40
60
80
0 0-4.5
FILL - (SPIGP) fine to coarse SAND and
Boring backfilled with
fine to coarse GRAVEL; cobbles at surface,
bentonite chips and
based on cuttings.
capped with cold patch
asphalt.
SID
/GP
4.5
4.5
—5
FILL - (ML) gravelly SILT, fine sub -angular
to sub-munded gravel, some fine to coarse
sand; dark brown, heterogeneous, trace
S-1
SS
5-4-2
6
0.8
organics; non -cohesive, moist, loose.
1.5
ML
E
— — — — — — — — — — —
—
9.5
—10
E
ISM) SILTY SAND, fine, some medium
S-2
SS
41-5016"
150
0.5
sand, some fine to coarse sub -rounded
>>I
,r
gravel; dark brown mottled light brown, trac a
1.0
iron -oxide staining, trace organics, (TILL);
non -cohesive, dry to moist, very dense.
M
SM
E
14.5
14.5
E
14.5 - 19.5
—15
(ML) SANDY SILT, non -plastic, fine to
0.3
D
coarse sand. some fine gravel; olive grey,
S-3
SS
50/5"
>50
06
>>"
Zi
non -stratified, trace iron -oxide staining,
.S
(TILL); non -cohesive, moisL very dense.
ML
19.5
--------------
19.5 - 2&2
--
Used 3 inch diameter
19.5
—20
ISM) SILTY SAND, fine, some coarse to
sampler.
medium sand, some fine sub -rounded to
sub -angular gravel; olive grey to grey -brown,
S-4
SS
35-48-50/5"
>50
1-4
>,
No groundwater
-
non -stratified, trace iron -oxide staining,
1.4
encountered at the time of -
(TILL); non -cohesive, moist, very dense.
drilling.
SM
—25
25.2
>>1
25.2-25.4
S-5
SS
50/51,
'50
_Q&
0.4
(SP-SM) gravely SAND to SILTY SAND,
267.4
fine to medium, some coarse sand, fine
sub -angular to sub -rounded gravel, some
sit; light brown to grey, non -stratified, trace
n ing (OU I I H);
n=)'essta!
,
I'e ive t . very dense.
Boring completed at 25.4 ft.
I into4ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause IFIG01der
DRILLER: C. Jardea DATE: 7/31/2015 JAssociates
DRAFT
RECORD OF BOREHOLE GB-09 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT N= DR LUNG DATE: 7-22-2015 COORDINATES: not surveyed INCLINATION: -90
210533W298
LOCATION: ft of wall D21-1- RIG: EC 55 Track Rio
a
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / It +
Lu
150
0
ELEV.
0:
Lu
Lu
BLOWS
IP �O �O
NOTES
Lu
DESCRIPTION
0
U)
0
a.
per 6 in
N
ff&
WATER LEVELS
DEPTH
< ,
x
ATT
PL MC LL
0
0
(Ft)
Z
300 lb hanimer
g
an
30 inch drop
20 60 80
1
0.0-4.5
FILL - (SPIGP) fine to coarse SAND and
fine to coarse GRAVEL; Wth wbbles at
Bodng backfilled with
surface.
bentonite chips and
c piped with cold patch
a:phaft.
SP
/GP
— — — —
4.5
4.5
— — — — — — —
Z.5 --9T
— -
-5
FILL - (SP-SM/GP-GM) fine to coarse
SAND and fine GRAVEL, sub -angular to
sub -rounded, some sift; lighl brown mottled
1.3
d ark brown, heterogeneous, trace organics;
S-1
SS
7-5-4
9
1.5
4
non -cohesive, dry to moist, loose.
E
SP-SM
GP -GM
E
9.5
9.5
.5 1(�5
-10
FILL - (ML) gravelly SANDY SILT, fine
MIL
sand, fine gravel, trace to some coarse
10.5
E
sand; light brown mottled dark brown,
10.5
stratified in places, heterogeneous in
S-2
SS
26-22-24
46
+
3:
places, micaceous, trace organics;
0
non -cohesive, moist, dense.
10.5-21.0
x
1
ISM) gravely SILTY SAND, fine to coarse,
Z
E
fine to coa sub -angular gravel; olive grey,
non-.tratified, faceted gravel, (TILL):
non -cohesive, dry to moist, dense.
-15
Becomes some sub -rounded gravel, some
1-0
iron-oyj de staining, and moist.
SM
S-3
SS
14-21-28
49
1.5
4
Used 3 inch diameter
-20
sampler.
S4
SS
100/6"
150
05
1.0
Becomes gravely, with socketed and.
"'No
groundwater
-
faceted gravel, trace organics present; very
dense-
21.0
encountered at the time of
Boring completed at 21.0 ft.
21.0
drilling.
-25
1 into3ft LOGGED: R. Hunt -41�
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause
FiGolder
DRILLER: C. Jardea DATE: 7/31/2015 %V- Associates
ATTACHMENT C
LABORATORY TESTING RESULTS
5
DRAFT
I
PARTICLE SIZE DISTRIBUTION
ASTM 0421, D422, D4318
PROJECT NAM E: Dougs/ Lynnwood Mazda I nfil if WA
SAMPLE I D: GB-01 S-7 Depth: 20ft
TYPE:
12" 3" 2" V 3/4" 3/8" #4 #10 #20 #40 #60 0100 #200
100
go
80
N
% 70
P 60
T7
so
s
40
n
9
30
j
20
10
0
1000 100 10 1 0.1 001 0.001
Particle size in millimeters
C� I "m C� me"'i"m I Rm silvclay
COBBLES � GRAVEL SAND FINES
l2
(U
M
E
Z
d)
.52
U)
-P
ca
ca
U)
Pwidesize PertideSze
N. P-d - rl-,�fi�i- P-�-
12.0"
304.8
100.0
Cobbles
0.0
6.0"
154.2
10D.0
3.9'
75
100.0
2,6'
63.5
100.0
Coarse Gravel
1 5.6
2.0"
50
100.0
1.6'
1 37.5
100.0
iff
25
100.0
0.75"
19
94.4
0.375"
9.5
85.6
FineGravel
16.7
#4
4.75
77.8
#10
2.00
68.0
Coase Sand
9.7
#20
0.85
60.8
1
Medium Send
-#40
0.43
60.0
#60
0.25
30.7
R ne Swd
35.5
#100
0.15
95
#200
0.075
14.6
R nes 1 14.6
D60= 0.81 D30= 0.24 Djo= #N/A
Cu-D60/D10= #N/A I;NILA]
Cc= D"2/(D10*C60) #N/A #N/A
DESCRIPTION: silty gravelly SAND
USCS: SM I
M a sture Content
TECH RK
DATE 7/27/15
CHECK TCM
REVIEW SID
Golder Associates I nic.
DRAFT
f
PARTICLE SIZE DISTRIBUTION
ASTM D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood Mazda I nfil / WA
I Depth: 25ft
)AMPLE I D: GB-01 S-8
TYPE-
100
12"
3" 21
V
3/4" 3/81,
#4
#10
#20
#40
#60 #100 #200
90
80
70
%
P 60
W
s 50
s
40
n
9
30
20
10
r-p
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
I' I Fine Coam Medium I F, W1 or Clay
COBBLES1 Co'r" GRAVEL, &�ND FINES
0
E
Z
.LD
W
'2
,u
co
(0
W
Partide Size PartideSize
1-1 0/� P� nn P--t-
12.0"
304.8
100.0
Cobbl es
0.0
6.0"
154.2
100.0
3.0"
75
100.0
2.5"
63.5
100.0
Coars,-Gr&el
3.0
2.0"
50
100.0
1.5"
37.5
100.0
101,
25
100.0
0.75"
19
97.0
0,375"
9.5
86.6
FineGravd
19.0
#4
4.75
78.0
#10
2.00
71.2
Coase SEnd
6.8
#20
0.85
62.1
M odium Send
9 A
#40
0.43
41.8
#60
0.25
Fi ne &
md
7331
.0
#100
0 ' 15
' 13.9
#200
0.075
8.8
R nes
D60= &79 1 D30= 0.30 Djo= 0.09
Cu=D60/D10= 8.9 > 6
Cc= D3012/(D10*D60) 1.3 > 1
DESCRIPTION: gravely SAND
somesilt
USCS: SP
M oi sture Content
TECH RK
DATE 7/27/15
CHECK TCM
REVIEW SP
Golder Associates I nQ
4 #
7127/15
DRAFT
PARTICLE SIZE DISTRIBUTION
ASTM D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood Mazda I nfil /WA
SAMPLE I D: GB-02 S-7 Depth: 20ft
TYPE:
12" 3" 2" 1" 3/4" 3/8" #4 #10 #20 940 #60 #100 #200
100 -
90
80
% 70
P 60
a
S 50
s
40
30
20
10
1000 100 10 1 0.1 001 0.001
Particle size in millimeters
fr� I F'� C� Medium I RM Sit w Ctay
COBBI-J r GRAVEL SAND -+- FINES
E
Z
U)
'2
cc
ca
PatideSize PartideSze
D/. P� nn rj.,�fi-fi- P-61-
12.0"
304.8
100.0
Cobbles
0.0
6.0"
154.2
100.0
3.0"
75
100.0
2.5"
63.5
100.0
CD&w Greve!
0.0
2.0"
50
100.0
1.51,
37.5
iff,
25
0475"
19
0.375"
9.5
100.0
fineGr&el
1.0
#4
4.75
99.0
#10
2.00
97.2
Coase Said
1.9
#20
0.85
92.6
1 Medium Smd
24.0
#40
0.43
73.2
#60
0.25
378
RneSand
, 59.9
100
0 1 5
1.6
Eff200
00 5
0.075
13.2
Fines 1 13.2
D80= 0.35 1 D30= 0.20 Dja= #N/A
CU=060/DlO= #N/A #NIA
Cc=D3012/(D10*D60)= #N/A #N/A
DESCRIPTION: silty SAND
traoe grwel
USCS: SM
M oi Sure Content
TECH RK
DATE 7/27/15
CHECK TCM
REVIEW SID
Golder Associates I nr-
7/27115
DRAFT v 4
100
90
80
% 70
P 60
: 50
S
40
n
9
30
20
10
0
PARTICLE SIZE DISTRIBUTION
ASTM D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood Mazda I nfil / WA
SAMPLE I D: GB-04 S-4 Depth:
TYPE:
12" 3- 2- 1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
20ft
lik
j i
1:11
i�
i
I i N1,11
1000
100 10 1 0.1 0.01 0.001
Particle size in millimeters
C. F1 ne Cwrse Medum I Fine 911 M Clay
COBBLES� GRAVEL SAND FINES
Pa -fide Size Palide Size
(MM) % Pan ng Classfication Percentage M oi sture Content
F-1 12.0" 304.8 100.0
E
Z
(D
.LD
ca
M
Cn
W
Zi
Cobbles
0.0
6.01,
154.2
100.0
3.01,
75
100.0
2.5"
63.5
100.0
Coarse Gravo
12.8
2.0"
50
100.0
1.5"
37.5
100.0
1.01,
25
87.2
0.75"
19
87.
0.375"
9.5
86.6
R ne Grawd
3.7
#4
4.75
83.6
#10
2.00
79.2
Co" S31d
4.3
#20
0.85
7
Medium Said
23.9
0.43
-#40
#60
0.25
32.1
FineS2nd
43.0
1 #100
1 0.15
19*0
1 #200
1 0.075
12.3
F nes 12.3
D60= 0.50 D30= 0.23
D10= *N/A
Cu = D60010 #N/A
#N/A
Cc= D3012/(D10'D60) #N/A
#N/A
DESCRIPTION: silty gravelly SAND
TECH
RK
USCS: SM
DATE
7/27/15
CHECK
TCM
REVI EW
SID
Golder Amodates I nc.
A r7
17/27/15
DRAFT
PARTICLE SIZE DISTRIBUTION
ASTM D421, D422, D4318
PROJECT NAME: Dougs / L ynnwood M azda I nf i I / WA
SAMPLE ID: GB-05 S-6 Depth: 15ft
TYPE:
12" 3" T 1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100 -
90
80
70
%
P 60
a
s 50
s
40
n
9
14
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
F, me,. Fi. all w Clay
COBBLESI GRAVEL SAND FINES
Z
4)
0
'2
r
W
Parlidesize PatideSze
1-1 OAP -inn rl-ifi-ii- P�-
120-
3043
100.0
Cobbles
0.0
6.0"
154.2
100.0
3.0"'
75
100.0
2.5"
63.5
100.0
Coarse Gravel
10.8
2.0"
50
1.51,
37.5
1.01,
25
0.75"
19
0.375"
9.5
86.1
FineGravel
15.1
#4
4.75
74.1
#10
2.00
64.6
Coarse &rd
9.5
#20
0.85
56A
Medium sand
17.5
#40
0.43
47.1
#60
0.25
36.2
AneSEnd
30.7
#100
0.15
26A
#200
0.075
16.4
Fines 1 16.4
Dro= 1.24 D30= 019 D10= #N/A
Cu = D69D 10 11N/A #N/A
Cc = D3012/(D 1 G* D60) #N/A #N/A
DESCRIPTION: silty gravelly SAND
LISCS: SM I
M oi sture Content
TECH RK
DATE 7/27/15
CHECK TCM
REVIEW SP
Golder Associates I nc.
7/27/15
DRAFT
PARTICLE SIZE DISTRIBUTION
ASTIVI D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood Mazda I nfil I WA
SAMPLE I D: GB-07 S-4 Depth: 20ft
TYPE:
12" 3' 2' V 31" 3/8" #4 #10 #20 #40 060 #100 #200
100
90
80
% 70
P 60
-4-
50
S
40
n
it
9
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
C. I R`e C� medi-m I Rre s1torclay
COBBLES� GRAVEL FAND FINES
E
Z
ca
72
(0
PartideSze Partide Sze
t) 0AP-n r.1 jfi rtim P-,."-
12.0"
304.8
100.0
Cobbl es
0.0
6.9'
154.2
100.0
3ff
75
100.0
2.6'
63.5
100.0
Coarse Gravel
0.0
2.9'
50
1.61
37.5
iff
25
0.75"
19
0.375"
9.5
93.3
FineCravel
16.9
#4
4.75
83.1
_#10
2.00
75.0
Coase Sand
8.1
#20
0,85
64.6
ModiurnSand
28.0
0.43
47.0
_#40
#60
0.25
ZU.b
FineSand
31.6
#100
0.15
2.0
00
0.075
15.5
R nes 1 15.5
D60= 0.71 1 D30= 0.25 DlD= #N/A
Cu-D601D10= #N/A #N/A
Cc=D3012/(D10*D60)= #N/A #N/A
DESCRIPTION: silty gravelly SAND
USCS: SM I
M oi sture Content
TECH RK
DATE 7/27/15
CHECK TCM
REVI EW SP
Golder Associates I ric,
DRAFT
15-33298.2001
PARTICLE SIZE DISTRIBUTION
ASTM D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood Mazda I nfil /WA
SAMPLE I D: GB-07 S4a Depth: 20ft
TYPE:
12" 3' 2' 1" 3/4" 3/8" #4 #10 020 #40 #60 #100 #200
100
90
t
80
70
%
P 60
a
S 50
S
40
n
30
j
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
C�� I F C� Medim I Fine SiltorClay
COBBLj GRAVEL SAND FINES
a)
CU
11
PartideSze Particle Sze
(mm) P� no Pkw-d�.
1211
304.8
100.0
Cobbles
0.0
6.01,
154.2
100.0
3.0"
75
100.0
2.5"
63.5
100.0
Goarse Gravel
0.0
2.0"
50
100.0
1.51,
37.5
100.0
1.01,
25
100.0
0.75"
19
100.0
0.375"
9.5
98.7
FineGravei
2.2
#4
4.75
97.8
#10
2.00
95.0
CoTse Sand
2.8
#20
0.85
89.6
Medium Sand
35,9
#40
0.43
69.0
#60
0.25
30.6
RneSand
.6
#100
0.15
20.6
#200
1 0.075
13.5 1
Fines
D60= 0.43 1 D30= 0.24 Djo= *N/A
Cu=D601D10= #N/A #N/A
Cc=D30^2/(DlO*D60)= #N/A #N/A
DESCRIPTION: silty SAND
tram gravel
USCS: SM
M oi sture Content
TECH RK
DAT E 7/27/15
CHECK TCM
REVI EW 41
Golder Associates I na
Golder CITY COPY
'Associates
June 23, 2017 Project No. 1533298
Doug Ikegami
Doug's Lynnwood Mazda
22130 Hwy 99
Edmonds, WA 98026
RE: SHOWROOM AND STORMWATER VAULT GEOTECHNICAL REPORT
MAZDA DEALERSHIP EXPANSION
EDMONDS, WASHINGTON
Dear Mr. Ikegami:
Golder Associates Inc. (Golder) is pleased to present the results of our geotechnical investigation
conducted at Doug's Lynnwood Mazda (site) on State Route 99 (SR 99) in Edmonds, Washington to provide
geotechnical engineering design parameters for the proposed showroom building and stormwater vault.
1.0 PROJECT DESCRIPTION
Golder was contacted in 2015 by your architect, Mr. Ned Nelson, who provided information on your
development plans that included several new buildings and a stormwater vault to detain runoff prior to
discharge. Golder performed a geotechnical investigation to investigate the soil and groundwater
conditions, install monitoring wells, and provide recommendations for stormwater infiltration (if feasible).
The results of this investigation were provided to you in a draft report dated August 7, 2015. A copy of that
report is included in Attachment B.
Since submission of Golder's draft report, the project design has been advanced and conceptual plans for
Phase 1 of the site re -development were provided to Golder by Mr. Nelson on February 27, 2017 via email
showing the location of the current planned stormwater detention/infiltration vault and new showroom
building. The development is summarized as follows and is shown on Figure 1 b:
• Showroom: The new showroom will be located in the south corner of the property. The
lower level finished grade elevation is approximately 347 feet.
• Stormwater Detentionlinfiltration Vault: The proposed vault will be about 60 feet long
and 40 feet wide and the target floor elevation will be near the top of the advanced outwash
soil deposit located about 14 to 20 feet below the existing ground surface (bgs). Current
plans show the vault situated below the car lot near the northeast corner of the proposed
showroom.
1.1 Scope of Work
Golder's scope of work for this geotechnical evaluation included:
• Field Exploration: Two borings were drilled in the proposed showroom building footprint
and one boring was drilled at the stormwater vault location.
• Engineering Recommendations & Report: Golder analyzed the subsurface conditions
and developed geotechnical recommendations for the design of foundations and
temporary/permanent excavation support for the stormwater vault. In addition, stormwater
infiltration recommendations were updated as part of this evaluation.
1533298-400-1-mazdi report-revO-2017-06-23.docx
Golder Associates Inc.
18300 NE Union Hill Road, Suite 200
Redmond, WA 98052 USA
Tel: (425) 883-0777 Fax: (425) 882-5498 www.golder.com
Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America
Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation
Doug Ikegami June 23, 2017
Doug's Lynnwood Mazda 2 1533298
2.0 FIELD INVESTIGATION SUMMARY
Three borings were drilled on March 20, 2017, GB-1 0 through GB-1 2, at the approximate locations shown
on attached Figure I a with a Mobile B59 truck -mounted drill rig using hollow stem auger drilling methods.
Borings GB-10 and GB-11 were drilled within the planned footprint of the showroom to depths of
approximately 10 and 11 feet bgs, respectively. Boring GB-1 2 was drilled in the vicinity of the vault to a
depth of 34 feet bgs. The drilling was monitored by Golder's geologist who logged the subsurface conditions
and obtained soil samples. Upon completion, borings were backfilled with bentonite chips and capped with
cold patch asphalt,
Sampling was completed with a standard split spoon sampler driven with a 140-pound manual wire -line
hammer in general accordance with ASTM D 1586. The samplers were driven 18 inches (unless otherwise
noted) into the bottom of the boring using a 140-pound automatic hammer with a 30-inch drop. Hammer
blows were recorded in 6-inch intervals for each sample and are presented on the borings logs. The
penetration resistance (N-value) of the soil is calculated as the sum of the number of hammer blows
required to drive the sampler the final 12 inches. The N-value is an indication of the apparent density of
cohesionless soils and the consistency of cohesive soils. Generally, if a total of 50 blows were recorded
for a single 6-inch interval, the test was terminated and the blow count was recorded as 50 blows for the
inches of penetration observed. All blow counts presented on the boring logs are uncorrected values and
do not take into consideration the efficiency of the automatic hammer, overburden, or other influences.
Soils were logged in general accordance with the Unified Soil Classification System. The logs are
presented in Attachment A along with a description of the Unified Soil Classification System (USCS)
(ASTM D2488) that was used to classify site soils encountered during our investigation. The stratigraphic
contacts indicated on the exploration logs represent approximate boundaries between soil units, actual
transitions may be more gradual. Subsurface descriptions are based on conditions encountered at the time
of exploration and conditions outside of the exploration locations may vary from those encountered during
this investigation.
3.0 SUMMARY OF SUBSURFACE CONDITIONS
Subsurface conditions encountered within the borings are described as follows:
• Showroom Footprint. Subsurface conditions encountered within the showroom footprint
boring (GB-1 0 and GB-11 1) consist of very dense till generally described as a Silty Fine
Sand, little fine to coarse gravel and nonplastic fines.
• Stormwater Vault: The upper 5 feet within GB-12 comprises loose sand and gravel fill
material with trace nonplastic fines overlying very dense, till described as a Silty Fine Sand
with little fine to coarse gravel and nonplastic fines. The till extends to a depth of about
14 feet bgs and overlies very dense advanced outwash described as Sand with trace
nonplastic fines and trace to little fine to coarse gravel and cobbles to 34 feet.
The transition between the till and outwash occurred between 5-foot sample intervals so the depth is
approximated based on observations during drilling.
No groundwater or seepage was observed within any of the borings during the field exploration. Golder's
geologist checked the monitoring well at GB-2 and no water was detected within the well at the time of the
field exploration. Golder also checked the monitoring well in December 2016 and in March 2017 and again
no water was detected.
4.0 INFILTRATION
Infiltration requires a permeable soil layer of sufficient thickness and lateral continuityto infiltrate and convey
stormwater down and away from the facility. Golder previously submitted an infiltration report (refer to
Attachment B) for the subject property. Advanced outwash deposits encountered on the site are suitable
for infiltration and was observed in the footprint of the proposed vault at a depth of about 14 feet bgs;
1533298-400-1-mazd a_report-revO-2017-06-23,docx
Golger
WAssociates
Doug Ikegami June 23, 2017
Doug's Lynnwood Mazda 3 1533298
however, the top of the outwash layer could range from 14 to 20 feet bgs across planned vault area. The
thickness of the advance outwash deposit as observed in our explorations is at least 20 feet.
No laboratory testing was performed as part of this current geotechnical evaluation; however, based on
previous laboratory test results, the advanced outwash receptor soil at the site generally classifies as "loamy
sand" in Table C-1 of the Edmonds Stormwater Code (ESC) in accordance with the USDA Textural
Classification method (Edmonds 2010). The short-term infiltration rate for loamy sand in Table C-1 of the
ECS is 2 inches per hour (Edmonds 2010).
The recommended correction factor is 4 resulting in a long-term design infiltration rate of 0.5 inches per
hour. The ESC allows for a reduction of the correction factor for facilities that have a high degree of
maintenance and pre-treatment of the water to remove suspended solids from the influent water.
The observations from boring GB-1 2 confirm Golder's previous recommended design infiltration rate for the
advanced outwash sand of 0.5 inches per hour.
5.0 ENGINEERING RECOMMENDATIONS
This section of the report presents our engineering recommendations based on the subsurface conditions
encountered during the field exploration program completed for this study. The site appears suitable for
the proposed development from a geotechnical standpoint provided the recommendations presented in this
report are followed. The recommendations presented herein are based on the current project description
presented in this report; if the development configuration changes, Golder should be notified to review the
updated plans and revise the engineering recommendations accordingly.
5.1 Seismic Design
The 2015 International Building Code (IBC) (ICC 2015) seismic design section provides information to be
used as the basis for seismic design of structures.
5.1.1 Site Class
Section 1613 of the 2015 IBC provides information on earthquake loads and site ground motion needed for
seismic design. Based on the IBC design criteria, sites are classified according to Chapter 20 of ASCE 7
(ASCE 2013) where the average soil profile properties in the upper 100 feet bgs are considered. The
boreholes advanced for the current study were advanced up to a maximum of 34 feet below the existing
ground surface. For design purposes, the average soil profile properties should be considered for 100 feet
below the base of subsurface structures. The Site Class was selected for seismic design purposes based
on Table 20.3-1 in ASCE 7. The soil profile observed during our geotechnical field investigations indicate
the site should be classified as Site Class C.
5.1.2 Ground Motion Parameters
Ground motion parameters used for design per the 2015 IBC include the site coefficient and mapped
spectral accelerations, which can be found in Section 1613.3 of the IBC. The mapped spectral
accelerations correspond to Site Class B conditions. The following design parameters are based on the
IBC Maximum Considered Earthquake (MCE) Ground Motion, the 0.2-second spectral acceleration (Ss),
and the 1.0-second spectral acceleration (Si) for the project site. The interpolated probabilistic ground
motion values in percent gravity (g) were obtained from the United States Geological Survey (USGS) US
Seismic Design Maps (http://earthquake.usgs.gov/designmaps/us/application.php).
Table 5-1 presents the ground motion parameters for latitude 47.797533 and longitude -122.333995 (a
point located near the center of the site) using a Site Class C for the project location.
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Doug Ikegami June 23, 2017
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Table 5-1: Ground Motion Parameters
S., (0.2 second)
S, (1.0 second)
Spectral Response
Spectral Response
Ss: 1.266 g
SI: 0.494 g
Sms: 1.266 g
Smi: 0.645 g
SDs: 0.844 g
SD1: 0.430 g
5.1.3 Liquefaction Potential
Loose to compact, granular soil deposits below the water table can be susceptible to liquefaction during
earthquake shaking. No loose, granular deposits or groundwater were encountered during this
investigation to the maximum exploration depth of 34 feet and no loose soils are expected at deeper depths;
therefore the liquefaction susceptibility of the site is low.
5.1.4 Seismic Surcharge on Walls
A seismic surcharge should be added to the earth pressures on below grade basement walls. We
recommend a uniform lateral seismic surcharge equal to 6 x H in pounds per square foot (psf), where
H = the wall height in feet for walls designed based on active earth pressure conditions. For subgrade walls
designed based on at -rest earth pressure conditions, the seismic surcharge on walls designed based on
at -rest earth pressures conditions will require interaction with the structural engineer.
5.2 Foundation Recommendations
Based on the results of the field exploration, spread footings are feasible for the proposed showroom
foundations. The current grading plan indicates that footings will be founded within native till or structural
fill. All existing fill below foundations should be removed in their entirety and replaced with properly moisture
conditioned and compacted structural fil meeting the recommendations in Section 6.1.1. In addition, the
site has been previously developed; therefore, any existing slabs, foundations, or other structural remnants
should be removed in their entirety and the resulting excavations are to be backfilled with properly placed
structural fill. A representative from Golder should observe the foundation bearing soils prior to placement
of forms and rebar to verify the foundation bearing soils are consistent with the soils encountered at the
time of this study. The foundation system should be designed based on the following recommendations.
• Design isolated footings using a maximum allowable bearing pressure of 4,000 kips per
square foot (ksf) for continuous footings and isolated footings. The maximum allowable
bearing pressures meet the required factor of safety of 2.5 according to 2015 IBC.
• The recommended maximum allowable bearing pressure are gross bearing pressures.
• The recommended maximum allowable bearing pressures will result in less than 1 inch of
total settlement and differential settlement on the order of 1/2 inch.
0 The values presented may be increased by one-third for short-term wind and seismic
loading.
0 Isolated and continuous footings should be embedded at least 24 inches below the
adjacent finished grade.
N These recommendations are based on concentric pressures applied at the base of the
footings. In the case of eccentric pressures (e.g., due to lateral loads), Golder may need to
re-evaluate the recommended pressures.
0 If loose, soft, wet, frozen or disturbed soils are encountered at the foundation subgrade,
these soils should be removed to expose suitable foundation soils, and the resulting over -
excavation backfilled with compacted structural fill. The base of all excavations should be
dry and free of loose materials at the time of concrete placement.
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Building foundations must resist lateral loads due to earth pressures, wind, and seismic events. For
design purposes, these loads can be resisted simultaneously by:
• Base Friction: An allowable value of 0.3 can be assumed for base friction between the
soil and spread footings. This value includes a factor of safety of 1.5. The allowable base
friction value may be increased by one-third for the seismic loading.
• Passive Resistance on Sides of Shallow Footings: For design purposes, we
recommend that the allowable passive pressure be based on a fluid with a density of
260 pounds per cubic feet (pcf) (including a factor of safety of 1.5) for shallow foundations.
The allowable passive resistance can be increased by one-third for seismic loading. Since
some disturbance is likely to occur during construction, we recommend the upper 1 foot of
passive resistance be neglected. The passive recommendations are based on the
assumption that structural fill will be placed and compacted according to our
recommendations presented in Section 6.1.1.
5.3 Shoring Recommendations
The vault will be about 40 feet wide and 60 feet long with isolated column footings in the interior of the vault
to support the vault cover. Recommended shoring systems for the vault include temporary soil nail shoring
or soldier pile shoring with/without tiebacks with a permanent wall or permanent soil nail shoring or soldier
pile shoring with/without tiebacks and permanent facing. The shoring system should be designed to support
the earth and lateral surcharge loads from construction surcharges, adjacent structures, and
driveway/parking areas. If the shoring is designed to provide permanent support for the vault structure,
then seismic load cases should be considered in designing the shoring. The selected shoring system and
the shoring design should consider the construction sequence at the site.
Since the vault is a relatively small excavation we recommend that the designer consider an open cut on
one end to facilitate shoring and excavation equipment.
5.3.1 Soil Nailing
Based on the subsurface conditions encountered in the boreholes, the subsurface profile comprises about
five feet of loose fill overlying dense to very dense till to depths ranging from about 14 to 19.5 feet bgs,
overlying advance outwash sands. Groundwater was not observed in the borings or monitoring wells
installed at the project site as previously noted. The following parameters are recommended for design of
soil nail walls:
Friction Angle:
0 32*
Cohesion:
c 0 psf
Unit Weight:
y 120 pcf
Ultimate Pullout (nominal 6-inch diameter):
Auit = 1.5 kips/foot
Allowable Pullout (nominal 6-inch diameter):
Aall = 0.75 kip/foot
Overall factor of safety (apply to soil shear strength parameters)
Temporary shoring
1.35
Permanent shoring, static loading
1.50
Permanent shoring, seismic loading
1.10
The actual adhesion value will depend on the materials and installation methods and should be confirmed
by testing. Larger diameter drill holes and/or secondary pressure grouting may be required to achieve the
recommended pull out capacity. Installation methods should be the responsibility of the contractor. The
location and presence of existing features, such as utilities, should be checked during the design as these
may affect the location and length of the soil nails.
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MF Golder
Associates
Doug Ikegami June 23, 2017
Doug's Lynnwood Mazda 6 1533298
5.3.2 Soldier Pile and Tieback Design Criteria
A soldier pile and tieback shoring system with one or more rows of anchors or braces appears to be
appropriate for supporting the proposed excavation depths. Cantilever soldier piles, i.e., without tiebacks,
may also be feasible if pre -excavation and removal of existing fill soil decreases the overall height of the
vault excavation. Design earth pressure configurations are shown for the following configurations:
• Figure 2 — One row of tieback anchors/bracing, at -rest condition
• Figure 3 — One row of tieback anchors/bracing, active condition
• Figure 4 — Two or more rows of tieback anchors/bracing, at -rest condition
• Figure 5 — Two or more rows of tieback anchors/bracing, active condition
• Figure 6 — Cantilever conditions
We anticipate that use of active earth pressures will limit deformation to less than 1 inch. If such deformation
is not acceptable, at -rest earth pressures should be used for the shoring system design, in which case we
anticipate deformation less than 0.25 inch. The earth pressure recommendations are based on the current
project description and finish floor elevations described and assume drainage provisions are provided to
eliminate the potential for significant hydrostatic pressure buildup behind the walls. If the finished floor
elevations change or the buildup of hydrostatic pressure behind the walls cannot be prevented, Golder
should be notified to review the updated plans and revise earth pressure recommendations accordingly.
Additional lateral surcharges should be added to the design earth pressures to account for any vertical
surcharges adjacent to the excavation, surrounding buildings, traffic surcharges, and construction
surcharge loadings. Surcharges on shoring walls can be calculated using the appropriate equation
presented in Figure 7. The earth pressures presented assume level ground above the top of the shoring.
If sloping ground is present, a surcharge equal to one-half of the height of the slope should be added to the
height of the shoring to determine the effective shoring height and corresponding lateral earth pressure.
The embedment depth of soldier piles below the base of the excavation should be designed to provide
force and moment equilibrium. Soldier piles should be embedded a minimum 10 feet below the base of the
excavation; however, this value can be adjusted once actual excavation depths are established.
The soldier piles should be designed to have adequate vertical capacity to resist the vertical components
of the tieback loads and also permanent structural loads, if required. Vertical capacity may be provided by
a combination of end -bearing and friction below the base of the excavation. For vertical structural loads on
soldier piles spaced at least 2.5 pile diameters center to center, the following design criteria is
recommended:
0 Minimum embedment of 10 feet below the base of the excavation.
• Allowable end -bearing resistance of 20 ksf for piles end bearing, assuming the piles will be
embedded in the advanced outwash deposits.
• Allowable side friction of 1.5 ksf below the base of the excavation — ignore the upper 2 feet
of embedment.
5.3.2.1 Lagging
Lagging will be necessary to prevent caving of the soil face between the soldier piles. Lagging may be
designed for 50% of the lateral soil pressures. However, for a typical 8-foot center to center span, a
maximum thickness of 4 inches is recommended for No. 2 or better Hem -Fir wood lagging, even if the
structural calculations show thicker wood lagging is required. Any voids behind the lagging should be
backfilled with a permeable granular soil material that does not allow the buildup of hydrostatic pressure or
controlled density fill (CDF). The excavation height prior to lagging installation should not exceed 4 feet, or
less as required to maintain cut face stability.
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5.3.2.2 Tieback Anchors
The anchor portion of the tieback should be located sufficiently far behind the excavation shoring to stabilize
the excavation face. The no "load" zone limits are shown in the shoring figures.
The selection of tieback materials and installation methods should be the responsibility of the contractor.
The actual adhesion values will depend on the materials and installation method and should be confirmed
by testing.
For non -pressured grouted anchors, the allowable design concrete/soil friction value of 3 ksf (including a
factor of safety of 2) in the very dense native soils can be used for preliminary design and cost estimating
purposes and should be confirmed by testing prior to construction. For pressure grouted anchors, this
value can typically be increased to at least 4.0 ksf. These values assume the tiebacks will be placed only
in till.
A minimum anchor spacing of 6-foot center to center is recommended. Anchor holes should be drilled at
an angle of 15 to 30 degrees down from horizontal. A minimum anchor bond length of 10 feet is
recommended. The location and presence of existing features, such as utilities and foundations, should
be checked during the design as these may affect the location and length of tieback anchors.
5.4 Permanent Wall Design Criteria
The design lateral pressure on permanent basement or vault walls depends on the construction methods
used and the allowable movement.
If shoring with tiebacks or soil nailing is used with the permanent walls poured against the shoring, the
permanent walls should be designed for the earth pressures presented in Figure 6. If the shoring will be
designed a yielding system (active condition), the permanent wall should be designed also as a yielding
wall (Figures 3 and 5). However, if the shoring or permanent wall will be designed to limit deformations (at
rest condition), the permanent wall should be designed to sustain higher lateral loads (Figures 2 and 4).
Traffic, construction, and building surcharges should be added to these values (refer to Figure 7). External
surcharge loads should be added to the design earth pressures. The earth pressures presented assume
a freely draining condition behind the wall; that buildup of hydrostatic pressure on the outside of vault will
not occur because of drainage provisions (see Section 6.2). If the buildup of hydrostatic pressure on the
outside of the vault cannot be prevented, Golder should be notified to provide earth pressures that reflect
the full hydrostatic condition for the design of permanent walls.
A seismic surcharge pressure, as described in the section, Seismic Design Criteria (Section 5.1.4), should
be added to the above earth pressures.
6.0 CONSTRUCTION RECOMMENDATIONS
6.1 Earthworks
Careful earthworks planning and subgrade protection by the contractor and implementation of the
recommendations presented herein will help minimize unanticipated costs. We recommend that any
excavation on the site be sequenced to limit the amount of exposed subgrade particularly if construction
starts during the rainy season.
All compaction requirements presented in this report are relative to ASTIVI D 1557. Relative compaction
refers to the percentage of the in -place measured soil density divided by the same soil's maximum dry
density as determined by the ASTIVI D 1557 laboratory test procedure. Optimum moisture content is the
corresponding moisture content of the same soil at its maximum dry density. The onsite soils are
considered moisture sensitive and will become unworkable when the moisture content exceeds the
optimum moisture content. Conversely, if allowed to dry, the silty soils can become an airborne dust
problem.
Golder
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Note that earthwork construction during wet weather can significantly increase costs by making
placement of fill soils difficult due to over -optimum moisture contents, increasing the cost for off -
site disposal of unsuitable excavated soils, increasing the effort to control water, and increasing
subgrade disturbance resulting in the need for soil admixtures, geotextiles, or rock working mats.
6.1.1 StructuralFill
Structural fill recommendations are as follows:
0 Imported structural fill should be a granular soil (with less than 20% passing the No. 200
sieve) and a maximum particle size of 5 inches that when placed and compacted will meet
the required compaction specifications.
• The native soils encountered at the site are generally considered suitable for reuse as
structural fill provided the moisture content is near optimum (ASTM D 1557) and can meet
compaction requirements; however, if the soil moisture contents exceed optimum moisture,
the soils will likely become unstable during compaction.
• Moisture control during placement is imperative to achieving a stable subgrade.
• If imported structural fill is used during wet weather, it should be well -graded sand and
gravel with less than 5% passing the No. 200 sieve.
N Native soil or imported fills shall be free of boulders, organic material, silt, clay, and debris.
• Fills used for drainage should consist of washed gravels with less than 3% passing the
No. 200 sieve or equivalent.
• Structural fill should be placed in 8-inch (or less) loose lifts and compacted to at least 95%
of maximum ASTM D 1557 dry density below all footings and within 3 feet of final grade in
pavement areas. In addition, structural backfill placed around footings should also be
compacted to at least 95% of ASTM D 1557.
0 Structural fill beneath floor slabs, utility trenches, and other structural components not
underlying pavements or footings should be compacted to at least 90% ASTM D 1557
0 Structural fill behind backfilled walls should be compacted to 90% of ASTM D 1557,
provided the backfill is not supporting buildings and is not within 3 feet of final grade in
pavement areas.
0 If density tests indicate that compaction is not being achieved due to moisture content, fill
materials should be scarified, and moisture -conditioned to near optimum moisture content,
re -compacted, and re -tested, or removed and replaced with granular soil with less than 5%
passing the No. 200 sieve. After the densification process, a firm, stable surface should
be produced.
0 In landscaping or other areas not supporting loads, utility trench backfill should be
adequately compacted to prevent excessive future settlement.
6.1.2 Subgrade and Foundation Preparation
Spread footing recommendations presented herein are based on our understanding of the grading plan.
The grading plan indicates that a portion of the footings in the north side of the building footprint may be
founded in structural fill and the remaining foundations will likely be founded on till. Therefore, the
foundation recommendations in this section are based on a subgrade consisting of compacted structural
fill which are also appropriate for the till.
Geotechnical related site construction activities include clearing and grubbing, excavation, subgrade
preparation, placement of foundations, and placement and compaction of structural fills. Surface water
runoff should be controlled and directed away from the excavation and any temporary cut slopes. This
section discusses selected elements of these construction items.
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If uncontrolled fill or topsoil is encountered at the proposed subgrade elevation, the uncontrolled fill and/or
topsoil should be removed and replaced with structural fill in accordance with Section 6. 1. 1.
After clearing and grubbing and prior to placement of structural fill, we recommend a proof roll of the existing
subgrade with a loaded dump truck or other heavy wheeled vehicle (e.g. wheel loader). If the subgrade is
wet, we do not recommend performing a proof roll. Instead we recommend that the subgrade conditions
are observed by qualified geotechnical engineer prior to structural fill placement.
Native competent subgrade that becomes loosened by the contractor's operation and wet and unsuitable
soils should be over -excavated and replaced with a suitable structural fill, orthe soil admixed with a moisture
reducing agent or cement treated base (CTB), at the contractor's expense. The footing excavations should
be free of any loose, soft disturbed material or water prior to placement of reinforcing bars and concrete.
Following construction of the vault, the exposed advanced outwash at the floor of vault should be scarified
to a minimum depth of 12 inches below the finished grade elevation. This is necessary to loosen the upper
portion of the outwash material that has been compacted by construction equipment travelling on the floor
of the vault.
6.1.3 Slab Subgrade
Conventional slab -on -grade floors can be supported on a subgrade of the native bearing soils or on a
minimum 2-foot thick layer of structural fill placed and compacted as noted in the Earthworks section of this
report. Slab -on -grade floors should not be founded on organic soils, loose soils, or uncompact fills. The
slabs should be underlain by a capillary break material consisting of at least 4 inches of clean, free draining
sand and gravel or crushed rock containing less than 3% fines passing the No. 200 sieve (based on the
minus No. 4 sieve fraction); meeting the specification in Table 6-1.
Table 6-1: Capillary Break Gradation
Sieve Size or
Diameter (inches)
% Passing
(by weight)
1
100% passing
No. 4
0-20%
F-No. 200
1 0-3%
Vapor transmission through floor slabs is an important consideration in the performance of floor coverings
and controlling moisture in structures. Floor slab vapor transmission can be reduced through the use of
suitable vapor retarders, such as plastic sheeting placed between the capillary break and the floor slab,
and/or specially formulated concrete mixes. Framed floors should also include vapor protection over any
areas of bare soils, and adequate crawl space ventilation and drainage should be provided. The
identification of alternatives to prevent vapor transmission is outside of our expertise. A qualified architect
or building envelope consultant can make recommendations for reducing vapor transmission through the
slab, based on the building use and flooring specifications.
6.1.4 Temporary Slopes and Excavations
Safe temporary cut slopes and excavations are the responsibility of the contractor. Temporary, stable cut
slopes less than 8 feet in height can generally be constructed using the following recommendations:
M Uncontrolled/existing fill— 1.5H:1V
0 Dense to very dense silty sand/till — 1HAV
If temporary cuts encounter groundwater seepage, they should be sloped at 2H:1V (Horizontal or Vertical)
or flatter (as recommended by the geotechnical engineer at the time of construction) to prevent significant
15 3 32 9 8-400-1-mazda—repart-revO-2 01 7-06-23.d ocx
I RAS
M.� Golder
Assodates
Doug Ikegami June 23, 2017
Doug's Lynnwood Mazda 10 1533298
caving or sloughing. Temporary cuts in the loose granular materials are expected to have some raveling
at the cut face. Excavations in the loose granular soils may cave easily, while excavations in the dense
silty sand soils may be difficult, as occasional boulders and cobbles may be encountered. As appropriate,
trench shoring should be employed by the utility contractor. Temporary cut slopes in the granular soils may
need to be laid back flatter than 11.5111V if a change in material type or debris is encountered.
In the event that groundwater seepage is encountered during excavation, the contractor must install
temporary drainage measures to protect the cut face and prevent degradation of the excavation area until
permanent drainage measures can be constructed.
6.1.5 Geotechnical Construction Monitoring
We recommend that a qualified geotechnical-engineering firm is on -site during critical aspects of the project.
This would include observation of footing, slab, pavement, and subgrade preparation; observation of wall
and footing drains, and placement of structural fills. The geotechnical engineer of record will perform the
special inspection.
6.2 Permanent Drainage Provisions
Permanent control of surface water should be incorporated in the final grading design, and vegetative
protection should be established. It is important to separate all surface water drainage, including roof
downspouts, from any building foundation drainage systems. Surface drainage and building footing drains
must be conveyed in two separate systems. The permanent drainage system for the building should consist
of, at a minimum:
• Perimeter Footing Drains: A footing drain consisting of 4-inch-diameter,
heavy -walled, perforated PVC pipe or equivalent should be placed along the perimeter of
all structures. The pipe should be surrounded by at least 6 inches of drainage gravel as
noted in Table 6-2. A non -woven filter fabric, such a Mirafi 140N or approved equivalent,
is recommended between the native soils and the drain rock. Drain cleanouts are
recommended. Footing drains should drain by gravity to a suitable discharge point.
• Wall Drains: Drainage behind backfilled walls can consist of a full face geocomposite
drainage mat or a minimum of a 2-foot wide zone of clean sand and gravel fill with less
than 5% passing the No. 200 sieve.
0 Under Drains: The need for underdrains is not anticipated at the site. .
0 Discharge: If flow by gravity is not feasible at this site, the wall drainage system should
run to a sump for pumping to the storm drainage system. The groundwater flow rate should
be evaluated prior to construction and refined during construction. The permanent
drainage system should conservatively be sized for that flow. If a sump system is used, a
backup pump with emergency power is recommended in case of mechanical breakdown.
The dewatering system should be vented to the atmosphere in case of mechanical or
electrical failure. As a minimum, we recommend that the sump and drainpipe clean outs
be vented to the atmosphere.
Table 6-2: Drain Gravel Gradation
Sieve Size or Diameter (inches)
% Passing
1 Y2
100% passing
3/8
10-40%
No. 4
0-5%
No. 200
0-3%
1533298-400-1- mazd areport-revO-2017-06-23.docx
AW a
Golder
Associates
Doug Ikegami June 23, 2017
Doug's Lynnwood Mazda 11 1533298
Geotechnical related site construction activities include clearing and grubbing, excavation, subgrade
preparation, placement of foundations, and placement and compaction of structural fills. Surface water
runoff should be controlled and directed away from the excavation and any temporary cut slopes.
6.2.1 Construction Dewatering
Groundwater seepage is not likely but if encountered during excavation for foundations or the vault, the
contractor must implement necessary dewatering and drainage measures to protect the excavation cut face
and to prevent degradation of the excavation area and foundation subgrade until permanent drainage
measures can be constructed. Groundwater seepage if encountered can be controlled using standard
ditching, sump and pump methods.
6.3 Erosion Control
Erosion control for the site will include the Best Management Practices (BMPs) incorporated in the civil
design drawings and may incorporate the following recommendations:
• Route surface water through temporary drainage channels around and away from exposed
slopes.
• Use silt fences, straw, and temporary sedimentation ponds to collect and hold eroded
material on the site.
N Seeding or planting vegetation on exposed areas where work is completed and no
buildings are proposed.
N Retaining existing vegetation to the greatest possible extent.
We recommend that the contractor sequence excavations so as to provide constant positive surface
drainage for rainwater and any groundwater seepage that may be encountered. This will require grading
slopes, and constructing temporary ditches, sumps, and/or berms.
7.0 USE OF REPORT
This report has been prepared exclusively for the use of Doug's Lynwood Mazda and their consultants. We
encourage review of this report by bidders and/or contractors as it relates to factual data only (borehole
logs, laboratory test results, conclusions, etc.). The conclusions and recommendations presented in this
report are based on the explorations and observations completed for this study, conversations regarding
the existing site conditions, and our understanding of the planned development. The conclusions are not
intended nor should they be construed to represent a warranty regarding the development, but they are
included to assist in the planning and design process.
Judgment has been applied in interpreting and presenting the results. Variations in subsurface conditions
outside the exploration locations are common in glacial environments, such as those encountered at the
site. Actual conditions encountered during construction might be different from those observed in the
explorations. When the site project plans are finalized, we recommend that Golder be given the opportunity
to review the plans and specifications to verify that they are in accordance with the conditions described in
this report.
The explorations were advanced and logged in general accordance with locally accepted geotechnical
engineering practice; subject to the time limits, and financial and physical constraints applicable to the
services for this project, to provide information for the areas explored. There are possible variations in the
subsurface conditions between the borehole locations and variations over time.
The professional services retained for this project include only geotechnical aspects of the subsurface
conditions at the site. The presence or implication(s) of possible surface and/or subsurface contamination
resulting from previous site activities and/or resulting from the introduction of materials from off -site sources
is not included in this separate report.
1533298-400-1-mazda report-revO-2017-06-21dou
S
Doug Ikegami June 23, 2017
Doug's Lynnwood Mazda 12 1533298
8.0 CLOSURE
This report was prepared for the exclusive use of Doug's Lynnwood Mazda and their consultants for the
project as described in this report. If the project design is modified or changed significantly we should be
given a chance to review the changes and revise our recommendations as necessary. We are available to
discuss the information if you have any questions. Please contact us at 425-883-0777.
Sincerely,
GOLDER ASSOCIATES INC.
Engineer
12-3-1t7
Joshua L. Hanson, PE
Senior Project Engineer
List of Figures
James Gerard Johnson
James G. Johnson, LG, LEG
Principal
Figure 1 a Site Exploration Plan
Figure lb Proposed Project Layout (by others)
Figure 2 Earth Pressure Diagram — One Level of Ground Anchor or Bracing, At Rest
Figure 3 Earth Pressure Diagram — One Level of Ground Anchor or Bracing, Active
Figure 4 Earth Pressure Diagram — Multiple Levels of Ground Anchors or Bracing, At Rest
Figure 5 Earth Pressure Diagram — Multiple Levels of Ground Anchors or Bracing, Active
Figure 6 Earth Pressure Diagram — Cantilever Conditions
Figure 7 Lateral Surcharge Pressure Acting On Below Grade Wall and Shoring Walls
List of Attachments
Attachment A Record of Boreholes
Attachment B Previous Stormwater Infiltration Feasibility Report
MLP/JLH/JGJ/ks
1533298-400-1-mazda_report-revO-2017-Or�23.doex
SAO,
'-V Golder
` Associates
Doug Ikegami June 23, 2017
Doug's Lynnwood Mazda 13 1533298
9.0 REFERENCES
ASTIVI International. 2007. West Conshohocken, PA, verification of latest standards at www.astm.org.
D-421 Standard Practice for Dry Preparation of Soil Samples for Particle -Size Analysis and
Determination of Soil Constants
D-422 Standard Test Method for Particle -Size Analysis of Soils
American Society of Civil Engineers (ASCE). Minimum Design Loads for Buildings and Other Structures,
2013.
City of Edmonds (Edmonds). 2010. City of Edmonds Stormwater Code Supplement, Appendix C, City of
Edmonds, April.
1533298-400-1-mazda—report-revO-2017-06-23.docx
MGolder
Associates
FIGURES
I - -: --k_4utk_uu-wg
LEGEND
GB-01 2015 APPROXIMATE BOREHOLE LOCATIONS
GB-10 2017 APPROXIMATE BOREHOLE LOCATIONS
REFERENCE
IMAGE PROVIDED BY MICROSOFT BING IMAGERY, ACCESSED
ON JULY 30, 2015.
CLIENT
DOUG'S LYNNWOOD MAZDA
CONSULTANT
(DGolder
Associates
YYYY-MM-DD 2017-04-07
DESIGNED REDMOND
PREPARED
PROJECT
SHOWROOM & STORMWATER VAULT
MAZDA DEALERSHIP EXPANSION
EDMONDS, WASHINGTON
TITLE
SITE EXPLORATION PLAN
REVIEWED MP PROJECT NO. PHASE
APPROVED MP 1533298 400
R.- "
FIGURE
A 1A
11
.04 PORTION OF THE SW V4� NE V46 SEQ 2% TWP 27 N. ROE. 4 E. WAV
�51
4K FEN E
b Rem 3-Y, r.
aillLaNa
0
360 2
0 0. 0
\ . N89*06'13"W 336.59' "5-5:1
GRAVEL
lip ASPHALT _h- C Ne E
HORIZONTAL LOCATION '354.72
0 0 ��
'_�: UT TYPICA o EXISTING DETENTION
F . CLEANOUT(TYPICA 5 1 TANXS TO BE
EX IZ"ADS 43� 4-CONGRM PAFW=zgW I
=36 .15 354.86
E=3 L)
-3w
4h
CB TYPE 2-"
_.w T HIGH FLOW
FLOW SPUTTER W/
HIGH FLOW BYPASS "ASS LINE
C '5h6. A I 1 4 1' : 'J� �
j . 7!� FA
_R�.,SE 1,CTLL WETLAND 6
/ N 7!� FA
q., R 0
ci A'14"T
_*2 0 M TYPE
B lyp W
ING UD
% A
'2 361.42 + Caloo
CEDMAR
6 La IE:- 5 76g"F'L�l
562.15 ;yT F 'OP.
12. "ASS LINE FOR it . ..... 3 '�3.
UPSTREAM AREA NOT
REQUIRING STDRUWATER WA7
MITIGATION I STORM LINE U STRU� AREA
EL 4 BYPASS LINE �.c R, It
'to
FOR
3warz,
V
NOTES, RIGKr.
OC1__
PS b N89*06'30"W/306.32' E WALL�� Propose
'5 6' WOOD.FENCV,(OSSES 0.58' SHORT PLAT-
PL 139.5 W. PROP COR. TO N. LINE S. 100'
IN 300' AS MEAS.
'ALONG W. LINE
6' WOOD FENCE CROSSES 6' WOOD FENCE CROSSES LOWER LEVEL
PL 138.6' E. OF PROP COR. PIL 1.8' S. OF PROP COR. FF- 347.00
Ik 6' WOOD FENCE
_e�;' 2 .
_46' WOOD FENCE CROSSES .49 +
PL 35.5 S. OF PROP COR.
C5
'fc'
ASPHALT
6 SIDE SEWER
-v
7.1
T.PmgEx-
FZFE_SS_T_0_L5WER1�
E-345.81 12"RCP
:E-345.81
LEVEL 0
EVA
:54
HE
12'*RCP
CATE
I TYPE
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'43 �34.
IE-350.98 12'RCP E
/7'
- - - - - - - - - - - - - - - - - - - - - - - - - - - - 1�2.44
147_9f�,a-
- - - - - - - - - - - - - - - - - - - - - -
6L WOOD FENCE CROSSES
N89'06'30 -W9Q_-SZ;r_
LTERPA
NNECT TO
P 0.5' N. OF PROP C
ROAD
1EN.w2%x'..1-"'F
EYJsnNc SEWER
STORM
CONTR FACILITY
NN CT TO
20' EASEMENT FOR INGRESS, 0
EGRESS AND UTILITY PER SP
� �'46.88 G STORM
RECORDED UNDER AFN
7903130264
454
10
REFERENCEIS)
UTILITY PLAN PROVIDED BY NED NELSON, PROJECT ARCHITECT, ON 2017-02-02. IN P`DF
FORMAT.
4'
O=S'
1. THE IMPROVDAE OWN CONSITIUM IPHASE I* CONSTRUCTION. FUTURE IMPROVEMENTS ARE
ANTICIPATED TO OCCUR IN THE WES. PORTION OF THE PARCEL NOT CURRENTLY SHOWN TO BE
RE -DEVELOPED THE INFILTRA71ON FATES VARY WITH LOCATION ONSITE INFILTRATION IS OPTIMUM WITHIN
THE PRASE I �O-CTPRINT: THEREFORE, THE INFILTRATION VAULT HAS BEEN SIZED TO MITIGATE FUTURE
AN'MIPATED SITE IMPROVEMENTS. ARIEA ASSUMPTIONS ARE SHOWN BELOW.
PHASE I AREA., 1.356 ACRES; BOX IMPERVIOUr.
3. FULL SITE (INCLUDES FUTURE WORK); 2.95 ACRES. 90% IMPERVIOUS.
4. ASSUMED INFILTRATION RATE- 0.5 INCHES PER HOUR. INRLTRATION RATE SHALL BE VERIFIED BY
DEVELOPER'S CIECTECHNICAL ENGINEER PRIOR TO OBTAIMING CONSTRUCTION PERMIT.
5. THE DEVELOPER SHALL PROVIDE AN ENGINEERED DESIGN FOR THE VAULT (ANTICIPATED TO INCLUDE
5. STRUCTURAL AND GEOTECHNICAL ENGINEERING).
VAULT INFILTRATES INTO OUTWASH LAYER LOCATED APPROXIMATELY 20' BELOW DUSTING GRADE ASSUMED1
TO BE ELEVATION 331.0 FEET.
7. HIGH FLOW BYPASS STORM OUTLET IS AT IE- 346.0 FEEL
B. LIVE STORAGE IN VAULT IS 3 FEET.
N. vul b)
EX CEI Twc 9 q-
TOP-353.91
TOP INSIDE CB-353.44
TOP OF 12"OMP STANDPIPE-3 2.61
BOTTOM 12"CMP STANDPIPE-1.6 I
IE=346.50 30'CMP W I
IE-346.43 301CMIP N
E-348.45 121CMIP SW
E-348.35 12"ADS SE
9
J=EgTO
_1 /
E B TYPE I
'LC 7�7
T
1E P;4"
a E 2-60 IN 'E!-344.74 12"ADS W
ONTROL STRUCTURE Zo
v
hi
Ly " 11
EX CB TYPE 1
-?�-�-346�.79
IE-344.36 12"DI
E.338.74 CTR CHANNFI
E-343-89 DROP N
(IN N. OUT S)
EX SSMH
TOP-346.78
[E=338.57 CTR CHANNEL
(IN N, OUT S)
EX SSMH
TOP=346.40
IE-338.31 CTR CHANNEL
(IN N, OUT S)
CLIENT
DOUG'S LYNNWOOD MAZDA
CONSULTANT
9 Golder
- Associates
12"ADS NIN
YYYY-MM-DD 2017-04-07
DESIGNED
PREPARED REDMOND
REVIEWED MP
APPROVED MP
STORM LINE
WATER LINE
SEWER LINE
0
CATCH BASIN TYPE I
Q) (V
CATCH BASIN TYPE 2. 48- & 60-
EaMODULAR
WETLAND
-<1
FLOW ARROW
0
POST INDICATOR VALVE
FIRE DEPARTMENT CONNECTION
0
SEWER CLEANOUr
0 25 50
es;R��
V = 50, FEET
PROJECT .2
SHOWROOM & STORMWATER VAULT
MAZDA DEALERSHIP EXPANSION
EDMONDS, WA
TITLE
SITE LAYOUT
PROJECT NO. PHASE REV. FIGURE
1533298 400 A 1 Bl�
i 56 H
NOTE(S)
1 . ALL DIMENSIONS ARE IN FEET.
2. ALL PRESSURES IN POUNDS PER SQUARE FOOT (PSF).
3. PRESSURE ABOVE THE BASE OF EXCAVATION ACT OVER
ENTIRE WALL FACE.
4. PASSIVE PRESSURE ACTIVE OVER TWO TIMES
CONCRETED SOLDIER PILE DIAMETER OR THE PILE
SPACING, WHICHEVER IS LESS.
5. IGNORE THE UPPER 2 FEET OF EMBEDMENT FOR PASSIVE
RESISTANCE.
6. SURCHARGE LOADS ARE NOT INCLUDED ON THE DIAGRAM.
7. THE ALLOWABLE PASSIVE EARTH PRESSURE INCLUDES A
FACTOR OF SAFETY OF 1.5
CLIENT
DOUG'S LYNWOOD MAZDA
CONSULTANT
(30%,filGolder
" A,-�soclates
260 (d)
PROJECT
GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA,
EDMONDS,WA
YYYY-MM-DD
2017
TITLE
EARTH PRES SURE DIAGRAM - ONE LEVEL OF GROUND
DESIGNED
MP
ANCHOR OR BRACING - AT REST
PREPARED
REDMOND
REVIEWED
SV
PROJECT NO. PHASE REV� FIGURE
APPROVED
11
1533298 400 A 2
35 H
11
NOTE(S)
1 .
ALL DIMENSIONS ARE IN FEET.
2.
ALL PRESSURES IN POUNDS PER SQUARE FOOT (PSF).
3.
PRESSURE ABOVE THE BASE OF EXCAVATION ACT OVER
ENTIRE WALL FACE.
4.
PASSIVE PRESSURE ACTIVE OVER TWO TIMES
CONCRETED SOLDIER PILE DIAMETER OR THE PILE
SPACING, WHICHEVER IS LESS.
5.
IGNORE THE UPPER 2 FEET OF EMBEDMENT FOR PASSIVE
RESISTANCE.
6.
SURCHARGE LOADS ARE NOT INCLUDED ON THE DIAGRAM.
7.
T E
H ALL WABLE PASSIVE EARTH PRESSURE INCLUDES A
FACTOR OF SAFETY OF 1.5
CLIENT
DOUG'S LYNWOOD MAZDA
CONSULTANT
Golder
Associates
YYYY-MM-00
2017
DESIGNED
MID
PREPARED
REDMOND
REVIEWED
Sv
APPROVED
ii
260 (d)
PROJECT
GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA
EDMONDS, WA
TITLE
EARTH PRESSURE DIAGRAM - ONE LEVEL OF GROUND
ANCHOR OR BRACING - ACTIVE
PROJECT NO. PHASE REV. FIGURE
1533298 400 A 3
Po = 56H A 2/(1.51-1-0.51-11-0.51-1n)
P0
NO LOAD ZONE -
HORIZONTAL
LOAD OF
GROUND
ANCHOR
0
EXCAVATION
BASE
F
04
260 (d)
0
z
NOTE(S)
1 . ALL DIMENSIONS ARE IN FEET.
2. ALL PRESSURES IN POUNDS PER SQUARE FOOT (PSF).
3. PRESSURE ABOVE THE BASE OF EXCAVATION ACT OVER
ENTIRE WALL FACE.
0 4. PASSIVE PRESSURE ACTIVE OVER TWO TIMES
CONCRETED SOLDIER PILE DIAMETER OR THE PILE
SPACING, WHICHEVER IS LESS.
5. SEE REPORT TEXT FOR RECOMMENDATIONS TO
DETERMINE PILE EMBEDMENT AND VERTICAL CAPACITY.
1z-
6. SURCHARGE LOADS ARE NOT INCLUDED ON THE DIAGRAM.
.1
0
7. THE ALLOWABLE PASSIVE EARTH PRESSURE INCLUDES A
FACTOR OF SAFETY OF1.5.
5
CLIENT
PROJECT
DOUG'S LYNWOOD MAZDA
GEOTECHNICAL REPORT
E
DOUG'S LYNWOOD MAZDA
EDMONDS, WA
CONSULTANT YYYY-MM-DD 2017
TITLE
EARTH PRESSURE DIAGRAM - MULTIPLE LEVELS OF GROUND
DESIGNED MID
ANCHORS OR BRACING - AT REST
2 PREPARED REDMOND
9 Am Golder
Amodates REVIEWED SV
PROJECT NO. PHASE REV. FIGURE
APPROVED 11
1533298 400 A 4
Pa = 35H A 2/(1.51-1451-11-0.51-1n)
Pa
260 (d)
NOTE(S)
1 . ALL DIMENSIONS ARE IN FEET.
2. ALL PRESSURES IN POUNDS PER SQUARE FOOT (PSF).
3. PRESSURE ABOVE THE BASE OF EXCAVATION ACT OVER
ENTIRE WALL FACE.
4. PASSIVE PRESSURE ACTIVE OVER TWO TIMES
CONCRETED SOLDIER PILE DIAMETER OR THE PILE
SPACING, WHICHEVER IS LESS.
5. SEE REPORT TEXT FOR RECOMMENDATIONS TO
DETERMINE PILE EMBEDMENT AND VERTICAL CAPACITY.
6. SURCHARGE LOADS ARE NOT INCLUDED ON THE DIAGRAM.
7. THE ALLOWABLE PASSIVE EARTH PRESSURE INCLUDES A
FACTOR OF SAFETY OF 1.5.
CLIENT PROJECT
DOUG'S LYNWOOD MAZDA GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA
EDMONDS, WA
CONSULTANT
Golder
Associates
YYYY-MM-DD
2017
DESIGNED
MP
PREPARED
REDMOND
REVIEWED
Sv
APPROVED
ii
TITLE
EARTH PRESSURE DIAGRAM - MULTIPLE LEVELS OF GROUND
ANCHORS OR BRACING - ACTIVE
PROJECT NO. PHASE REV. FIGURE
1533298 400 A 5
11
ACTIVE PRESSURE: I 14d - I 35H 260 (d)
AT -REST PRESSURE: I 24d-j- 56H PASSIVE PRESSURE
I I
NOTE(S)
1. ALL DIMENSIONS ARE IN FEET.
2. ALL PRESSURES IN POUNDS PER SQUARE FOOT (PSF).
3. PRESSURES ABOVE THE BASE OF THE EXCAVATION ACT OVER
ENTIRE WALL FACE.
4. PASSIVE PRESSURE ACTS OVER TWO TIMES CONCRETED
SOLDIER PILE DIAMETER, OR THE PILE SPACING WHICHEVER
IS LESS.
5. SEE REPORT TEXT FOR RECOMMENDATIONS TO DETERMINE
PILE EMBEDMENT AND VERTICAL CAPACITY.
6. SURCHARGE LOADS ARE NOT INCLUDED ON THE DIAGRAM.
7. THE ALLOWABLE PASSIVE EARTH PRESSURE INCLUDES A
FACTOR OF SAFETY OF 1,5,
CLIENT
FANA PARK CENTER CORP.
CONSULTANT YYYY-MM-DD 2017
DESIGNED MID
PREPARED REDMOND
G older
"k�sociatcs REVIEWED IMP
APPROVED ii
PROJECT
GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA EDMONDS
WA
TITLE
EARTH PRESSURE DIAGRAM - CANTILEVER CONDITION
PROJECT No. PHASE REV� FIGURE
1533298 400 A 6
GROUND SURFACE
BASE OF EXCAVATION
ISOLATED FOOTING
cTh = 0.64q (p - sinocos2a)k
GROUND SURFACE
CONTINUOUS FOOTING
q
LINE LOAD —x = mD
d
PARALLEL TO EXCAVATION
(For m > 0.4)
PRESSURE
k 1.28q M2 n
uh=
D (M2+ n 2 ) 2
d
c:
(For m:5 0.4)
D
Gh = k q 0.2 n
(gy h -
I
2 2
D (0.16 + In )
GROUND SURFACE
UNIFORI
BASE OF EXCAVATION
BASE OF EXCAVATION
DEFINITIONS & UNITS
D EXCAVATION DEPTH BELOW FOOTING IN FEET
cFh LATERAL SOIL PRESSURE IN PSF
q UNIT LOADING PRESSURE IN PSF
a P RADIANS
CLIENT
DOUG'S LYNWOOD MAZDA
CONSULTANT
YYYY-MM-00
2017
PREPARED
AP
DESIGN
Golder
MID
Aiiociates
REVIEW
SV
APPROVED ii
UNIFORM LOAD DISTRIBUTION
q = VERTICAL PRESSURE IN PSF
ah = k(q)
k - CONDITIONS
0.20 -ACTIVE EARTH PRESSURE
ON FLEXIBLE WALL
0.5 - AT -REST CONDITIONS WHERE
SURCHARGE LOADS EXISTS PRIOR
TO EXCAVATION
1 - AT -REST CONDITIONS WHERE
SURCHARGE LOADS ARE APPLIED
AFTER CONSTIRCUTION OF
PERMANENT WALL
PROJECT
GEOTECHNICAL REPORT
DOUG'S LYNWOOD MAZDA
EDMONDS, WA
TITLE
LATERAL SURCHARGE PRESSURE ACTING ON BELOW GRADE
WALLS AND SHORING WALLS
PROJECT No PHASE Rev. FIGURE
1533298 400 A 7
ATTACHMENT A
RECORD OF BOREHOLES
DRAFT
E METHOD OF SOIL CLASSIFICATION
The Golder Associates Ltd. Soil Classification Svstem is based on the Unified Soil Classification Svstem (USCSI
organic
or
Soil
Group
Type of Soil
Gradation
or Plasticity
C. = 22.
C, -T!!L
Organic
Content
USCS Group
Symbol
Group Name
Inorganic
DID
DjoxD60
Gravels
Poorly
-
E
Graded
<4
51 or �:3
GP
GRAVEL
�with
12%
Well Graded
2A
1 to 3
GW
GRAVEL
E
E
fines
Lu
ITO
(by mass)
E
0.
7� c.
Gravels
Below A
SILTY
00
(5 dz 12 :s
C0 ,
with
Line
n/a
GM
GRAVEL
2
12%
Above A
n/a
GC
CLAYEY
a
n
W
M
fines
<
Z 0
21
(by mass)
Line
GRAVEL
Q?
�30%
Sands
Poorly
0
z 'E
0
T
W
E
'am.
with
Graded
<6
51 or Z3
SP
SAND
U
U)
E
E
�12%
'E
<
0
U) .0 r�
E 15 V
fines
Well Graded
Z:6
1 to 3
sw
SAND
M
3
z �9
(by mass)
R
Sands
Below A
with
Line
n/a
SM
SILTY SAND
08 =M
>12%
Above A
n/a
SIC
CLAYEY
E
0
fines
(by mass)
Line
SAND
Organic
Field Indicators (See Section 5.2.2)
or
Soil
Group
Type of Soil
Laboratory
Tests
Dry
Shine
Thread
Toughness
Organic
Content
USCS Group
Symbol
Primary
Name
Inorganic
Dilatancy
St rength
Test
Diameter
(of 3 mm
thread)
N/A (can't
Rapid
None
None
>6 mm
roll 3 mm
<5%
ML
SILT
Liquid Limit
thread)
Slow
Nonet
Low 0
Dull
3mm to
6 mm
None to low
<%
ML
CLAYEY SILT
E
r)
io _�.y 9
<0
Slow to
Low to
Dull to
3mm to
Low
5% to
CIL
ORGANIC
eL-
t< .65 4)
zi5 u a FL -e
very slow
medium
slight
6 mm
30%
SILT
0
0
-� -@ . 2
0
Slow to
Low to
Slight
3mm to
Low to
<%
MH
—
CLAYEY SILT
W
Liquid Limit
very slow
medium
6 mm
medium
_v
0
z
E
0
�50
None
Medium
Dull to
1 mm to
Medium t 0
5% to
CH
ORGANIC
to high
slight
3 mm
high
30%
SILT
E
dj
z
E
Liquid Limit
None
Low to
Slight
- 3 mm
Lowto
CL
SILTY CLAY
M
<35
medium
to shiny
medium
0%
IT
M
0
in S
_1 D
to
Liquid Limit
None
Medium
Slight
I mm to
Medium
cl
SILTY CLAY
C < .2
35 to 50
to high
to shiny
3 mm
30%
A,
Liquid Limit
None
High
Shiny
�1 mm
High
CH
CLAY
iL 0
- �Q a.
>50
Peat and mineral soil
30%
SILTY PEAT,
>_ 0 in S2 In -a
2 A -
M21
mixtures
to
75%
SANDY PEAT
<
0 t E
Predorninantly peat,
PT
0� C/)
0 9-6-
may contain some
75%
0
U
mineral soil, fibrous or
to
PEAT
amorphouspeat
100%
Dual Symbol — A dual symbol is two symbols separated by
a hyphen, for example, GP -GM, SW-SCT CL-ML. For non -
CLAY
cohesive soils, the dual symbols must be -used when the
CH
VOR�NKSILT
soil has between 5% and 12% fines. (i.e. to identify
transitional material between "clean" and a "dirty" sand or a
9
SILTY OAY
�YEV M I M.
gravel. -For cohesive soils, the dual symbol must be used
ON
when the liquid limit and plasticity index values plot in the
CL-ML area of the Plasticity Chart see plasticity chart at
StL LAY
left).
OL
Borderline Symbol — A borderline symbol is two symbols
RGANIC SILT Ot
separated by a slash, for example, CUCI, GM/SM, CUIVIL.
A borderline symbol may be used to indicate that the soil
SILT MI. (S- 2�
has been identified as having properties that are on the
transition between similar materials. In addition, a
UId Umft JUJ
Note 1 - Fine grained materialswhich are Non -plastic (i.e., a PL cannot be measured) are named
borderline symbol may be used to GF indicates a range of
SILT.
similar soil types within a stratum.
N
Golder
Associates
DRAFT
SYMBOLS AND TERMS USED ON RECORDS OF BOREHOLES
AND TEST PITS
PARTICLF S17FS OF CONSTiTtJFNTS
Soil
Particle Size
Millimetres
Inches
Constituent
Description
(US Std. Sieve Size)
BOULDERS
Not
Applicable
>300
>12
COBBLES
Not
Applicable
75 to 300
3 to 12
GRAVEL
Coarse
19 to 75
0.75 to 3
Fine
4.75 to 19
(4) to 0.75
Coarse
2.00 to 4.75
(10) to (4)
SAND
Medium
0.425 to 2.00
(40) to (10)
Fine
0.075 to 0.425
(200) to (40)
SILT/CLAY
Classified by
I
<0.07
< (200)
p
MODIFIERS FOR SECONDARY AND MINOR CONSTITUFNTS
Percentage
Modifier
by Mass
:5 5
trace
> 5 to 12
some
> 12 to 35
In ary soil name prefixed with "gravelly, sandy, SILTY,
CLAYEY" as applicable
>35
Use 'and'to combine major constituents
(i.e., SAND and GRAVEL, SAND and CLAY)
PENETRATION RESISTANCE
Standard Penetration Resistance (SPT), N:
The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.)
required to drive a 50 mm (2 in.) split -spoon sampler for a distance of 300 mm
(12 in.).
Cone Penetration Test (CPT)
An electronic cone penetrometer with a 60' conical tip and a project end area of
10 cm 2 pushed through ground at a penetration rate of 2 cm/s. Measurements of
tip resistance (qj), porewater pressure (u) and sleeve frictions are recorded
electronically at 25 mim penetration intervals.
Dynamic Cone Penetration Resistance (DCPT); Nd:
The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.) to
drive uncased a 50 mm (2 in.) diameter, 60* cone attached to "A" size drill rods for
a distance of 300 mm (12 in.).
PH: Sampler advanced by hydraulic pressure
PM: Sampler advanced by manual pressure
WH: Sampler advanced by static weight of hammer
WR: Sampler advanced by weight of sampler and rod
NON -COHESIVE (COHESIONLESS) SOILS
Compactri
Term
SPT'N'(blows/0.3m)'
Very Loose
0-4
Loose
4 to 10
Compact
10 to 30
Dense
30 to 50
Very Dense
>50
1. SPT 'N' in accordance with ASTM D1586, uncorrected for overburden
pressure effects.
2. Definition of compactness descriptions based on SPT 'N' ranges from
Terzaghi and Peck (1967) and correspond to typical average N60 values.
Field Moisture Condition
Term
Description
Dry
Soil flows freely through fingers.
Moist
Soils are darker than in the dry condition and
may feel cool.
Wet
As moist, but with free water forming on hands
when handled. I
SAMPLES
AS
Auger sample
BS
Block sample
CS
Chunk sample
DO or DP
Seamless open ended, driven or pushed tube
sampler — note size
DS
Denison type sample
FS
Foil sample
RC
Rock core
Sc
Soil core
Ss
Split spoon sampler — note size
ST
Slotted tube
TO
Thin -walled, open — note size
TP
Thin -walled, piston — note size
WS
Wash sample
SOI1 TFATS
w
water content
PL, Wp
plastic limit
LL, wL
liquid limit
C
consolidation (oedometer) test
CHEM
chemical analysis (refer to text)
CID
consolidated iscitropically drained triaxial test'
Clu
consolidated isotropically undrained triaxial test with
porewater pressure measurement'
DR
relative density (specific gravity, Gs)
DS
direct shear test
GS
specific gravity
M
sieve analysis for particle size
MH
combined sieve and hydrometer (H) analysis
MPC
Modified Proctor compaction test
SPC
Standard Proctor compaction test
Oc
organic content test
SO4
concentration of water-soluble sulphates
LIC
unconfined compression test
UU
unconsolidated undrained triaxial test
V (FV)
field vane (LV-Iaboratory vane test)
Y
unit weight
Note: I ests which are anisotropically consolidated prior to shear are
shown as CAD, CAU.
COHESIVE SOILS
Consistency
Term
Undrained Shear
Streutma)
SPT'N"
(blows/0.3m)
Very Soft
<12
0 to 2
Soft
12 to 25
2 to 4
Firm
25 to 50
4 to 8
stiff
50 to 100
8 to 15
1 Very Stiff
100 to 200
15 t 30
1 Hard
>200
bl' I N in accorcance wim XS1 M Ulbbb, uncorrected tor overburden pressure
effects; approximate only.
W.f., r+..t
Term
Description
w < PL
Material is estimated to be drier than the Plastic
Limit.
w — PL
Material is estimated to be close to the Plastic
Limit.
w > PL
Material is estimated to be wetter than the Plastic
Limit-
Goliller
Associates
W
0
M:
W
of
0
0
0
of
0
w
of
RECORD OF BOREHOLE GB-1 0 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM - ELEVATION:
PROJECT NUMBER. 1 MILLING DATE: 3-20-2017 COORDINATES: not surveyed INCLINATION: -90
=qton
LOCATION: Edmonds, DR ILL RIG: Mobile B-59 WELL TAG:
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / Ift
LU
U)
ELEV.
of
LU
BLOWS
1P �o �o 40
NOTES
WATER LEVELS
0
Z
DESCRIPTION
0
(n
a- 0
<
m
2
Lu
a-
per 6 in
N
REC
ATT
GRAPHIC
of
0
D
of
DEPTH
(Ft)
D
Z
140 lb hammer
PL Mc ILL
M
—0
30 inch drop
20 40 60 80
0-0-0.1
0.1
ASPHALT
Asphalt Patch
0.1 - 0.5
0.5
CRUSHED ROCK BASE
—6-5--10-3 — — — — — — — —
Concrete
Sand
SM, fine to coarse SAND, little sift, lift fine
0.
to coarse, faceted, socketed, subrounded
CZ
gravel, light olive gray, unstratified. TILL,
I
dry, very dense.
C
1
Ss
-12-50-4"
0.9
0-9
—5
<
2
SS
-50-4"
0.3
E
SM
0.3
Bentonite
6
Chips
—10
-50-4"
03
Bonng completed at 10.3 ft.
10.3
0.3
—15
—20
—25
1 into3ft LOGGED:AGM
DRILLING CONTRACTOR: Holt Drilling CHECKED:IMLP Ider
DRILLER: Kevin DATE: March 23, 2017 %�OW
I ssodates
Uj
0
x
Lu
of
0
M
0
0
of
0
U
LU
of
RECORD OF BOREHOLE GB-1 1 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION:
PROJECT NUMBER: 1533298 DRILLING DATE: 3-20-2017 COORDINATES: not surveyed INCLINATION: -90
LO ATION: Edmonds, Washington DRILL RIG: Mobile B-59 WELL TAG:
a
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS I It *
T
Lu
ELEV.
IX
LU
BLOWS
2� o ,o
NOTES
WATER LEVELS
W
0
Z
DESCRIPTION
Q. c,
'0
2
Lu
CL
per 6 in
IN
REC
of
DEPTH
M
ATT
PL MC LL
GRAPHIC
0
(Ft)
Z
140 lb hammer
-0
30 inch drop
20 41) 60 so
0.0-0.3
—
-
ASPHALT
0.3
Asphalt Patch
SP
0.3-1.0
SP, fine to medium SAND, little fire to
Concrete
1.0
coarse, rounded gravel, trace sift, moderate
yellowish brown, unstratified, dry.
- - - - - - - -
Sand
f-0 7150
SM, fine to coarse SAND, little sift, little fine
to coarse, faceted, socketed, subrounded
0.7
gravel, light olive gray, unstratified, TILL,
dry, very dense.
1
SS
-16-50
�50
1.0
>>10
-5
2
SS
-50
0.5
—
0-5
SM
Bentonite
Chips
-10
3
SS
-25-50
>50
1.0
1.0
>>40
Boling completed at 11.0 ft.
11.0
-15
-20
-25
1 into3ft LOGGED:AGIVI
DRILLING CONTRACTOR: Holt Drilling CHECKED IMILP: Golder
19mociates
DRILLER: Kevin DATE: March 23,2017
W
Lu
U.
0
0
W
W
RECORD OF BOREHOLE GB-1 2 SHEET 1 of 2
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM - ELEVATION:
PROJECT NUMBER: 1533298 DRILLING DATE: 3-20-2017 COORDINATES: not surveyed INCLINATION: -90
LO ATION: Edmonds, Washinaton DRILL RIG: Mobile B-59 WELL TAG:
0
0
SOIL PROFILE
1
SAMPLES PENETRATION RESISTANCE
BLOWS / ft
0
ELEV.
Uj
2
0
Lu BLOWS 1. �o �O �O
NOTES
WATER LEVELS
Lu
0
0
Z
DESCRIPTION
(n
()
U)
-0
Lu
CO Q. per 6 in IN LEG
2- ATT
GRAPHIC
—
o:
Z)
DEPTH
PL Mc LL
0
(Ft)
Z 140 lb hammer
—0
30 inch drop 20 40 60 80
O-WOA'
AS LT
0.3
Asphalt etch
0.3-5.2
SP-GP, fine to coarse SAND and fine to
Concrete
coarse rounded GRAVEL, trace silt,
moderate yellowish brown, unstratified,
Sand
FILL, wet, very loose.
I
SS
1-2-1
3
0.3
1-5
9-2 :-1,�.-O — — — — — — — — — — —
5.2
SM, fine to coarse SAND, little sift, little fine
2
SS
2-8-18
26
0.7
to coarse, faceted, socketed, subrounded
1.5
gravel, light olive gray, unstratified, TILL,
dry, compact to very dense.
C
SM
—10
3
Ss
-50
0.5
0.5
14.0
SP, fine to medium SAND, litfle fine to
coarse gravel/cobbles, trace sift, dark
—15
yellowish brown, unstratified, ADVANCE
6. 0
Z
OUTWASH, moist, very dense
4
SS
22-30-504'
1.3
1.3
SID
Bentonfte
0�
Chips
—20
— — — — — — — — — — — — — —
20.0-34.0
20,0
SP, fine to medium SAND, trace fine gravel,
trace sift, dark yellowish brown. thinly
5
SS
18-32-50
�50
1-5
bedded, ADVANCE OUTWASH, moist, very
0
1.5
dense
SP
—25
Log continued on next page
1 into3ft LOGGED:AGM
DRILLING CONTRACTOR: Holt Drilling CHECKED:MLP (W=Ider
DRILLER: Kevin DATE: March 23, 2017 C
ssociates
W
0
W
of
0
co
U-
0
a
of
0
CC
RECORD OF BOREHOLE GB-12 SHEET 2 of 2
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM - ELEVATION:
PROJECT NUMBER DR:LLING DATE: 3-20-2017 COORDINATES: not surveyed INCLINATION: -90
=gton
LOCATION: DR LL RIG: Mobile B
Edmoi�sll -59 WELL TAG:
a
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / Ift
a
ELEV.
W
LU
BLOWS
1P �O 30 40
NOTES
WATER LEVELS
LU
0
Z
DESCRIPTION
(n
Z)
M,
a-
co
2
LU
(L
per 6 in
N
REC
ATT
GRAPHIC
_
(r
0
co
DEPTH
(Ft)
Z)
Z
140 1b harnmer
PL Mc LL
1
e
—25
30 inch drop
20 40 .0 so
20.0-34.0
SP, fine to medium SAND, trace fine gravel,
trace sift, dark yellowish brown, thinly
6
SS
23-39-42
�50
'-5
>>1
bedded, ADVANCE OUTWASH, moist, very
1.5
dense
SID
—30
7
SS
17-43-42
> 50
1.5
1.5
>>4
>>1
8
MC
224 �3-44
>50
J-5
1.5
Boring completed at 34 0 ft
34.0
—35
—40
—45
—50
1 into3ft LOGGED:AGM
DRILLING CONTRACTOR: Holt Drilling CHECKED:MLP @=1d r
DRILLER: Kevin DATE: March 23, 207 _,4
g
1 ssociates
ATTACHMENT B
STORMWATER INFILTRATION FEASIBILITY REPORT, GOLDER 2015
_��'�iGolder
-Associates
August 7, 2015 Project No. 1533298
Doug Ikegami
Doug's Lynnwood Mazda
22130 Hwy 99
Edmonds, WA 98026
RE: DRAFT STORMWATER INFILTRATION FEASIBILITY
MAZDA DEALERSHIP EXPANSION
EDMONDS, WASHINGTON
Dear Mr. Ikegami:
Golder Associates Inc. (Golder) is pleased to present the results of our stormwater infiltration feasibility
evaluation at Doug's Lynnwood Mazda (site) on State Route 99 (SR 99) in Edmonds, Washington.
Golder was contacted by your architect, Mr. Ned Nelson, who provided information on your development
plans, which will include several new buildings and a stormwater vault to detain runoff prior to discharge.
Mr. Nelson wanted to assess the feasibility of infiltrating some or all of the stormwater in an effort to
reduce the size of the stormwater vault. A preliminary site layout was provided for the planned expansion
showing potential infiltration locations (Attachment A). The purpose of this investigation was to investigate
the soil and groundwater conditions and if infiltration was feasible, provide recommendations for feasible
infiltration systems, and provide long-term design infiltration rates. We understand stormwater infiltration
feasibility may also influence the layout of the new buildings. This report contains a summary of our
subsurface investigation, soils and analytical lab testing, comments on infiltration feasibility, and long-term
design infiltration rates for possible receptor soils.
Boreholes completed at candidate infiltration facility locations encountered fill underlain by till over silty
sand advance outwash within Areas A and B (Attachment A). Till overlaid by fill was observed in
boreholes GB-05 and GB-09 in Area C. A borehole location map is provided in Figure 1. The boreholes
completed for this study were also intended for use later to provide geotechnical recommendations for
building design when the building locations have been finalized. The geotechnical report can be
completed when authorized by a separate work order.
1.0 PROJECT BACKGROUND & DESCRIPTION
The project site (site) is located along SIR 99, just north of the intersection of SW 223 th Street in Edmonds,
Washington. The site consists of an approximate 4.5-acre lot, which is partially developed with a mix of
parking areas and I- to 2-story buildings. The parking areas vary across the site, and are either paved or
gravel. The site is bordered by a mix of residential and commercial properties to the north and south, 76 th
Avenue West to the west, and SIR 99 to the east. Potential infiltration areas are indicated as Areas A, B,
and C (Attachment 1).
We understand that preliminary plans include the construction of three new building structures, new
parking facilities, and general landscape work. The three new structures include a 1-story parts building,
a 1- to 2-story retail and sales building, and a 2-story service building with a roof parking structure.
Various demolition activities are also planned to take place prior to construction. The buildings will likely
be a mix of steel, concrete, and wood -framed construction. It is our understanding that the site grading
will not involve cuts or fills greater than about 10 feet, and no external retaining walls are planned.
080715spl-draft 1533298 rnazdareport.docx
Golder Associates Inc.
18300 NE Union Hill Road, Suite 200
Redmond, WA 98052 USA
Tel: (425) 883-0777 Fax: (425) 882-5498 www.goider.com oon
'm 40
Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America
Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation
Doug Ikegami DRAFT August 7, 2015
Doug's Lynnwood Mazda 2 1533298
The improvements will significantly increase impervious surfaces, resulting in increased stormwater
runoff. Infiltration of clean (roof runoff) or treated (parking lot runoff) water is preferred to the extent
feasible to minimize the size of a stormwater detention vault(s).
2.0 FIELD INVESTIGATION SUMMARY
Nine boreholes were drilled in the approximate planned locations of the possible infiltration facilities
adjacent to the west and south of the main Mazda building, and in the gravel lot on the western boundary
of the property (Figure 1). The boreholes were drilled on July 21 and 22, 2015 using an EC 55 Track Rig
turning hollow stem augers, and sampling was completed with standard split spoon sampler driven with a
140-pound manual wire -line hammer. Boreholes were designated GB-01 through GB-09 and were drilled
to depths of 20.3 to 31.5 feet below ground surface (bgs). GB-01 and GB-02 were completed with
polyvinyl chloride (PVC) standpipe piezometers to allow future measurement of groundwater. All other
boreholes were backfilled with bentonite chips and capped with cold patch asphalt in asphalt parking
areas or capped with gravel in gravel areas. The conditions observed in the boreholes were recorded in
the field and summarized on the borehole records included in Attachment B.
The boreholes encountered approximately 5 to 14 feet of fill, composed of silty sand to sandy silt. Below
the fill was very dense glacial till. The till encountered consisted of very dense silty sand and gravel, and
silty gravel, with potential for cobbles and boulders. Below the till was typically very dense advanced
outwash fine to coarse silty sand with some gravel. These soils were interpreted to be an advance
outwash based on its composition and stratigraphic position below the till. When encountered, the
outwash sand extended to the full depth of our boreholes. Some iron -oxide staining was observed within
the fill and till layers. No groundwater or seepage was encountered at the time of drilling.
Laboratory gradation tests were completed on seven soil samples collected from the boreholes; six tests
were completed within the advanced outwash layer and one completed within the till (Attachment C). The
soils were tested in accordance with ASTM D-421 and D-422 in Golder's Redmond, Washington
laboratory. The results of the laboratory tests are included in Attachment C and are summarized in
Table 2-1.
Table 2-1: Laboratory Testing Results — Grain Size Analysis
Borehole
Sample #
Depth
(feet)
% Passing #
200 Sieve
D10 Size
(mm)
D60 Size
(mm)
USCS
Symbol
GB-01
S-7
20 feet
14.5
NA
0.81
SM
GB-01
S-8
25 feet
8.8
0.09
0.79
SP-SM
GB-02
S-7
20 feet
13.2
NA
0.35
SM
GB-03
S-4
20 feet
12.3
NA
0.50
SM
GB-04
S-4A
20 feet
16.4
NA
1.24
SM
GB-05
S-6
15 feet
15.5
NA
0.71
SM
I GB-07
IS-4
20 feet
13.5
NA
0.43
SM
Notes:
mm = millimeters
USCS = Unified Soil Classification System
NA = Could not be calculated
The advanced outwash soil gradation is predominately silty fine to coarse sand and is described by the
Unified Soil Classification System (USCS) as an SM. The Dio and D60 value of the soil is the grain size,
measured in millimeters, at which 10 and 60 percent respectively of the total soil sample is finer grained.
The D10 and D60 values are commonly used in correlations with infiltration rates.
080715spl —draft-1 533298_mazdareport, dou
ates
Doug Ikegami DRAFT August 7, 2015
Doug's Lynnwood Mazda 3 1533298
3.0 DISCUSSION OF SOIL AND GROUNDWATER CONDITIONS
The feasibility of stormwater infiltration includes an assessment of several factors including soil
stratigraphy, soil permeability and seasonal groundwater conditions. These factors are described in
greater detail below.
Soil Stratigraphy — Infiltration requires a permeable soil layer of sufficient thickness and lateral continuity
to infiltrate and convey stormwater down and away from the facility. The soil stratigraphy at the Mazda
site includes a fill layer underlain by a dense, low permeability till layer that extends to depths of about
19 to over 25 feet bgs. The fill and till are not suitable soil for infiltration.
In Areas A and B, our boreholes encountered outwash sand below the till between about 15 and 19 feet
bgs. The transition between the till and outwash occurred between 5-foot sample intervals so the depth is
approximate. In Area C, only one borehole (GB-08) encountered outwash at a depth of about 25 feet
bgs. The outwash sand is a suitable soil for infiltration, and in Area A, it appears to be of sufficient
thickness (about 10 feet in GB-01) to facilitate infiltration provided water could be delivered to that depth
(Section 5.0).
Soil Permeability — Permeability is a measure of the soils ability to allow water to pass through it.
Permeability is influenced by the soil grain size and degree of compaction, for example loose coarse
grained soils have higher permeability than compact fine grained soil. Direct field infiltration rate tests
where water is infiltrated into the soil are preferred for determining infiltration rates, but are not always
feasible due to the depth of the soil layer of interest such as the case at the site. The outwash sand
material observed at the site was encountered at a depth of about 15 to 19 feet bgs in Areas A and B and
deeper in Area C.
Soil permeability can also be estimated based on soil textural classifications derived from laboratory tests.
Correlations by Massman and Hazen (Kasenow 2010) and others have shown that the D, 0 and D60 of the
soil (determined by grain size analysis) can provide an approximation of the long-term design infiltration
rate. Samples of the outwash sand from the boreholes were tested and infiltration rates were calculated
based on the lab test results (Section 4.0). Appropriate correction factors are applied to the calculated
infiltration rates to derive long-term design rates.
Groundwater Conditions — Typical infiltration codes require a minimum of 3 to 5 feet of separation
between the infiltration elevation and the seasonal high groundwater elevation. This is necessary to
provide a safety factor for the formation of potential groundwater mounding below the facility and/or
unanticipated high groundwater conditions. No groundwater was observed in our boreholes at the time of
drilling. Groundwater monitoring wells were installed in GB-1, Area A and GB-2, Area B to allow future
measurement of groundwater levels. We recommend that groundwater level measurements be collected
in the winter and early spring months to verify the assumptions in this report prior to final system design.
4.0 INFILTRATION RATE DETERMINATION
Appendix C of the City of Edmonds Stormwater Code (ESC) (Edmonds 2010) provides two methods for
determining the short- and long-term infiltration rate for infiltration system design: 1) the United States
Department of Agriculture (USDA) Textural Classification method and, 2) the modified pilot infiltration test
method. The modified pilot infiltration test is performed by measuring water infiltrated directly in a test pit.
The outwash sand at the site was too deep to perform this test without a shored excavation. Infiltration
rates for this feasibility evaluation were estimated using the USDA Textural Classification method, which
utilizes soil grain size analysis data to estimate infiltration rates.
Based on the laboratory test results, the outwash sand receptor soil at the proposed infiltration facility is
classified as "loamy sand" in Table C-1 of the ECS in accordance with the USDA Textural Classification
method (Edmonds 2010). The short-term infiltration rate for loamy sand in Table C-1 of the ECS is
2 inches per hour (Edmonds 2010). The recommended correction factor is 4 resulting in a long-term
design infiltration rate of 0.5 inches per hour. The manual allows reduction of the correction factor for
08071 5spl _draft-1 533298mazdareport.docx
13M 1 Golder
W- Xssodates
Doug Ikegami DRAFT August 7, 2015
Doug's Lynnwood Mazda 4 1533298
facilities that have a high degree of maintenance and pre-treatment of the water to remove suspended
solids from the influent water. The correction factor can be re-evaluated once additional information is
available on the infiltration system design.
Infiltration rates based on the laboratory grain size data were also calculated using several published
methods (USBR and Pavchich 1997, 2007, 2010 [(Kasenow 2010]). The results are shown in Table 4-1,
and the design rates more closely correspond to the short-term rate derived from the ECS (Edmonds
2010) method (on average about 2 inches per hour). It appears that the ECS long-term design rate
method provides the most conservative infiltration rate.
Table 4-1: Infiltration Rate Calculations Using USIBR and Pavchich Methods
Hydraulic Conductivity (in/hr)
Corrected Design
Infiltration Rate (in/hr)
Sample ID
USBR
Pavchich
Sample ID
USBR
Pavchich
GB-01 S-7
6.88
4.51
GB-01 S-7
1.98
1.30
GB-01 S-8
14.13
12.73
GB-01 S-8
4.07
3.67
GB-02 S-7
4.77
4.19
GB-02 S-7
1.37
1.21
GB-04 S-4
7.10
5.95
GB-04 S-4
2.04
1.71
GB-05 S-6
2.49
2.46
GB-05 S-6
0.72
0.71
GB-07 S-4
3.99
3.11
GB-07 S-4
1.15
0.90
GB-07 S-4a
1 5.75
4.48
GB-07 S-4a
1 1.66
1 1.29
Notes:
in/hr = inches per hour
Correction Formula CFt = CF,*CFt*CF,,
CFt Infiltration Correction Factor (0.29)
CFv site variability (0.8)
CFt test method (0.4)
CFm = degree of influent control (0.9)
5.0 INFILTRATION FEASIBILITY CONCLUSIONS
Near surface soil conditions (0 to about 19 feet bgs) at the site consist of low permeability fill and glacial
till, which are not recommended for stormwater infiltration. Below about 19 feet at Areas A and B,
outwash sand was encountered that appears feasible to support design infiltration rates of about 0.5 to
2.0 inches per hour depending on the method of calculation. Due to the depth of the outwash sand
receptor soil, accessing the soil unit for infiltration would likely require pit drains in the floor of the
infiltration facility. Pit drains consist of drilled shafts or excavated slots filled with drain gravel that would
penetrate the low permeability material below the floor of the facility and extend into the permeable
outwash sand. Field verification of the pit drain installation would be required to verify the sand layer had
been reached.
The approximate infiltration volume could be calculated using the range of rates provided in Section 4.0
and the area of the pit drains that penetrate into the sand receptor soil. The cost feasibility of installing pit
drains would have to be assessed comparing the cost of the pit drains in relation to the reduction in the
facility size as a result of the infiltration that can be achieved.
Alternatively, the ECS contains design recommendations for drywells to infiltrate clean roof drain water
(Edmonds 2010). Drywells that access a sufficient thickness of permeable outwash sand can be
designed using the infiltration rate information in this report. Drywell infiltration of roof runoff may be able
to be implemented to reduce stormwater vault capacity. If drywells are used, we recommend that an
080715spl draft 1533298_mazda_report,docx
C ates
Doug Ikegami DRAFT August 7, 2015
Doug's Lynnwood Mazda 5 1533298
overflow, routed to the stormwater system, be incorporated into the design to accommodate potential
extreme precipitation events.
6.0 CLOSURE
This report was prepared for the exclusive use of Doug's Lynnwood Mazda and their consultants for the
project as described in this report. If the project design is modified or changed significantly we should be
given a chance to review the changes and revise our recommendations as necessary. We are available
to discuss the information if you have any questions. Please contact us at 425-883-0777.
Sincerely,
GOLDER ASSOCIATES INC.
DRAFT
Stephen Pause, PE
Staff Geotechnical Engineer
List of Figures
Figure 1 Site Exploration Plan
List of Attachments
Attachment A Preliminary Site Plan
Attachment B Record of Boreholes
Attachment C Laboratory Testing Results
RMH/SP/JGJ/cI
7.0 REFERENCES
DRAFT
James G. Johnson, LG, LEG
Principal
ASTM International. 2007. West Conshohocken, PA, verification of latest standards at www.astm.org.
D-421 Standard Practice for Dry Preparation of Soil Samples for Particle -Size Analysis and
Determination of Soil Constants
D-422 Standard Test Method for Particle -Size Analysis of Soils
City of Edmonds (Edmonds). 2010. City of Edmonds Stormwater Code Supplement, Appendix C, City of
Edmonds, April.
Kasenow, Michael. 2010. Determination of Hydraulic Conductivity from Grain Size Analysis. Highlands
Ranch, CO: Water Resources Publications. Print. ISBN-10: 1-887201-58-0.
08071 5sp 1 _d raft-1 533298_niazd a_report. docx
Golder
kssodates
FIGURE
LEGEND
GB-01 APPROXIMATE BOREHOLE LOCATION
CLIENT
DOUG'S LYNNWOOD MAZDA
CONSULTANT
REFERENCE
IMAGE PROVIDED BY MICROSOFT BING IMAGERY, ACCESSED --v=--
ON JULY 30,2015, &
(NIFUN Golder
Associates
YYYY-MM-DD
2015-08-07
DESIGNED
-
PREPARED
REDMOND
REVIEWED
SP
APPROVED
ii
PROJECT
STORMWATER INFILTRATION FEASIBILITY
MAZDA DEALERSHIP EXPANSION
EDMONDS, WASHINGTON
TITLE
SITE EXPLORATION PLAN
PROJECT NO. PHASE
1533298 300
REV FIGURE
A 1
ATTACHMENT A
PRELIMINARY SITE PLAN
5WI14, bf-C. 29 TWP, 27 N. ROE. 4 E. W.M.
29
zf;v? lAr Awv lu_" 11
MAW FW 7W alY Or
SWAN'S ADDITION
QL4'N X O.'t OF OMa F*M 11r
CAP L� W,/
VOL. 16. PG. 110
06 X OF
FOUND 1/r RCOM W/ Ppzpmlry CORNER
rT Owl 10-27-03
7* OWNUNK FENCE MOM
PL &" L OF PROP COM
V TWAMrjENCE Ws,
K PMW
FENCE
4
PLAT MOS
3 E OF SM,
cx4mclw foKr
�T
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NOTE-- RELD PLAT
lMm=_=v 127AW
IN THM AREA. O%VLAPS
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AT
x
or
sw OOR 5,0300 FENCE 1! J; $VOW nxw
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FOCIND Rmm w CAP
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f
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13" VL OF PROP OCR. QW SHORT PLAT -
TO #4 UINE S' loof
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4r A= oVVX
fr w= FENCE CROSM
FL SU & W PiRW OW
lv�mss 121w Z, "AN
---------------------
0
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UnUry 1��
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RECORDED W )ER AFN
7OW130254
224TH STREET SW
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10
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5
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it
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te, ft_7.�
(2v4 alry LEGEND.
0 Tmaww MANHOLE.
THIS SURVEY WAS PERFORMED VATKOUT
THE SDgM OF A TITLE REPORT.
ANY EASEMENTS, RESTRICTIONS OR
MEFITS ARE NOT SHOIAN HEREON.
THIS UAP IS A REPRESENTATION OF THE
CONDITIONS AT THE W THE FIELD
SURVEY WAS PERFOftED. - -
WATER WETER
FIRE WMRANT
N WATER VALVE
M OAS VALVE i-S
M POMR VAULT
.0. VTLM POLE
UTLM ANCHOR
TMWO& sasm
YAM LW
UAIL = (z)
JUNCTM BOX
Fpf 6ON
"icalw" RAW
A" DMEOY CUT
-ow-OVERHEAD POMA
-UGFIUMURMOLOND POOER
-SO.-STM LINE
_ss- SEVIER UK
:4W�:
z
9
amcwa, suso V. CORNER/FOUND Z.
+
+ M-0=3 SUSMV. CORNER/NOT. FOUND
FOUND CAPPED'FtMAR
0 SET CAPPED RESAR LS 30450
'x srr TACK AND swm- Ls 3wo
0 NO MONUMENT FOUND . -0
6 FOUND ODNC., 140N. M. CASE -0
0 IM
BASIS OF BEARINGS: .1111. 0.
LINE FROM THE WEST -1/4 TO THE. '0AL. Z
CENTER OF SECTION 29-89'06'48"
NAVD 98
3-1/2* BRAMSK
IR
NE CORNER CU Top OF Z
RETAINING WALL NE QUAD INT.
220TH ST SW AND 90TH -AVE
W. ELEVATION - 423.29
STE BENCH: *M* IN MUELLER ON
T13M 1:
TOP OF FIRE HYDRANT AT
INTERSECTION OF. 720TH ST
AND a3RD'AVE 0
ELEVA,noN-3qi.85'-.
0
TBM 2, RAILROAD SPIKE IN
POWER POLE �+/- 30' WEST OF of
NW COR SHOP BUILDING INS10E
SITE SHEET OF
DRAFTELEVATION-370.70' 2
05-4013
ATTACHMENT B
RECORD OF BOREHOLES
DRAFT
The Golder Associates Ltd. Soil Classification Svstem is based on the Unified Soil Classification Svstem (USCSI
orgam . c
or
Soil
Group
Type of Soil
Gradation
Plasticity
D60
Cu =
_57�
C, = 2ML
Organic
USCS Group
Group Name
Inorganic
or
D,,XD60
Content
Syrn bol
Gravels
Poorly
E
with
Graded
<4
SI or 2:3
GP
GRAVEL
E
�12%
Well Graded
?.4
1 to 3
GW
GRAVEL
E
0,
—
U, E Z -
V
fines
y mass
E
4, M
Gravels
BelowA
SILTY
U)
E2
0 ,
with
Line
n/a
GM
GRAVEL
W
0
M
12%
fines
Above A
CLAYEY
<
Z a)
Er
(by mass)
Line
n1a
GC
GRAVEL
(3
<30%
16
Sands
with
Poorly
Graded
�6
511 or 2:3
SID
SAND
ir
0
AL
z 0
W
(n
V E
<12%
Well Graded
a6
I to 3
sw
SAND
.E
< E
0
fines
0
c, E
z �,�M:
(by mas S)
Sands
BelowA
e T
with
Line
n1a
sm
SILTY SAND
A
o M
>12%
Above A
n/a
sc
CLAYEY
E
fines
J-
(by mass)
Line
SAND
Organic
Field Indicators (See Section 5.2.2)
or
Soil
Type of Soil
Laboratory
Organic
USCS Group
Primary
Toughness
Inorganic
Group
Tests
Dilatancy
Dry
Shine
Thread
(of 3 mm
Content
Symbol
Name
St rength
Test
Diameter
thread)
N/A (can't
Rapid
None
None
�6 mm
roll 3 mm
�5%
ML
SILT
Liquid Limit
thread)
Slow
None to
Low
Dull
3mm to
6mm
None to low
�5%
ML
CLAYEY SILT
7
E
<50
Slow to
Low to
Dull to
3mm to
LOW
5% to
OL
ORGANIC
E
(n 0
iL- r
very slow
medium
slight
6 mm
30%
SILT
0
Slow to
Low to
3mm to
Low to
Z
< V
W
W
FL
Liquid Limit
very slow
medium
Slight
6mm
medium
�5%
MH
CLAYEY SILT
0
0 1E
E
9 .
0
>50
None
Medium
Dull to
1 mm to
Medium to
5% to
OH
ORGANIC
0
U
T
(9
to high
slight
3mm
high
30%
SILT
E
z
FL E
0
Liquid Limit
<35
None
Low to
medium
Slight
to shiny
-3mm
Low to
medium
CL
SILTY CLAY
a 4)
0%
to
Liquid Limit
None
Medium
Slight
1 mm to
Medium
cl
SILTY CLAY
.2
0
35 to 50
to high
to shiny
3 mm
30%
A_
a) M
>
Liquid Limit
None
High
Shiny
<1 mm
High
CH
CLAY
1 0 M
CL
-50
Peat and mineral soil
30%
SILTY PEAT,
>_ 2 S
. A
<
mixtures
to
75%
SANDY PEAT
(D Z) V E
Predominantly peat,
PT
X 2
0 —CM
may contain sorm
75%
0
mineral soil, fibrous or
to
PEAT
amorphous peat
100%
Dual Symbol — A dual symbol is two symbols separated by
a hyphen, for example, GP -GM, SW-SCT CL-ML. For non -
CLAY
cohesive soils, the dual symbols must be —used when the
CH
VOR-GALMCS.."r
soil has between 5% and 12% fines. (i.e. to identify
transitional material between "clean" and a "dirty" sand or a
SiLlY CLAY
CiA�Ev VL1 M.
gravel. —For cohesive soils, the dual symbol must be used
a
0"
when the liquid limit and plasticity index values plot in the
CL-ML area of the Plasticity Chart see plasticity chart at
/Z
54LTYCLA
left).
CL '
Borderline Symbol — A borderline symbol is two symbols
SILT MIL
oRGANIC SILT OL
separated by a slash, for example, CUCI, GM/SM, CUML.
.=�CLAYEV
.=�7
A borderline symbol may be used to indicate that the soil
has been identified as having properties that are on the
transition between similar materials. In addition, a
Liquid U� JLQ
Note 1 - Fine grained materialswhich are Non -plastic (i.e., a PL cannot be measured) are named
borderline symbol may be used to 9F indicates a range of
SILT.
similar soil types within a stratum.
b ?F,
-ilti Golder
Associates
DRAFT
SYMBOLS AND TERMS USED ON RECORDS OF BOREHOLES
AND TEST PITS
PARTIrl F -ql7Fq nF rnNqTITI IFNT-Q
Soil
Particle Size
Millimetres
Inches
Constituent
Description
(US Std. Sieve Size)
BOULDERS
Not
Applicable
>300
>12
COBBLES
Not
Applicable
75 to 300
3 to 12
GRAVEL
Coarse
19 to 75
0.75 to 3
Fine
4.75 to 19
(4) to 0.75
Coarse
2.00 to 4.75
(10) to (4)
SAND
Medium
0.425 to 2.00
(40) to (10)
Fine
0.075 to 0.425
(200) to (40)
SILT/CLAY
Classified by
<0.07
< (200)
P
I
MODIFIERS FOR %FCt-)NnARY ANn MiNnR rr)NRTITI IFMTq
Percentage
Modifier
by Mass
55
trace
> 5 to 12
some
> 12 to 35
Primary soil name prefixed with "gravelly, sandy, SILTY,
CLAYEY" as applicable
>35
Use'and'to combine major constituents
(i.e., SAND and GRAVEL, SAND and CLAY) _J
PENETRATION RESISTANCE
Standard Penetration Resistance (SPT), N:
The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.)
required to drive a 50 mrn (2 in.) split -spoon sampler for a distance of 300 mm
(12 in.).
Cone Penetration Test (CPT)
An electronic cone penetrometer with a 60' conical tip and a project end area of
10 CM2 pushed through ground at a penetration rate of 2 cm/s. Measurements of
tip resistance (ql), porewater pressure (u) and sleeve frictions are recorded
electronically at 25 mm penetration intervals.
Dynamic Cone Penetration Resistance (DCPT); Nd:
The number of blows by a 63.5 kg (140 lb) hammer dropped 760 mm (30 in.) to
drive uncased a 50 mm (2 in.) diameter, 60o cone attached to "A" size drill rods for
a distance of 300 min (12 in.).
PH: Sampler advanced by hydraulic pressure
PM: Sampler advanced by manual pressure
WH: Sampler advanced by static weight of hammer
WR: Sampler advanced by weight of sampler and rod
NON -COHESIVE (COHESIONLESS) SOILS
CompactneSS2
Term
SPT'N'(blows/0.3m)r
Very Loose
0-4
Loose
4 to 10
Compact
10 to 30
Dense
30to5O
Very Dense
>50
1. b1`1 'N' in accordance with ASTM D1586, uncorrected for overburden
pressure effects.
2. Definition of compactness descriptions based on SPT 'N' ranges from
Terzaghi and Peck (1967) and correspond to typical average N�� values.
Mold Mni.t r—difi—
Term
Description
Dry
Soil flows freely through fingers.
Moist
Soils are darker than in the dry condition and
may feel cool.
Wet
As moist, but with free water forming on hands
when handled.
SAMPI FR
AS
Auger sample
es
Block sample
CS
Chunk sample
DO or DIP
Seamless open ended, driven or pushed tube
sampler — note size
DS
Denison type sample
FS
Foil sample
RC
Rock core
SC
Soil core
Ss
Split spoon sampler — note size
ST
Slotted tube
TO
Thin -walled, open — note size
TP
Thin -walled, piston — note size
WS
Wash sample
SOIL TESTS
w
water content
PL, wp
plastic limit
LL, WL
liquid limit
C
consolidation (oedometer) test
CHEM
chemical analysis (refer to text)
CID
consolidated isotropically drained triaxial test'
Clu
consolidated isotropically undrained triaxial test with
porewater pressure measurement'
DR
relative density (specific gravity, Gs)
DS
direct shear test
GS
specific gravity
M
sieve analysis for particle size
MH
combined sieve and hydrometer (H) analysis
MPC
Modified Proctor compaction test
SPC
Standard Proctor compaction test
OC
organic content test
SO4
concentration of water-soluble sulphates
LIC
unconfined compression test
UU
unconsolidated undrained triaxial test
V (FV)
field vane (LV-Iaboratory vane test)
y
unit weight
Note: i ests wnicn are anisotropicany consonciatea prior to snear are
shown as CAD. CAU.
COHESIVE SOILS
Consistency
Term
Undrained Shear
Strength (kPa)
SPT'N"
(blows/0.3m)
Very Soft
<12
0 to 2
Soft
12 to 25
2 to 4
—Firm
25 to 50
4 to 8
stiff
50 to 100
8 to 15
Very Stiff
100 to 200
15 to 30
Hard
>200
>30
or i N in accoruance wim mo i m u i zmo, uncorrecteo Tor overDurcen pressure
effects; approximate only.
Water Cnntpnt
Term
Description
w < PL
Material is estimated to be drier than the Plastic
Limit.
w—PL
Material is estimated to be close to the Plastic
Limit.
w > PL
Material is estimated to be wetter than the Plastic
Limit.
(VGokkr
Associates
DRAFT
0
X:
uj
Q:
0
M
U.
0
0
Lu
W
RECORD OF BOREHOLE GB-01 SHEET 1 of 2
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT NUMBER: 1533298 DRILLING DATE: 7-21-2015 COORDINATES: not surveyed INCLINATION: -90
LO ATION: A Center, 50 ft W of buildina DRILL RIG: EC 55 Track Riq
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / ft
uj
NOTES
2
ELEV.
0:
LU
BLOWS
�0 �0
WATER LEVELS
uj!L,
0
(D
DESCRIPTION
U)
=,D
Q. o
lo
2
Lu
EL
per 6 in
N
REC
DEPTH
9
g _i
D
ATT
PL MC LL
GRAPHIC
0
(Ft)
Z
300 lb hammer
i
30 inch dmp
20 40 8D 80
—0
0,2
0.2
MOO�h. .
Well ID#:
SID
BIS157
Cap
0.2-2.0
FILL - (SPIGP) fine to coarse SAND and
/GP
fine to coarse GRAVEL.
Cement
2.0
surface sea],
—i.0 - 4.5 — — — — — — — — — — — —
— — —
flush mount.
2.0
FILL - (SP-SWGP-GM) fine to coarse
S-1
ss
50/6.
>50
SAND and fine to coarse GRAVEL, some
,,,Bentonite
Sea[
fines; brown to light brown, heterogeneous,
SP-SM
0.5
trace organics (rootlets), cobbles at surface;
'GP -GM
non-oohesive, dry to moist, very dense.
4.5
4.5
5 --7.
—5
FILL - (SP) SAND, medium to coarse, some
1.0
angular to sub -rounded sub -angular to
0
sub-r unded gravel, trace to some fines;
S-2
SS
47-50/6"
>50
1.0
light brown, some iron -oxide staining,
heterogeneous; non -cohesive, dry to moist,
SP
very dense.
7.5
72�7.7
S-3
SS
50/2"
>50
0-0
>>
ery.
7.7
0-2
7-7-12 - 0
E
(SM) SILTY SAND, fine to coarse, some
E
fine to coarse sub -rounded to sub -angular
gravel-, olive grey to light grey, with faceted
and socketed gravel, non -stratified (TILL);
C
W
non -cohesive, dry to moist, very dense.
sm
—10
E
S-4
SS
1 100/3"
>50
03
0.3
12.0
12.0
E
(MIL) gravelly sandy SILT, non -plastic silt,
S-5
SS
50/4"
>50
0.5
0.5
(D
fine to coarse sand, fine to coarse
sub -angular to sub -rounded gravel, olive
grey, non -stratified, trace organics (rootlets)
ML
Filter Pack
0
X
faceted and socketed gravel, (TILL);
10/20 Sand
non -cohesive, moist, very dense.
E
14.5
14.5
M
0
—15
(SM/GM) SILTY SAND and SILTY
�(\c
GRAVEL, fine to medium sand, fine to
coarse sub -angular to sub -rounded gravel,
Continuous 10
some coarse sand; light brown to olive grey,
S-6
SS
41-50/5"
�50
1A
>>4
Slot Screen
non -stratified, (TILL); non -cohesive, moist,
0
C_
Cl!
verydense.
SM
/GM
0(\C-
0
\C
9.5
19.5-24.5
19.5
20
(SM) silty GRAVELLY SAND, fine to coarse,
fine to coarse sub -angular to sub-munded
S-7@20ft
gravel; light brown to grey, non -stratified,
1.5
%G-22.2
pockets of sift (OUTWASH); non -cohesive,
S-7
ss
31-32A5
�50
1.5
0
>,%S-63.2
%F-14.5
moist, very dense.
SM
24.5
24.5
SP
25
Loq continued on next page
1 into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause Golder
gxssociates
DRILLER: C. Jardea DATE: 7/31/2015
DRAFT
Uj
0
1:
W
x
0
co
LL
0
0
of
0
U
w
X
RECORD OF BOREHOLE GB-01 SHEET 2 of 2
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT N UMBER 1533298 MLLUNG DATE: 7-21-2015 COORDINATES: not surveyed INCLINATION: -90
LOCATION: A Center; 50 ft W of building DR RIG: EC 55 Track Rig
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
F-
BLOWS / It
a-
W
W
(0
L)
10
ELEV.
X
Lu Lu BLOWS
TNIEC
1P �) �O 40
NOTES
WATER LEVELS
0
Z
DESCRIPTION
8
(L 0
9 -j
CO ri. per 6 in
2D 'TT
GRAPHIC
—
it
0
n
DEPTH
(Ft)
Z 300 lb hammer
PL MC LL
25
30 inch drop
1 40 60 80
24.5-29.5
-5-8(05tt
(SP) gravelly SAND, fine to coarse, fine to
%G-22.0
coarse sub -angular to sub -rounded gravel,
S-8
SS
411,12,10
>50
1.5
0
>,/.S-69.3
some fines light brawn to grey,
1.5
%F-8.8
non-strati;;�, pockets of silt (OLITWASH);
non -cohesive, moist, very dense.
SID
No
9 roundwater
encountered at
29.5
time of drilling.
29.5
30
(SP) SAND, fine to medium, some coarse
sand, trace sub-irounded gravel, trace to
Fifter Pack
some fines; light brown, non -stratified,
(OLITWASH); non -cohesive, dry to moist,
SP
S-9
ss
48-40-48
>50
1-5
>,10/20
Sand
very dense-
1.5
31.5
Boring completed at 31.5 ft.
31.5
—35
—40
—45
—50
I into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause Golder
(Essociates
DRILLER: C. Jardea DATE: 7/31/2015
DRAFT
A
LL
0
0
L)
M
Or
RECORD OF BOREHOLE GB-02 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM - ELEVATION: -
PROJECT NUM
=",;1250332S911 D21-LING DATE: 7-21-2015 COORDINATES: not surveyed INCLINATION: -90
B
LOCATION: e ft of wall DR LL RIG: EC 55 Track Riq
a
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
X
BLOWS / ft
NOTES
0
—
=0
ELEV.
of
LU
Lu
BLOWS
to �O 3P 40
WATER LEVELS
LU
0
9
DESCRIPTION
L)
co
Q. 6
M
2
CL
per 6 in
N
REC
ATT
GRAPHIC
0:
0
n
DEPTH
(Ft)
n
Z
300 lb hammer
PIL Mc LL
11111111510
00
30 inch dmp
20 40 so
0
Oj3
1.0�h. . f
0.3
Well ID#:
BIS158
0.3-2.0
FILL - (SPIGP) fine to coarse SAND and
SP
I
Cap
fine to coarse GRAVEL.
/GP
Cement
surface seal,
2.0-4.5
flush mount.
2.0
FILL - (ML) gravelly sandy SILT, non -plastic
to low plasticity, fine to coarse send, fine to
Bentonite Seal
coarse sub -rounded gravel; light brown to
0-8
orange, some iron -oxide staining,
ML
S-1
SS
4-3-4
7
1.5
Filter Pack
heterogeneous; non -cohesive, moist, loose.
10/20 Sand
— — — — —
4.5
4.5
415 -_7.5 - — — — — — —
—5
FILL - ISM) gravelly SILTY SAND, fine to
coarse, fine to coarse sub -rounded gravel,
Continuous 10
non -plastic silt; light brown to orange,
0.9
Slot Screen
heterogeneous, non -cohesive, moist,
S-2
SS
B-3-7
10
1-5
compact-
SM
E
E
7.5
1
7�05
7.6
S-3
SS
50/9,
>50
0.0
"76
ery- J
00
Auger caught
7.6-14.5
E
on gravel.
�e
(SM) gravelly SILTY SAND, fine to coarse,
fine to coarse sub -angular to sub-munded
gravel, non -plastic sift; olive grey, some
iron -oxide staining, non -stratified, socketed
3:
silty gravel, (TILL); non -cohesive, dry to
1
—10
6
moist, very dense.
SA
SS
50/6'
>50
0.4
0-4
ce
SM
-6
E
A
4)
.S
— — — — — — — — — — —
14.5
14.5
CA
—15
(ML-SM) sandy SILT to SILTY SAND, fine
S-6
SS
50/5.
>50
_Q&
0-4
to coarse sand, non -plastic sift, some fine to
>>4
0
coarse sub -angular gravel; olive grey, trace
iron -oxide staining, non -stratified, socketed
and faceted gravel, (TILL); non -cohesive,
moist, very dense.
ML_SM
19.5
—9.
19.5
—20
(SM) SILTY SAND, fine to medium, some
No
coarse sand, trace fine sub -rounded gravel,
groundwater
trace to some fines, light brown to olive
SM
15
encountered at
grey. non -stratified, (OUTWASH)-
S-7
SS
29-31-48
>50
T. _5
time of drilling.
non -cohesive, dry to moist, very dense.
S-7@20ft
21.5
%G-1.0
%S-85.8
Boring completed at 21-5 ft.
21.5
%F-13.3
Fitter Pack
10120 Sand
L
I into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED S_ Pause Ider
DRILLER: C. Jardea DATE: 7/31/2015 %�g,2v,
ssociates
DRAFT
W
0
Lu
cr
0
LL
0
0
0
W
W
RECORD OF BOREHOLE GB-03 SHEET 1 of 1
PROJECT� Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM - ELEVATION: -
PROJECT NUMBER: 1533298 DRILLING DATE: 7-21-2015 COORDINATES: notsurveyed INCLINATION: -90
LO ATION: A North; 30ftEofbuilding DRILL RIG: EC 55 Track Rig
0 SOIL PROFILE
0
M
SAMPLES
PENETRATION RESISTANCE
BLOWS / It
W
2
9
ELEV.
X
LU
BLOWS
1P �o �O �o
NOTES
W
0
Z
DESCRIPTION
CD
1:
EL o
Lu
EL
per 6 in
N
REC
WATER LEVELS
DEPTH
w
Z)
:2)
ATT
PIL MC LL
0
M
(Ft)
Z
300 lb hammer
0
—0
30 inch drop
20 40 so so
0.0-0.5
Asphalt.
0.5
0.5
Boring backfilled with
0.5-4.5
FILL - (SP/GP) fine to coarse SAND and
bentonite chips and
fine to coarse GRAVEL,
capped with cold patch
asphalt,
SP
/GP
__9.
4.5
4.5
—5
FILL - (SP-SM/GP-GM) fine to coarse
05
SAND and fine to coarse GRAVEL,
sub -rounded to sub -angular, some silt; light
S-1
SS
21-50/6"
>50
1.0
>>4
brown, heterogeneous; non -cohesive,
moist, very dense.
E
SP-SM
E
m
FGP-GM
E
9.5
—10
ZV
(ML) gravelly sandy SILT, fine to coarse
S-2
SS
100/3"
�50
0-5
sand, fine to coarse sub -angular gravel; light
>>I
0
<
E
grey to olive grey, non -stratified, faceted
1
0.5
0)
gravel, (TILL); non -cohesive, dry to moist,
05
very dense.
0
E
6
ML
—15
S-3
SS
100/2"
�50
0.5
Becomes dry.
1 —
0.5
-
L
19.5
— — — — — — — — — — — — — — —
19.5-21.5
— --
19.5
—20
(SP-SM) SAND, fine to medium, some fine
sub -angular to sub -rounded gravel, some
silt; light brown to olive grey, non -stratified
SP-SM
1-2
with lenses of sift, (OLITWASH);
2-4
SS
27-41-41
>50
1.5
non -cohesive, dry to moist, very dense.
No groundwater
21.5
encountered at the time of
Boring completed at 21.5 ft.
21.5
drilling.
—25
1 into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause -Golder
eusodatesl
DRILLER: C. Jardea DATE: 7/31/2015
DRAFT
Lu
0
uj
0:
0
M
U_
0
0
of
0
0
W
of
RECORD OF BOREHOLE GB-04 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM - ELEVATION: -
PROJECT NUMBER: 1533298 DRILLING DATE: 7-21-2015 COORDINATES: not surveyed INCLINATION: -90
LO ATION� A South; 25 ftWfrorn wall DRILL RIG: EC 55 Track Rig
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / ft
U)
0
ELEV.
Of
W
BLOWS
W
2
10 20 36 �O
NOTES
W
0
Z
DESCRIPTION
0
U)
X,
EL o
W
a-
per 6 in
N
REC
WATER LEVELS
—
DEPTH
of
D
D
ATT
PIL MC LL
0
(Ft)
Z
300 lb hammer
—0
30 inch drop
20 40 60 80
0.0-0.1
0.1
Asphalt.
Boring backfilled with
0 1 1-4.5
bentonite chips and
FILL - (SP/GP) fine to coarse SAND and
capped with cold patch
fine to coarse GRAVEL.
asphalt.
SP
- — — — — — — — —
4.5
— — —
4_5 -_9_5
4.5
—5
FILL - (ML) SANDY SILT, non -plastic to low
plasticity, fine sand, some medium sand,
trace to some fine sub -rounded gravel; light
0.5
brown to dark brown, larninated in places,
S-1
ss
5-5-22
27
1.5
trace organics (woody debris);
non -cohesive, moist, compact.
ML
E
1
E
E
- — — — — — — — —
9.5
9.5
— — —
5 16.2
— — —
—10
(ML) SANDY SILT, non -plastic, fine to
ML
10.2
3:
coarse sand, some fine sub -rounded gravel,
10.2
S-2
SS
50ff'
�50
07
0.5
light brown to olive grey, pockets of sand.
(TILL); non -cohesive, moist to wet, very
E
cornpact.
10.2-14-5
0
(SP-SM/GP-GM) fine to coarse SAND and
0
fine to coarse GRAVEL, sub -angular, some
-a
sift; olive grey, non -stratified, (TILL);
SP-SM
non -cohesive, dry to moist, very dense.
(GP-GIV
(D
E
— — — — — — — — — — —
14.5
14.5
i-4 5_V9 5
—15
6
(ML-SM) gravelly sandy SILT to SILTY
S-3
SS
50/5"
�50
0.4
0.4
SAND, fine to coarse sand, fine to coars
sub -angular to sub -rounded gravel; clivee
grey, non -stratified, faceted gravel, (TILL);
non -cohesive, dry to moist, very dense.
SM-ML
. .
19.5
. . . . . . . . .
2.�
. .
. .
19.5
—20
ISM) silty GRAVELLY SAND, fine to coarse,
some sift, fine to coarse sub -rounded
S-4@20ft
gravel; brown to olive grey, non -stratified,
1.5
%G-16.5
with sit pockets, (OUTWASH);
SM
SA
SS
29-29-50/6'
>50
1.5
0
>>,,-/.S-71.2
%F-12.3
non -cohesive, moist, very dense.
No groundwater
S-4A
SS
28-50/6"
>50
1-0
>>,
n ountere at I etim of
22.5
1
1.0
rilling..
Boring completed at 22.5 ft.
22.5
—25
1 into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED- S_ Pause Golder
&,�,ssociates
I DRILLER� C. Jardea DATE� 7/31/2015
DRAFT
0
M:
LL
0
0
W
0
L)
RECORD OF BOREHOLE GB-05 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM - ELEVATION: -
PROJECT NUMBER- 1533298 DR LUNG DATE: 7-21-2015 COORDINATES: not surveyed INCLINATION: -90
LOCATION: C Centera 50 ft N of.wall D21-1- RIG: EC 55 Track Rig
a
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
X
BLOWS / ft 0
(Ly�,
W
Z
W
0
3:0
ELEV.
c�
Lu
Lu
BLOWS
1P �O �o �O
NOTES
Lu
0
C,
Z
DESCRIPTION
0
IL 6
CL
per 6 in
N
REC
WATER LEVELS
DEPTH
ATT
PIL MC LL
0
M
0
(Ft)
Z
300 Ib hammer
i
-0
30 inch drop
20 40 60 80
0.0-0.5
GP
M
0.5
fine to coarse; cobbles at
Boring backfilled with
0.5
.GP).GRAVEL,
.rr.
SP
bentonite chips and
0.5-2.0
FILL - (SP/GP) fine to coarse SAND and
/G . P
capped with cold patch
asphalt.
coarse GRAVEL.
- - - - - -
2.0
- - - - - -
Ro - 4 '5
- - -
2.0
FILL - (SP/GP) fine to coarse SAND and
fine to coarse GRAVEL, sub -angular to
sub -rounded, trace to some sift; dark brown,
SP
S-1
SS
7-20-44
>50
0.4
heterogeneous; non -cohesive, dry to moist,
/GP
1.5
very dense.
4.5
4.5-7.0
4.5
5
FILL - (ML) SANDY SILT, fine sand, some
medium to coarse sand, some fine
sub -angular gravel; olive grey,
ML
S-2
SS
115-111-118
28
heterogeneous, trace rootlets;
1.5
non -cohesive, mist, compact.
7.0
7.0-8.0
7.0
FILL - (ML) SANDY SILT, non -plastic sift,
ML
fine to medium sand, trace to some fine
8.0
gravel; dark brown to black, heterogeneous,
-3/S-3
k SS
3-2-1
3
1-5
8.0 E
abundant woody organics; non -cohesive,
I
1.5
moist, very loose.
SM
8.0-9.5
M
FILL - (SM) SILTY SAND, fine to rnedum, r---
9.5
9.5
C
W
1 non -plastic sift, trace to some fine
-10
E
I sub -rounded gravel; light brown,
heterogeneous: non-oohesive, moist, very
L loose - J
SA
SS
5-7-32
39
1-0
4
- - - - - - - - - - - -
9.5-14.5
1.5
FILL - (SP-SM) SAND, fine to coarse, some
firm sub -rounded gravel, some sift; olive
grey to light brown, some iron -oxide training,
Sp-SM
trace rootlets, heterogeneous;
E
non -cohesive, moist, dense-
14.5
V E
4.5 -N.6
14.5
-15
25
(SM) silty GRAVELLY SAND, fine to coarse,
8-6@15ft
fine to coarse sub -angular to sub -rounded
%G-25.9
gravel, non -plastic sift; light brown to g rey,
S-6
SS
20-30-31
>50
1-0
0
>>4
MoS-57.7
-
S
non-strafified, faceted gravel, (TILL);
1.5
%F-16.4
-
Cl!
non -cohesive, moist, very dense.
SM
-20
S-7
SS 1
5015"
>50
0.4
0-4
24.5
No groundwater
24.5
-25
(SM-ML) SANDY SILT to SILTY SAND, fine
ML
25.3
"'brilling.
encountered at the time of -
8
SS
50/4"
>50
0.3
0-3
to rnedium rid, some coarse sand, some
25.3
fine gravel; olive grey, norstrabfied, (TILL);
non -cohesive, moist, very dense -
Boring completed at 25.3 ft.
1 into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause Golder
9�ssociates
DRILLER: C. Jardea DATE: 7/31/2015
DRAFT
0
:r
Lu
Ix
0
0
Uj
of
RECORD OF BOREHOLE GB-06 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRt= METHOD: Hollow Stem Auger DATUM: - ELEVATION, -
PROJECT NUMBER: 1533298 DR LL NG DATE: 7-22-2015 COORDINATES: not surveyed INCLINATION: -90
LO TION: B East: 20 ft S from wall DRILL RIG: EC 55 Track Rig
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / Ift
0
=0
ELEV.
0:
W
Lu
BLOWS
L ,
Lu
2
1P �O 3P 4P
NOTES
W —
DESCRIPTION
Q. 0
2
per 6 in
N
REC
WATER LEVELS
DEPTH
:3
ATT
PIL MC LL
0
(Ft)
Z
300 lb hammer
—0
30 inch drop
20 so 80
Aso�h.041.
0.1
Boring backfilled with
0.1-4.5
FILL - (SP/GP) fine to coarse SAND and
bentonite chips and
capped with cold patch
fine to coarse GRAVEL.
asphalt.
SID
/GP
- — — — — — — — — — — —
4.5
4.5
Z5 --9. �
—5
FILL - (SP-SM) SAND, fine to coarse, some
fine sub -rounded gravel, some fines; light
brown to orange, some iron oxide staining,
0.9
heterogeneous; non -cohesive, moist, loose.
S-1
SS
4-2-3
5
1.5
E
E
SP-SM
E
9.5
?
<
9_. -5 -_1 622 — — — — — — — — — — —
SM
9.5
—10
E
FILL - (SM) SILTY SAND, fine to coarse,
10.2
S-2
SS
100/5"
�50
08
0.4
.S
some fine sub-rou nded gravel; light brow,.,
10.2
0)
heterogeneous; non -cohesive, mois:, very
dense.
o
10.2-14.5
(SP-SM/GP-GM) fine to coarse SAND and
fine to coarse GRAVEL, sub -angular to
E
sub -rounded, some silt; light grey,
AD
non -stratified, (TILL); non -cohesive, dry,
SP-SM
very dense-
PGP-GIV
. us
Cl!
— — — —
14.5
— — — — — — — — — —
14.5-19.5
14.5
15
(SM-SP) gravelly SILTY SAND to gravelly
S-3
SS
50/5"
>50
0.8
0.4
SAND, medium to coarse, some fine sand,
some sift, fine to coarse sub -angular to
sub -rounded gravel; light brown to grey, with
some iron -oxide staining, non -stratified,
faceted gravel, (TILL); non -cohesive, moist,
very dense.
SM-SP
-- — — — — — — —
1 9.5
— — —
19—.5--00-3
— —
SM
7_
19.5
—20
(SM/GM) SILTY SAND and SILTY
GRAVEL, fine to coarse sand, fine to
/GM
20.3
Alo groundwater
S-44 ��H
SS
100/4"
>50
0.3
20.93
coarse sub -rounded gravel; light brown to
0-3
encountered at the time of
grey, non -stratified, (OU rWASH);
drilling.
non -cohesive, moist, very dense.
Boring completed at 20.3 ft.
—25
1 into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause rl�Golder
DRILLER: C. Jardea DATE: 7/31/2015 %Mssociates
DRAFT
W
0
1:
W
0
M
U_
0
0
L)
LU
It
RECORD OF BOREHOLE GB-07 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECTINIUMBER 111211 DR:LLING DATE: 7-22-2015 COORDINATES: not surveyed INCLINATION: -90
B Was
LOCATION: 't� 210 ft S of wall DR LL RIG: EC 55 Track Riq
a
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS I ft
W
W
ID
0
=
ELEV.
of
W
W
BLOWS
1P 20 30 40
NOTES
0
Z
DESCRIPTION
0
EL 0
Co
Q_
per 6 in
N
REC
WATER LEVELS
—
DEPTH
of
D
:2)
ATT
PIL MC LL
0
(Ft)
Z
300 lb hammer
—0
30 inch drop
20 40 60 80
Oj2
0.2
AO.0�h. .
Boring backfilled with
0.2-5.0
FILL - (SP/GP) fine to coarse SAND and
bentonite chips and
fine to coarse GRAVEL.
capped with cold patch
asphalt.
SP
1GP
5
5.0
3
5�00
510
S-1
SS
5014"
>50
0.0
>>4
"5
very-
0.3
5.3
5.3-14.5
(ML) gravelly SANDY SILT, non -plastic, fine
E
to coarse sand, fine sub -rounded gravel;
E
light brown to olive grey, abundant
iron -oxide staining, non-stratfied, trace
organics, socketed and faceted gravels,
C
(TILL); non -cohesive, moist to dry, very
W
E
dense,
—10
(D
0,
<
ML
Used 3 inch diameter
0,6
E
S-2
SS
500
>50
06
"sarnpler.
.2
0
E
14.5
14.5
—15
(SM_MQ gravelly SILTY SAND to gravelly
sandy SILT, non -plastic sift, fine to coarse
sand, fine sub -angular to sub -rounded
1-0
gravel ' light brown to grey, some iron -oxide
S-3
SS
411-45-50/6"
>50
1.5
staining, non -stratified, (TILL);
non_cohesive, moist, very dense.
SM-ML
19.5
ig
Used 3 inch diameter
—.T
19.5
—20
ISM) silty GRAVELLY SAND, fine to coarse,
sampler.
0.9
fine sub-munded gravel; light brown to grey,
SM
S-4@20ft
with some iron-oxid staining, non -stratified,
20.9
S-4
SS
r"'V.
>50
0-9
0
4
0/.G-16.9
with pockets of silt, (OUTWASH);
%S-67.7
20.9
non -cohesive, moist, very dense.
%F-15.5
No groundwater
Boring completed at 20.8 flL
encountered at the time of
drilling.
—25
1 into3ft LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause Golder
gmssociates
DRILLER: C. Jardea DATE: 7/31/2015
DRAFT
LU
_1
0
U.1
ft
M
0
0
Of
of
RECORD OF BOREHOLE GB-08 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM - ELEVATION: -
PROJECT NUMBER 1533298 DRILLING DATE: 7-22-2015 COORDINATES: not surveyed INCLINATION: -90
LOCATION: C Southm 20 ft W of wall DRILL RIG: EC 55 Track Rio
0
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / ft
W
ELEV.
cr
W
BLOWS
IP �O 3_0 4_0
NOTES
W
Z
DESCRIPTION
0
IL 0
W
a'
per 6 in
N
REC
WATER LEVELS
DEPTH
Z)
ATT
PIL MC ILL
0
(Ft)
Z
300 lb hammer
Co
30 inch drop
20 40 60 80
—0
0.0-4.5
FILL - (SP/GP) fine to coarse SAND and
Boring backfilled with
fine to coarse GRAVEL; cobbles at surface,
bentonite chips and
based on cultings.
capped with cold patch
asphalt.
SP
/GP
-- — — — — — — — —
4.5
4.5
— — —
4_5 -_9 - 9
—5
FILL - (ML) gravelly SILT, fine sub -angular
to sub -rounded gravel, some fine to coarse
sand -..dark brown, heterogeneous, trace
S-1
ss
5-4-2
organics; non -cohesive, moist, loose.
ML
E
E
M
-
—
9.5
M
-- — - — — — — — — — — — — —
6.5 - W5
9.5
—10
E
ISM) SILTY SAND, fine, some medium
S-2
SS
41-50/6"
-50
0-5
:2
0
sand, some fine to coarse sub -rounded
gravel-, dark brown mottled light brown, trace
1.0
iron -oxide staining, trace organics, (TILL);
non -cohesive, dry to moist, very dense.
SM
E
U)
.2
0
14.5
E
145-19.5
14.5
—15
(Mi Q SANDY SILT, non -plastic, fine to
03
coarse sand, sorne fine gravel- olive grey,
S-3
SS
W/5"
50
0.6
>>4
non -stratified, trace iron -oxide �6ning,
(TILL); non -cohesive, moist, very dense.
ML
19.5
Used 3 inch diameter
19.5
20
ism) SILTY SAND, fine, some coarse to
sampler.
medium sand, some fine sub-nounded to
sub -angular gravel; olive grey to grey -brown,
S-4
SS
35-48-50/5"
>50
1-4
Po groundwater
non -stratified, trace iron -oxide staining,
1.4
encountered at the time of
(TILL); non -cohesive, moist, very dense.
drilling.
SM
—25
25.2
0.8
>>�
25.2-25.4
S-5
SS
50/6,
>50 —
(SP-SM) gravelly SAND to SILTY SAND
25.4
-
0.4
fine to medium, some coarse sand, fine
sub -angular to sub -rounded gravel, some
silt; light brown to grey, non -stratified, trace
iron -oxide staining, (OLITWASH);
non -cohesive, moist, very dense.
Boring completed at 25.4 ft.
1 into4ft LOGGED� R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause 04W Golder
DRILLER: C. Jardea DATE: 7/31/2015 %V ciates
DRAFT
Lu
_j
0
LU
Ir
0
M
u-
0
0
cr
0
0
Lu
X
RECORD OF BOREHOLE GB-09 SHEET 1 of 1
PROJECT: Doug's Lynnwood Mazda DRILLING METHOD: Hollow Stem Auger DATUM: - ELEVATION: -
PROJECT NUMBER, 1533293 DR:LLING DATE: 7-22-2015 COORDINATES: not surveyed INCLINATION: -90
LOCATION: C Northr 2() ft W of wall DR LL RIG� EC 55 Track Rig
0
SOIL PROFILE
SAMPLES
PENETRATION RESISTANCE
BLOWS / It
CL
W
W
ELEV
Er
uj
W
BLOWS
1P �o �0 �0
NOTES
0
Z
DESCRIPTION
co
2
CL
per 6 in
IN
REC
WATER LEVELS
PT
DE H
w
D
ATT
PL MC ILL
0
ca
(Ft)
Z
300 lb hammer
—0
30 inch drop
20 60 80
0.0-4.5
FILL - (SP/GP) fine to coarse SAND and
fine to coarse GRAVEL; with cobbles at
Boring backfilled with
surface-
bentonite chips and
capped with cold patch
asphalt.
SP
/GP
- — — — — — — — — — — —
4.5
4.5
4_5 �_§. 5
—5
FILL - (SP-SM/GP-GM) fine to coarse
SAND and fine GRAVEL, sub -angular to
sub -rounded, some silt; light brown mottled
1.3
dark brown, heterogeneous, trace organics;
S-1
ss
7-5-4
9
—
1.5
4
non -cohesive, dry to moist, loose.
E
E
SP-SM
GP-GIV
E
95
9.5
—10
FILL - (ML) gravelly SANDY SILT, fine
ML
sand, fine gravel, trace to some coarse
10.5
E
W
sa nd; light brown mottled dark brown,
1.5
10.5
�5
stratified in places, heterogeneous in
S-2
SS
26-22-24
46
1.5
places, micaceous, trace organics;
0
non -cohesive, moist, dense.
10.5-21.0
X
rs
ISM) gravelly SILTY SAND, fine to coa el
E
fine to coarse sub -angular gravel; olive grey,
non -stratified, faceted gravel, (TILL);
non -cohesive, dry to moist, dense.
16
C4
q
Becomes some sub -rounded gravel. some
iron -oxide staining, and moist.
sm
S-3
SS
14-21-28
49
10
4
1.5
Used 3 inch diameter
20
sampler.
100/6,
�50
0.5
1.0
Becomes gravelly, with socketed and
faceted gravel, trace organics present; very
'No groundwater
dense.
21.0
encountered at the time of
Boring completed at 21.0 ft.
21.0
drilling.
—25
1 ii LOGGED: R. Hunt
DRILLING CONTRACTOR: Boretec CHECKED: S. Pause Golder
Skissociates
DRILLER: C. Jardea DATE: 7/31/2015
ATTACHMENT C
LABORATORY TESTING RESULTS
5
DRAFT
PARTICLE SIZE DISTRIBUTION
ASTIVI D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood Mazda I nfil / WA
SAMPLE I D: GB-01 S-7 Depth: 20ft
TY PE:
12" r 2" V V4" 3/8" #4 #10 #20 $40 #60 #100 #200
100
90
I
TI I
I'
I
80
70
%
P 60
a
s 50
s
40
n
30
20
10
0
f
tI
I
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
-_ I F� edi� I Fine S11torae/
CMBLES � GRAVEL SAND FINES
PntideSze PartideSize
I-) al. P-d m rjifi_ P-t-
12.0"
304.8
100.0
Cobbles
0.0
6.U'-
154.2
100.0
3.9'
75
100.0
2.6'
63.5
100.0
CoaseGra/el
5.6
2.0"
50
100.0
1.5.1
37.5
100.0
1.91
25
100.0
0. 76'
19
94.4
0.376'
9.5
85.6
F ne Gra/el
16.7
#4
4.75
77.8
#10
2.00
68.0
Coarse Sand
9.7
#20_
0.85
60.8
M edi um &-rd
18.0
#40
0.43
50.0
#60
0.25
1 30.7
Fne Sard
F
35.5
#100
1 0.15
19 ' 5
00
1 0.075
14.5
F nes 1 14.5
D60= 0.81 D30= 0.24 D10= #N/A
Cu = D60010 = #N/A #N/A
Cc = D30�2/(DlO'D60) #N/A #N/A
DESCRIPTION: §ltygravelly SAND
USCS: SM
MoistureContent
TECH RK
DATE 7/27/15
CHECK TCM
REVI EW SP
Golder Associates I nc.
17/27/15
DRAFT
15-33298.200
PARTICLE SIZE DISTRIBUTION
ASTIVI D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood M azda I nfil I WA
SAMPLE I D: GB-01 S-8 Depth: 25ft
TYPE:
12" V 314" 318" #4 #10 #20 #40 #50 #100 #200
100
90
80
14
70
IN
%
P 60
a
50
S
40
n
30
20
10
0
1000 100 10 1 01 0.01 0.001
Particle size in millimeters
C48M 1 Fine Coarse MEd= I F re S It a CA ay
COBBLES � GRAVEL SAND FINES
E
Z
'D
C
cc
U)
d)
C/)
'D
ra
ParticleSize, PxtideSze
V. P-6- ri-nfi�i- P--f-
12.9'
304�8
100.0
Cobbl es
0.0
6.0"
154.2
100.0
3.0"
75
100.0
2.5"
63.5
100.0
Coarse Gravel
3.0
2.0"
50
100.0
1.61
37.5
1 100.0
iff
25
100.0
0.75"
19
97.0
0.376'
9.5
86.6
Fine Gravel
19.0
#4
435
78.0
#10
2.00
71.2
Cwse S2nd
6.8
#20
0.85
6Z1
Medium S2nd
29.4
#40
0.43
41.8
#60
0.25
23.1
Fine Sard
33.0
#100
0.15
13.9
#200
0.075
8.8
F nes 1 8.8
D60= 0.79 D30= 0.30 D10= 0.09
Cu = D60010 8.9 > 6
Cc = D30A2/(DlO- D60) 1.3 > I
DESCRIPTION: gravely SAND
some si It
LISCS.. SP
M oi sture Content
TECH RK
DATE 7/27115
CHECK TCM
REVI EW SID
Golder Associates I na
DRAFT
PARTI CLE SIZE D1 STRI BUTI ON
ASTM D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood Mazda I nfi I/ WA
SAMPLE I D: GB-02 S-7 Depth: 20ft
TYPE:
12" 3' 2" V "1.. 3/8" #4 #10 #20 #40 #60 #100 #200
100
90
80
70
%
P 60
a
S50
s
40
-
------
n
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
C�� I R ne C.-F- Mecfi= I F, ne Slt or Clay
COBBLES � GRAVEL SAND FINES
(n
E
Z
(n
U)
U)
PeTticle a Ze Parti cl e G 7e
1-� 0/� P-6nn P--t-.
12.9'
3134.8
100.0
Cobbles
0.0
6.91
154.2
100.0
3.9'
75
100.0
25
63.5
100.0
Coarse Graiel
0.0
2Z
50
100.0
1.61
37.5
1 100.0
1.01.
25
100.0
0.76'
19
100.0
0.376'
9.5
100.0
Fine Gravel
1.0
#4
4.75
99.0
#10
1 2.00
97.2
Coarse Sand
1.9
#20
0.85
92.6
Medium sand
24.0
#40
0.43
73.2
#60
0.25
37.8
F ne Sand
59.9
#100
0.15
2' .6
0.075
1 3. 2
F nes 1 13.2
D60= 0.35 D30= 0.20 D10= #N/A
Cu - D60/1)10 #NIA IINIA
Cc = D30^2/(DlG* D60) #N/A 4N/A
DESCRIPTION: silty SAND
trac)e gravel
USCS: SM
Mai sture Content
TECH RK
DATE 7/27/15
CHECK TCM
REVIEW SP
Golder Associates I na
7/27/15
DRAFT
15-33298.2001
PARTICLE SIZE DISTRIBUTION
ASTM D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood M azda I nfil / WA
SAMPLE I D: GB-04 S-4 Depth: 20ft
TYPE:
12" 3" 2" V. 3". 3/8" #4 #10 #20 #40 #60 #100 #200
100
90
T1
80
70
%
P 60
a
S 50
S
40
n
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
C0'r'e I Fne Cw'e Medum I Fre SiltorClay
COBBLES � GRAVEL SAND FINES
i2
a)
10
E
:3
Z
10
C
cc
U)
a)
10
C
(a
D
PartideSze ParticleSze
(MM) % Passi no Classification Percantaoa
12.0'
304.8
100.0
Cobbles
0.0
6.9'_
154.2
100.0
3.9'
75
100.0
2.5'
63.5
100.0
CoarseGra/ei
12.8
2.0"
1 50
100.0
1.5"
37.5
100.0
1.01,
25
87.2
0.76'
19
87.2
0.376'
9.5
85.6
R ne Gravel
3.7
#4
4.75
83.5
#10
2.00
79.2
Coarse Sand
4.3
#20
0.85
75.4
M edi urn Sand
23.9
#40
0.43
55.3
#60
0.25
32.1
Fine Send
43.0
#100
015
u 'o
19.0
#200
0075
12.3
R nes 1 12.3
D60= 0.50 D30= 0.23 D10= #N/A
Cu = D60/D10 #N/A #N/A
Cc=D30-21(D10-D60)= #N/A #N/A
DESCRIPTION: silty gravelly SAND
USCS: SM I
MoistureContent
TECH RK
DATE 7/27/15
CHECK TCM
REVIEW SIP
Golder Associates I nr-
DRAFT
16-33298.2001
PARTICLE SIZE DISTRIBUTION
ASTM D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood Mazda I nfil / WA
SAMPLE ID: GB-05 S-6 Depth: 15ft
TYPE:
12" 3' 2' 1. 314" 3/8" #4 #10 #20 #40 #60 #100 #200
100
90
Ij i
80
70
%
P 60
a
s 50
40
IN
n
9
30
N'
20
10
0
1LL
-
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
Coarse I Fine Coarse Mediurn I Fine s1tor0ay
COBBLES � GRAVEL SOAD FINES
E
D
Z
20
M
'10
h
U)
(0
Zi
PartideSize PartideSize
(Mirr) % Pass no Classific�tinr P��t
12.0"
304.8
100.0
Cobbl es
0.0
&G'_
154.2
100.0
3.9'
75
100.0
25'
63�5
100.0
Coarse Gravel
10.8
2.0"
50
100.0
1. 5"
3T5
100.0
1.01,
25
90.6
0 76'
19
89.2
0.376'
9.5
86.1
1 FineGravef
15.1
#4
4.75
74.1
#10
2.00
64.6
Coarse Sand
9.5
#20
0.85
56.4
M edi urn Sand
17.5
#40
0.43
47.1
#60
0.25
36.2
1 FineSand
30.7
#100
015
25.4
1 #200
1 0 075 t
16.4
Fines 1 16.4
D60= 1.24 D30= 0-19 D10= #N/A
Cu = D60010 #NIA #N/A
Cc = D3OA2/(DlO' D60) #N/A #N/A
DESCRIPTION: silty gravelly SAND
USCS: SM I
Moisture Content
TECH RK
DATE 7/27/15
CHECK TCM
REVI EW SP
Golder Associates I na
DRAFT
PARTICLE SZE DISTRIBUTION
ASTM D421, D422, D4318
PROJECT NAME: Dougs/ Lynnwood M azda I nf i I / WA
SAMPLE ID: GB-07 S-4 Depth: 20ft
TYPE:
IT T 2" 1" 314" 318" #4 #10 #20 #40 #60 #100 #200
100
90
80
70
%
P 60
a
s 50
s
40
in
30
20
10
0
iLL-I
I
L
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
COWN Fine Cow. Firte Sit a aay
COBBLES � GRAVEL SOND FINES EFd
E
Z
Cu
cf)
a)
N
d)
U)
'2
C
(11
(D
Vj
=i
Particle Size Particle Sze
IMM) P;&-�:i nn P--t-
12,a'_
304.8
100.0
Cobbles
0.0
6.0"
154.2
100.0
3.0"
75
100.0
2.5"
63.5
100.0
Coase Grat/el
0.0
2.9'
50
100.0
1.5'
37.5
1
iff
25
0.75"
19
0.375'
9.5
93.3
Fine Gravel
16.9
#4
4.75
83.1
#10
A2.00
75.0
Coarse Sand
8.1
#20
0.85
64.6
M adi urn Sand
28.0
#40
0.43
47.0
#60
29.6
Fine Smd
31.6
#100
0.15
22.0
#200
0.075
15.5
Fines 1 15.5
D60= 0.71 D30= 0.25 D10= #N/A
Cu = D60/D10 #NIA #N/A
Cc= D30�2/(DIG'D60) #141A #N/A
DESCRIPTION: silty gravelly SAND
USCS. SM I
M oi sture Content
TECH RK
DAT E 7/27/15
CHECK TCM
REVIEWrVP
Golder Associates I nc.
10
5
DRAFT
PARTICLE SZE DISTRIBUTION
ASTM D421, D422, D4318
PROJECT NAME: Doi Lynnwood M azda I nfil / WA
SAMPLE ID: GB-07 s4a Depth: 20ft
TYPE:
12" 3- 2" V 14' 3/81, #4 #10 #20 940 #60 #100 #200
100
90
80
70
%
P 60
a
S 50
s
40
n
30
20
10
IN,
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
C�w I Fm Coarse Mechirn I Fine Sit � Clay
COBBLES � GRAVEL SAND FINES
Z
U)
W
'n
4D
U)
'02
Particle Sze Parti d e Size
(m-) 01. P-inn r.1-ifirdi- P--t-.
12.G'
304.8
100.0
Cobbles
0.0
6.9'
154.2
100.0
3.9'
75
100.0
2.6'
63.5
100.0
Coarse Graivel
0.0
2.17'
50
100.0
1.5"
37.5
1 100.0
1.91
25
100.0
0.76'
19
100.0
06375't
9.5
98.7
R ne G rav ei
2.2
#4
4.75
97.8
#10
2.00
95.0
Coarse Send
2.8
#20
0.85
89.6
Medium Send
35.9
#40
0.43
59.0
#60_
0.25
30.6
Fri
45.5
#100
0.15
20.5
#200
06075
13.5
Fines 1 13.5
D60= 0.43 D30= 0.24 D10= #N/A
Cu = i #N/A #N/A
Cc = D3012/(010* i #N/A #N /A
DESCRIPTION: silty SAND
traw gravel
USCS: SM
MoistureContent
TECH RK
DATE 7/27/15
CHECK TCM
REVIEW SIP
Golder Associates I na
Grov
CITY VT- I
ENGINEERS
structural consultants
C,
4-A
&
3 uo-Z- OR - 0, t -2--D
Structural Calculations
For
Hyundai Sales Addition — Supplemental
Calculations for Owner Revisions
Project Number: 18252
March 18, 2020
Prepared by
ARW Engineers
1594 West Park Circle
Ogden, Utah 84404
TOle Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the 'Printing &
Project Descr:
Title Block' selection.
Title Block Line 6
Wood Beam
18252 - Hyundai Sales Addition Edmonds
DESCRIPTION: Ex Office Joist 1
CODE REFERENCES
1
Printed: 12 MAR 2020, 9:19AM
WA\Engiree�ng�CaWaWnsk0theAI8252-HyundaI Sales Addition.ecli
Software copyriqht ENERCALC, INC. 1983-2020. Build:12.20.2.24 .
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900 psi
Ebend-xx 11600ksi
Fc - PrIl
1350 psi
Eminbend - xx 580 ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade N0.2
Fv
180 psi
Ft
575 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
IF D(O.01599N L(O.06665) 0 ------------- il
Applied Loads
Uniform Load : D = 0.0120, L = 0.050 ksf, Tributary Width = 1.333 ft
.DESIGN SUMMARY
Maximum Bending Stress Ratio 0.8521
Section used for this span 2x12
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
2x12
Span = 15.0 ft
881.56psi
1,035.00psi
+D+L+H
7.500ft
Span # 1
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
0.268, 1
Section used for this span
2x12
48.26 psi
180.00 psi
Load Combination
+D+L+H
Location of maximum on span
14.069 ft
Span # where maximum occurs
Span # 1
0.268 in
Ratio=
671 >=360
0.000 in
Ratio=
0 <360
0.333 in
Ratio=
541 >=240
0.000 in
Ratio=
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Segment Length
Span #
M
V
C d
C FN
C i
Cr
+D+H
Length = 15.0 It
1
0.183
0.058
0.90
1.000
1.00
1.15
+D+L+H
1.000
1.00
1.15
Length = 15.0 ft
1
0.852
0.268
1.00
1.000
1.00
1A5
+D+Lr+H
1.000
1.00
1.15
Length = 15.0 It
1
0.132
0.042
115
1.000
1.00
1.15
+D+S+H
1.000
1.00
1.15
Length = 15.0 it
1
0.143
0.045
1.15
1.000
1.00
1.15
+D+0.750Lr-o0.750L+H
1.000
1.00
1.15
Length = 15.0 It
1
0.544
0.171
1.25
1.000
1.00
1.15
+D+0.750L-+�0.750S+H
1.000
1.00
1.15
Length = 15.0 It
1
0.591
0.186
1,15
1.000
1.00
1.15
+D+0.60W+H
1.000
1.00
1.15
Length = 15.0 it
1
0.103
0.032
1.60
1.000
1.00
1.15
Moment Values
Shear Values
C In
C t
C L
M
flo
Fto
fv
Fv
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.45
170.62
931.50
0.11
9.34
162.00
1.00
1.00
1.00
U0
0.00
0.00
0.00
1.00
1.00
1.00
2.32
881.56
1035.00
0.54
48.26
180.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.45
170.62
1293.75
0.11
9.34
225.00
1.00
1.00
1.00
U0
0.00
0.00
0.00
1.00
1.00
1.00
0.45
170.62
1190.25
0.11
9.34
207.00
1.00
1.00
1 �00
0.00
0.00
0.00
0.00
1.00
1.00
1-00
1.86
703.82
1293.75
0.43
38.53
225.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.86
703.82
1190.25
0.43
38.53
207.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
100
1.00
0.45
170.62
1656.00
0.11
9.34
288.00
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Wood Beam 18252 - Hyundai Sales Addition Edmonds WAAWmeering�CaL-ulations\OtheAI8252-Hyundai Sales Addition.ec(i
Software =Ydqht ENERCALC. INC. 1983-2020. Build:12.20.2.24 .
DESCRIPTION: Ex Office Joist 1
Load Combination
Max Stress Ratios
Segment Length Span #
M
V
C d
C FN
C i
Cr
Cm
C t
C L
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 15.0 ft 1
0.425
0.134
1.60
1.000
1.00
1.15
1.00
1.00
1.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 15.0 ft 1
0.425
0.134
1,60
1.000
1.00
1.15
1.00
1.00
1.00
+0.60D+0.60WA.60H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 15.0 ft 11
0.062
0.019
1.60
1.000
1.00
1.15
1.00
1.00
1.00
+D+0.70E+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 15.0 ft 1
0.103
0.032
1.60
1.000
1.00
1.15
1.00
1.00
1.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 15.0 ft 1
0.425
0.134
1,60
1.000
1.00
1.15
1.00
1.00
1.00
+0.60D+0.70E+H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 15.0 It 1
0.062
0.019
1.60
1.000
1.00
1.15
1.00
1.00
1.00
Overall Maximum Deflections
Moment Values
Shear Values
M
fb
F'b
V
fv
F'v
0.00
0.00
0.00
0.00
1.86
703.82
1656.00
0.43
38.53
288.00
0.00
0.00
0.00
0.00
1.86
703.82
1656.00
0.43
38.53
288.00
0.00
0.00
0.00
0.00
0.27
102.37
1656.00
0.06
5.60
288.00
0.00
0.00
0.00
0.00
0.45
170.62
1656.00
0.11
9.34
288.00
0.00
0.00
0.00
0.00
1.86
703.82
1656.00
0.43
38.53
288.00
0.00
0.00
0.00
0.00
0.27
102.37
1656.00
0.06
5.60
288.00
Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl i Span
+D+L+H 1 0.3325 7.555 0.0000 0.
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support I
Support 2
Overall MAXimurn
0.620
0.620
Overall MINimum
0.500
0.500
+D+H
0.120
0.120
+D+L+H
0.620
0.620
+D+Lr+H
0.120
0.120
+D+S+H
0.120
0.120
+D+0.750Lr+0.750L+H
0.495
0.495
+D+0.750L+0.750S+H
0.495
0.495
+D+0.60W+H
0.120
0.120
+D+0.75OLr+0.750L+0.450W+H
0A95
0.495
+D+0.750L+0.750S+0.450W+H
0A95
0.495
+0.60D+0.60W+0.60H
0.072
0.072
+D+0.70E+0.60H
0.120
0.120
+D+0.750L+0.750S+0.5250E+H
0.495
0.495
+0.60D+0.70E+H
0.072
0.072
D Only
0.120
0.120
Lr Only
L Only
0.500
0.500
S Only
W Only
E Only
H Only
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Printed: 12 MAR 2020,10:04AM
18252 - Hyundai Sales Addition Edmonds WA'Engir*eNng\Calculations\OtheAI8252-HyuridaI Sales AdditionR06
Wood Beam Software coi)yrioht ENERCALC. INC. 19n202O. Build: 12.20.2.24
DESCRIPTION: North Office Header
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900 psi
Ebend-xx 1600ksi
Fc - Prll
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 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral
-torsional buckling
D(O. 159 Q0.65)
2-2x6
Span = 3.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0120, L = 0.050 ksf, Tributary Width = 13.0 ft
DESIGN SUMMARY �01*11416 0 �,�
Maximum Bending Stress Ratio 0.841: 1 Maximum Shear Stress Ratio 0.533 : 1
Section used for this span 2-2x6 Section used for this span 2-2x6
983.53psi
1,170.00psi
Load Combination
+D+L+H
Location of maximum on span
1.750ft
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.033 in Ratio=
Max Upward Transient Deflection
0.000 in Ratio -
Max Downward Total Deflection
0.041 in Ratio =
Max Upward Total Deflection
0.000 in Ratio -
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
qAnmAnt I Anoth Soan # M V
C'A C - C i C,
W
0.
Load Combination
Location of maximum on span
Span # where maximum occurs
1266 >=360
0 <360
1016 240
0 <240
Cm C t CL
Length = 3.50 It
1
0,184
0.117
0.90
1.300
1.00
1.00
1.00
1.00
1 �00
+D+L+H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft
1
0,841
0.533
1.00
1.300
1.00
1.00
1.00
1.00
1.00
+D+Lr+H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft
1
0.133
0.084
1.25
1.300
1.00
1.00
1.00
1.00
1.00
+D+S+H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft
1
0.144
0.091
1.15
1.300
1.00
1.00
1.00
1.00
1.00
+D+0.750Lr+0.750L+H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft
1
0.538
0.341
1.25
1.300
1.00
1.00
1.00
1.00
1.00
+D+0.750L+0.750S+H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 3.50 It
1
0.584
0.370
1.15
1.300
1.00
1.00
1.00
1.00
1.00
+D+0.60W+H
1.300
1.00
1.00
1.00
1.00
1.00
Moment Values
fb -
_Fb_
0.00
0.24
193.87
1053.00
0.00
1.24
983.53
1170.00
0.00
0.24
193.87
1462.50
Ho
0.24
193.87
1345.50
0.00
0.99
786.12
1462.50
0.00
0.99
786.12
1345.50
0.00
95.89 psi
180.00 psi
+D+L+H
3.053 ft
Span # 1
Shear Values
V
fV
Fv
0.00
0.00
0.00
0.21
18.90
162.00
0.00
0.00
0.00
11.05
95.89
180.00
0.00
0.00
0.00
0.21
18.90
225.00
0.00
0.00
0.00
0.21
18.90
207.00
0.00
0.00
0.00
0.84
76.64
225.00
0.00
0.00
0.00
O�84
76.64
207.00
0.00
0.00
0.00
TXle Block Line 1
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Wood Beam
Project Title:
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Project ID:
Project Descr:
18252 - Hyundai Sales Addition Edmonds
DESCRIPTION: North Office Header
Load Combination
Max Stress Ratios
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
Length = 3.50 ft 1
0.104
0.066
1�60
1.300
1.00
1.00
1.00
1.00
1.06--
+D+0.75OLr+0.750L+0.450W+H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 3.50 It 11
0.420
0166
1.60
1.300
1.00
1.00
1.00
1.00
1.00
+D+0.750L+0.750S+0.450W+H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 150 ft 11
0.420
0.266
1.60
1.300
1.00
1.00
1.00
1.00
1.00
+0.60D+0.60W+0.60H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft 1
0,062
0.039
1.60
1.300
1.00
1.00
1.00
1.00
1.00
+D+0.70E+0.60H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 3.50 It 11
0,104
0,066
1.60
1.300
1.00
1.00
1.00
1.00
1.00
+D+0.750L+0.750S+0.5250E+H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft 1
0.420
0.266
1.60
1.300
1.00
1.00
1.00
1.00
1.00
+0.60D+0.70E+H
1.300
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft 1
0.062
0.039
1.60
1.300
1.00
1.00
1.00
1.00
1.00
Overall Maximum Deflections
Load Combination
Span
Max. "-"
Defi
Location in Span
Load Combination
+D+L+H
1
0.0413
1.763
Vertical Reactions
Support notation : Far left is #1
Load Combination
-Gv-eraIlMAXimu-r1
Support 1
Support 2
1.417
1.417
Overall MINimum
1.138
1.138
+D+H
0.279
0.279
+D+L+H
1.417
1.417
+D+Lr+H
0.279
0.279
+D+S+H
0.279
0.279
+D+0.750Lr+0.750L+H
1.132
1.132
+[)+0.750L+0,750S+H
1.132
1.132
+D+0.60W+H
0.279
0.279
+D+0.750Lr+0.750L+0.450W+H
1.132
1.132
+D+0.750L+0.750S+0.450W+H
1132
1.132
+0.60D+0.6OW40.60H
0.168
0.168
+D+0.70E+0.60H
0.279
0.279
+D+0.750L+0.750S+0.5250E+H
1.132
1.132
+0.60D+0.70E+H
0.168
0.168
D Only
0.279
0.279
Lr Only
L Only
1.138
1.138
S Only
W Only
E Only
H Only
4
Printed: 12 MAR 2020, 10:04AM
E4ineedng\Calculakns\OftAI8252-HyundaI Sales Additon.ec(3
Software oDpyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
Moment Values Shear Values
M fb F'b V tv F'v
0.24
193.87
1872.00
0.21
18.90
288.00
0.00
0.00
0.00
0.00
0.99
786.12
1872.00
0.84
76.64
288.00
0.00
0.00
0.00
0.00
0.99
786.12
1872.00
0.84
76.64
288.00
0.00
0.00
0.00
0.00
0.15
116.32
1872.00
0.12
11.34
288.00
0.00
0.00
0.00
0.00
0.24
193.87
1872.00
0.21
18.90
288.00
U0
0.00
0.00
0.00
0.99
786.12
1872.00
0.84
76.64
288.00
0.00
0.00
0.00
0.00
0.15
116.32
1872.00
0.12
11.34
288.00
Max. "+" Defl Locafionin Span
0.0000 0.000
Values in KIPS
Tffle Block Line 1
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Pdnted: 12 MAR 2020,10:23AM
Wood Beam
18252 - Hyundai Sales Addition Edmonds WAIEnginee�ng\Calculations�Othe6l8252-HY-U�daI Sales Addi#on.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
DESCRIPTION: North Office Cantilever Header
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method:
Allowable Stress Design
Fb +
1000psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb-
1000 psi
Ebend-xx 1700ksi
Fc - Prll
1500 psi
Eminbend - xx 620 ksi
Wood Species
Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade
No-1
Fv
180 psi
Ft
675 psi
Density 31.21 pcf
Beam Bracing
Beam is Fully Braced against lateral -torsional buckling
D(O. 1 5� Q0.65)
2-2x12
Span = 3.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D = 0,0120, L = 0.050 ksf, Tributary
Width = 13.0 fi
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.9451
Maximum Shear Stress Ratio
0.516 : 1
Section used for this span
2-2x12
Section used for this span
2-2xl 2
944.65psi
92.81 psi
1,000.00psi
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
0.000ft
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
0.035 in
Ratio=
2418 >=360
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.043 in
Ratio=
1932 >=240
Max Upward Total Deflection
0.000 in
Ratio=
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span 4 M V
C d
C FN C i
Cr
Cm
C t C L M flo
Fb
v
IV Fv
+D+H
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0,211 0.115
0.90
1.000 1.00
1.00
1.00
1.00 1.00 1.00 189.69
900.00
0.42
18.64 162.00
+D+L+H
1.000 1.00
1.00
1,00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 fil 1 0.945 0.516
1.00
1.000 1.00
1.00
1.00
1.00 1.00 4.98 944.65
1000.00
2.09
92.81 180.00
+D+Lr+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.152 0.083
1.25
1.000 1.00
1.00
1.00
1.00 1.00 1.00 189.69
1250.00
0.42
18.64 225.00
+D+S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.165 0.090
1.15
1.000 1.00
1.00
1.00
1.00 1.00 1.00 189.69
1150.00
0.42
18.64 207.00
+D+0.750Lr+0.750L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.605 0.330
1.25
1.000 1.00
1.00
1�00
1.00 1.00 3,99 755.91
1250.00
1.67
74.27 225.00
+D+0.750L+0.750S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.657 0.359
1.15
1.000 1.00
1,00
1.00
1.00 1.00 3.99 755.91
1150.00
1.67
74.27 207.00
+D+0.60W+H
1.000 1.00
1�00
1.00
1.00 1.00
0,00
0�00
0.00 0.00
Tile Block Line 1 Project Title: 6
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18252 - Hyundai Sales Addition Edmonds WA\Engineedng\Calculations\Otherkl8252-HyuiidaI Sales Additlon.eo(i
Wood Beam Software oopyri.qht ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
DESCRIPTION: Nodh Office Cantilever Header
Load Combination
Max Stress Rafios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
Cm
C t
C L
M
fb
F'b
V
fv
F'v
Length = 3.50 ft 1
0.119
0.065
1.60
1.000
1.00
1.00
1.00
UO
1.00
1.00
189.69
1600.00
0.42
18.64
288.00
+D+0.750Lr4O.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.472
0.258
1.60
1.000
1.00
1.00
11-00
1.00
1.00
3.99
755.91
1600.00
1.67
74.27
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.472
0.258
1.60
1.000
1.00
1.00
1.00
1.00
1.00
3.99
755.91
1600.00
1.67
74.27
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 11
0,071
0.039
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.60
113.81
1600.00
0.25
11.18
288.00
+D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.119
0.065
11.60
1,000
1.00
1.00
1.00
1.00
1.00
1.00
189.69
1600.00
0.42
18.64
288.00
+D4.750L+0.750S+0.5250E+IH
1.000
1.00
1.00
1.00
1.00
1.00
0.00
Ho
0.00
0.00
Length = 3.50 ft 1
0.472
0.258
1.60
1.000
1.00
1.00
1.00
1.00
1.00
3.99
755.91
1600.00
1.67
74.27
288.00
+0.60D40.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.071
0.039
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.60
113.81
1600.00
0.25
11.18
288.00
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl Location in Span
Load Combination
Max. "+" Defi
Location in
Span
+D+L+H
1
0.0435
3.500
0.0000
0.000
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
2.847
Overall MINimum
2.275
+D+H
0.572
+D+L+H
2.847
+D+Lr+H
0.572
+D+S+H
0.572
+D+0.750Lr+0.750L+H
2.278
+D+0.750L+0.750S+H
2.278
+D+0.60W+H
0,572
+D+0.75OLr+0.750L+0.450W+H
2.278
+D.+0.750L+0.750S+0.450W+H
2.278
+0,60D+0.60W+0.60H
0.343
+D+0.70E+0.60H
0.572
+D+0.750L+0.750S+0.5250E+H
2.278
*(I.60D+0,70E+H
0.343
D Only
0.572
Lr Only
L Only
2.275
S Only
W Only
E Only
H Only
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Wood Column
18252 -
Hyundai Sales Addition Edmonds WAkWineeringW.*ulaWns�OtheAl8252-HyuridaI Sales Addition.ec6
Lic. # : KW-06002489
SoftiareoppyrightENERCALC, INC. 1983-2020, Build:12,20,2.24
ARW ENGINEERS
DESCRIPTION: North Office Jamb
Code References
Calculations per INDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Analysis Method: Allowable Stress Design
Wood Section Name 2-2x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
10 ft
Wood Member Type Sawn
( Used for non -slender calculations
Exact Width 3.0 in Allow Stress Modification Factors
Wood Species Douglas Fir -Larch
Exact Depth 3.50 in Cf or Cv for Bending 1.50
Wood Grade No.2
Area 10.50 in12 Cf or Cv for Compression 1.150
Fb + 900 psi Fv
180 psi
Ix 10.719 in14 Cf or Cv for Tension 1.50
Fb - 900 psi Ft
575 psi
ly 7.875 in14 Cm : Wet Use Factor 1.0
Fc - PrIl 1350 psi Density
31.21 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 15.3.2
Basic 1600
1600 1600 ksi Use Cr: Repetitive ? No
Minimum 580
580
Brace condition for deflection (buckling) along columns :
X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 10 11, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 22.757 lbs * Dead Load Factor
AXIAL LOADS. . .
Axial Load at 10.0 ft, Xecc = 1.50 in, D = 0.2793, L = 1.138 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.4276 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination
+D+L
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NOS Forumla Comp + Myy, INDS Eq. 3.9-3
Top along X-X 0.01772 k Bottom along X-X 0.01772 k
Location of max.above base
9.933 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
1.440 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
-0. 1760 k-ft
Along X-X -0. 1572 in at 5,839 ft above base
Fc: Allowable
380.822 psi
for load combination : +D+L
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio=
0.01406 :1
Bending Compression Tension
Load Combination
+D+L
Location of max.above base
10.0 ft
Applied Design Shear
2.531 psi
Allowable Shear
180.0 psi
-Load Combination Results
Load Combination
C D_
C P
D Only
0.900
0.270
+D+L
1.000
0.245
+D+0.750L
1.250
0.199
+0.60D
1.600
0.157
Maximum Reactions
X-X Axis Reaction
Load Combination
@ Base
@ Top
+D+L
+D4.750L
-0.003 0.003
-0.018 0.018
-0,014 0.014
Maximum Axial + Bending
Stress Ratios
Stress Ratio
Status
Location
0.07618
PASS
O.Oft
0.4276
PASS
9.933ft
0.2848
PASS
O.Oft
0.04415
PASS
O.0ft
k Y-Y Axis Reaction
@ Base @ Top
Maximum Shear Ratios
Stress Ratio
Status Location
0.003079
PASS
10.0 ft
0.01406
PASS
10.0 ft
0-008990
PASS
10.0 ft
0.001039
PASS
10.0 ft
Note: Only non -zero reactions are listed
Axial Reaction My - End Moments k-ft Mx - End Moments
@ Base @ Base @ Top @ Base @ Top
0,302
1.440
1,156
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Project Title:
Engineer:
Project ID:
Project Descr:
8
Printed: 12 MAR 2020,10:06AM
Wood Column
18252 - Hyundai Sales Addition Edrnonds WAWngineeOng�Ca�cuklWrts\OtheAl8252-HyundaI Sales Addition.ec6
Lic. # : KW-06002489
Software oopyright ENERCALC, INC. 1983-2020, Build:1 2.20.2.24 .
ARW ENGINEE—RS
DESCRIPTION: North Office Jamb
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k Y-Y Axis
Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination
@ Base @ Top
@ Base
@ Top @ Base
@ Base @ Top @ Base @ Top
+0.60D
-0.002 0.002
0.181
L Only
-0.014 0.014
1.138
Maximum Deflections for Load Combinations
Load Combinabon
Max. X-X Deflection Distance
Max. Y-Y Deflection Distance
D—Only
0-0310 —in- -
5-.83-9—ft
0.00-0 in
0.00-0 It
+D+L
-0.1572 in
5.839 It
0.000 in
0.000 ft
+D+0.750L
-0.1257 in
5.839 ft
0.000 in
0.000 It
+0.60D
-0.0186 in
5.839 ft
0.000 in
0.000 ft
L Only
-0.1262 in
5.839 It
0.000 in
0.000 It
Sketches
. S
C)
U?
M
T_
+X
Load 1
41�
3.0 in
TOle Block Line 1
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Wood Column 18252
DESCRIPTION: North Office Jamb for Cantilever
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used -. ASCE 7-16
General Information
Analysis Method: Allowable Stress Design
End Fixities Top & Boftom Pinned
Overall Column Height
10 ft
( Used for non -slender calculations
Wood Species Douglas Fir -Larch
Wood Grade No.2
Fb + 900.0 psi Fv
180.0 psi
Fb- 900.0 psi Ft
575.0 psi
Fc - PrIl 1,350,0 psi Density
31.210 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
Project Title:
Engineer:
Project ID:
Project Descr:
Sales Addition Edmonds
Wood Section Name 3-2x4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
9
Printed: 12 MAR 2020,10:28AM
INC. 1983-2020, Build: 12.20.2.24 .
Exact Width
4.60 in Allow Stress Modification Factors
Exact Depth
3.50 in Cf or Cv for Bending
1.50
Area
15.750 in12 Cf or Cv for Compression 1.150
Ix
16.078 in14 Cf or Cv for Tension
1.50
ly
26.578 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
Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis
Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0
Column self weiqht included : 34.136 lbs *
Dead Load Factor
AXIAL LOADS. . .
Axial Load at 10.0 ft, Xecc = 2.250 in, D = 0.5716, L = 2.275 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.6319 :1
Load Combination
+D+L
Governing NDS Forumila Comp + Myy, NOS Eq. 3.9-3
Location of max.above base
9.933 ft
At maximum location values are ...
Applied Axial
2.881 k
Applied Mx
0.0 k-ft
Applied My
-0.5302 k-ft
Fc: Allowable
380.822 psi
PASS Maximum Shear Stress Ratio
0.02824 :1
Load Combination
+D+L
Location of max.above base
10.0 ft
Applied Design Shear
5.083 psi
Allowable Shear
180.0 psi
Load Combination Results
Load Combination
D Only
+D+L
+D+0.750L
+0.60D
Maximum Reactions
Load Combination
D Only
+D+L
+D+0.750L
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 X-X 0.05337 k Bottom along X-X 0.05337 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. 1403 in at 5,839 ft above base
for load combination : +D+L
Other Factors used to calculate allowable stresses ...
Bending Compression Tension
Maximum Axial + Bending
Stress Ratios
C D
C P
Stress Ratio
Status
Location
0.900
0.270
0.1019
PASS
O.Oft
1.000
0.245
0.6319
PASS
9.933ft
1.250
0.199
0.4016
PASS
9.933 ft
1.600
0.157
0.05902
PASS
O.Oft
X-X Axis Reaction
@ Base @ Top
-0.011 0.011
-0.053 0.053
-0.043 0.043
k Y-Y Axis Reaction Axial ReaclJon
@ Base @ Top @ Base
0.606
2.881
2.312
Maximum Shear Ratios
Stress Ratio
Status Location
0.006301
PASS 10.0 ft
0.02824
PASS 10.0 ft
0.01808
PASS 10.0 ft
0.002126
PASS 10.0 ft
--Note: Only non -zero reactions are listed.
My - End Moments
k-ft Mx - End Moments
@ Base @ Top
@ Base @ Top
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18252 - Hyundai Sales Addition Edmonds WA\EngineedngkCalculatiorr.\OtheAl8252-HyundaI Sales Addition,%6
Wood Column Software copyriqht ENERCALC, INC. 1983-2020. Build;l 2.20.2.24
DESCRIPTION: North Office Jamb for Cantilever
Maximum Reactions
-Note: Only non -zero reactions are listed.
X-X Axis Reaction
k Y-Y Axis Reaction
Axial Reaction
My - End Moments k-ft Mx - End Moments
Load Combination
Base Top
@ Base @ Top
@ Base
@ Base @ Top @ Base @ Top
-6-606—
-0.006 0.006
0.363
L Only
-0.043 0.043
2.275
Mal xinnunn Deflections for Load Combinations
Load Combination
Max. X-X Deflection Distance
Max. Y-Y Deflection Distance
DYnly---
-in—
—5839—ft ----0.0-00in---
-
0.0-0-0
+D+L
-0.1403 in
5.839 ft
0.000 in
0.000 It
+D+0.750L
-0.1123 in
5.839 It
0.000 in
0.000 ft
+0.60D
-0.0169 in
5.839 It
0.000 in
0.000 ft
L Only
-0.1122 in
5.839 It
0.000 in
0.000 It
Sketches
23M
+X
Load 1 :j
C-i
4.50 in
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Wood Beam 18252 - Hyundai Sales Addition Edmonds WA\Engineedng\Calcutatbns\OtheAi 8252-Hyundai Sales Addifion.ec6
Software oopyright ENERCALC, INC. 19n202O, Build: 12.20.2.24 . I
DESCRIPTION: North Restroorn Header
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900 psi
Ebend-xx 1600ksi
Fc - PrIl
1350 psi
Eminbend - xx 580ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade No.2
Fv
180 psi
Ft
575 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.096)
L(O.4)
2-2x6
Span = 4.50 ft
Applied Loads
Service loads entered. L oad Factors will be applied for calculation s
Uniform Load: D = 0.0120, L = 0.050 ksf, Tributary
Width = 8.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.851: 1
Maximum Shear Stress Ratio
0.453 :
1
Section used for this span
2-2x6
Section used for this span
2-2x6
996.10psi
81.46 psi
1,170.00psi
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
2.250ft
Location of maximum on span
4.057 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.056 in
Ratio =
968 >=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.069 in
Ratio =
780>=180
Max Upward Total Deflection
0.000 in
Ratio =
0<180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C F/V C i
Cr
C m
C I C L M fb
Fb
V
fV
Fv
+D+H
0.00
0.00
0.00
0.00
Length = 4.50 ft 1 0.183 0.097
0.90
1.300 1.00
1.00
1.00
1.00 1.00 0.24 192.79
1053.00
0.17
15.77
162.00
+D+L+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1 0,851 0.453
1.00
1.300 1.00
1.00
1.00
1.00 1.00 1.26 996.10
1170.00
0.90
81.46
180.00
+D+Lr+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1 0.132 0,070
1.25
1.300 1.00
1.00
1.00
1.00 1.00 0.24 192.79
1462.50
0.17
15.77
225.00
+D+S+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1 0.143 0.076
1.15
1.300 1.00
1.00
1.00
1.00 1,00 0.24 192.79
1345.50
0.17
15.77
207.00
+D+0.750Lr-PO.750L+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1 0.544 0.289
1.25
1.300 1.00
1.00
1�00
1.00 1.00 1.00 795.27
1462.50
0.72
65.04
225.00
+D+0.750L+0.750S+H
1.300 1.00
1.00
1.00
1.00 11.00
0.00
0,00
0.00
0.00
Length = 4.50 ft 1 0.591 0.314
115
1.300 1.00
1.00
1.00
1.00 1.00 1.00 795.27
1345.50
012
65.04
207,00
+D+0.60W+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1 0.103 0.055
i�60
1.300 1.00
1.00
1.00
1.00 1.00 0,24 192.79
1872.00
017
15.77
288.00
Title Block Line 1
Project Title
12
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Engineer:
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Printed: 12 MAR 2020,10:09AM
Wood Beam
18252 - Hyundai Sales Addition Edwrids
WA\EngineOng\Calcuktbns\OtheAl8252-HyundaI Sales Addiifion.eo6
Lic. # : KW-06002489
Software oopAht ENERCALC, INC. 1902020, Build:12.20.2.24 .
ARW ENGINEERS
DESCRIPTION: North Restroom Header
Load Combinabon
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M V
C d
C FN
C i
Cr
C m
C t C L
M fb
Fb
V
fv
Fv
+D+0.750Lr+0.750L+0.450W+H
1.300
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.425 0.226
1.60
1.300
1.00
1.00
1.00
1.00 1.00
1.00 795.27
1872.00
0.72
65.04
288.00
+D+0.750L+0.750S+0.450W+H
1.300
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.425 0.226
1.60
1.300
1.00
1.00
1.00
1.00 1.00
1.00 795.27
1872.00
0.72
65.04
288.00
+0.60D+0.60W+0.60H
1.300
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.062 0.033
1.60
1.300
1.00
1.00
1.00
1.00 1.00
0.15 115.68
1872.00
0.10
9.46
288.00
+D+0.70E+0.60H
1.300
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.103 0.055
1.60
1.300
1.00
1.00
1.00
1.00 1.00
0.24 192.79
1872.00
0.17
15.77
288.00
+D+0.750L+0.750S+0.5250E+H
1.300
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 It 1
0.425 0.226
1.60
1.300
1.00
1.00
1.00
1.00 1.00
1.00 795.27
1872.00
0.72
65.04
288.00
+0.60D+0.70E+H
1.300
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.062 0.033
1.60
1.300
1.00
1.00
1.00
1.00 1.00
0.15 115.68
1872.00
0.10
9.46
288.00
Overall Maximum Deflections
Load Combination
Span Max. V Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L+H
1 0.0692
2.266 0.0000 0.000
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimurn
1.116
1.116
Overall MINimum
0.900
0.900
+D+H
0.216
0.216
+D+L+H
1.116
1.116
+D+Lr+H
0.216
0.216
+D+S+H
0.216
0.216
+D+0.750Lr+0.750L+H
0.891
0.891
+D+0.750L+0.750S+H
0.891
0.891
+DA.60W+H
0.216
0.216
+D+0.750Lr+0.750L+0.450W+H
0.891
0.891
+D+0.750L+0.750S+0.450W+H
0.891
0.891
+0.60D+0.60W+0.60H
0.130
0.130
+D+0.70E+0.60H
0.216
0.216
+D+0.750L+0.750S+0.5250E+H
0.891
0.891
+0.60D+0.70E+H
0.130
0.130
D Only
0.216
0.216
Lr Only
L Only
0.900
0.900
S Only
W Only
E Only
H Only
Title Block Line I
Project Title: 13
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using the "Settings" menu item
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Title Block Line 6
Printed: 18 MAR 2020, 6:23PM
steel column 18252- Hyundai SalesAddition Edmonds WATnginee�ng\Caiculations\OtheAl8252-Hyundai Sales Addltlon,ei:6
Lie. # : KW-06002489
Software wpyr�ht ENERCALC, INC. 1983-2020, Build: 12,20.2.24
ARW ENGINEERS
DESCRIPTION: Floor Column for Floor Infill
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Steel Section Name: HSS4x4xl/4 Overall Column Height 10 ft
Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade A500, Grade C, Fy = 50 ksi, Carbon Brace condition for deflection (buckling) along columns
Fy: Steel Yield 50.0 ksi X-X (width) axis:
E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis= 10 ft K = 1.0
Y-Y (depth) axis:
Unbraced Length forbuckling ABOUT X-XAxis = 10 ft, K = 1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included: 122.10 lbs * Dead Load Factor
AXIALLOADS...
Axial Load at 10.0 ft, Xecc = 2.0 in, D = 4.005, L = 24,781 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.8359 : 1
Maximum Load Reactions. .
Load Combination
+1.20D+1.60L
Top along X-X
Location of max.above base
9.933 ft
Bottom along X-X
At maximum location values are ...
Top along Y-Y
Pu
44.602 k
Bottom along Y-Y
0.9 * Pn
96.145 k
Mu-x
0.0 k-ft
Maximum Load Deflections ...
0.9 * Mn-x:
17.588 k-ft
Along Y-Y 0.0 in at
Mu-y
-7.360 k-ft
r load combination :
0.9 * Mn-y:
17.588 k-ft
Along X-X -0.2372 in at
for load combination : + D + L
PASS Maximum Shear Stress Ratio 0.02141 : 11
Load Combination +1.20D+1.60L
Location of max.above base 0.0 ft
At maximum location values are ...
Vu Applied 0.7409 k
Vn Phi: Allowable 34.611 k
Load Combination Results
Maximum Axial + Bending Stress Ratios
Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry
+1.40D
+1.20D+1,60L
+1.20D+L
+1.20D
+0.90D
+1.369D+L
+0.7312D
Maximum Reactions
Load Combination
0.083
PASS
9.93 ft
1.00
1.66
78.95
0.836
PASS
9.93 ft
1.00
1.66
78.95
0.557
PASS
9.93 ft
1.00
1.66
78.95
0.071
PASS
9.93 ft
1.00
1.66
78.95
0.053
PASS
9.93 ft
1.00
1.66
78.95
0.570
PASS
9.93 ft
1.00
1.66
78.95
0.043
PASS
9.93 ft
1.00
1.66
78.95
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction
@ Base @ Base @ Top @ Base @ Top
D Only 4.127 0.067 0.067
+D+L 28.908 0.480 0.480
+D+0.750L 22.713 0.377 0.377
+0.60D Z476 0.040 0.040
L Only 24.781 0.413 0.413
0.4798 k
0.4798 k
0.0 k
0.0 k
O.Oft above base
5.839ft above base
Maximum Shear Ratios
Stress Ratio Status Location
78.95
0.003
PASS
0.00 ft
78.95
0.021
PASS
0.00 ft
78.95
0.014
PASS
0.00 ft
78.95
0.002
PASS
0.00 ft
78.95
0.002
PASS
0.00 ft
78.95
0.015
PASS
0.00 ft
78.95
0.001
PASS
0.00 ft
Note: Only non -zero
reactions are listed.
Mx - End Moments k-ft My - End Moments
@ Base
@ Top
@ Base
@ Top
Tkle Block Line 1 Project Title: 14
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Title Block Line 6 Printed: 18 MAR 2020, 6:23PM
18252- Hyundai Sales Addition Edmonds WAEngineedng�CalculabonslOtheAI8252-HyurKtaI SalesAddition.ec13
Steel Column Software owftht ENERCALC, INC. 1983-2020, Build:12.20.2.24
DESCRIPTION: Floor Column for Floor Infill
Extreme Reactions
Axial Reaction
X-X Axis Reaction
k Y-Y Axis Reaction
Mx - End Moments k-ft My - End Moments
Item
Extreme Value
@ Base
@ Base @
Top
@ Base
@ Top
@ Base
@ Top @ Base @ Top
Axial @ Base
Maximum
28.908
0.480
0.480
Minimum
2.476
0.040
0.040
Reac6on, X-X Axis Base
Maximum
28.908
0.480
0.480
Minimum
2.476
0.040
0.040
Reaction, Y-Y Axis Base
Maximum
4.127
0.067
0.067
Minimum
4.127
0.067
0.067
Reaction, X-X Axis Top
Maximum
28.908
0.480
0.480
Minimum
2.476
0.040
0.040
Reaction, Y-Y Axis Top
Maximum
24.781
0.413
0.413
Minimum
4.127
0.067
0.067
Moment X-X Axis Base
Maximum
4.127
0.067
Minimum
4.127
0.067
Moment Y-Y Axis Base
Maximum
4.127
0.067
0.067
Minimum
4.127
0.067
0.067
Moment, X-X Axis Top
Maximum
4.127
0.067
0.067
Minimum
4.127
0.067
0.067
Moment, Y-Y Axis Top
Maximum
4.127
0.067
0.067
Minimum
4.127
0.067
0.067
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
D Only
-0.0330 in
5.839
It
0.000
in
0.000
It
+D+L
-0.2372 in
5.839
It
0.000
in
0.000
ft
+D.+0.750L
-0.1861 in
5.839
It
0.000
in
0.000
It
+0.60D
-0.0198 in
5.839
It
0.000
in
0.000
ft
L Only
-0.2042 in
5.839
It
0.000
in
0.000
It
Steel Section Properties HSS4x4xl/4
Depth
4.000 in
I xx
7.80 inA4
J
12.800 inA4
Design Thick
0.233 in
S xx
3.90 in A 3
Width
4.000 in
R xx
1.520 in
Wall Thick
0.250 in
zx
4.690 in A 3
Area
3.370 in A 2
1 yy
7.800 inA4
C
6.560 in A 3
Weight
12.210 plf
S yy
3.900 in A 3
R yy
1.520 in
Ycg 0.000 in
TRle Block Line 1
Project Title:
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Engineer:
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Title Block Line 6
Steel Column
18252 - Hyundai Sales Addibcon Edinw-di
Lic. #: KW-06002489
DESCRIPTION: Floor Column for Floor Infill
Sketches
C
0
+y
+X
Load 1
ih,
Pnnted: 18 MAR 2020, 6:23PM
atonslfteAl 8252-Hyundal Sales Addifion.ecI5
ENERCALC, INC. 1983-2020, Build:12.20.2.24
Title Block Line I
You can change this area
using the "Settings" menu item
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Steel Beam
Project Title: 16
Engineer:
Project ID:
Project Descr
Hyundai Sales Addition Edmonds
Printed: 16 MAR 2020, 8:51 AM
Software coDirriaht ENERCALC, INC.
DESCRIPTION: New Floor Girder w/ cantilever
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
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(0.33) L 625) D(O.33) L D(O.24) L(2�
i57 _;�(2.0625)
W12x26
W1 2x26
W12x26
Span = 4.0 ft I Span 16.0 ft JL Span = 4.0 ft
-F
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht NOT internally calculated and added
Load for Span Number 1
Uniform Load: D = 0.020, L = 0. 1250 ksf, Tributary Width 16.50 ft
Load for Span Number 2
Uniform Load : D = 0.020, L = & 1250 ksf, Tributary Width = 16.50 ft
Load for Span Number 3
Uniform Load : D = H150, L = 0.1250 ksf, Tributary Width = 16.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
un: i
Maximum Shear Stress Ratio
Section used for this span
W1 2x26
Section used for this span
Ma: Applied
58.030 k-ft
Va: Applied
Mn / Omega: Allowable
92.814 k-ft
Vn/Ornega: Allowable
Load Combination
+D+L+H
Load Combination
Location of maximum on span
8.000ft
Location of maximum on span
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.365 in Ratio=
Max Upward Transient Deflection -0.242 in Ratio=
Max Downward Total Deflection 0.427 in Ratio=
Max Upward Total Deflection -0.285 in Ratio=
Maximum Forces & Stresses for Load Combinations
Load Combination Max -Stress
Ratios
Segment Length Span #
M
___
V
Mmax +
Mmax -
115�11
___
Dsgn. L = 4.00 ft 1
0.028
0.048
-2.64
Dsgn. L = 16.00 ft 2
0.089
0.048
8.28
-2.64
Dsgn. L = 4.00 ft 3
0.021
0.017
-1.92
+D+L+H
Dsgn. L = 4.00 ft 1
0.206
0.342
-19.14
Dsgn. L = 16.00 it 2
0.625
0.342
58.03
-19.14
Dsgn. L = 4.00 ft 3
0.193
0.160
-17.92
+D+Lr+H
Dsgn. L = 4.00 ft 1
0.028
0.048
-2.64
Dsgn. L = 16.00 ft 2
0.089
0.048
8.28
-2.64
Dsgn. L = 4.00 ft 3
0.021
0.017
-1.92
+D+S+H
Dsgn. L = 4.00 ft 1
0.028
0.048
-2.64
Dsgn. L = 16,00 It 2
0.089
0.048
8.28
-2.64
525 360
397 >=360
449 >=240.
337 >=240,
'Ipqirin r,
0.342 : 1
W1 2x26
19.216 k
56.120 k
+D+L+H
4.000 ft
Span # 1
Summary of Moment Values
Summary of Shear Values
Ma Max
Mnx
Mnx/Omega Cb Rm
Va Max
Vnx
Vnx/Omega
2.64
155.00
92.81
1.00 1.00
2.69
84.18
56.12
8.28
155,00
92.81
1.00 1.00
2.69
84.18
56.12
1.92
155,00
92.81
1.00 1.00
0.96
84.18
56.12
19.14
155,00
92.81
1.00 1.00
19.22
84.18
56.12
58.03
155.00
92.81
1.00 1.00
19.22
84.18
56.12
17.92
155.00
92.81
1.00 1.00
8.96
8418
56.12
2.64
155.00
92.81
1.00 1.00
2.69
84.18
56.12
8.28
155.00
92.81
1.00 1.00
2.69
84.18
56.12
1.92
155.00
92.81
1.00 1.00
0.96
84.18
56.12
2.64
155.00
92.81
1.00 1.00
2.69
84.18
56.12
8.28
155.00
92.81
1.00 1.00
2.69
84.18
56.12
Tkle Block Line 1
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Title Block Line 6
Steel Beam
DESCRIPTION: New Floor Girder w/ cantilever
Load Combination
Max Stress
Ratios
Segment Length Span #
M
V
Dsgn. L = 4.00 ft
3
0.021
0.017
+D+0.75OLr+0.750L+H
Dsgn. L = 4.00 ft
1
0,162
0.269
Dsgn. L = 16.00 It
2
0.491
0.269
Dsgn. L = 4.00 ft
3
0.150
0.124
+D+0.750L+0.750S+H
Dsgn. L = 4.00 ft
1
0.162
0.269
Dsgn. L = 16.00 ft
2
0.491
0.269
Dsgn. L = 4.00 ft
3
0.150
0.124
+D+0.60W+H
Dsgn. L = 4.00 ft
1
0.028
0.048
Dsgn. L = 16.00 ft
2
0.089
0.048
Dsgn. L = 4.00 ft
3
0.021
0.017
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 4.00 ft
1
0.162
0.269
Dsgn. L = 16.00 ft
2
0.491
0.269
Dsgn. L = 4.00 ft
3
0.150
0.124
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 4.00 ft
1
0.162
0.269
Dsgn. L = 16.00 ft
2
0.491
0.269
Dsgn. L = 4.00 ft
3
0.150
0.124
+0.60D+0.60W+0.60H
Dsgn. L = 4.00 ft
1
0.017
0.029
Dsgn. L = 16.00 It
2
0.054
U29
Dsgn. L = 4.00 ft
3
0.012
0�010
+D+0.70E+0.60H
Dsgn. L = 4.00 ft
1
0.028
0.048
Dsgn. L = 16.00 It
2
0.089
0.048
Dsgn. L = 4.00 ft
3
0.021
U17
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 4.00 ft
1
0.162
0.269
Dsgn. L = 16.00 ft
2
0.491
U69
Dsgn. L = 4.00 ft
3
0.150
0.124
+0.60D+0.70E+H
Dsgn. L = 4.00 ft
1
0.017
U29
Dsgn. L = 16.00 ft
2
0.054
0.029
Dsgn. L = 4.00 ft
3
0.012
0.010
Overall Maximum Deflections
Project Title
Engineer:
Project ID:
Project Descr:
18252 - Hyundai Sales Addition
17
Printed: 16 MAR 2020, 8:51 AM
,180--Hyundai Sales Addltlon.ecI3
JNC. 1983-2020, Build:12.20.2.24 .
Summary of Moment Values
Summary of Shear Values
Mmax +
Mmax -
Ma Max
Mnx
Mnx/Omega Cb Rm
Va Max
Vnx
Vnx/Omega
-1.92
1.92
155.00
92.81
1.00 1.00
0.96
84.18
56.12
-15.02
15.02
155.00
92.81
1.00 1.00
15.08
84.18
56.12
45.59
-15.02
45.59
155.00
92.81
1.00 1.00
15.08
84.18
56.12
-13.92
13.92
155.00
92.81
1.00 1.00
6.96
84.18
56.12
-15.02
15.02
155.00
92.81
1.00 1.00
15.08
84.18
56.12
45.59
-15.02
45.59
155.00
92.81
1.00 1.00
15.08
84.18
56.12
-13.92
13.92
155.00
92.81
1.00 1.00
6.96
84.18
56.12
-2.64
2.64
155.00
92.81
1.00 1.00
2.69
84.18
56.12
8.28
-2.64
8.28
155.00
92.81
1.00 1.00
2.69
84.18
56.12
-1.92
1.92
155.00
92.81
1.00 1.00
0.96
84.18
56.12
-15.02
15.02
155.00
92.81
1.00 1.00
15.08
84.18
56.12
45.59
-15.02
45.59
155.00
92.81
1.00 1.00
15.08
84.18
56.12
-13.92
13.92
155.00
92.81
1.00 1.00
6.96
84.18
56.12
-15.02
15.02
155,00
92.81
1.00 1.00
15.08
84.18
56.12
45.59
-15.02
45.59
155.00
92.81
1.00 1.00
15.08
84.18
56.12
-13.92
13.92
155.00
92.81
1.00 1.00
6.96
84.18
56.12
-1.58
1.58
155.00
92.81
1.00 1.00
1.61
84.18
56.12
4.97
-1.58
4.97
155.00
92.81
1.00 1.00
1.61
84.18
56.12
-1.15
1.15
155.00
92.81
1.00 1.00
0.58
84.18
56.12
-2.64
2.64
155.00
92.81
1.00 1.00
2.69
84.18
56.12
8.28
-2.64
8.28
155.00
92.81
1.00 1.00
2.69
84.18
56.12
-1.92
1.92
155.00
92.81
1.00 1.00
0.96
84.18
56.12
-15.02
15.02
155.00
92.81
1.00 1.00
15.08
84.18
56.12
45.59
-15.02
45.59
155.00
92.81
1.00 1.00
15.08
84.18
56.12
-13.92
13.92
155.00
92.81
1.00 1.00
&96
84.18
56.12
-1.58
1.58
155.00
92.81
1.00 1.00
1.61
84.18
56.12
4.97
-1.58
4.97
155.00
92.81
1.00 1.00
1�61
84.18
56.12
-1.15
1.15
155.00
92.81
1.00 1.00
0.58
84.18
56.12
Load Combination
Span
Max. "-" Defi
Location in Span Load Combination
1
0.0000
0.000 +D+L+H
+D+L+H
2
0.4272
8.107
3
0.0000
8.107 +D+L+H
Vertical Reactions
Support notation Far left is #1
Load Combination
Supportl
Support 2
Support 3 Support 4
Overall MAXimurn
28.786
28.024
Overall MINimurn
2.403
2.133
+D+H
4.005
3.555
+D+L+H
28.786
28.024
+D+Lr+H
4.005
3.555
+D+S+H
4.005
3.555
+D+0.75OLr+0.750L+H
22.591
21.907
+D+0.750L.+0.750S+H
22.591
21.907
+D+0.60W+H
4.005
3.555
+D+0.750Lr+0.750L+0.450W+H
22.591
21.907
+D+0.750L+0.750S+0.450W+H
22.591
21.907
+0.60D+0.60W+0.60H
2.403
2.133
+D+0.70E40.60H
4.005
3.555
+D+0.750L+0.750S+0.5250E+H
22.591
21.907
+0.60D+0.70E+H
2.403
2.133
D Only
4.005
3.555
Lr Only
L Only
24.781
24.469
S Only
W Only
E Only
Max. "+" Defl
-0.2795
0.0000
-0.2849
Values in KIPS
Location in Span
0.000
0.000
4.000
Title Block Line 1 Project Title: 18
You can change this area Engineer:
using the "Settings" menu item Project ID:
and then using the "Printing & Project Descr:
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Title Block Line 6 Printed: 16 MAR 2020, 8:51AM
18252 -Hyundai Sales Addition Edmonds WAIEnginL-edngkCalculMions�OtheAI8252-HyundaI Sales Add'ifion.eo6
Steel Beam Software oopyrtht ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
Lic. # : KW-06002489 ARW ENGINEEN
DESCRIPTION: New Floor Girder w/ cantilever
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support I Support 2 Support 3 Support 4
TAtle Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Project Title: 19
Engineer:
Project ID:
Project Descr:
Title Block Line 6 Printed: 16 MAR 2020, 8:52AM
[steel Beam 18252 - Hyundai Sales Addition Edmonds WA\EngineehN\Cal�ulations\OtheAl8252-Hyundai Sales Adcfition.ecI3 0
Software copAht ENERCALC, INC. 1983-2020, Build:12.20.2.24 . I
DESCRIPTION: NewFloorGircler
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling
Bending Axis : Major Axis Bending
D (0. 17) L(1. 062 5)
W12x26
Span = WO ft
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 weiqht NOT internally calculated and added
Uniform Load : D = 0.020, L = 0. 1250 ksf, Tributary Width = 8.50 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.425, 1 Maximum Shear Stress
Ratio
0.176 : 1
Section used for this span
W1 2x26
Section used for this span
W1 2x26
Ma: Applied
39.440 k-ft
Va: Applied
9.860 k
Mn / Omega: Allowable
92.814 k-ft
Vn/Omega:
Allowable
56,120 k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
8.000ft
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
0.266 in Ratio =
721 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.309 in Ratio =
622 >=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress
Ratios
Summary of Moment Values
Summ avy of Shear Values
Segment Length Span # M_
Mmax - Mmax -
Me Max - MnX_ Mnx/6mega
U Om
V I a Max
Vnx Vnx/Omega
,b-H
Dsgn. L = 16.00 it 1 0.059
0.024
5.44
5.44 155.00
92.81
1.00 1.00
1.36
84.18
56.12
+D+L+H
Dsgn. L = 16.00 ft 1 0.425
0.176
39.44
39.44 155.00
92.81
1.00 1.00
9.86
84.18
56.12
+D+Lr+H
Dsgn. L = 16.00 ft 1 0.059
0.024
5.44
5.44 155.00
92.81
1Z 1.00
1.36
84.18
56.12
+D+S+H
Dsgn. L = 16.00 It 1 0.059
0.024
5.44
5.44 155.00
92.81
1.00 1.00
1.36
84.18
56.12
+D+0.750Lr4O.750L+H
Dsgn. L = 16.00 ft 1 0.333
0.138
30.94
30.94 155.00
92.81
1.00 1.00
7.74
84.18
56.12
+D+0.750L+0.750S+H
Dsgn. L = 16.00 It 1 0.333
0.138
30.94
30.94 155.00
92.81
1Z 1.00
7.74
84.18
56.12
+D+0.60W+H
Dsgn. L = 16.00 ft 1 0.059
0.024
5.44
5.44 155.00
92.81
1.00 1.00
1.36
84.18
56.12
+0+0.750Lr+0.750L+0.450W+H
Dsgn. L = 16.00 ft 1 0.333
0.138
30.94
30.94 155.00
92.81
1.00 1.00
7.74
84.18
56.12
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 16.00 ft 1 0.333
0.138
30.94
30-94 155.00
92.81
1.00 1.00
7.74
84.18
56.12
+0.60D+0.60W+0,60H
Dsgn. L = 16.00 ft 1 0.035
0.015
3.26
3.26 155.00
92.81
1.00 1.00
0.82
84.18
56.12
+D+0.70E+0.60H
Dsgn. L = 16.00 ft 1 OZ9
0.024
5.44
5.44 155.00
92.81
1.00 1.00
1.36
84.18
56.12
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 16.00 it 1 0.333
0.138
30.94
30.94 '155.00
92.81
1.00 1.00
7.74
84.18
56.12
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Printed: 16 MAR 2020, 8:52AM
Steel Beam
18252 - Hyundai Sales Addition Edrronds WATngineedng\CaWationsk0theAl8252-HyundaI Sales Addifion.ec6
Lic. #: KW-06002489
Software oopAht ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
ARW ENGINEERS
DESCRIPTION: New Floor Girder
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 C� km Va Max Vnx Vnx/Omega
+6.-60D+0.70E+H
Dsgn. L = 16.00 It 1 0,035 0.015
3.26 3.26 155.00 92.81 1.00 1.00 0.82 84.18 56.12
Overall Maximum Deflections
Load Combination
Span
Max. '-' Defi
Location in Span Load Combination Max. "+" Defi Location in Span
+D+L+H
1
0.3086
8.046 0.0000 0.000
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
9.860
9.860
Overall MINimurn
0.816
0.816
+D+H
1.360
1.360
+D+L+H
9.860
9.860
+D+Lr+H
1.360
1.360
+D*S+H
1.360
1.360
+D+0.750Lr+0.750L+H
7.735
7.735
+D+0.750L+0.750S+H
7.735
7.735
+D+0.60W+H
1.360
1.360
+D+0.75OLr+0.750L+0.450W+H
7.735
T735
+D+0.750L40.750S+0.450W+H
7.735
7.735
+0.60D+0.6OW40.60H
0.816
0.816
+D+0.70E+0.60H
1.360
1.360
+D40.750L40.750S+0.5250E+H
7.735
7.735
+0.60D+0.70E+H
0,816
0.816
D Only
1.360
1.360
Lr Only
L Only
8.500
8.500
S Only
W Only
E Only
H Only
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Project Title: 21
Engineer:
Project ID:
Project Descr:
Title Block Line b Printed:- 9 MAR 2020, 2:26PM
Wood Beam 18252 - Hyundai Sales Addition Edmonds WA\Erigineedng\Calculations\OtheAl8252-Hyundai Sales Addition.ec6
Software 000yriQht ENERCALC, INC. 1983-2020. Build:12.20.1.31
DESCRIPTION: Ex. South Floor Joist
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination ASCE 7-16 Fb -
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
900 psi
E: Modulus of Elasticity
900 psi
Ebend-xx 1600 ksi
1350 psi
Eminbend - xx 580 ksi
625 psi
180 psi
575 psi
Density 31.21 pcf
Repetitive Member Stress Increase
f I D(O.01999� Q0.06665) 7- 1 0 D(O.01999� L(O.06665)
2x12
Span = 11.0 ft
Applied Loads
Load for Span Number 1
Uniform Load: D = 0,0150, L = 0.050 ksf, Tributary Width = 1.333 ft, (Ex. Office)
Load for Span Number 2
Uniform Load: D = 0.0150, L = 0.050 ksf, Tributary Width = 1.333 ft, (Ex. Office)
DESIGN SUMMARY
2x1 2
Span = 11.0 ft
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio 0.480 1 Maximum Shear Stress Ratio
Section used for this span 2x1 2 Section used for this span
497.02 psi
1,035.00psi
Load Combination
+D+L+H
Location of maximum on span
1 1.000ft
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.032 in Ratio -
Max Upward Transient Deflection
0.000 in Ratio -
Max Downward Total Deflection
0.042 in Ratio=
Max Upward Total Deflection
0.000 in Ratio=
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Rafios
Load Combination
Location of maximum on span
Span # where maximum occurs
4071 >=360
0 <360
3132 >=240
0 <240
Moment Values
Segment Length
Span #
M
V
C d
C FN
C i
Cr
Cm
C t
C L
M
Fb
0.00
Length = 11.0 It
1
0.123
0.065
0.90
1.000
1.00
1.15
1.00
1.00
1.00
0.30
114.70
931.50
Length = 11.0 ft
2
0.123
0.065
0.90
1.000
1.00
1A5
1.00
1.00
1.00
0.30
114.70
931.50
40+L+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
Length = 11.0 ft
1
0.480
0.255
1.00
1.000
1.00
1.15
1.00
1.00
1.00
11.311
497.02
1035.00
Length = 11.0 ft
2
0.480
0.255
1.00
1.000
1.00
'1.15
1.00
1.00
1.00
1.31
497.02
1035.00
+D+Lr+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
Length = 11.0 ft
1
0.089
0.047
1,25
1.000
1.00
'1.15
1.00
1.00
1.00
0,30
114.70
1293.75
Length = 11.0 ft
2
0.089
0.047
1.25
1�000
1.00
1.15
1.00
1.00
1.00
0.30
114.70
1293.75
+D+S+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
Length = 11.0 ft
1
0.096
0.051
1�15
1.000
1.00
1.15
1.00
1.00
1.00
0,30
114.70
1190.25
7)t--,inn r
0.265 : 1
2x12
45.85 psi
180.00 psi
+D+L+H
11.000ft
Span # 1
Shear Values
V
tv
Fv
0.00
0.00
0.00
0.12
10.58
162.00
0.12
10.58
162.00
0.00
0.00
0.00
0.52
45.85
180.00
0.52
45.85
180.00
0.00
0.00
0.00
0.12
10.58
225.00
0.12
10.58
225.00
0.00
0.00
0.00
012
10.58
207.00
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Wood Beam
DESCRIPTION: Ex. South Floor Joist
Load Combination Max Stress Ratios
Segment Length Span # M V
Project Title
Engineer:
Project ID:
Project Descr:
Software
22
Printed: 9 MAR 2020, 2:26PM
18252-Hyundai Sales Addition.eo6
INC. 1983-2020. Build:12.20.1.31
Shear Values
C d C FN C i Cr C m C t C L IM fb F'b V fv F'v
Length = 11.0 ft
2
0.096
0.051
1.15
1.000
1.00
1.15
1.00
1.00
1.00
+D+0.75OLr+0.750L+H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
1
0.310
0.165
1.25
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
2
0.310
OA65
1.25
1.000
1.00
1.15
1.00
1.00
1.00
+D+0.750L+0.750S+H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
1
0.337
0.179
1.15
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
2
0.337
OA79
1.15
1.000
1.00
1.15
1.00
1.00
1.00
+D+0.60W+H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
1
0.069
0.037
1.60
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
2
0.069
0.037
1�60
1.000
1.00
1.15
1.00
1.00
1.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
1
0.242
0.129
1.60
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
2
0.242
0,129
1 �60
1.000
1.00
1.15
1.00
1.00
1.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
1
0.242
0.129
1.60
1.000
1.00
1.15
1,00
1.00
1.00
Length = 11.0 ft
2
0.242
0.129
1.60
1.000
1.00
1.15
1.00
1.00
1.00
+0.60D4.60W+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
1
H42
0.022
1.60
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
2
0.042
0.022
1.60
1.000
1.00
1.15
1.00
1.00
1.00
+D+0.70E+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
1
0.069
0.037
1.60
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
2
0.069
0.037
1.60
1.000
1.00
1.15
1.00
1.00
1.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 It
11
0.242
0.129
1.60
1.000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 It
2
0.242
0.129
1.60
1.000
1.00
1.15
1.00
1.00
1.00
+0.60D+0.70E+H
1,000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 It
1
0.042
0.022
1.60
1,000
1.00
1.15
1.00
1.00
1.00
Length = 11.0 ft
2
0.042
0.022
1.60
1.000
1.00
1.15
1.00
1.00
1.00
Overall Maximum
Deflections
Load Combination
Span
Max. "-"
Defl
Locationin Span
Load Combination
+D+L+H
1
0.0421
4.670
+D+L+H
2
0.0417
6.391
Vertical Reactions
Support notation : Far left is #1
Moment Values
0.30
114.70
1190.25
0.12
10.58
207.00
0.00
0.00
0.00
0.00
1.06
401.44
1293.75
0.42
37.03
225.00
1.06
401.44
1293.75
0.42
37.03
225.00
0.00
0.00
0.00
0.00
1.06
401.44
1190.25
0.42
37.03
207.00
1.06
401.44
1190.25
0.42
37.03
207.00
0.00
0.00
0.00
0.00
0.30
114.70
1656.00
0.12
10.58
288.00
0.30
114.70
1656.00
0.12
10.58
288.00
0.00
0.00
0.00
0.00
1.06
401.44
1656.00
0.42
37.03
288.00
1.06
401.44
1656.00
0.42
37.03
288.00
0.00
0.00
0.00
0.00
1.06
401.44
1656.00
0.42
37.03
288.00
1.06
401.44
1656.00
0.42
37.03
288.00
0.00
0.00
0.00
0.00
0.18
68.82
1656.00
0.07
6.35
288.00
0.18
68.82
1656.00
OW
6.35
288,00
0.00
0.00
0.00
0.00
0.30
114.70
1656.00
0.12
10.58
288.00
0.30
114.70
1656.00
0.12
10.58
288.00
0.00
0.00
0.00
0.00
1.06
401.44
1656.00
0.42
37.03
288.00
1.06
401.44
1656.00
0.42
37.03
288.00
0.00
0.00
0.00
0.00
0.18
68.82
1656.00
0.07
6.35
288.00
0.18
68.82
1656.00
0.07
6.35
288.00
Max. W Defl Location in Span
0.0000 0.000
0.0000 0.000
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
0.357
1.191
0.357
Overall MINimum
0.275
0.916
0.275
+D+H
0.082
0.275
0.082
+D+L+H
0.357
1.191
0.357
+D+Lr+H
0.082
0.275
0,082
+D+S+H
0.082
0.275
0.082
+D+0.750Lr+0.750L+H
0.289
0.962
0.289
+D+0.750L+0.750S+H
0.289
0.962
0.289
+D+0.60W+H
0.082
0.275
0.082
+D+0.750Lr+0.750L+0.450W+H
0.289
0.962
0.289
+D+0.750L+0.750S+0.450W+H
0.289
0.962
0.289
+0.60D+0.60W+0,60H
0.049
0.165
0.049
+D+0.70E+0.60H
0.082
0.275
0.082
+D+0.750L+0.750S+0.5250E+H
0.289
0.962
0.289
460D+0.70E+H
0.049
0,165
0.049
D Only
0.082
0.275
0.082
Lr Only
L Only
0.275
0,916
0.275
S Only
W Only
E Only
H Only
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Title Block Line 6 Printed: 16 MAR 2020, 8:29AM
Steel Beam 18252 - Hyundai Sales Addkion Edrnonds WAXEr4meedrigICaimWdDnsXOtheAI8252-HyundaI Sales Additlon.ecI3
S&Nare copwiaht IENERGALC, INC. 19n2020. Build:12.20.2.24 .
DESCRIPTION: New Beam near Curved Floor Infill
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsionai buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
W14x22
Span = 30.0 ft
pplied Loadls
Beam self weiqht NOT internally calculated and added
Uniform Load: D = 0.0150, L = 0.050 ksf, Tributary Width = 4,0 ft
. ............. .. .... ................... ..... ........... . I ............. ... . .. .. ...
Service loads entered. Load Factors will be applied for calculations.
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.353'. 1 Maximum Shear Stress Ratio
O.Ou : i
Section used for this span
W14x22
Section used for this span
W14x22
Ma: Applied
29.250 k-ft
Va : Applied
3.90 k
Mn / Omega: Allowable
82.834 k-ft
Vn/Omega: Allowable
63.020 k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
15.000ft
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
0.634 in Ratio =
567 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.825 in Ratio =
436 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combinabon Max Stress
Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span #
M
V
Mmax + Mmax -
Ma Max Mnx Mnx/Ornega
bb -Rm
V-aMax
Vnx Vnx/Omega
+15-�H
-
Dsgn. L = 30.00 It 1
0.081
0.014
6.75
6.75 138.33 82.83
1.00 1.00
0.90
94.53
63.02
+D+L+H
Dsgn. L = 30.00 ft 1
0.353
0.062
29.25
29.25 138.33 82.83
1.00 1.00
3.90
94.53
63.02
+D+Lr+H
Dsgn. L = 30.00 ft 1
0.081
0.014
6.75
6.75 138.33 82.83
1.00 1.00
0.90
94.53
63.02
+D+S+H
Dsgn. L = 30.00 ft 1
0.081
0.014
6.75
6.75 138.33 82.83
1�00 1.00
0.90
94.53
63.02
+D+0.750Lr+0.750L+H
Dsgn. L = 30.00 ft 1
0.285
0.050
23.63
23.63 138.33 82.83
1.00 1.00
3.15
94.53
63.02
+D+0.750L+0.750S+H
Dsgn. L = 30.00 ft 1
0.285
0.050
23.63
23.63 138.33 82.83
1.00 1.00
3.15
94.53
63.02
+D+0.60W+H
Dsgn. L = 30.00 ft 1
0.081
0.014
6.75
6.75 138.33 82.83
1.00 1.00
0.90
94.53
63.02
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 30.00 ft 1
0.285
0.050
23.63
23.63 138.33 82A3
1.00 1.00
3.15
94.53
63.02
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 30.00 ft 1
0.285
0.050
23.63
23.63 13833 82.83
1.00 1.00
3.15
94.53
63.02
+0.60D+0.60W+0.60H
Dsgn. L = 30.00 ft 1
0.049
0.009
4.05
4.05 138.33 82.83
1.00 1.00
0.54
94.53
63.02
+D+0.70E+0.60H
Dsgn.L= 30.00ft 1
0.081
0.014
6.75
6.75 138.33 82.83
1.00 1.00
0.90
94.53
63.02
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 30,00 ft 1
0.285
0.050
23.63
23.63 138.33 82.83
1.00 1.00
3.15
94.53
63.02
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Steel Beam
Project Title:
Engineer:
Project ID:
Project Descr:
24
Printed: 16 MAR 2020, 8:29AM
08252-1-1yundai Sales Addition.ecEl
�, INC. 1983-2020,Build:12.20.2.24 .
DESCRIPTION: New Beam near Curved Floor Infill
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
D+0.70E+H
Dsgn. L = 30.00 ft 1 0.049 0,009 4.05 4.05 138.33 82.83 1.00 1.00 0.54 94.53 63.02
Overall Maximum Deflections
Load Combination
Span
Max. M Defi
Locafion in Span Load Combinabon Max. '+" Defi Location in Span
+D+L+H
1
0.8248
15.086 0.0000 0.000
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
3.900
3.900
Overall MINimum
0.540
0.540
+D+H
0.900
0.900
+D+L+H
3.900
3.900
+D+Lr+H
0.900
0.900
+D+S+H
0.900
0.900
+D+0.750Lr+0.750L+H
3.150
3.150
+D+0.750L+0.750S+H
3.150
3.150
+D+0.60W+H
0.900
0,900
+D+0.750Lr+0.750L+0.450W+H
3.150
3.150
+D+0.750L+0.75OS40.450W+H
3.150
3.150
+0.60D+0.60W+0.60H
0.540
0.540
+D+0.70E+0.60H
0.900
0.900
+D+0.750L+0.750S+0.5250E+H
3.150
3.150
+0.60D+0.70E+H
0.540
0.540
D Only
0.900
0.900
Lr Only
L Only
3,000
3.000
S Only
W Only
E Only
H Only
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Project Title:
Engineer.
Project ID:
Project Descr:
25
Printed: 9 MAR 2020, 2:27PM
Wood Beam 18252 - Hyundai Sales Addition Edmonds WA\EngiD*.hng\Ca�culathnsk0ther�18252-Hyundai Sales Addition.e6
Lic. # : KW-06002489
Software copyr�ht ENERGALC, INC. 1983-2020, Build:12.20.1.31
ARW ENGINEERS
DESCRIPTION: Ex. South Floor Joist -New Framing
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CEIC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb-
900.0 psi
Ebend-xx 1,600.Oksi
Fc - PrIl
1, 350. 0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No,2
Fv
180,0 psi
Ft
575.0 psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D(0,01999�. L(O.06665) D(O.01999N L(O.06665)
202
Span = 15.750 ft
2x12
Span = 6.250 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.0150, L = 0.050 ksf, Tributary
Width = 1.333 ft, (Ex. Office)
Load for Span Number 2
Uniform Load: D=0.0150, L = 0.050 ksf, Tributary
Width = 1,333 ft, (Ex. Office)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.749 1 Maximum Shear Stress Ratio
0.363 1
Section used for this span
2x12
Section used for this span
2x12
775.06psi
65.41 psi
1,035.00psi
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
15.750ft
Location of maximum on span
14.870 It
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.180 in Ratio=
1047 >=360
Max Upward Transient Deflection
-0.016 in Ratio=
4546 >=360
Max Downward Total Deflection
0.235 in Ratio=
805 >=240
Max Upward Total Deflection
-0.021 in Ratio=
3497 >=240
Maximum- Forces & Stresses Load Com.binations
-for
Load Combination Max Stress R atios
Moment Values
-
Segment Length Span # M V
C d C F/V C i Cr Cm
C t C L M fb
F'b
V
-ShearValues
fv Fv
+D+H
0.00
0.00
0.00 0.00
Length = 15.750 It 1 0,192 0.093
0.90 1.000 1.00 1.15 1.00
1.00 1.00 0.47 178.86
931.50
0.17
15.09 162.00
Length = 6.250 ft 2 0.192 0.093
0.90 1.000 1.00 1.15 1.00
1.00 1�00 0.47 178.86
931.50
0.12
15.09 162.00
+D+L+H
1.000 1.00 1.15 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 15.750 ft 1 0.749 0.363
1.00 1.000 1.00 1.15 1.00
1.00 1.00 2.04 775.06
1035�00
0.74
65.41 180.00
Length = 6.250 ft 2 0.749 0,363
1.00 1.000 1.00 1.15 1.00
1.00 1-00 2.04 775.06
1035.00
0.52
65.41 180.00
+D+Lr+H
1.000 1.00 1.15 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 15-750 ft 1 0.138 0.067
1,25 1.000 1.00 1.15 1.00
1-00 1.00 0.47 178.86
1293.75
0.17
15.09 225.00
Length = 6.250 ft 2 0.138 0.067
1,25 1.000 1.00 1.15 1.00
1.00 1.00 0.47 17&86
1293.75
0.12
15.09 225.00
+D+S+H
1.000 1.00 1.15 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 15.750 It 1 0.150 OW3
115 1.000 1.00 1.15 1.00
1.00 1.00 0.47 178.86
1190.25
0.17
15.09 207.00
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Wood Beam
Project Title: 26
Engineer:
Project ID:
Project Descr:
Printed: 9 MAR 2020, 2:27PM
Hyundai Sales AdUon Edmonds WA\Engineedng�Calculationsk0theAI8252-Hyundai Sales Additionec6
Software copyright ENERCALC, INC, 1983-2020, Build:12.20.1.31
DESCRIPTION:
Ex. South Floor Joist -New Framing
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span Al
M
V
C d
C F/V
C i
Cr
Cm
C t
CL
M
fb
Fb
V
tv
Fv
Length = 6.250 ft
2
0.150
0.073
1.15
1,000
1 Z
1.15
1.00
1.00
1 �00
0.47
178.86
1190.25
0.12
15.09
207.00
+D+0.750Lr+0.750L+H
1.000
1.00
1.15
1�00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 15.750 It
1
0.484
0.235
1.25
1.000
1.00
1.15
1.00
1.00
1 �00
1.65
626.01
1293.75
0.59
52.83
225.00
Length = 6.250 ft
2
0.484
0.235
1.25
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1293.75
0.42
52.83
225.00
+D+0.750L+0.750S+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 15.750 It
1
0.526
0.255
1.15
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1190.25
0.59
52.83
207.00
Length = 6.250 It
2
0.526
0.255
1.15
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626,01
1190.25
0.42
52.83
207.00
+D+0.60W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
Ho
0.00
Length = 15.750 ft
1
0.108
0.052
1.60
1.000
1.00
1.15
1 �00
1.00
1.00
0.47
178.86
1656.00
0.17
15.09
288.00
Length = 6.250 ft
2
0.108
0.052
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.47
178.86
1656.00
0.12
15.09
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 15.750 ft
1
0.378
0,183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.59
52.83
288.00
Length = 6.250 ft
2
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.42
52.83
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.15
1.00
1 �00
1.00
0.00
0.00
0.00
0.00
Length = 15.750 ft
1
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.59
52.83
288.00
Length = 6.250 ft
2
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.42
52.83
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 15.750 ft
1
0.065
0.031
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.28
107.32
1656.00
0.10
9.06
288.00
Length = 6.250 ft
2
0.065
0.031
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.28
107.32
1656.00
0.07
9.06
288.00
+D+0.70E+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 15.750 ft
1
0.108
0.052
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0,47
178.86
1656.00
0.17
15.09
288.00
Length = 6.250 ft
2
0.108
U52
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.47
178.86
1656.00
0.12
15.09
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 15.750 ft
1
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
O�59
52.83
288.00
Length = 6.250 It
2
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.42
52.83
288.00
+0.60D+0.70E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 15.750 It
1
0.065
0.031
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.28
107.32
1656.00
0.10
9.06
288.00
Length = 6.250 It
2
0.065
0.031
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.28
107.32
1656.00
0.07
9.06
288.00
Overall Maximum Deflections
Load Combination
Span Max. "-" Defi Location in Span
Load Combination
Max. '+" Defi Location in Span
+D+L+H
1 0.iS46__
7.127
0.0000 0.000
2 0.0000
7.127
+D+L+H
-0.0214 2.409
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load CombinalJon
Support 1
Support 2
Support 3
Overall MAXimurn
0.553
1.410
-0.056
Overall MINimurn
0.425
1.084
-0.013
+D+H
0.128
0.325
-0.013
+D+L+H
H53
1.410
-0.056
+D+Lr+H
0.128
0.325
-0.013
+D+S+H
0.128
0.325
-0.013
+D+0.75OLr+0.750L+H
0.446
1.139
-0.045
+D+0.750L+0.750S+H
0.446
1.139
-0.045
+D+0.60W+H
0.128
0.325
-0.013
+D+0.75OLr+0.750L+0.450W+H
0.446
1.139
-0.045
+D+0.750L+0.750S+0.450W+H
0.446
1.139
-0.045
+0.60D+0.60W+0,60H
0.077
0.195
-0.008
+D+0.70E+0.60H
0.128
0.325
-0.013
+D+0.750L+0.750S+0.5250E+H
0.446
1.139
-0.045
+0.60D+0.70E+H
0.077
0.195
-0.008
D Only
0.128
0.325
-0.013
Lr Only
L Only
0.425
1.084
-0.043
S Only
W Only
E Only
H Only
Title Block Line I Project Title: 27
You can change this area Engineer
using the "Settings" menu item Project ID:
and then using the "Printing & Project Descr:
Title Block" selection.
Wood Beam
18252 - Hyundai Sales Addition
DESCRIPTION: Ex. South Floor Joist -New Framing Cantilever
-CODE REFERENCES -
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
Load Combination ASCE 7-16
Fb -
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
Softare
Printed: 9 MAR 2020, 2:28PM
INC. 1983-2020, Build: 12.20.1.31 .
900.0 psi
E: Modulus of Elasticity
900.0 psi
Ebend-xx 1,600.Oksi
1,350.0 psi
Eminbend - xx 580.Oksi
625.0 psi
180.0 psi
575.0 psi
Density 31.210pcf
Repetitive Member Stress Increase
D(O.01999N L(O.06665) D,(0.0119995� L(O.06665)
2x12
Span = 15.750 ft
QAVA
Span = 6.250 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D = 0.0150, L = 0.050 ksf, Tributary Width = 1.333 ft, (Ex. Office)
Load for Span Number 2
Uniform Load: D = 0.0150, L = 0.050 ksf, Tributary Width = 1.333 ft, (Ex. Office)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.699 1
Maximum Shear Stress Ratio
0.352 :
1
Section used for this span
2xi 2
Section used for this span
2x12
723.28psi
63.43 psi
1,035.00psi
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
6.599ft
Location of maximum on span
14.870 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0.205 in
Ratio =
921 360
Max Upward Transient Deflection
-0.075 in
Ratio =
1988 >=360
Max Downward Total Deflection
0.267 in
Ratio =
708 >=240
Max Upward Total Deflection
-0.098 in
Ratio =
1528 240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M
V
C d
C F/V C i
Cr
Cm
C t C L M
Fb
V
tv
Fv
+D+H
0.00
0.00
0.00
0.00
Length = 15.750 ft 1 0.179
0.090
010
1.000 1.00
1.15
1.00
1.00 1.00 0.44 166.91
931.50
0.16
14.64
162.00
Length = 6.250 ft 2 0.159
0.090
0.90
1.000 1.00
1.15
1.00
1.00 1.00 0.39 148.11
931.50
0.11
14.64
162.00
+D+L+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 15.750 ft 1 0.699
0.352
1.00
1.000 1.00
1.15
1.00
1.00 1.00 1.91 723.28
1035.00
0.71
63.43
180.00
Length = 6.250 ft 2 H20
0,352
1.00
1.000 1.00
1.15
1.00
1.00 1.00 1.69 641.81
1035.00
0.46
63.43
180.00
+D+Lr+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 15.750 ft 1 0.129
0.065
Q5
1.000 1.00
1.15
1.00
1.00 1.00 0.44 166.91
1293.75
0.16
14.64
225.00
Length = 6.250 ft 2 0114
0.065
1.25
1.000 1.00
1.15
1.00
1.00 1.00 0.39 148.11
1293.75
0.11
14.64
225.00
+D+S+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 15.750 ft 1 0140
0.071
1.15
11.000 1.00
1.15
1.00
1.00 1.00 0.44 166.91
1190.25
0.16
14.64
207.00
Title Block Line 1
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Title Block Line 6
Wood Beam
Project Title:
Engineer:
Project I D:
Project Descr:
28
Printed: 9 MAR 2020, 2:28PM
18252 - Hyundai Sales Addition Edmonds WA\Engineedng\Calculations\Othe�18252-Hyundai Sales Addition.ec6
SoftwarecopyrightENERCALC, INC. 119D2020,8002.20.1.31
DESCRIPTION: Ex. South Floor Joist -New Framing Cantilever
Load Combination
Max Stress Ratios
Segment Length
Span #
M
V
Length = 6.250 ft
2
0.124
OW1
+D+0.750Lr+0.750L+H
Length = 15.750 It
1
0.452
0.228
Length = 6.250 ft
2
0.401
0.228
+D+0.750L+0.750S+H
Length = 15.750 ft
1
0.491
0.247
Length = 6.250 It
2
0.436
0.247
+D+0.60W+H
Length = 15.750 ft
1
0.101
0.051
Length = 6.250 Ift
2
0.089
0.051
+D+0.750Lr+0.750L+0.450W+H
Length = 15.750 It
1
0.353
0.178
Length = 6.250 ft
2
0.313
0.178
+D+0.750L+0.750S+0.450W+H
Length = 15.750 ft
1
0.353
0.178
Length = 6.250 ft
2
0.313
0.178
+0.60D+0.60W+0.60H
Length = 15.750 ft
11
0.060
0.030
Length = 6.250 ft
2
0.054
0.030
+D+0.70E+0.60H
Length = 15.750 ft
1
0.101
0.051
Length = 6.250 ft
2
0.089
U51
+D+0.750L+0.750S+0.5250E+H
Length = 15.750 ft
1
0.353
0.178
Length = 6.250 It
2
0313
0.178
+0.60D+0.70E+H
Length = 15,750 ft
1
0,060
0.030
Length = 6.250 It
2
U54
0.030
Overall Maximum Deflections
C d
C FN
C 1
Cr
C m
C t
C L
Moment Values
M fb
Fb
V
Shear Values
fv Fv
1.15
1.000
1.00
1.15
1.00
1.00
1.00
0.39
148.11
1190.25
0.11
14.64
207.00
1.000
1.00
1.15
1.00
1.00
1.00
0,00
0.00
0.00
0.00
1.25
1.000
1.00
1.15
1.00
1.00
1.00
1.54
584.19
1293.75
0.58
51.23
225.00
1.25
1,000
1.00
1.15
1.00
1.00
1.00
1.37
518.39
1293.75
0.37
51.23
225.00
1,000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.15
1.000
1.00
1.15
1.00
1.00
1.00
1.54
584.19
1190.25
0.58
51.23
207.00
1.15
1.000
1.00
1.15
1.00
1.00
1.00
1.37
518.39
1190.25
0.37
51.23
207.00
1.000
1.00
1.15
1.00
1.00
1.00
0,00
0.00
0.00
0.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.44
166.91
1656.00
0.16
14.64
288.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.39
148.11
1656.00
0.11
14.64
288.00
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.54
584.19
1656.00
0.58
51.23
288.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.37
518.39
1656.00
0.37
51.23
288.00
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.54
584.19
1656.00
0.58
51.23
288.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.37
518.39
1656.00
0.37
51.23
288.00
1.000
1.00
1.15
1.00
1.00
1�00
0.00
0.00
0.00
0.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.26
100.15
1656.00
0.10
8.78
288.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.23
88.87
1656.00
0.06
8.78
288.00
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1 �60
1.000
1.00
1.15
1.00
1.00
1.00
0.44
166.91
1656.00
0.16
14.64
288.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.39
148.11
1656.00
0.11
14.64
288.00
1.000
1.00
1.15
1.00
1.00
1.00
0.00
U0
0.00
0.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.54
584.19
1656.00
0,58
51.23
288.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.37
518.39
1656.00
0.37
51.23
288.00
11�000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1 �60
1.000
1.00
1.15
1.00
1.00
1.00
0.26
100.15
1656.00
0.10
8.78
288.00
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0,23
88,87
1656.00
0.06
8.78
288.00
Load Combination Span Max. Defi Locatio n in Span Load Combination Max. "+" Dell Locationin Span
+D+L+H 1 0 667 7.303 U000 0.6bo
2 0.0000 7.303 +D+L+H 40981 6.250
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2 Support 3
Overall MAXimum
0.575
1.331
Overall MINimum
0.442
1.024
+D+H
0.133
0.307
+D+L+H
0.575
1.331
+D+Lr+H
0.133
0.307
+D+S+H
0,133
0.307
+D+0.750Lr+0.750L+H
0.464
1.075
+D+0.750L+0.750S+H
0.464
1.075
+D+0.60W+H
0.133
0.307
+D+0.750Lr+0.750L+0.450W+H
0.464
1.075
+D+0.750L+0.750S+0.450W+H
0.464
1.075
+0.60D+0.60W+0.60H
0.080
0.184
+D+0.70E460H
0.133
0.307
+D+0.750L+0.750S+0.5250E+H
0.464
1.075
+0.60D+0.70E+H
0.080
0.184
D Only
0.133
0.307
Lr Only
L Only
0.442
1.024
S Only
W Only
E Only
H Only
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Steel Beam
Project Title:
Engineer:
Project ID:
Project Descr:
29
Printed: 16 MAR 2020, 12:50PM
�18252-Hywd,i S,I,Additl,,,.%6
,,INC. 1983-2020, Build:11 2.20.2.24 .
DESCRIPTION: Girder for Ex South Office Floor
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Y ield: 50.0 ksi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
I
VV8x28
Span = 19.0 ft
. ......... .... . .
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht NOT internally calculated and added
Uniform Load : D = 0.0150, L = 0,050 ksf, Tributary Width = 11.0 ft, (Office Floor)
DESIGN SUMMARY
11�911111111
Maximum Bending Stress Ratio
6.475 -. 1 Maximum . Shear Stres I s - Rati I o
0A46 : 1
Section used for this span
W8x28
Section used for this span
W8x28
Ma: Applied
32.264 k-ft
Va: Applied
6.793 k
Mn /Omega: Allowable
67.864 k-ft
Vn/Omega: Allowable
45.942 k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
9.500ft
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
0.570 in Ratio=
399 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0,741 in Ratio =
308 >=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
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
+D+H
Dsgn. L = 19.00 ft 1
0.110
0.034
7.45
7.45 113.33 67.86
1.00 1.00
1.57
68.91
45.94
+D+L+H
Dsgn. L = 19.00 It 1
0.475
0.148
32.26
32.26 113.33 67.86
1.00 1.00
6.79
68.91
45.94
+D+Lr+H
Dsgn. L = 19.00 It 1
0,110
0,034
7.45
7.45 113.33 67.86
1.00 1.00
1,57
68.91
45.94
+D+S+H
Dsgn. L = 19.00 It 1
0.110
0.034
7.45
7.45 113.33 67.86
1.00 1.00
1.57
68.91
45.94
+D+0.75OLr+0.750L+H
Dsgn. L = 19.00 ft 1
0.384
0.119
26.06
26.06 113.33 67.86
1.00 1.00
5.49
68.91
45.94
+D+0.750L+0.750S+H
Dsgn. L = 19.00 It 1
0.384
0.119
26.06
26.06 113.33 67.86
1.00 1.00
5.49
68.91
45.94
+D+0.60W+H
Dsgn. L = 19.00 It 1
0.110
0.034
7.45
7.45 113.33 67.86
1.00 1.00
1.57
68.91
45.94
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 19.00ft 1
0.384
0.119
26.06
26.06 113.33 67.86
1.00 1.00
5.49
68.91
45.94
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 19.00ft 1
0.384
0.119
26.06
26.06 113.33 67.86
1.00 1.00
5.49
68.91
45.94
+0.60D+0.60W+0.60H
Dsgn.L= 19.00ft 1
0.066
0.020
4.47
4.47 113.33 67.86
1.00 1.00
0.94
68.91
45.94
+D+0.70E+0.60H
Dsgn.L= 19.00ft 1
0110
0.034
7.45
7.45 113.33 67.86
1.00 1.00
1.57
68.91
45.94
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 19.00 it 1
0.384
0.119
26.06
26.06 113.33 67.86
1.00 1.00
5.49
68.91
45.94
Title Block Line 1 Project Title: 30
You can change this area Engineer:
using the"Settings" menu item Project ID:
and then using the "Printing & Project Descr:
Title Block" selection.
Title Block Line 6 Printed: 16 MAR 2020, 12:50PM
Steel Beam 18252- Hyundai Sales Addition Edmonds WA�Engineedng\Calculations\Other\18252-Hyundai Sales Additlon.ec6
Software Copyright ENERCALC, INC. 1983-2020, Buitd:12.20.2.24 .
Lic. # : KW-06002489 ARW ENGINEERZ
DESCRIPTION: Girder for Ex South Office Floor
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
+0.60D+0.70E+H
Dsgn. L = 19.00 It 1
0.066
0.020
4.47 4.47 113.33 67.86 1.00
1.00 0.94
68.91 45.94
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl
Location in Span Load Combination
Max. "+" Defl
Location in Span
+D+L+H
1
0.7411
9.554
0.0000
0.000
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination
Support I
Support 2
Overall MAXimurn
6.793
6.793
Overall MINimurn
0.941
0.941
+D+H
1.568
1.568
+D+L+H
6.793
6.793
+D+Lr+H
1.568
1.568
+D+S+H
1.568
1.568
+D+0.75OLr+0.750L+H
5.486
5.486
+D+0.750L+0.750S+H
5.486
5.486
+D+0.60W+H
1.568
1.568
+D+0.750Lr+0.750L+0,450W+H
5.486
5.486
+D+0.750L+0.750S+0,450W+H
5.486
5.486
+0.60D+0.60W+0.60H
0.941
0.941
+D+0.70E+0.60H
1.568
1.568
+D+0.750L+0.750S+0,5250E+H
5.486
5.486
+0.60D+0.70E+H
0.941
0.941
D Only
1.568
1.568
Lr Only
L Only
5.225
5.225
S Only
W Only
E Only
H Only
9FORTE'CM
MEMBER REPORT
Storage Floor, Single Span
1 piece(s) 117/8" TH@ 560 @ 12" OC
Overall Length: 17' 3"
0
16'8"
[a]
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
F2]
Design Results
ACtUal 0 LoCat6on
Allowed
ReStdt
LDIF
Lead: Combination (Pattern)
Member Reaction (lbs)
1236 @ 2 1/2"
1396 (2.25")
Passed (88%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (lbs)
1208 @ 3 1/2"
2050
Passed (59%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
5136 @ 8' 7 1/2"
9500
Passed (54%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.389 @ 8' 7 1/2'
0.561
Passed (L/519)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.451 @ 8' 7 1/2"
0.842
Passed (L/447)
1.0 D + 1.0 L (All Spans)
T)-Pro— Rating
57
Any
IPassed
Deflection criteria: LL (1-1360) and TIL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 7' 9" o/c based on loads applied, unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 1" o/c based on loads applied, unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis is based an composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that Is glued and nailed down.
Additional considerations for the TI-Pro'" Rating Include: None.
Supports
Searing Laillith
Loads to Supports (lbs)
A=MOFIW
TOW
Available
Required
Dead
lFloorlUve
Total
I - Stud wall - SPF
3.50"
2.25"
1.75
173
1078
1251
1 1/4" Rim Board
2 - Stud wall - SPF
3.5V
2,25"
1 1.75-
173
1078
1251
1 1/4" Rim Board
- mm owro is assurneu to carry aii ioacis appineo oirecuy aoove it, uypa5sing me memoer oeing oesignea.
Vertical Load
Location (SlIde)
Spadng
Dead
(0.90)
FhW Live
(1-00)
Comments
1 - Uniform (PSF)
0 to 17' 3"
12"
20.0
125.0
Storage Load
3PASSED
0
System : Floor
Member Type : Joist
Building Use : Commercial
Building Code : IBC 2015
Design Methodology : ASD
We"rhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.conVwoodproductsidocument-library.
The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWES Software Operator
3/19/2020 12:33:00 AM UTC
ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0
A
WcTerhaeuscr File Name: 18252-Hyundai Service Center
Page 2 / 3
Job Notes
_
Jordan Clark
ARW Engineers
(801) 782-6008
jordanc@arwengineers.com
. igFORTETM
0
Fil
MEMBER REPORT
Storage Floor, LVL End Beam
2 piece(s) 13/4" x 117/8" 2.OE Microllanrl LVL @ 12" OC
overall Length: 17'T' - -
17'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
[2]
Design Results
ACtUal 0 Loication
Alkwind
Resuill
LDIF
LoDd: Comblination (Pattim)
Member Reaction (lbs)
2210 @ 3 1/2"
3938 (1.50")
Passed (56%)
-_
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1953 @ 1' 3 3/8'
7897
Passed (25%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)
9393 @ 8'9 1/2"
18562
Passed (51%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.389 @ 8'9 1/2"
0.567
Passed (L/525)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.505 @ 8'9 1/2"
1 0.850
1 Passed (L/404)
1.0 D + 1.0 L (All Spans)
TI-Prol" Rating
62
1 Any
I Passed
Deflection criteria: LL (L/360) and T. (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 15' 8" o/c based on loads applied, unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' o/c based on loads applied, unless detailed otherwise.
A 4% increase In the moment capacity has been added to account for repetitive member usage.
A structural analysis of the deck has not been performed.
Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down.
Additional considerations for the TJ-Pro'" Rating include: None.
Supports
Bearing Lenth
Lobft to, Supparb Qbx)
ACC—rl-
TOW
Available
Required
De*d
FloorlUve
Tobil
I - Hanger on Single 2X DF plate
3.50"
Hanger'
1.50"
528
1758
2286
See note
2 - Hanger on Single 2X DF plate
3.50"
Hanger'
1 1.50"
528
1758
2286
See note
At nanger supporc5, me i otal bearing cimension is equai to me wiaut or me materiai mat is supporting the hanger
I See Connector grid below for additional Information and/or requirements.
3PASSED
System : Floor
Member Type : Joist
Building Use : Commercial
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Sent Length
Top Fa
Face Fasterm"
Mernbcir Fasteners
Acomes
I - Top Mount Hanger
THA426
1.78"
4-10dxl.5
2-16d
5-16d
2 - Top Mount Hanger
THA426
1.78"
4-10dxl.5
2-16d
5-16d
Dead
Floor Lift
Vertical Load
Locatilm (Side)
Spelling
(0.90)
(1.00)
Conwrients
I - Uniform (PLF)
0 to 17' 7"
N/A
60.0
200.0
Default Commercial
Load
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any otherwarranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested In accordance with applirable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodprc>ducts/document-library.
The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator
ForteWEB Software Oper-ator
3/19/2020 12:33:00 AM LITC
ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0
A
Wcycrhacuser File Name: 18252-Hyundai Service Center
Page 3 / 3
Job Notes
Jordan Clark
ARW Engineers
(801) 782-6008
jordanc@arwengineers.com
33
nxl�
18-M-20
Wood Stud Design Based on IBC 2015 & 2015 NDS
634 PM
ENGINEERS Version Date: August 22. 2018
JOB TITLE: Hyundai Sales Additior JOB #:
18252
WALL LOCATION: North Office ENGINEER:
JBC
This program vvill design a wood stunfircolumn based upon the compression and uniaxial bending interaction equation of the 2015 NDS Section 154 and the IBC 2015.
APPLIED VERTICA WALL 'EIII " '
'o
UNIFORM SNOW. 0 pit SELF WEIGHT: 0 "1
UNIFORM LIVE: L50 pit FINISHES WEIGHT: 2 "1
UNIFORM DEAD: 195 PH S.: �..;14Z 9
DESIGN ROOF SNOW LOAD: 0 psi
BUILDING ELEVATION: 353 ft. APPLIED LA E---
ALLOWABLE $OIL BEARING: 4000 psi W11NO [W).: 0 psi COP Deflection Limit
V
S S."
EISMIC (E): 4.1 psi
IF YOU ARE DESIGNING ANYTHING OTHER THAN STUDS, Ir. TRIMMERS. KING STUDS. OR COLUMNS MARK THIS CELL WITH AN'X
STUD REQUIRED FOOTING WIDTH: 2.0 ft (Footing sized for beating only
��FIRISTIC
STUD SIZE
trim.) din.)
STUD SIZE (actual x SPACED ATr--16--Jinch.s ..c.
STUD LENGTH ft ECCENTRICITY inches (at top of wall:
MATERIAL PROPERTIES
WALLSTUDS BOTTOM PLATE
Material: Material: I OF No. 2
F. 900 psI f, = 230 psi
FI 1350 psi F.,r;= 625 psi
E - 580,000 psi E= 1.600.000 psi
ANALYSI E= 600,000 psi
bending CIF Zc8-11.2, 4x4-1.5) Verify with table 4A - Not for engineered lumlb�
�2,,4-1.5,2x6-1.3,
co.P. CF ZK4_1 15. 24-1.1. 2x&1.05. 04-1.15) veritv with table 4A - Not for encineered lumb,
un upp:n : :ng , .1
lu,10, 34.29
in.
un:upp rt: ngth, .
ko/d 6.00
in.
unbraced length. .1
206.10
unbraced length. o
24.05
bending C�
Load Combs.)
Wind bending C,
:Gravity
Only for Combs. Including Wind)
Load Combination#11
D L
(formula 16-9)
C,=
1.15
FIE
C.
1
C,
Fb�
1553 psi
F�
R.
17.9
S.
1.
230 pal
F,'
Load at Be-
965 pit
C.S.R -
Load Combination V,
D-S
(formula IS
Tol
C,=
IAS
FIE =
CH
0�9
CL =
F.-
1397 psi
le� -
R.
17.9
a, =
11
65 psi
F,' .
Load at Base=
3`15 pit
C.S.R -
Land C.mbin,V., 02
0 01�751. 0 758
(formula `16-11)
C,
115
F. -
C,
0.9
CL Ir
Fo.
1397 psi
F.- -
Re
17.9
S'.
199 psi
F.-
Load at Bes-
803 PH
C.S.R -
Load Combination 04
0 0 6W
(formula 16-12)
C,=
1.5
F,.
Ca
1.6
C,
Fo�
3240 psi
F�
R.
17.9
S.
k
65 psi
F,-
Load at Base=
105 PH
C.S.Ft -
Load Combination 4.1
0 0 7E
(formula lr�12)
C,=
1.15
FIE =
Ca
1.6
C, =
Fo-
2484 psi
F�
R.
17.9
S.
k
65 psi
FI-
Load at Base=
195 PH
C.S.R -
Load Combination PE
0 0.75L 0 75S - 0 45W
(formula 16-13)
C,=
1.5
FIE I;
C.=
1.6
C, I;
Fs� =
3240 psi
F,- =
R.=
WA
S, =
1, =
189 psi
F.- =
Load at Bese,
803 pit
C.S.R -
Load Combination #7
D 0 75L OS - 0 75*0 TE
(formula 16-13)
C,=
115
FoE =
C.
1.6
CL =
Fe-
2494 psi
F� =
R.
17.9
S, =
I�
189 psi
FI- =
Load at Ba-
803 pff
C.S.R
based on NOS equation 15.4-1:
unsupported length. a k.2
unb-ad length, ., 120.0 d,
unbraced length, .2 12.0 dI
War � 34.29
Wd2 = 6.00
2171
fb=
0.0 psi
1.000
Fr- =
1553 psi
1553 psi
FIE =
406 psi
3.1 in'
K,=
381 psi
C. =
0.245
0.696
2171
1. =
0.0 psi'
1.00D
F,- =
1397 psi
1397 psi
FIE =
406 psi
3.1 In'
K, =
378 psi
Cot:
0.270
0.078
2171
0A psi
1.000
FI-
1397 psi
1397 psi
FIE
406 psi
3.1 In'
N
378 psi
Cos
0.270 In
0.489
COP
2171
1,
0.0 psi
Deflection
I
F,-
2464 psi
0.42W
3240 psi
FIE
406 psi
0.00,
3.1 1"
K,
*DIVIG!
391 psi
C,=
0. 157 in
0.049
OOP
2171
185.2 psi
Oeflection
I
F.-
2484 psi
03E
2484 psi
FIE
406 per
0.10*
3.1 In'
K,=
U1210
391 psi
C,=
0.157 in
0.144
COP
2171
to=
00 psi
Deflection
I
F,- =
2484 psi
0.315W
3240 psi
FIE =
406 psi
0.00"
3.1 In'
N I:
#DIV101
391 psi
Cos
0157 In
0.336
an.. load fast., =
0.0 per ena,eptior
Cop
2171
I.=
138.9 psi
Deflection
I
F.- =
2454 psi
0.525E
2484 psi
FIE =
406 psi
0.07"
3.1 in'
K,=
U1613
391 psi
Cp=
0.157 in
7-q--R--j
0.472
%--� Bentley,
Current Date: 3/18/2020 6:41 PM
Units system: English
File name: YAProjects 2018118252
- Hyundai Sales Addition Edmonds
34
ilever Steel Frames
t'
N7
0.005[KipM2]
35
n- senney-
Current Date: 3/18/2020 6:42 PM
Units system: English
File name: Y:\Projects 2018\1 8252 - Hyundai Sales Addition Edmonds WA\Engineering\CalculationsXRAM\Entry Portal Frame\Entry Portal Cantilever Steel
Frarne.retx
Analysis result
Reactions
Y My
- t
Direction of positive forces and moments
Forces Kiol
Moments (Kio*ftl
Node
FX
FY
FZ
Mx
MY
IVIZ
----------------------------------------------------------------------------------------------------------------------------------------------------------------------
Condition
DL=Dead Load
1
0.41390
1.54632
0.00000
0.00000
0.00000
-1.29089
5
-0.41390
1.54632
0.00000
0.00000
0.00000
1.29089
-- --------------------------------------------------------------------------------------------------------------------------------------------------------------
sum
0.00000
3.09264
0.00000
0.00000
0.00000
0.00000
Condition
WL=Wind Load
1
0.00000
0,00000
2.62229
18.80610
-3.21718
0.00000
5
0.00000
0.00000
2.62229
18.80610
3.21718
0.00000
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
sum
0.00000
0.00000
5.24458
37.61220
0.00000
0.00000
Condition
EQ=Seismic Load
1
0,00000
0.00000
0.57235
4.10997
-0.70347
OM000
5
0.00000
0.00000
0.57235
4.10997
0.70347
0.00000
------------------------------------------------------------------------------------------------------------------------------------------------------------------------
sum
0.00000
0.00000
1.14469
8.21994
0.00000
0.00000
Pagel
36
Bentley,
Current Date: 3/18/2020 6:42 PM
Units system: English
File name: Y:\Projects 2018\18252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\RAM\En" Portal Frame\Entry Portal Cantilever Steel
Frame.retx
Analwis result
Nodal displacements envelope
Note, Ic is the controlling load condition
Nodal displacements envelope for:
S1=DL
S2=DL+0.6WL
S3=DL+0.7EQ
S4=DL+0.525EQ
S5=0.6DL+0.6WL
S6=0.6DL+0.7EQ
Translation
Node
X
Ic
Y
Ic
Z
Ic
-------------------------------------------------------------------------------------------------
[in]
[in]
[in]
1
Max
0.000
S1
0.000
S1
0.000
SI
Min
0.000
S1
0.000
S1
0.000
SI
-- --------------------------------------------------------------------------------------------
3
Max
0.000
S1
0.000
S5
0.000
S11
Min
0.000
S5
-0.001
S1
-0.483
S2
------------------------------------------------------------------------------------------------
5
Max
0.000
S1
0.000
S1
0.000
SI
Min
0.000
S1
0.000
S1
0.000
S11
---------------
7
— — --------------------------------------------------------------------------
Max
0.000
S5
0.000
S5
0.000
— --
S11
Min
0.000
S1
-0.001
S1
-0.483
S2
Rotation
Rx
Ic
Ry
Ic
RZ
le
[Rad]
[Rad]
[Rad]
------------------------------------------------------------------------------
0.00000
S1
0.00000
S1
0.00000
S11
0.00000
S1
0.00000
S1
0.00000
S11
-----------------------------------------------------------------------------
0.00000
S1
0.00367
S2
-0.00048
S5
-0.00620
S2
0.00000
S1
-0.00081
SI
----------------------------------------------------------------------------
0.00000
S1
0.00000
S1
0.00000
S11
0.00000
S1
0.00000
S1
0.00000
S11
------------------------------------------------------------------------
0.00000
S1
0.00000
S1
0.00081
—
S1
-0.00620
S2
-0.00367
S2
0.00048
S5
Pagel
37
n. 13entley-
Current Date: 3118/2020 6:43 PM
Units system: English
File name: Y:\Projects 2018\1 8252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\RAM\Entry Portal Frame\Entry Portal Cantilever Steel
Frame.retx
Steel Code Check
Report: Concise
Members: Hot -rolled
Design code: AISC 360-2010 LRFD
Member 1 (Column)
Design status OK
Section information
Section name: HSS-SQR 6X6X3_8 (US)
Dimensions
----------------------------------------------------------------
a 6.000 [in] Height
b 6.000 [in] Width
T 0,349 [in] Thickness
Properties
Section properties
Unit
Major axis
Minor axis
Gross area of the section. (Ag)
[in2]
7,580
Moment of Inertia (local axes) (1)
[in4]
39.500
39.500
Moment of Inertia (principal axes) (l')
[in4]
39.500
39.500
Bending constant for moments (principal axis) (S)
[in]
0.000
0.000
Radius of gyration (local axes) (r)
[in)
2.283
2.283
Radius of gyration (principal axes) (r')
[in)
2.283
2.283
Saint-Venant torsion constant. (J)
[in4]
64.600
Section warping constant. (Cw)
[in6]
0.000
Distance from centroid to shear center (principal axis) (xo,yo)
[in]
0.000
0-000
Top elastic section modulus of the section (local axis) (Ssup)
[in3]
13.200
13.200
Bottom elastic section modulus of the section (local axis) (Sinf)
[in3]
13.200
13.200
Top elastic section modulus of the section (principal axis) (S'sup)
[in3]
13.200
13.200
Bottom elastic section modulus of the section (principal axis), (S'inf)
[in3]
13.200
13.200
Plastic section modulus (local axis) (Z)
[in3]
15.800
15.800
Plastic section modulus (principal axis) (Z')
[in3j
15.800
15.800
Polar radius of gyration. (ro)
[in)
3.225
Area for shear (Aw)
[in2]
3.457
3.457
Torsional constant. (C)
[in3]
22.122
Material : ASOO GrC rectangular
Properties
Unit
Value
---------------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy):
[Kip/in2]
50.00
Tensile strength (Fu):
[Kip/in2]
62.00
Elasticity Modulus (E):
[Kip/in2]
29000.00
Shear modulus for steel (G):
------------------------ - - ------------------------------------------------------------------------------------------------
[Kip/in2]
11153.85
DESIGN CRITERIA
Description
Unit
Value
----------------------------------------------------------------------------------------------------------------------------------------
Length for tension slenderness ratio (L)
Ift]
9.50
Papl
38
Distance between member lateral bracing points
-----------------------------------------------------------------------------
Length (Lb) [ft]
Top Bottom
-----------------------------------------------------------------------------
9.50 9.50
------------------------------------------------------------------------------
Laterally unbraced length
-----------------------------------------------------------------------------
Length [ft]
Major axis(L33) Minor axis(L22) Torsional axis(Lt)
-----------------------------------------------------------------------------
9.50 9.50 9.50
------------------------------------------------------------------------------
Additional assumptions
Continuous lateral torsional restraint
Tension field action
Continuous flexural torsional restraint
Effective length factor value type
Major axis frame type
Minor axis frame type
DESIGN CHECKS
AXIAL TENSION DESIGN
Axial tension
Ratio 0.00
Capacity 34 1.10 [Kip]
Demand 0.00 [Kip]
-----------------------------------------------------------------------------
Intermediate results
-----------------------------------------------------------------------------
Factored axial tension capacity(OPn)
-----------------------------------------------------------------------------
AXIAL COMPRESSION DESIGN
Compression in the mamor axis 33
Ratio 0.01
Capacity 284.24 [Kip]
Demand 2.16 [Kip]
-----------------------------------------------------------------------------
Intermediate results
------------------------------------------------------------------------------
Section classification
Factored flexural buckling strength(OPn33)
------------------------------------------------------------------------------
Compression in the minor axis 22
Ratio 0,01
Capacity 284.24 [Kip]
Demand 2.16 [Kip]
-----------------------------------------------------------------------------
Intermediate results
------------------------------------------------------------------------------
Section classification
Factored flexural buckling strength(OPn22)
------------------------------------------------------------------------------
FLEXURAL DESIGN
Bendina about mawor axis, M33
Effective length factor
Major axis(K33) Minor axis(K22) Torsional axis(Kt)
-------------------------------------------------------------------------------
1.0 1.0 1.0
No
No
No
None
Sway
Sway
Reference
Eq. Sec. D2
Ctrl Eq.
D1 at 0.00%
----------------------------------------------------------
Unit
---------------------------------------------------------
Value Reference
[Kip]
---------------------------------------------------------
341.10 Eq. Sec. D2
Reference
Sec. El
Ctrl Eq.
DI at 0.00%
--------------------------------------------------------
Unit
---------------------------------
Value Reference
7 ------------------------
[Kip]
284.24 Sec. El
Reference Sec. El
Ctrl Eq. D1 at 0.00%
----------------------------------------------------------
Unit Value Reference
----------------------------------------------------------
[Kip] 284.24 Sec. El
Page2
39
Ratio
0.06
Capacity
59.25 [Kip*ft]
Reference
Sec. F1
Demand
-3.70 [Kip*ft]
Ctrl Eq.
D1 at 100.00%
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value
Reference
--------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored Yielding strength(OW)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip*ft]
59.25
Sec. F1
Bendinn about minor axis, M22
Ratio
0,32
Capacity
59.25 [Kip*ftl
Reference
Sec. F1
Demand
18.91 [Kip*ftl
Ctrl Eq.
D3 at 0.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value
Reference
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored Yielding strength(OW)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip*ft]
59.25
Sec. F1
DESIGN FOR SHEAR
Shear in maffior axis 33
Ratio
0.03
Capacity
93.34 [Kip]
Reference
Sec. G1
Demand
2.62 [Kip]
Ctrl Eq.
D3 at 0.00%
--------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored shear capacity(OW)
--------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
93.34
Sec. G1
Shear in minor axis 22
Ratio
0.01
Capacity
93.34 [Kip]
Reference
Sec. G1
Demand
-0.58 [Kip]
Ctrl Eq.
D1 at 0.00%
--------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored shear cavacity(OW)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip)
93.34
Sec. G1
TORSION DESIGN
Torsion
Ratio
0.06
Capacity
49.77 [Kip*ft]
Reference
Eq. 1-13-1
Demand
3.22 [Kip*ft]
Ctrl Eq.
D3 at 0.00%
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
--------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored torsion car)acity(OTn)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip*ft]
49.77
Eq. 1-13-1
COMBINED ACTIONS DESIGN
Combined flexure and axial compression
.................. - ..... ........................................................................................................................................................
Ratio
0.35
Ctrl Eq.
--, ......................... - ...........................................................................................................................
D3 at 0.00%
Reference
Eq.1-11-lb
-
..............
Page3
40
Intermediate results Unit Value Reference
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Interaction of flexure and axial force 0.35 Eq. H1-1b
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Combined flexure and axial tension
................... ..........................................................................................................................................................
Ratio 0.35
Ctrl Eq. D3 at 0.00% Reference Eq. H1-1b
Intermediate results Unit Value Reference
Combined flexure and axial compression about local axis
Ratio N/A
Ctrl Eq.
.................... .............................................................................................................................................................
Reference
Combined flexure and axial tension about local axis
...........................................................................................................
Ratio N/A
- .....................................................................
Ctrl Eq.
....................... ..........................................................................................................................................................
Reference
Combined torsion, flexure, shear and axial compression
...... ... .........................................................................................................................................................................
Ratio N/A
Ctrl Eq.
.........................................................................................................................
Reference
- ........ ..............................................
Combined torsion, flexure, shear and axial tension
..................................................................................................................................................................................
Ratio N/A
Ctrl Eq.
.......................................................................................................................
Reference
......................................... I ..............
Member 2 (Column)
Design status OK
Section information
Section name: HSS—SQR 6X6X38 (US)
Dimensions
---------------------------------------------------------------
10
� -t —, .
a
6.000 [in] Height
b
6.000 [in] Width
T
0.349 [in] Thickness
Properties
Section properties
Unit
Major axis
Minoraxis
Gross area of the section. (Ag)
[in2]
7.580
Moment of Inertia (local axes) (1)
[in4]
39.500
39.500
Moment of Inertia (principal axes) (l')
[in4]
39.500
39.500
Bending constant for moments (principal axis) (S)
[in]
0.000
0.000
Radius of gyration (local axes) (r)
[in]
2,283
2.283
Radius of gyration (principal axes) (r')
[in]
2.283
2.283
Saint-Venant torsion constant. (J)
[in4]
64.600
Section warping constant. (Cw)
[in6J
0.000
Distance from centroid to shear center (principal axis) (xo,yo)
[in]
0,000
0.000
Top elastic section modulus of the section (local axis) (Ssup)
[in3)
13.200
11200
Page4
41
Bottom elastic section modulus of the section (local axis) (Sinf)
[in3]
13.200
13.200
Top elastic section modulus of the section (principal axis) (S'sup)
[in3]
13.200
13.200
Bottom elastic section modulus of the section (principal axis) (S'inf)
[in3]
13.200
13.200
Plastic section modulus (local axis) (Z)
[in3]
15.800
15.800
Plastic section modulus (principal axis) (Z')
[in3]
15.800
15.800
Polar radius of gyration. (ro)
[in)
3.225
Area for shear (Aw)
fin2)
3.457
3.457
Torsional constant. (C)
[in3l
22.122
Material : A500 GrC rectangular
Properties
Unit
Value
----------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy):
[Kip/in2]
50.00
Tensile strength (Fu):
[Kip/in2]
62.00
Elasticity Modulus (E):
[Kip/in2]
29000.00
Shear modulus for steel (G):
---------------------------------------------------------------------------------------------------------------------------------------
[Kip/in2]
11153.85
DESIGN CRITERIA
Description
Unit
Value
------------------------ ---------------------------------------------------------------------------------------------------
Length for tension slenderness ratio (L)
— - — --
9.50
Distance between member lateral bracing points
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Length (Lb) [ft)
Top Bottom
------------------------------------------------------------------------------------------------------------------------------------------------------------------------
9.50 9.50
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Laterally unbraced length
------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Length [ft]
Effective length factor
Major axis(L33) Minor axis(L22) Torsional axis(Lt)
----------------------------------------------------------------------------------------------------------------------------------------------------------------------
Major axis(K33)
Minor axis(K22)
Torsional axis(Kt)
9.50 9.50 9.50
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------
1.0
1.0
1.0
Additional assumptions
Continuous lateral torsional restraint
No
Tension field action
No
Continuous flexural torsional restraint
No
Effective length factor value type
None
Major axis frame type
Sway
Minor axis frame type
Sway
DESIGN CHECKS
AXIAL TENSION DESIGN
Axial tension
Ratio 0.00
Capacity 34 1.10 [Kip]
Reference
Eq. Sec. D2
Demand 0.00 [Kip]
Ctrl Eq.
D1 at 0.00%
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value Reference
Factored axial tension capacity(OPn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
341.10 Eq. Sec. D2
AXIAL COMPRESSION DESIGN
Compression in the magor axis 33
Ratio 0.01
Capacity 284.24 [Kip]
Reference
Sec. El
Demand 2.16 [Kip]
Ctrl Eq.
01 at 0.00%
Page5
42
Intermediate results
Unit
Value Reference
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored flexural buckling strength(OP03)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
284.24 Sec. El
Compression in the minor axis 22
Ratio 0.01
Capacity 284.24 [Kip]
Reference
Sec. E 1
Demand 2.16 [Kip]
Ctrl Eq.
D1 at 0.00%
-----------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
----------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored flexural buckling strength(OPn22)
------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
284.24 See. El
FLEXURAL DESIGN
Bending about maior axis, M33
Ratio 0.06
Capacity 59.25 [Kip*ftl
Reference
Sec. F1
Demand 3.70 [Kip*ft]
Ctrl Eq.
D1 at 100.00%
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
--------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored yielding strength(OMn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip*ftl
59.25 Sec. F1
Bendin-g about minor axis, M22
Ratio 0.32
Capacity 59.25 [Kip*ft]
Reference
Sec. F1
Demand 18.91 [Kip*ft]
Ctrl Eq.
D3 at 0.00%
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
--------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored vielding strength(OMn)
----------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip*ft]
59.25 Sec. F1
DESIGN FOR SHEAR
Shear in maior axis 33
Ratio 0.03
Capacity 93.34 [Kip]
Reference
Sec. G1
Demand 2.62 [Kip]
Ctrl Eq.
D5 at 0.00%
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value Reference
Factored shear car)acitv(OVn)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
93.34 Sec. G1
Shear in minor axis 22
Ratio 0.01
Capacity 93.34 [Kip]
Reference
Sec. G1
Demand 0.58 [Kip]
Ctrl Eq.
D1 at 0.00%
--------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
--------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value Reference
Factored shear capacity(OW)
[Kip]
93.34 Sec. G1
Page6
43
TORSION DESIGN If
Torsion
Ratio 0.06
Capacity 49.77 [Kip*ft] Reference Eq. H3-1
Demand -3.22 [Kip*ftl Ctrl Eq. D3 at 0.00%
---------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results Unit Value Reference
----------------------------------------------------------------------------------------------------------------------------------------------------------
Factored torsion capacity(OTn) [Kip*ft] 49.77 Eq. 1-13-1
-----------------------------------------------------------------------------------------------------------------------------------------------------------
COMBINED ACTIONS DESIGN
Combined flexure and axial compression
............ I ....................................................................................................................................... - ............................
Ratio 0.35
Ctrl Eq. D3 at 0.00% Reference Eq. 1-11-1b
........................... I ......................................................................................................................................................
Intermediate results Unit Value Reference
---------------------- - -- - --------------------------------------------------------------------------- — -- - - - ---------------- - -----------------------------
Interaction of flexure and axial force 0.35 Eq. 1-11-1b
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Combined flexure and axial tension
............ .... ..................................................................................................................................................................
Ratio 0.35
Ctrl Eq. D3 at 0.00% Reference Eq. H1-1b
Intermediate results Unit Value Reference
Combined flexure and axial compression about local axis
Ratio N/A
Ctrl Eq.
................................................................................................
Reference
...................... I ..........................................................
Combined flexure and axial tension about local axis
.................... ............... I ...............................................................................................................................
Ratio N/A
Ctrl Eq.
...............................................................................................................................................
Reference
11.11 ............................
Combined torsion, flexure, shear and axial compression
............. ....................................................................................................
Ratio N/A
......................................
Ctrl Eq.
..................................................................................................................................
Reference
......................................
Combined torsion, flexure, shear and axial tension
........................ 11 ........ ...................................................................................................
Ratio N/A
.......................................
Ctrl Eq.
...................................................................................................................................
Reference
- ...................................
Member 4 (Header)
Design status OK
Section name: HSS-SQR4X4Xl-4 (US)
Section information
PagO
I b
44
Dimensions
---------------------------------------------------------------
a 4.000
[in] Height
b 4.000
[in) Width
T 0.233
[in] Thickness
Properties
Section properties
Gross area of the section. (Ag)
Moment of Inertia (local axes) (1)
Moment of Inertia (principal axes) (I')
Bending constant for moments (principal axis) (S)
Radius of gyration (local axes) (r)
Radius of gyration (principal axes) (r')
Saint-Venant torsion constant. (J)
Section warping constant. (Cw)
Distance from centroid to shear center (principal axis) (xo,yo)
Top elastic section modulus of the section (local axis) (Ssup)
Bottom elastic section modulus of the section (local axis) (Sino
Top elastic section modulus of the section (principal axis) (S'sup)
Bottom elastic section modulus of the section (principal axis) (S'inf)
Plastic section modulus (local axis) (Z)
Plastic section modulus (principal axis) (Z')
Polar radius of gyration. (ro)
Area for shear (Aw)
Torsional constant. (C)
Material : ASOO GrC rectangular
Properties
Yield stress (Fy):
Tensile strength (Fu):
Elasticity Modulus (E):
Shear modulus for steel (G):
DESIGN CRITERIA
Description
---------------------------------------------------------------------
Length for tension slenderness ratio (L)
Distance between member lateral bracing points
-------------------------------------------------------------------
. Length (Lb) [ft]
Top Bottom
-------------------------------------------------------------------
15.00 15.00
Laterally unbraced length
-------------------------------------------------------------------------------
Length [ft]
Major axis(L33) Minor axis(L22) Torsional axis(Lt)
-------------------------------------------------------------------------------
15.00 15.00 15.00
Additional assumptions
Continuous lateral torsional restraint
Tension field action
Continuous flexural torsional restraint
Effective length factor value type
Major axis frame type
Minor axis frame type
Unit
[in2J
[in4)
fin4]
[in]
[in]
[in]
[in4]
[in6l
[in]
[in3]
[in3]
[in3J
[in3l
[in3l
[in3l
[in)
[in2l
[in3l
Major axis
Minoraxis
3.370
7.800
7,800
7.800
7.800
0.000
0.000
1,521
1.521
1,521
1.521
12.800
0.000
0.000
0.000
3.900
3.900
3.900
3.900
3.900
3.900
3.900
3.900
4.700
4.700
4.700
4.700
2.150
1.538
1.538
6.563
Unit Value
[Kip/in2] 50.00
[Kip/in2] 62.00
[Kip/in2] 29000.00
[Kip/in2] 11153.85
Unit Value
-------------------------------
Ift) 15.00
Major axis(K33)
----------------------
1.0
Effective length factor
Minor axis(K22)
----------------------------
1.0
No
No
No
None
Sway
Sway
Torsional axis(Kt)
---------------------
1.0
PageB
DESIGN CHECKS
AXIAL TENSION DESIGN
Axial tension
Ratio 0.00
Capacity 151.65 [Kip]
Reference
Eq. Sec. D2
Demand 0.00 [Kip]
Ctrl Eq.
D1 at 0.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
----------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value Reference
Factored axial tension capacity(OPn)
-----------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
151.65 Eq. Sec. D2
AXIAL COMPRESSION DESIGN V
Compression in the mawor axis 33
Ratio 0.01
Capacity 54.39 [Kip]
Reference
Sec. El
Demand 0.58 [Kip]
Ctrl Eq.
D1 at 0.00%
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored flexural buckling strength(OPn33)
--------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
54.39 Sec. El
Compression in the minor axis 22
Ratio 0.01
Capacity 54.39 [Kip]
Reference
Sec. El
Demand 0.58 [Kip]
Ctrl Eq.
D1 at 0.00%
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
--------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored flexural buckling strength(OPn22)
---------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
54.39 Sec. El
FLEXURAL DESIGN
Bendina about mamor axis, M33
Ratio 0.21
Capacity 17.63 [Kip*ft]
Reference
Sec. F1
Demand -3.70 [Kip*ftl
Ctrl Eq.
D1 at 0.00%
---------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored yielding strength(OW)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip*ftl
17.63 Sec. F1
Bending about minor axis, M22
Ratio 0.21
Capacity 17.63 [Kip*ft]
Reference
Sec. F1
Demand -3.73 [Kip*ft]
Ctrl Eq.
D5 at 50.00%
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored Yielding strength(OMn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip*ft]
17.63 See. F1
DESIGN FOR SHEAR .1
45
Page9
4 i�
46
Shear in ma*or axis 33
Ratio
0.04
Capacity
41.53 [Kip]
Reference
Sec. G1
Demand
1.64 [Kip]
Ctri Eq.
D3 at 0.00%
------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored shear capacity(OW)
--------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
41.53
Sec. G1
Shear in minor axis 22
Ratio
0.04
Capacity
41.53 [Kip]
Reference
Sec. G1
Demand
-1.52 [Kip]
Ctri Eq.
D1 at 100.00%
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored shear capacity(OW)
------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
41,53
Sec. G1
TORSION DESIGN
Torsion
Ratio
0.00
Capacity
14.77 [Kip*ftl
Reference
Eq. 1-13-1
Demand
0.00 [Kip*ftl
Ctri Eq.
D3 at 0.00%
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored torsion capacity(OTn)
---------------------- — -- — ------------------------------------------------------------------------------------------------
[Kip*ft]
14.77
— -- — -----------------------------
Eq. 1-13-1
COMBINED ACTIONS DESIGN
Combined flexure and axial compression
............................. I .................................................................................................................................................
Ratio
0.37
Ctrl Eq.
......................... I ..............................................................................................................
D3 at 100.00%
Reference
Eq. H1-1b
I'll., .... I .............................
-------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value
Reference
------------------------------------------------------------------------------------------------------------------------------------------------------------
Interaction of flexure and axial force
-------------------------------------------------------------------------------------------------------------------------------------------------------------
0.37
Eq. H1-1b
Combined flexure and axial tension
...................... I ....... — ....... ..................
Ratio
......................................................
0.36
I ........................................................
Ctrl Eq.
............ I ........................................................
D3 at 100.00%
I .... I ........................................................................................................
Reference
Eq. H1-1b
-----------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value
Reference
Combined flexure and axial compression about local axis
PagelO
47
Combined torsion, flexure, shear and axial compression
....................................................... -- .....................................................................................................................
Ratio N/A
CtrI Eq.
Reference
.................................................................................................................................................................... ...........
Combined torsion, flexure, shear and axial tension
..................................................................................................................................................................................
Ratio N/A
Ctrl Eq.
Reference
............................................ I .....................................................................................................................................
197—ric
fitle Block Une I
Project Title:
You can change this area
Engineer
using the "Settings" menu item
Project I D:
and then using the "Printing &
Project Descr:
Title Block" selection.
Title Block Line 6
General Footing
Lic. #: KW-06002489
18252 - Hyundai Sales Addition Edrn��
DESCRIPTION: Cantilevered Column Footing
Code References
48
Printed: 18 MAR 2020, 6:51 PM
Engireedng�CaUlabois\OtheAI8252-HyundaI SalesAddition.ecI3
Software oDpyright ENERCALC, INC. 1983-2020, Build: 12.20.2.24
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2015
General Information
Material Properties
Soil Design Values
f c Concrete 28 day strength
3.0 ksi
Allowable Soil Bearing
4.0 ksf
fy Rebar Yield
60.0 ksi
Increase Bearing By Footing Weight
Yes
Ec: Concrete Elastic Modulus
3,122.02 ksi
Soil Passive Resistance (for Sliding)
250.0 paf
Concrete Density
145-0 pcf
Soil/Concrete Friction Coeff.
0.30
(p Values Flexure
0.90
Shear
0.750
Increases based on footing Depth
Analysis Seftings
Footing base depth below soil surface
2.0 ft
Min Steel % Bending Reinf.
Allow press. increase per foot of depth
ksf
Min Allow % Temp Reinf.
0.00180
when footing base is below
ft
Min. Overturning Safety Factor
1.0 1
Min. Sliding Safety Factor
1.0 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use f1g wt for stability, moments & shears
Yes
ksf
Add Pedestal Wt for Soil Pressure
Yes
when max. length or width is greater than
ft
Use Pedestal wt for stability, mom & shear
Yes
Dimensions
Width parallel to X-X Axis 5.250 ft
Length parallel to Z-Z Axis 5.0 ft
Footing Thickness 12.0 in
Pedestal dimensions...
px : parallel to X-X Axis 12.0 in
pz: parallel to Z-Z Axis 12.0 in
Height 2.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars 5.0
Reinforcing Bar Size # 5
Bars parallel to Z-Z Axis
Number of Bars 5.0
Reinforcing Bar Size # 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along Z-Z Axis
# Bars required within zone 97.6%
# Bars required on each side of zone 2.4%
Applied Loads
D
P: Column Load 1.550
OB: Overburden
M-xx
M-zZ
V-x 0.2630
V-Z
X
- 7-7. 1 a"
L S W E H
0.0 0.0 0.0 k
ksf
18.80 4.10 k-ft
k-ft
0.3520 1.690 1.880 k
k
fitle Block Line 1 Project Title: 49
You can change this area Engineer:
using the "Settings" menu item Project ID:
and then using the "Printing & Project Descr:
Title Block" selection.
Title Block Line 6 Printed: 18 MAR 2020, 6:51 PM
General Footing 18252- Hyundai SalesAddition Edmonds WAEM!neefingkCalculgons\OtheAI8252-Hyundai Sales Addiffon.ec6
Software copyr�ht ENERCALC, INC. 1983-2020, Build:12.20.2.24
Lic. #: KW-06002489 ARW ENGINEERS
DESCRIPTION: Cantilevered Column Footing
DESIGN SUMMARY 0
Min. Ratio Item Applied Capacity Governing Load Combination
PASS
0.7344
Soil Bearing
3.044 ksf
4,145 ksf
+0.60D+0.60W about X-X axis
PASS
1.085
Overturning - X-X
11.280 k-ft
12.237 k-ft
+0.60D+0.60W
PASS
9,399
Overturning - Z-Z
1.367 k-ft
12.849 k-ft
+0.60D+0.60W
PASS
2,269
Sliding - X-X
1.474 k
3.343 k
+0.60D+0.70E
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.03137
Z Flexure (+X)
0.3805 k-ft/ft
12.131 k-ft/ft
+1.369D+0.70S+E
PASS
0.0230
Z Flexure (-X)
0.2790 k-ft/ft
12.131 k-ft/ft
+1.369D+0.70S-E
PASS
0.1759
X Flexure (+Z)
2.036 k-ft/ft
11.573 k-fVft
+1.20D+W
PASS
0.1759
X Flexure (-Z)
2.036 k-ft/ft
11.573 k-fttft
+1.20D-W
PASS
0.02612
1 -way Shear (+X)
2.146 psi
82,158 psi
+1.369D+0.70S+E
PASS
0.01911
1 -way Shear (-X)
1.570 psi
82.158 psi
+1.369D+0.70S-E
PASS
0.1504
1 -way Shear (+Z)
12.360 psi
82.158 psi
+1.20D+W
PASS
0.1504
1 -way Shear (-Z)
12.360 psi
82.158 psi
+1.20D-W
PASS
0.04273
2-way Punching
7.020 psi
164.317 psi
+0.90D+W
GSL ARTIRA
INCLINED PLATFORM LIFT FOR STRAIGHT & TURNING STAIRWAYS
i11111
il dh
ow
. i
The GSL Artira inclined platform lift provides an advanced access solution for straight, turning or radiating stairways.
The attractively styled platform travels along guide rails mounted to the inside or outside of the stairway. Design flexibility
allows for extensive custornization of the GSL Artira. Suitable for indoor or outdoor applications, the GSL Artira can be
installed in commercial and residential applications.
www.garaventalift.com
3 1 r I k architecture I design
265 Winslow Way East, Suite 202D
Bainbridge Island, WA. 98110
(206) 842-1253
Transmittal To:
Ms. Kristin Johns, Senior Permit Coordinator
City of Edmonds Development Services Department
121 5th Ave N
Edmonds, WA 98020
Ph: (425) 771-0220
Apri120,2020
Re: Project #BLD2019-0120-Hyundai Sales & Service Center- Revision #6
Comment: Please see attached for Architectural revision #6 and follow up information for
building department review
Contents: (2) copies of the following -
Architectural drawing A6.0,
Revision #5 Summary
Garaventa Inclined Lift Brochure
Express 11 Tech Data
Express 11 Certificate of Compliance
Express 11 Overspeed Governor Test
Xpress 11 5x Safety Test
Staircase questionnaire
Sent via: Fedex Ground
G. Frank Karreman, Principal Architect
Hyundai Transmittal 04.20.20
V ""EVISM"iq
% U
APR 2 12020
BUILDING DEPARTMENT
CITY OF EDMONDS
Stairlift Measurement Form
Customer:
Print this j)ajze and write down the measurements for each step.
Measure from the top stair to the bottom landing
with no sagging in your tape measure.
Now measure the width of your staircase.
5
Next, measure the height of one stair.
Z—
Now measure from the front of stair to the front of
the stair below it. RIGHT or LEFT
0 ,
%N%ich side
I ' "i
%ill it
'I 4ed
6be i�n
rM
/LEFT RIGH
Lastly, tell us which side of your staircase
will your stair lift be mounted when
standing at the bottom looking up.
ZZ
Next, measu Orn the top stair to the top of the bottom stair.
We need to know how much space is available at the bottom
of your stairs. Measure from the bottom stair to the wall or
other obstructions.
—6]
Then measure the length of one step, from back to front.
In
How much space is available at the top of your stairs.
Measure from the top step to the nearest wall, door or
any other obstruction that might be in the way of your
new stair lift.
Ra E 7 V 0 (D i"A J,
6 3/4 wo
1. 1 9V-1 99 11 99
2. 18'-3" 7. 13VI
APR 2 12020
BUILDING DEPARTMENT
CffY OF EDMONDS
I 48VI 8. 68 9V TO FILE CABINET
4. 7009 9. PHOTO ATTACHED Left side
3 1 r I k architecture i design
Proiect #BLD2019-0120-Hvundai Sales & Service Center- Revision #6 Summary
Date: April 20, 2020
To: Eric Carter, City of Edmonds Building Inspector
From: Frank Karreman
Project Number: BLD2019-0120
Address: 22130 Pacific Highway 99, Edmonds WA
In response to the Plan Review Comments dated April 2, 2020 the following information is provided to
satisfy items required to complete the plan review. Architectural drawings listed below have been
revised, related to the above and denoted as Revision #6 with clouds and triangle on the following
drawing sheets.
Architectural Drawings and Information
1. The inclined wheel chair lift accessibility for top and bottom landings, depicted in 7/A6.0, has
been updated to show compliance with IBC sections IBC 1011.6 and 1014.
2. Garaventa Xpress 11 inclined wheel chair lift brochure
3. Technical Reference of Standard Features
4. Certificate of Compliance
5. Xpress 11 Overspeed Governor Test Certificate
6. C50-A-CRT-Xpress 11-5x Safety Load Test -Engineering
7. Staircase existing criteria- this document has the critical dimensions as surveyed by the general
contractor in order to order the inclined lift properly. Dimensions for treads and risers, as well
as the width of the stair are listed.
End of revision summary
�7� [_Z�// Fill �� r QJJ
APR 2 12020
BUILDIRG DEPARTMENT
CITY OF EMWONDS
Hyundai Sales & Service Center
Edmonds Building Division
Revision #6 Summary 04.20.20
XPRESS II STAIR LIFT
INCLINED PLATFORM LIFT FOR STRAIGHT STAIRWAYS
L
4
I
E
The Garaventa Stair -Lift Xpress II inclined platform lift is designed for straight stairways with no intermediate landings.
The Xpress II is safe, reliable, and easy to operate. The Xpress 11 provides a cost-effective accessibility solution. This lift can
be installed with little to no structural modifications. The Xpress 11 is suitable for public building and residential applications.
REVOOV111
APR 2 LZMaraventalift.com
BUILDING DEPARTMENT
CITY OF EDMONDS
XPRESSH,
• 800 x 1250mm ADA compliant
platform
• Choice of three standard platform
sizes
• Passenger grab rail
• Under platform obstruction sensing
plate and bi-directional ramp
sensors
• Emergency manual lowering and
folding system
• Ready lamp safety indicator
• Power -fold platform and ramps
• Keyed Call Stations
• Keyless platform for easier operation
• Large illuminated platform
directional buttons and an
emergency stop button
• Powered platform safety arms
• 2 year warranty
Standard Platform Sizes:
800mm x 1250mm (31 1/2" x 49 1/4"
800mm x 1000mm (31 1/2" x 39 3/8-
750mm x 900mm (29 1/2" x 35 1/2.)
Optional Platform Sizes:
675mm x 1000mm (26 1/2" x 39 3/8")
725mim x 1000mm (28 1/2" x 39 3/8")
Rated Load: 250 kg (550 lbs)
Speed:
Up: 4nn (13 ft) per minute
Down: 4.9 m (16 ft.) per minute
Operating Controls:
Constant pressure switches, 24 VDC.
Drive System: Motor: 0.75 H.P.
Authorized Garaventa Lift Representative
15801-R-PB (9) Garaventa Lift. As we are continuous Y
Improving our products, specifications outlined in th�s
brochure are subject to change without notice.
F
C)
• Auxiliary power system
• Fold down seat with seat belt
• Side -load platform for installations
with confined lower landings
• Keyed platform operation for added
security
• Vandal resistant platform lock (electric)
• Attendant remote control
• Narrow platform sizes
• Platform folds automatically if left
unattended at landing to keep
stairways clear
• Optional RAL colors
• Pedestrian audio visual alert
• Building fire alarm inegration
Outdoor cover (vinyl)
Extended warranty
(5 additional years)
*USA/Canada only
Power Requirements: 208-240
VAC, 50/60 HZ single phase on a
dedicated (North America = 20 amp,
International = 15 amp) circuit.
Power Transmission: Rack & pinion
Emergency Use:
A handwheel is provided. Auxiliary
power system available.
Rail System: Champagne anodized
aluminum extrusion with integrally
mounted zinc plated gear rack.
Overspeed Safety: Mechanical
overspeed sensor and lock, with
electrical drive cut-out protection.
Xpress Delivery Time: Standardized
components allow for fast delivery
times.
M-1
9 E
N
The optional fold -down ambulatory
seat and seat belt allows a person with
limited mobility to comfortably operate
the Xpress 11.
Call your local
Garaventa Lift
representative or
our Design Hotline
at: 1.800.663.6556
Free Inclined Platform
Lifts DVD
Learn about how they work, key
features, and the benefits offered. To
order, contact your local Garaventa Lift
dealer or visit our web site.
Architects
Many resources are available at
www.garaventalift.com:
• Design Specifications
• Spec -Wizard
• CAD Blocks
• Design and Planning Guides
• Photo Gallery
Contact us today
Phone: +1 604 594 0422
Toll Free:
Website: VR09Z=M11,11
APR 2 12020
BUILDING DEPARTMENT
CrTY OF EDMONDS
X3
INCLINED PLATFORM LIFT FOR STRAIGHT STAIRWAYS
The Garaventa Lift X3 Inclined Platform Lift is a simple and cost effective solution to accessing straight stairways within
commercial buildings. The X3 can usually be installed in a day and does not typically require site modifications. When folded,
the X3 takes up a minimal amount of space on the stairs and will not effect other users of the stairway. Ensure your building
is accessible with the Garaventa Lift X3.
www.garaventalift.com
Awlak & 0
REVISIU114
APR 2 12020
BUILDING DEPARTMENT
CITY OF EDMONDF
X3
Call your local Garaventa Lift representative
or our Design Hotline at 1.800.663.6556
Platform: 800 x 1220 (ADA), 800 x 900, and 800 x 1050
Power Requirements: 120 VAC provides power to battery charger
Rated Load: 250 kg (550 lbs)
Drive System: Rack & Pinion
Speed: 4 m/min (13 ft/min)
Controls: Wireless Call Station: With constant pressure switches, 24VDC I Platform: Keyless with constant pressure direc-
tional switches, 24VDC, equipped with Emergency Stop Switch
Overspeed Safety: On board the platform carriage
Safety: Emergency manual lowering and folding I Under platform obstruction detection I Bi-Directional Ramp
Sensing I Curved safety arms I Pedestrian safety lights
Finishes; Champagne colored extruded aluminimum rails, RAL colors (See your local Gar-aventa Lift dealer for details)
Optional Features: Keyed wireless call stations Fully automatic platform with powered ramps and arms I Attendant
remote control I Fold -down seat with seat belt Support towers I Platform power fold and unfold I Keyed platform I
Vandal resistant platform storage I Platform lock
Warranty; Two years I Extended warranty (five additional years) USA/Canada only
Contact us today
Phone: +1 604 594 0422
Toll Free: 1 800 663 6556
Web site: www.garaventalift.com
REVOON
APR 2 12020
BUILDING DEPARTMEM
CrrY OF
Printed in Canada
22846-A-PB
Garaventa Lift. As we are
continuously improving our
products, specifications outlined
In this brochure are subject to
change without notice.
Authorized Garaventa Lift Representative
Technical Reference of
Standard Features
Platform Sizes:
800 x 1250mm (31 1/2" x 49 1/4") — ADA compliant
800 x 1000mm (31 1/2" x 39 3/8")
750 x 900mm (29 1/2" x 35 1/2")
725 x 1000mm (28 1/2" x 39 3/8") - optional
675 x 1000mm (26 1/2" x 39 3/8") - optional
Curved Safety Arms:
Fully automatic, 32mm (1 1/4") diameter safety
arms surround the passenger on the platform.
Rated Load:
250 kg. (550 lbs.)
Speed:
Up: 4m (13ft) per minute, Down: Sm (16ft) per
minute
Operating Controls:
Call Stations (Std): Continuous pressure directional
buttons, one touch fold & unfold buttons, 24VDC
power (wired) or 9V DC (wireless), and keyed
operation.
Platform (Std): Continuous pressure buttons, 24VDC
power, Emergency Stop button (manual reset) and
keyed operation.
Drive System:
Motor:
0.75 H.P. located on the platform
Design Hot Line: 1-300-663-6556 or +1-604-594-0422
Power Requirements:
208-240 VAC, 50/60 FIZ single phase on a dedicated
circuit (North America: 20 ampere,
Europe: 16 ampere).
Power Transmission:
Rack and pinion.
Emergency Use:
A hand wheel is provided. Auxiliary power system
available.
Overspeed Safety:
Mechanical overspeed sensor and brake with
electrical drive cut-out protection.
Rail System:
Painted aluminum extrusion with integrally mounted
zinc plated gear.
This lift is built in accordance to ASME A18.1, CSA
B44.1/ ASIVIE A17.5, CSA B355, ASME A17.1 A
variety of optional features and custom modifications
are available. For more information about custom
features not included in the Xpress II Design and
Planning Guide and code requirements for your area
consult your local Garaventa Lift representative or
Garaventa Lift.
R'�\\' FEL�iw �11 5 11 CO-J,
APR 2 J 2020
BUILDING DEPARTMENT
C ITY 0 F E D 46 ON DS
_19-
wwmgaraventalift.corn
Creating An Accessible World
June 20, 2012
To: Mark Townsend, Garaventa (Canada) Ltd.
Re: Xpress H OS Governor
I have witnessed and hereby verify the results of the test described below.
An Xpress-H conveyance with a current -model overspeed governor (16614,
Revision C) was loaded w4h a a-ai@@@AiPg '159 kg ai;d tested in
accordance with the following requirements, for a load rating of 250 kg.
CAN/CSA B355-09 Section 7.2.5
ASME A18-1-2008 Section 3.8
All tests successfully demonstrated compliance with the above requirements.
Full results are recorded in the Garaventa test report dated 27 July 2011.
Sincerely,
VE. A . M r lHe nn r y, P. E n g.
I �'
APR 2 12020
BUILDING DEPARTMENT
CITY OF EDMONDS
Garaventa Lift 7505 134A Street, Surrey BC, Canada V3W 7B31 PO Box 1769, Blaine, WA, USA 98231-1769
Tel 1 604 594 0422 1 Toll Free 1800 663 65561 Fax 1604 594 9915 1 www.garaventalift.com I www.garaventa.ca
CSA INTERNATIONAL
Certificate of Compliance
Certificate Number: LR 47127-12
Revision: Date Issued: June 3, 1999
Issued To: GARAVENTA (CANADA) LIMITED
7505-134A Street
Surrey, B.C. V3W 7B3
Attention: Mr. Steve Hodge
Pheproducts listed below are eligible to hear the CSA Mark shown,
with adjacent indicator "C" and "us",
NOTE "CSA B4431ASMEA17.511 may appear adjacent to the CSA Mark.
"ELEVA TING DE J17CE FOR YHE HAADICAPPED " and "APPAREILS ELE VA TEUR PO UR PERSONNES
HANDICAPPED ".- "CERTIFIED ONL Y FOR ELECTRIC4L SA FETY11 an d YERTIFIE PO UR LA
SECURITE DELECTRIQUE SEULEMENTI�
Issued by: D, Bairos, P. Eng.
C. Us Signature: I
CLASS 241107 - ELEVATOR EQUIPMENT - Elevating Devices for the Handicapped
CLASS 241187 - ELEVATOR EQUIPMENT - Elevating Devices for the Handicapped - CERTIFIED TO U.S.
STANDARDS
Control assembly for elevating device for the handicapped, Model Xpressll, input: 208- 230V'ac, I phase, 50/60 Hz, 5A
max.
CAN/CSA-B44. I/ASMIE-A17.5 - Elevator and Escalator Electrical Equipment
CSA Standard B355-* - Elevating Devices.for the Handicapped
CAN/CSA-C22.2 No. 14 - Industrial Control Equipment
CAN/CSA C22.2 NO 68* - Motor -Operated Appliances (Household and Commercial)
UL Standard 508 - Industrial Control Equipment
Elevator Equipment Certification Notice Nos 4 and 4A
* Used as a guide.
REVISJOivi
APR 2 12020
BUILDING DEPARTMENT
CITY OF EDK40NDS
QD 507WP 99/05/01 Page I
Test Certifficate
Xpress 11 5x Safety Load Test
By the following, I can confirm to have witnessed the following load test carried out at
the Garaventa Factory in Surrey BC on November 8, 2005:
Product: Xpress 11
Components Tested: Hanger, Platform and drive. All components are standard
production stock.
Test Protocol: Hanger/Platform shell hung on standard rail section.
A static load of I I 25Kg (5x Rated load) was applied to the
platform.
Test Results: All of the components tested held the load, No catastrophic
failure of any component occurred.
Conclusion:
This test has demonstrated that the Xpress 11 conveyance system components meet or
exceed the strength requirements for a safety factor rating of 5 times its rated load
capacity.
Garaventa Accessibility
Surrey, BC, Canada
/q 4 or
jO 20294
/J-F Robert, P.Eng.
Product Manager
G I NSS
APR 2 12020
BUILDING DEPARTMENT
CrrY OF EDMONDS'
z
Lu 01
x C
�cm
C,
C) UJ
cl, (D
zo
m
,*",- - '' mmff��`
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Ask
Nor Iq
i
Design Versatility of the GSL Artira
Turning Multi -Stop Stairway
®Ri
Access onto a Stage
Straight Stairway with
Platform Storage off the Stairs
ADA Size
Straight Stairway with Intermediate Horizontal Section
Radiating Stairway
Other Platfnrm Si7pt
APR 2 12020
BUILDING DEPARTMENT
CITY OF EDMONDS
800 x 1220 mm
800 x 1050 mm
800 x 900 mm
700 x 750 mrn
Dim.
Attachment
(3 11/2" x 48")
(3 11/211 x 4 13/811)
(3 11/211 x 3 53/811)
(27 1/2" x 291/ 2")
Method
MM
In
MM
in
MM
in
MM
in
A
Direct Mount
125
47/8
125
4 718
125
4 7/8
125
4 7/8
Tower Mount
150
5 7/8
150
5 7/8
150
5 7/8
150
5 7/8
Direct Mount
320
12 s/8
320
12 5/8
320
12 5/8
330
13
Tower Mount
345
13 5A
345
13 5/8
345
13 s/8
355
14
C
Direct Mount
1015
40
1015
40
1015
40
900
35 3/11
Tower Mount
1040
1 41
1040
41
1040
41
925
36 3/8
D
Direct Mount
1230
48 3/0
1230
48 3/8
1230
483/11
1115
44
Tower Mount
1255
49 In
1255
49 3/8
1255
49 3/8
1140
45
E
Direct Mount
1035
403/4
1035
40 1/4
1035
40 314
920
36 1/4
Tower Mount
1060
41 3/4
1060
4 1 3/4
1 1060
41 3/4
945
1 37 1/4
F
Direct Mount
1225
481/4
1185
46 5/8
1185
45 1/8
1025
40 3/8
1
Tower Mount 1
1250 1
491/4--- 1
1210
47 5/8
1210 1
461/8
1050
41 3/8_
Safety Features
3
1 Passenger and pedestrian safe-
ty is assured by under -platform
sensors that stop the platform
if it encounters an obstruction.
2 Flashing amber Pedestrian
Safety Lights are located at ei-
ther end of the platform deck,
alerting pedestrians of the plat-
form in the stairway, and illumi-
nating the platform threshold
for safer boarding.
3 Bi-Directional Ramp Sensing
detects obstructions on the
stairs and prevents a wheel-
chair from being off -center on
the platform deck.
Smart-Lite TechnologyTM
Garaventa Lifts computer -based
lift control system intuitively
guides the user through the op-
erating sequence by illuminating
the appropriate button to push.
Fold and unfold functions are
fully automated and work with
a simple momentary push of the
illuminated button.
Vandal -Resistant Platform Storage
With its remote drive system,
the Artira has the most com-
pact folded platform in the
industry, leaving maximum
clear space on the stairs and
landings. When folded, the
Artira's platform conceals and
protects the folded safety
arms and platform controls.
For further vandal resistance
in public buildings, a robust
electric Platform Security Lock
can be fitted.
Curved Safety Arms
Curved safety arms further
enhance passenger safety dur-
ing platform boarding and while
travelling on the stairway. The
Artira's safety arms have fully
automated operation and
electronic obstruction sensing.
Ultra -Quiet Drive withPCCTM System
The Ultra -Quiet Drive is located
in a locked drive box away from
the platform and uses a solid
state inverter to drive a silent
yet powerful 2 horsepower
electric motor. The Program-
mable Configuration Controller
(PCCTM) allows the Artira to be
customized for each stairway
application, including slowing
at corners and landings, au-
tomatic folding, building fire
alarm integration and many
other sophisticated capabilities.
Design Assistance
www.garaventalift.com
Design Hotline: 1.800.663.6556
Toll Free North America
REVOSVOIN
APR 2 12020
BUILDING DEPARTMENT
CITY OF EDMONDS
GSL ARTIRA
Call your local Garaventa Lift representative
or our Design Hotline at 1.800.663.6556
Platform: Large ADA compliant, mid -size, compact and residential sizes
Power Requirements: 208-240 VAC, 50/60 Hz on a dedicated 20 Amp circuit I Auxiliary power system available
(battery powered)
Rated Load: 300 kg (660 lbs)
Drive System: Upper landing 2 HP Drive Box (Roped Sprocket Drive) I Optional Compact Drive system available
Speed: 6 m/min (20 ft/min), slowing prior to corners and when approaching or departing landings I
Optional 9m/min (30ft/min)
Controls: Call Station (standard): Keyed with constant pressure switches, 24VDC, equipped with Garaventa Smart-
Lite Technology'" I Platform (standard): Keyless with constant pressure directional switches, 24VDC, equipped with
Emergency Stop Switch
Overspeed Safety: Located at the bottom of the tube assembly I Contains mechanical overspeed sensor and brake, with
electrical drive cut-out protection
Safety: Emergency manual lowering and folding I Sensors: Standard under platform obstruction detection I Optionalside
of hanger optical sensing I Bi- Directional Ramp Sensing I Curved safety arms I Pedestrian safety lights
Finishes: Durable electrostatically applied and baked textured satin grey paint I Optional stainless steel finish and custom
RAL colors
Optional Features: Attendant remote control I Keyed platform operation for additional security I Auto -fold option keeps
stairway clear I Side load platform for confined lower landings I Fold -down seat with seat belt I Dek-Lite (only available
with fold -down seat) I Integrated Pedestrian Handrails I Pedestrian Audio Visual Alert (wall mount) I Building fire alarm
integration I Outdoor weatherproofing package I Vandal resistant platform lock (electric)
RF-.V- T'S to-W
Warranty: Two years I Extended warranty (five additional years) * USA/Canada only APR 2 12020
BUILDING DEPARTMENT
CITY OF EDMONDS
Authorized Garaventa Lift Representative
Contact us today Printed in Canada
a 15814-K-PB
Phone: +1 604 594 0422 @ Garaventa Lift. As we are
Toll Free: 1 800 663 6556 continuously improving our products,
specifications outlined in this brochure
Web site: www.garaventalift.com are subject to change without notice.
I- Xpress II Specifications I Section 14 42 13
SECTION 14 42 13
XPRESS II INCLINED PLATFORM WHEELCHAIR LIFT
Display hidden notes to specifier by using "File"/"Options"/"Display"/"Hidden Text".
PART1 GENERAL
1.1 SECTION INCLUDES
A. Indoor inclined platform wheelchair lifts.
B. Outdoor inclined platform wheelchair lifts.
C. Portable emergency evacuation device.
1.2 RELATED SECTIONS
A. Section 03300 - Cast -In -Place Concrete: Anchor placement in concrete.
B. Section 04800 - Masonry Assemblies: Anchor placement in masonry.
C. Section 06100 - Rough Carpentry: Blocking in framed construction for lift
attachment.
D. Section 09260 - Gypsum Board Assemblies: Stair walls.
E. Section 13650 - Fire Alarm System: Building Fire Alarm Integration system to
connect the lift control system with the building fire alarm system.
F. Division 16 - Electrical: Electrical power service and wiring connections.
1.3 REFERENCES
A. ASME A17.5 - Elevator and Escalator Electrical Equipment.
B. ASME A18.1 - Safety Standard for Platform Lifts and Stairway Chairlifts.
C. CSA B44.1 - Elevator and Escalator Electrical Equipment.
D. CSA B355 - Lifts for Persons with Physical Disabilities.
E. ICC/ANSI A117.1 - Accessible and Usable Buildings and Facilities.
F. NFPA 70 - National Electric Code.
EVI! P",
G. CSA - National Electric Code.
APR 2 1
1.4 SUBMITTALS
AV I
Xpress II Specifications I Section 14 42 13 16992-0-DS
A. Submit under provisions of Section 01300.
B. Product Data: Manufacturer's data sheets on each product to be used, including:
1. Submit manufacturer's installation instructions, including preparation,
storage and handling requirements.
2. Include complete description of performance and operating characteristics.
C. Shop Drawings:
1. Show typical details of assembly, erection and anchorage.
2. Include wiring diagrams for power, control, and signal systems.
3. Show complete layout and location of equipment, including required
clearances.
D. Selection Samples: For each finish product specified, two complete sets of color
chips representing manufacturer's full range of available colors and patterns.
Verification Samples: For each finish product specified, two samples,
representing actual product, color, and patterns.
1.5 QUALITY ASSURANCE
A. Manufacturer Qualifications: Firm with minimum 40 years documented
experience in manufacturing of inclined wheelchair platform lifts of installations of
type specified.
B. Installer Qualifications: Firm licensed to install equipment of this scope, with
evidence of experience with specified equipment. Installer shall maintain an
adequate stock of replacement parts and have qualified people available to
ensure timely maintenance and callback service at the project site.
1.6 REGULATORY REQUIREMENTS
A. Provide platform lifts in compliance with:
1. ASME A18.1 - Safety Standard for Platform Lifts and Stairway Chairlifts.
2. ASME A17.5 - Elevator and Escalator Electrical Equipment.
3. NFPA 70 - National Electric Code.
B. Provide platform lifts in compliance with:
1. CSA B355 - Lifts for Persons with Physical Disabilities.
2. CSA B44.1/ASME A17.5 - Elevator and Escalator Electrical Equipment.
3. CSA - National Electric Code.
1.7 DELIVERY, STORAGE, AND HANDLING
A. Store products in manufacturer's unopened packaging until ready for installation.
B. Store components off the ground in a dry covered area, protected from adverse
weather conditions.
1.8 PROJECT CONDITIONS
A. Do not use wheelchair lift for hoisting materials or personnel during construction
period.
1.9 WARRANTY
A. Warranty: Manufacturer shall warrant the wheelchair lift materials and factory
workmanship for two years following completion of installation.
AV2
Xpress II Specifications I Section 14 42 13
16992-0-DS
B. Extended Warranty: Provide an extended manufacturer's warranty for the entire
warranty period covering the wheelchair lift materials and factory workmanship
for the following additional extended period beyond the initial warranty.
Preventive Maintenance agreement required.
1. One additional year.
2. Five additional years.
PART 2 PRODUCTS
2.1 MANUFACTURERS
A. Acceptable Manufacturer: Garaventa Lift;
U.S. Address: P.O. Box 1769, Blaine, WA 98231-1769.
Canadian Address: 18920 36 th Avenue, Surrey, BC V3Z OP6
Toll -Free 1-800-663-6556 Tel: (604) 594-0422. Fax: (604) 594-9915.
Email: prod ucti nfoPq a raventa I ift. com Web: www.garaventalift.com
B. Substitutions: Not permitted.
C. Requests for substitutions will be considered in accordance with provisions of
Section 01600.
2.2 STAIR LIFT FOR STRAIGHT STAIRWAYS
A. Garaventa Inclined Platform Lift: Stair -Lift Model XPRESS II to serve one flight of
straight stairs, with two landings and two stops. Lift consists of an extruded
aluminum guide rail, a folding platform that is moved along the guide rail by an
integrated rack and pinion drive system, overspeed safety system and call
stations at each landing. Conform to the following design requirements:
1. Application:
a. Indoor.
b. Outdoor.
2. Platform Load Rating: 250 kg (550 lbs).
3. Travel Speed: 4m/min (13 fpm) traveling up; 5 m/min (16 fpm) traveling
down.
4. Platform Deck: Surface shall be slip resistant with the following features:
a. Platform Size A (ADA Compliant): 800 mm (31 1/2 in.) wide
by 1250mm (49 1/4") long.
b. Platform Size B: 800 mm (31 1/2 in.) wide by 1000 mm (39
3/8 in.) long.
C. Platform Size C: 750 mm (29 1/2 in.) wide by 900 mm (35
1/2 in.) long.
d. Platform Size D: 725 mm (28 1/2 in.) wide by 1000 mm (39
3/8 in.) long.
e. Platform Size E: 675 mm (26 1/2 in.) wide by 1000 mm (39
3/8 in.) long.
5. Platform Operation:
a. Automatic Fold: Folded and unfolded electrically from the call
station.
b. Emergency Manual Fold: When unit is left in the open position,
the platform may be manually folded and retained in the closed
position.
6. Under Platform Obstruction Sensing:
a. Provide an under -platform sensing device to stop the platform
from traveling in the downward direction when encountering 20N (4
lbf) of pressure.
b. Platform is permitted to travel in the opposite direction of the
obstruction to allow clearing.
7. Passenger Restraining Arms:
AV3
Xpress II Specifications I Section 14 42 13
16992-0-DS
a. Platform equipped with retractable passenger restraining arms
in compliance with ASME A18.1a - 2001 or more recent edition.
b. Arms stop moving when an obstruction causing 20 N (4 lbf) of
pressure is encountered and will immediately retract when the signal
is removed.
C. Provide with means to manually unlock and open the
restraining arms for passenger emergency evacuation.
d. Arms are folded and unfolded electrically from the call stations
or platform controls.
e. Top of arms mounted 800 mm (32 in.) to 1000 mm (38 in.)
above the platform deck. When in the guarding position the arms are
located above the perimeter of the platform.
f. The gaps between the ends of the arms shall not exceed 100
mm (4 in.).
8. Boarding Ramps:
a. Provide boarding sides of platform with retractable ramps
positioned for travel at a height of 150 mm (6 in.) measured
vertically above the platform deck.
b. Lock ramps in their guarding positions during travel. When the
platform is at the landing, only the retractable ramp servicing the
landing shall be operable.
C. Ramps shall be folded and unfolded electrically.
d. Retractable ramps, in the guarded position, shall withstand a
force of 550 N (125 lbf) applied on any 100 mm (4 in.) by 100 mm
(4 in.) area. This force shall not cause the height of the ramp, at any
point in its length, to be less than 150 mm (6 in.) measured
vertically above the platform deck.
e. Provide a means to manually unlock the ramps for emergency
evacuation when the platform is located at a landing.
f. Provide with a bi-directional obstruction sensitive device on the
travel direction end of the platform to stop the lift when 20 N (4 lbf)
of pressure is encountered on either the outside or inside of the
platform. Platform is permitted to travel in the opposite direction of
obstruction to allow clearing.
9. Platform Kick Plate:
a. Provide on the non -boarding and non -guide rail side of the
platform a kick plate of not less 150 mm (6 in.) in height, measured
vertically from the platform deck.
b. When the platform is folded the kick plate shall cover the
platform controls, providing protection from vandalism.
10. Hand Grips:
a. Equip platform with a 32 mm (1-1/4 in.) tubular steel hand
grip or grab bar at the top of the platform. The hand grip is to cover
the entire width of the platform.
11. Clearances Dimensions:
a. The platform shall not protrude more than 260 mm (10 1/4
in.) from the mounting surface when folded and stored.
b. The platform shall not protrude more than 1020 mm (40 1/4
in.) from the mounting surface when unfolded and in use.
12. Controls:
a. Controls: 24 VDC Low Voltage type.
b. Platform equipped with emergency stop switch located within
reach of the passenger. When activated the emergency stop button
shall cause electric power to be removed from the drive system
stopping lift immediately.
AV4
Xpress II Specifications I Section 14 42 13
16992-0-DS
C. Operating controls shall be two separate 36 mm (1 1/2)
diameter round continuous pressure buttons with directional arrows,
mounted on the front surface of the platform control panel.
d. When the platform arrives at landing and the user releases the
directional control button, the passenger restraining arms and
boarding ramp shall unfold automatically allowing passenger to
disembark.
e. Platform control panel shall include a receptacle for an optional
plug-in hand-held attendant pendant control.
f. Platform shall be equipped for:
9. Keyless Operation.
h. Keyed Operation.
i. Provide control wiring to allow the platform to be folded into
the storage position from the opposite call station.
j. Provide control wiring to allow the platform to be called to the
opposite landing in the folded open position.
13. Passenger Seat: Fold -down type with safety belt.
14. Side Loading Platform: Provide with automatic folding ramps and kick
plates at boarding sides of platform.
15. Platform Security Lock: Provide to prevent unauthorized unfolding of the
platform.
16. Attendant Hand -Held Pendant Control: Provide lift with a plug-in pendant
control for attendant operation.
17. Autofold Platform: Automatically fold platform into storage position
when left unused in open position at any landing for:
a. 3 minutes (recommended)
b. A specified delay of — minutes (1 to 10 minutes, factory
set)
18. Platform On -Board Emergency Alarm: Provide platform with an on -board
alarm that sounds when emergency stop button is pushed. The alarm shall
have a battery back-up so that it will continue to function if lift power is
lost.
B. Drive and Guide Rail System:
1. Operation:
a. Motor: 0.6 kW (3/4 HP) electric motor with an integrated
b ra ke.
b . Required power: 208-240 VAC, single phase, 50/60 Hz. on a
dedicated 20-amp circuit. Power Transmission: Worm gear reduction
to a pinion moving on a fixed gear rack.
C. A frequency inverter shall be used to smoothly start and stop
the platform motion.
d. Drive carriage and associated control devices to be located
within the platform conveyance.
e. An upper final limit switch shall be provided to stop the lift in
the event of a failure of the primary limit switch.
f. Drive system shall be equipped with an hour counter.
2. Guide Rail System:
a. Two-part guide rail system consisting of:
1) Main Upper Rail: Extruded aluminum weighing 11.9 kg/m (8
lb/ft) with integrally mounted zinc plated gear rack.
2) Lower Rail: 38 mm (1 1/2 in.) by 64mm (2 1/2 in.)
b. Rail Mounting:
1) Rails shall be directly mounted to the stairway wall.
2) Upper rail shall be attached to a 2 by 8-inch board that is
secured to the wall. Lower rail shall be attached to a 2 by 4-
inch board that is secured to the wall. Each board shall be
fastened to every available stud with a minimum of two
fasteners.
AV5
Xpress II Specifications I Section 14 42 13
16992-0-DS
3) Rails shall be mounted to steel support posts that are secured
to the lower landing floor and stair treads. Support posts shall
be 64 mm (2 1/2 in.) by 64 mm (2 1/2 in.) hollow structural
steel.
C. Provide a mechanical stop at the upper landing to prevent
over -travel of the drive carriage in the event of a switch failure.
3. Provide overspeed governor and brake on upper carriage drive, containing
mechanical overspeed sensor and lock, with electrical drive cut-out
protection.
4. Provide with manual handwheel for emergency operation.
5. Emergency Battery Operation:
a. Auxiliary Power: Provide an external battery back-up system
for normal up/down lift operation during a power failure for a
minimum period of one hour with rated load.
b. Emergency battery lowering provide an on -board battery
system to allow the user to lower the platform during a power failure.
C. Pedestrian Handrail Integrated with Guide Rail:
1. Provide a pedestrian handrail to be mounted to the top of the upper rail.
2. The top of the handrail gripping surface shall be between 785 mm (31 in.)
and 1270 mm (50 in.) above the stair nosing and have a smooth gripping
surface 38 mm (1-1/2 in.) in diameter.
3. Handrail will be on the same plane as the upper rail of the lift.
D. Call Stations:
1. Provide surface mounted call stations at both landings.
2. Call stations:
a. operating voltage to be 24V (wired) or
b. 9V DC (wireless)
3. Call stations shall be provided with continuous pressure directional control
buttons for call and send.
4. A one -touch control system shall be used to automatically fold/unfold the
platform, boarding ramps and passenger restraining arms.
5. Call stations shall be equipped for:
a. Keyed Operation.
b. Keyless Operation.
6. Provide continuous pressure Attendant Call buttons on each call station.
7. Mounting:
a. Lower landing call station:
1) Surface mounted call station.
2) Flush mounted call station: Provide powder -coated trim collar.
3) Pedestal mounted call station: Provide free-standing mounting
pedestal.
b. Upper landing call station:
1) Surface mounted call station.
2) Flush mounted call station: Provide powder -coated trim collar.
3) Pedestal mounted call station: Provide free-standing mounting
pedestal.
E. Additional Safety or Code Requirements:
1. Wall Mounted Audio -Visual Alert: Provide wall mounted audio-visual alter(s)
with adjustable volume control that sound while the lift is in operation and
are visible by pedestrian traffic from all flights and landings.
2. Building Fire Alarm Integration: Coordinate with Section 13650 Building
Fire Alarm System to connect the lift control system with the building fire
alarm system. If the lift is not in operation when the building fire alarm
system is activated power will be cut to the lift preventing use during fire
evacuation. If the lift is in use when the building fire alarm system is
activated, the lift shall only allow the passenger to travel to the designated
landing with the emergency exit.
AV6
A
I
Xpress II Specifications I Section 14 42 13 16992-0-DS
F. Finish Environment Requirement:
1. Design and fabricate lift to manufacturer's standard design for indoor and
outdoor locations.
a. Guide rails and ramps shall be extruded aluminum. Extruded
aluminum and steel components shall be painted with
electrostatically applied and baked powder coat as follows:
1) Silver Moon.
2) Optional color as selected by Architect from an RAL color chart.
b. Electrical printed circuit boards and control transformers to be
treated with a conformal coating for resistance to ambient moisture.
2. Platform Cover: Provide a durable and weather resistant nylon platform
cover for protection.
2.3 EMERGENCY EVACUATION DEVICE
A. Portable evacuation chair, Garaventa "Evacu-Trac" with steel storage enclosure:
1. Capacity: 1 person, 180 kg (400 lbs.).
2. Maximum Stair Angle: 40 degrees.
3. Speed Governor: Piston brake.
4. Brake: By manual mechanical brake, attendant must release for descent.
5. Surface Mount Cabinet:
a. Steel cabinet and door panel. Available only in Satin Grey,
hinged only.
b. Size: Height 1151mm (45 3/8 in.) width 508 mm, (20 in.)
depth 279mm (11 in.)
PART 3 EXECUTION
3.1 EXAMINATION
A. Do not begin installation until substrates have been properly prepared.
B. Verify electrical rough -in is at correct location.
C. If substrate preparation is the responsibility of another installer, notify Architect
of unsatisfactory preparation before proceeding.
3.2 PREPARATION
A. Clean surfaces thoroughly prior to installation.
B. Prepare surfaces using the methods recommended by the manufacturer for
achieving the best result for the substrate under the project conditions.
3.3 INSTALLATION
A. Install platform lifts in accordance with in compliance with regulatory
requirements specified and the manufacturer's instructions.
B. Install system components and connect to building utilities.
C. Accommodate equipment in space indicated.
D. Startup equipment in accordance with manufacturer's instructions.
E. Adjust for smooth operation.
AV7
Xpress II Specifications I Section 14 42 13 16992-0-DS f, ,
V
3.4 FIELD QUALITY CONTROL
A. Perform tests in compliance with regulatory requirements specified and as
required by authorities having jurisdiction.
B. Schedule tests with agencies and Architect, Owner, and Contractor present.
3.5 PROTECTION
A. Protect installed products until completion of project.
B. Touch-up, repair or replace damaged products before Substantial Completion.
END OF SECTION
AV8
XPRESSH
PLANNING GUIDE
Inclined platform lift for straight stairways
Creating An Accessible World
W oil OB D (a H
APR 2 1 2020
www.garaventalift.com
Please note:
Dimensions provided in this Guide are for REFERENCE ONLY
and should not be used for site preparation or construction.
Xpress II
Table of Contents
What is an Inclined Platform Lift? ................................................................................................... 4
Finishes........................................................................................................................................... 5
Howit Works ................................................................................................................................... 6
ComponentIdentification ................................................................................................................ 7
Standard Platform Safety Features .................................................................................................. 8
OptionalPlatform Features .............................................................................................................. 9
DriveSystem ................................................................................................................................. 10
GuideRails .................................................................................................................................... 10
CallStations .................................................................................................................................. 10
Call Station Mounting Options ......................................................................................................... 10
OutdoorApplications ...................................................................................................................... 10
AdditionalSafety Options .............................................................................................................. 11
Platform Projection & Rail Extensions ............................................................................................ 12
AttachmentMethods ...................................................................................................................... 13
PedestrianHandrail ........................................................................................................................ 14
Wall Height Requirement for Direct Mounting ................................................................................ 16
XpressII Loading Diagram ............................................................................................................ 17
TypicalWiring Layout .................................................................................................................... Is
Technical Reference of Standard Features ..................................................................................... 19
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
What is an Inclined Platform
Lift?
An inclined platform lift easily transports a passenger
in a wheelchair or someone who has difficulty with
stairs. The lift can be operated independently or by an
attendant with an attendant remote control (optional
item). Compatible for indoor and outdoor applications,
the Garaventa Inclined Platform Lift is a versatile, at-
tractive and cost-effective accessibility solution.
Why an Inclined Platform Lift?
No Building Renovations (Modifications)
Inclined platform lifts fit easily into most stairways and
do not require specially constructed hoistways.
Preserve Heritage Buildings
Flexibility in design enables Garaventa's design-
ers to adapt an inclined platform lift to virtu-
ally any building site with very little or no structural
modifications. The availability of many colors and
finishes ensures the lift will blend with its environment
and preserve the look of a heritage building.
Save Valuable Floor Space
Floor space within a retail outlet, a restaurant or a
school is a valuable commodity. Garaventa Lift Inclined
platform lifts utilize very little of this premium space.
Meet ADA Requirements
Garaventa inclined platform lifts are approved in the
ADA Accessibility Guidelines as a means to provide
public building access when licensed for independent
operation. They may also be used as an accessible
means of egress when equipped with an auxiliary
standby power system.
XPRESS II Design & Planning Guide -4-
15807-N-DP
Design Assistance
With over 40 years of experience, Garaventa Lift can
overcome almost any design challenge you face. Please
call our Design Hot Line or email us with your acces-
sibility challenge.
1-800-663-6556 or 1+604-594-0422
Email: productinfo@garaventalift.com
Finishes
Standard Color
The Xpress 11 rails and loading ramps are painted
extruded aluminum. The non -aluminum components
of the lift are finished in a durable polyester powder
paint coating that is electro statically
applied and baked at 2100 C (4100F). Garaventa Lifts
standard color, Silver Moon, complements a variety
of modern and traditional decors (color samples are
available upon request). The conveyance cover and
upper rail end caps are Silver Moon colored high qual-
ity ABS/PVC.
Standard Color
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Custom Colors (Optional)
Garaventa Lift offers a choice of colors from the inter-
nationally accepted RAL color charts (color samples
are available upon request).
The following list of items will be powder coated to
the specified color when a custom color is ordered
(for some of these items - see picture below).
(A) upper and lower rails
(B) pedestrian handrail
(C) platform grab rail
(D) curved arms
(E) sensing plate, call stations, towers (if ordered)
[F) pedestrian boarding ramps
Optional paint colores are available
Custom Color Example
-5- www.garaventalift.com
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
How It Works
The platform of the Xpress II travels along two
custom designed extruded aluminum rails that can
be mounted either directly to the wall or to support
posts (towers). The upper rail houses a gear rack and
a traveling cable while the lower rail provides lateral
support. The platform is propelled by means of a
carriage mounted rack and pinion drive system.
Traveling
Cable
Overspeed Safety
The Overspeed Safety located in the upper carriage
on the platform, consists of a mechanical pawl and
electrical cutout switch. In the unlikely event that the
lift should descend too quickly, both the mechanical
and electrical safety will activate simultaneously and
stop the platform from moving.
XPRESS II Design & Planning Guide -6-
15807-N-DP
Upper
Carriage
Platform Drive
Overspeed
Wheel
Pawl
Safety "-�' '@
Overspeed
safety
'� Pinion Gear
Motor i
Actuator
Bracket
Locking
0 Gear
0
Detent
Bracket
Overspeed Safety
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Component Identification
The main components of the Xpress II are: Hanger
• Drive System
• Platform Operating Controls Platform'Controls
• Platform
• Extruded Aluminum Guide Rails Fold down
• Call Stations A
Seat
Bi-directional
I
Touch -sensitive Ramp 'j
(inside and outside surfaces)
Platform
Platform Sizes
The platform is available in three standard sizes, with Upper Rail
a rated load of 250 kg. (550 lbs.).
* 800 x 1250mm (31 1/2" x 49 1/4") 5- X:V�
* 800 x 1000mm (31 1/2" x 39 3/8")
* 750 x 900mm (29 1/2" x 35 1/2")
'�Z� -- Lower Rail
For narrower staircases 2 optional platforms are
available: Direct Mount Configuration System
* 725 x 1000mm (28 1/2" x 39 3/8")
* 675 x 1000mm (26 1/2" x 39 3/8")
*Curved safety arms not available on 675 x 1000mm
platform, powered straight arms can be provided.
Platform Controls
The durable and vandal resistant platform control
panel is mounted to the platform control panel. The
c nn mr n — — — q —ne q n
V V, U EmergE
minated constant pressure Directional Buttons for in- Stop Sw
dependent operation and an Emergency Stop Button
(with illumination optional).
Attendant Remote Control Unit
The platform can be equipped with an optional
Attendant Remote Control that overrides the Plug In for
Directional Travel Buttons during attendant operation. Attendant
The remote control unit can be removed when not Remote Control
required, (optional)
Platform Control Panel
Con
Platfc
Wrap around
Safety Arms
Mains Breaker
Switch (standard)
-7- www.garaventalift.com
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Standard Platform Safety Features
Emergency Stop Button
Located on the platform control panel, this large red
button is used to stop the lift in an emergency (an
illuminated stop button with alarm is also available).
Safety Sensing
The platform is equipped with the obstruction safety
sensors listed below. These sensors will automatically
stop the lift when activated by 1.8 kg (4 lbs.) of
pressure in the direction of travel. The platform can
then be backed away from the obstruction allowing
the object to be removed.
i) Leading Ramp Sensor
When the platform is called to or from the
landing area in the folded up position the
leading ramp is Sensitive to obstructions.
ii) Under Platform Sensing Plate
The under platform sensing plate detects
obstacles underneath the platform.
ii) Bi-Directionall Ramp Sensing
The ramps are designed to be obstruction sensitive in
the direction of travel on the outside of the ramps as
well as from within the platform. The internal ramp
sensor prevents a wheelchair from being off -center
on the platform deck.
Platl
Fold down seat (op
XPRESS II Design & Planning Guide -8-
15807-N-DP
Platform Grab Rail
This safety feature increases the ease with which
passengers may load and unload from the platform.
Emergency Fold
In an emergency the platform can be manually folded
and will held in the folded position with the supplied
durable nylon strap.
Passenger Restraining Arms
Fully automatic restraining arms are standard on the
Xpress II. Most safety codes require inclined lifts to
be equipped with passenger restraining arms.
Hour Counter
The hour counter enables the owner to determine the
amount of time the Xpress II inclined platform lift
has been used. This is a helpful tool for determining
preventive maintenance intervals.
Keyless Platform
The platform comes standard without a key switch.
Manual Emergency Lowering
Included with every lift the lowering hand wheel
enables an attendant to lower the platform in case of
an emergency. (The hand wheel is not user operable.)
ab Rail
Optional Platform Features
Folding Seat Assembly
Designed for use by semi -ambulatory passengers,
the folding seat is equipped with a safety belt. This
is required in most jurisdictions for installations in
buildings used by the public. (ASME A18.1)
Side Load
Designed for confined lower landing areas. The side
ramp opens simultaneously with the end ramp. This
allows the passenger to wheel onto the platform
diagonally offering easier access.
Auto Fold
This feature will allow the lift to automatically fold,
if left unattended for a period of time at a landing.
This ensures the stairway remains clear in the event
someone forgets to fold the lift. The time delay is
adjustable in the field by an authorized Garaventa
technician.
Emergency Battery Lowering
(can not be used with Auxiliary Power System)
During a power outage this feature allows the lift to be
lowered to the bottom landing. The Battery Lowering
System is located on the lift inside the platform.
Auxiliary Power System (Battery Backup)
This option ensures that the lift continues to operate
at maximum load capacity for at least 5 complete
cycles when building mains power is removed.
Illuminated Emergency Stop Button and Alarm
The emergency stop button can be illuminated and
activate an onboard alarm when required by code.
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Change of Direction Time Delay
In applications where a time delay is required when
changing directions, either by code or user preference,
the lift can be equipped with a variable time delay.
Keyed platform
Protects the lift from unauthorized use.
Platform lock
This feature locks the platform and protects the unit
from vandalism.
*Note: In some areas certain optional features
are either not permitted or mandatory depending
on local codes. Please consult your local Garaventa
representative for clarification.
-9- www.garaventalift.com
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Drive System
The carriage mounted drive system consists of a
3/4 H.P. motor, a gearbox, pinion gear and flexible
traveling cable.
Mains Power
The mains power requirement is 208 to 240VAC,
single phase, on a dedicated circuit (North America:
20 ampere, Europe: 16 ampere). A lockable
supplementary mains disconnect switch is mounted
at the end of the upper rail.
Guide Rails
Two extruded aluminum extrusions make up the guide
rail assembly. The upper rail houses the rack that the
platform's pinion gear utilizes for travel. The platform
is mechanically attached to this upper rail. The lower
rail is used as a guide track for the rollers of the lower
carriage assembly. The upper and lower rail heights
are based on the stair angle and the platform size.
For more information on rail heights see page 16.
Call Stations
Each landing is equipped with a call station. The call
station enables the user to unfold the platform with a
touch of a button. If the platform is not at the required
landing the user simply presses the directional button
to bring the platform to their landing. Call stations are
available hard wired to the lift or wireless.
Optional Call Station Features
To meet customer or local code requirements an
optional Emergency Stop Button and an Attendant
Call Switch can be added to the call station (wired
call stations only).
Keyless Operation
This feature allows the user to operate the lift without
a key. The standard key switches on the call stations
are removed and plugged.
Call with Platform Open (Confirm with local
code authorities -adjustable in field)
This option is typically used when the lift can not
be called from a call station to overhead clearance
issues. With this option, the lift travels with the arms
in the horizontal position and platform folded down
only. This option which is adjustable in the field can be
enabled by a jumper setting on site. An appropriate
label (#37033) has to be ordered, which replaces the
regular "operating instructions" manual.
XPRESS 11 Design & Planning Guide _10-
15807-N-DP
Remote Platform Fold
This feature allows the platform to be folded up from
any call station should the platform be left unfolded
at a landing.
Call Station Mounting Options
The call stations can be mounted on the wall (surface
or flush mounted). Wired flush mount call stations
can be pre -wired during the construction or building
renovations resulting in a cleaner appearance with no
surface wiring. The use of wireless call stations also
eliminates the need for surface wiring. The optional
flush call station box dimensions are:
Length: 185 mm (7 1/4")
Width: 115 mm (4 Yz")
Depth: 52 mm (2")
Direc
Buttc
Fold/
Unfold
Buttor
Switch
Outdoor Applications
Attendant
r'_11 12
utton
itional)
Emergency
Stop Button
(Optional)
Because most components of the Xpress II are of
painted extruded aluminum they are already prepared
for outdoor use. Any components that are not made
of aluminum are zinc plated. If the Xpress II is to
be used outdoors or in an extreme environment (e.g.
near swimming pools, hot tubs, chemicals, etc.) it is
necessary to use stainless steel fasteners and support
towers (if required, see Attachment Methods). An
outdoor platform cover can be purchased (optional) to
assist in protection. Consult with your local authorized
Garaventa Lift representatives concerning outdoor
installations in severe weather areas.
Additional Safety Options
The Xpress If can be equipped with a number of
additional safety features:
� aft �' I
Audio Visual Alert
When the lift is in use, a wall mounted strobe light and
audible chime cautions pedestrians in the vicinity that
the lift is in operation (as shown above). The volume
of the audible chime can be adjusted on site.
Fire Alarm Integration (Fire Service)
Designed to interface with a building's fire safety
system and interrupt power to the lift when the fire
alarm sounds. This ensures the lift will not obstruct
stairway traffic during evacuation. If the lift is in use
when the alarm sounds, the lift will only allow the
passenger to use the constant pressure direction
button to travel to the designated landing with the
emergency exit.
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Attendant Remote Control
The platform can be equipped with an optional
Attendant Remote Control that overrides the
Directional Buttons during attendant operation. The
platform remote control unit can be removed when
not required.
Auxiliary Power (Battery not included)
This feature (as shown above) ensures that the lift
continues to operate during a power outage. The self-
contained battery unit can be located up to 4.5 meters
(15') away from the drive system and will power the
lift up to one hour at full capacity.
Box Size:
597 mm (23 1/2") H x 444 mm (17 1/2") W x 192
mm (7 5/8") D
-11- www.garaventalift.com
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Minimum Site Dimension Requirements
Platform Projection and Rail Extensions
Stair Angle
1 10-
15-
20-
251-
30-
351-
40-
450
Dimension A - Platform Projection
800 x 1250mm Platform
2863
2399
2163
2021
1924
1854
1799
1756
(31 1/2" x 49 1/4")
1123/4
941/2
85 1/4
795/8
757/8
73
707/8
691/4
800 x 1000mm Platform
2618
2154
1918
1776
1679
1609
1554
1511
(31 1/2" x 39 3/8")
103 1/8
843/4
75 1/2
697/8
661/8
633/8
61 1/8
59 1/2
750 x 900mm Platform
2502
2052
1818
1676
1579
1509
1454
1411
(29 1/2" x 35 1/2")
1 98 1/2
803/4
71 5/8
66
62 1/4
59 1/2
1 57 1/4
55 5/8
Dimension B - Rail Extension
800 x 1250mm Platform
2553
2101
1870
1729
1629
1551
1485
1426
(31 1/2" x 49 1/4")
101 1/8
833/8
741/4
683/4
643/4
613/4
59 1/8
563/4
800 x 1000mm Platform
2430
1976
1745
1604
1504
1426
1360
1301
(31 1/2" x 39 3/8'1
95 5/8
773/4
683/4
63 1/8
591/4
561/8
53 1/2
51 1/4
750 x 900mm Platform
2365
1924
1695
1554
1454
1376
1310
1251
(29 1/2" x 35 1/2'J
1 93 1/8
753/4
663/4
1 61 1/4
1 571/4
1 54 1/4
1 51 5/8
1 491/4
Note: These dimensions are based on a first riser height of 190mm (7 1/2"). The platform projection and rail extension will
be shorter than indicated for shallow stairs below 250 as they may have shorter first risers, please consult Garaventa Lift.
Stair Width Clearance for Different Attachment Methods
Clearance Width
C
Rail Protrusion
D
Platform Folded
E
Platform Unfolded
F
Side Load Ramp
G
Stair Width
Dimensions
----]
MM
in
mm
I in
mm in
I
mm
I in
-T--
mm
in
800 x 1250 mm (31 1/2" x 49 1/4") & 800x 1000 mm (31 1/2" x 39 3/8-) Platforms
Direct Mount
Towers
81
1 145
1 3 1/4
53/4
1 260
325
1 101/4
123/4
1020
1084
401/8
425/8
1175
1239
461/4
483/4
1040
1104
41
43 112
*750 x 900 mm (29 1/2" x 35 1/2") Platform
Direct Mount
Towers
81
1 145
3 1/4
1 5 3/4
299
� 364
113/4
1 143/8
927
992
36 1/2
39
N/A
N/A
N/A
N/A
947
1012
37 1/4
397/8
725 x 1000 mm (28 1/2" x 39 3/8") Platform
Direct Mount
Towers
81
1 145
3 1/4
1 5 3/4
260
� 325
101/4
1 123/4
945
1009
371/4
393/4
1100
1164
43 1/4
45 7/8
965
1029
38
40 1/2
67S x 1000 mm (26 1/2" x 39 3/8") Platform
Direct Mount
Towers
81
1 145
3 1/4
1 5 3/4
260
� 325
101/4
1 123/4
895
959
35 1/4
373/4
1050
1114
41 3/8
43 7/8
915—T-3
979
�3 6
'/2
XPRESS II Design & Planning Guide -12-
15807-N-DP
Attachment Methods
The extruded aluminum guide and support rails can
be directly mounted to the wall or attached to steel
support towers. There are various attachment methods
used to support the Xpress II. For direct mount lifts,
the wall must be able to withstand the loads and
forces shown on the Loading Diagram (p.17).
Direct Mount Anchored to Solid Walls
• Solid concrete (152mm (6") thick minimum)
• Concrete block (203mm (8") minimum without
reinforcement or 152mm (6") minimum with
reinforcement)
• Wood support posts located in wall (4" x 6"
minimum). Locations determined by Garaventa.
• Steel support posts located in the wall. 76mm
x 76mm x 6mm wall / (Y x 3" x 1/4") minimum.
Locations determined by Garaventa.
Direct Mount Anchored to Wood Stud or Thin
Block Walls
The upper rail must be attached to a 2" x 8" board
that is secured to the wall. For the lower rail, a 2" x 4"
board can be used. Each board must be fastened into
every available wall stud with minimum two screw
fasteners.
Note: Not Suitable for Steel Stud Applications.
Freestanding Support Towers
Required where no support walls exist, or when the lift
must be located away from a wall structure.
• Solid concrete stairs/landings
• Wood stairs/landings over 76.2mm (3") thick
• Concrete steel pan treads (towers must be secured
back to the stringer with brackets for extra support)
Open Balustrade (Towers in the core)
In situations where the stairs cannot support
freestanding towers and where direct mounting is not
feasible, it maybe possible to install support towers in
the open core. This may also be a solution where there
is insufficient clearance with towers on the treads. The
towers are fastened to the floor and secured to walls
or stringers.
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Direct Mount to Wall
Thin Structural Wall
(Through -Bolting
may be suitable)
2" x 8" Board
Direct Mount to 2"xB" and
2"x4" Boards on Wood
Stud or Thin Block Wall
2" x 4" Board
Upper
Rail
Lower
Rail
Tower
Tower Mount
Tower Base
-13- www.garaventalift.com
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Pedestrian Handrail
A pedestrian handrail can be mounted to the top of the upper rail
section to assist pedestrians using the stairs. (Due to platform
interference during travel, the handrail may not fully comply with
building code requirements.)
Pedestrian Handrail Heights
PedE
Han(
Stair Angle
1 10-
15-
20-
25-
30-
35-
40-
45-
Dimension A - Handrail Height
800 x 1250mm Platform
(31 1/2" x 49 114")
Soo
31 1/2
866
341/8
941
37
1020
401/8
1112
433/4
1215
477/8
1335
52 1/2
1477
58 1/8
800 x 1000mm Platform
(31 1/2" x 39 3/8")
778
305/8
833
323/4
895
35 1/4
962
377/8
1039
407/8
1127
443/8
1230
483/8
1352
53 1/4
750 x 900mm Platform
(29 1/2" x 35 1/2")
770
1 303/8
820
323/8
876
34 1/2
939
1 37
1010
393/4
1092
43
1188
463/4
1302
51 1/4
Overhead Clearances Required
Stair Angle
10-
15-
20- 7-25-1
30-
35-
40-
450
Dimension B - Overhead Clearance Platform Folded Up (No
Arms)
800 x 1250mm Platform
1427
1546
1674
1811
1963
2134
2329
2558
(31 1/2" x 49 1/4")
56 1/8
607/8
657/8
71 1/4
77 1/4
84
91 3/4
1003/4
800 x 1000mm Platform
1386
1483
1588
1701
1827
1969
2131
2323
(31 1/2" x 39 3/8'�
545/8
583/8
62 1/2
67
71 7/8
77 1/2
837/8
91 1/2
750 x 900mm Platform
1317
1374
1440
1516
1606
1735
1896
2083
(29 1/2" x 35 1/2")
1 51 7/8
1 54 1/8
1 563/4
593/4
1 631/4
1 68 3/8
1 74 5/8
1 82
Dimension C - Overhead Clearance Platform Folded Up (With Arms)
800 x 1250mm Platform
1917
2031
2152
2281
2426
2584
2765
2977
(31 1/2" x 49 1/4")
75 1/2
80
843/4
893/4
95 1/2
101 3/4
1087/8
117 1/4
800 x 1000mm Platform
1876
1968
2066
2172
2288
2419
2568
2742
(31 1/2" x 39 3/8")
73 7/8
771/2
81 3/8
85 1/2
901/8
95 1/4
101 1/8
108
750 x 900mm Platform
1863
1950
2043
2145
2256
2380
2524
2691
(29 1/2" x 35 1/2")
1 733/8
1 763/4
1 801/2
1 84 1/2
887/8
1 933/4
1 993/8
1 106
Dimension D - US Code for Overhead Clearance (1524mm (60") above Platform)
800 x 1250mm Platform
1845
1961
2084
2215
2358
2516
2696
2904
(31 1/2" x 49 1/4")
725/8
771/4
82
87 1/4
927/8
99
1061/8
1143/8
800 x 1000mm Platform
1803
1898
1998
2105
2222
2351
2498
2669
(31 1/2" x 39 3/8")
71
743/4
78 5/8
827/8
871/2
92 1/2
983/8
105 1/8
750 x 900mm Platform
1781
1867
1958
2056
2162
2279
2413
2569
(29 1/2" x 35 1/2'j
701/8
731/2
1
77 1/8
1
81
85 1/8
893/4
1
95
1
101 1/8
Dimension E - Canadian Code for Overhead Clearance (1500mm (59") above Centerline of Platform)
800 x 1250mm Platform
1713
1774
1838
1907
1982
2134
2329
2558
(31 1/2" x 49 1/4'1
671/2
697/8
723/8
75 1/8
783/8
84
91 3/4
1003/4
800 x 1000mm Platform
1691
1740
1792
1848
1909
1977
2131
2323
(31 1/2" x 39 3/8'1
665/8
681/2
70 1/2
723/4
751/8
777/8
83 7/8
91 1/2
750 x 900mm Platform
1676
1723
1770
1822
1878
1940
2012
2095
(29 1/2" x 35 1/2'0
66
677/8
1 693/4
1 713/4
74
763/8
1 791/4
82 1/2
XPRESS II Design & Planning Guide -14-
15807-N-DP
25mm (1") Clearance
Overhead Clearances required for platform
folded up (without arms)
XI
E
E
Ln
Overhead Clearances to meet US Code
Requirements (ASME A18.1)
1524mm (60") overhead clearance required to any
point above the platform deck. Refer to Dimension D
in the Overhead Clearances chart.
Note: Consult the local Garaventa Lift representative
for status for ASME A18.1 safety code requirements.
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
25mm (1") Clearance
U
Overhead Clearances required for platform
folded up (with arms)
i5v:
All
Overhead Clearances to meet Canadian Code
Requirements (CSA B355-2009)
1500mm (59") overhead clearance required to
centerline of the platform. Refer to Dimension E in
the Overhead Clearances chart.
-15- www.garaventalift.com
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Wall Height Requirement for
Direct Mounting
*K dimension is to top of upper rail for placement of
2"x8" (if required). True wall height is dimension K
plus 35 mm (1 3/8").
Stair Angle
1 10-
1 IS-
20-
25-
30-
35-
40-
45-
Dimension K - Min. Wall Height for Wall Mount
800 x 1250mm Platform
762
827
900
975
1064
1162
1276
1410
(31 1/2" x 49 1/4")
30
32 1/2
353/8
383/8
417/8
453/4
50 1/4
55 112
800 x 1000mm Platform
740
794
853
918
991
1074
1171
1285
(31 1/2" x 39 3/8")
291/8
31 1/4
33 5/8
36 1/8
339
42 1/4
461/8
50 5/8
750 x 900mm Platform
709
1374
812
873
941
1019
1110
1217
(29 1/2" x 35 1/2")
28
54 1/8
32
343/8
37
401/8
1 433/4
48
Dimension L - Upper Rail Height
800 x 1250mm Platform
727
2031
865
940
1029
1127
1241
1375
(31 1/2" x 49 1/4")
285/8
80
34
37
401/2
443/8
487/8
54 1/8
800 x 1000mm Platform
705
1968
818
883
956
1039
1136
1250
(31 1/2" x 39 3/8")
273/4
771/2
32 1/4
343/4
375/8
407/8
443/4
49 1/4
750 x 900mm Platform
697
1950
800
860
927
1004
1094
1200
(29 1/2" x 35 1/2")
27 1/2
763/4
31 1/2
33 7/8
36 1/2
39 1/2
431/8
47 1/4
Dimension M - Lower Rail
Height
800 x 1250mm Platform
245
306
372
442
520
606
705
818
(31 1/2" x 49 1/4'�
95/8
12
145/8
17 3/8
20 1/2
237/8
273/4
32 1/4
800 x 1000mm Platform
222
273
327
384
448
518
599
693
(31 1/2" x 39 3/8'1
83/4
103/4
127/8
15 1/8
175/8
203/8
235/8
271/4
750 x 900mm Platform
215
260
260
361
418
483
557
643
(29 1/2" x 35 1/2'j
81/2
101/4
1 101/4
1 141/4
1 161/2
19
22
253/8
XPRESS II Design & Planning Guide -16-
15807-N-DP
Xpress 11 Loading Diagram
Fl: 121 kg (center of gravity of conveyance)
1179 N (265 lbf)
F2: 250 kg (max. loading capacity)
2446 N (550 lbf)
dl: 362mm (15.5")
d2: 678mm (26.7")
Moment at center of tower
M = Force (F) x distance (d)
M = F1 x d1+F2 x d2
Maximum Moment
M 2086 kNmm
18046 in.lbf
Tower
678mm (26.7")
178 Conveyance
(7.0-)
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
NOTE: Consult with a structural
engineer or a local professional to
confirm structural suitability.
ons
d
-)o
-17- www.garaventalift.com
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Typical Wiring Layout
Actual wiring and number of conductors may vary
depending on options. Some of the options that will
affect the wiring include:
• Emergency Stop switches (requires 2
additional conductors to each call station)
• Additional Audio Visual Alerts (requires 2
additional conductors to each A/V)
• Attendant Call (requires 2 additional
conductors to each call station)
Audio Visual
(Optional Item)
The following options require field wiring by others:
• Fire Service
• Auxiliary Power System
• and possibly others
DEDICATED CIRCUIT SUPPLIED BY OTHERS:
208-240 VAC / 1 PHASE - 50/60 Hz.
Conduit and devices to suit local codes and
recommended 16 amp (international) or
20 amp (North America) dedicated circuit
Wired Call Station
*7 Conductors min. 20 AWG
Optional Wireless Call Stations
eliminate this requirement
0 0
- - - - - - - - - - - - - - - - - - - - - 11
Lower 4 Button
Call Station
Audio Visuall
2 Conductors min. 20 AWG
Call Station
*7 Conductors min 20 AWG
M
-j-,
-1*1
ALL CONTRO1. VARJ4G
24V DC MAX. 0.5 AMPS
Upper 4 Button
Call Station
*Add 2 additional conductors each for Attendant Call (optional) & Emergency Stop Button (optional)
XPRESS II Design & Planning Guide -18-
15807-N-DP
Technical Reference of
Standard Features
Platform Sizes:
800 x 1250mm (31 1/2" x 49 1/4") - ADA compliant
800 x 1000mm (31 1/2" x 39 3/8")
750 x 900mm (29 1/2" x 35 1/2")
725 x 1000mm (28 1/2" x 39 3/8") - optional
675 x 1000mm (26 1/2" x 39 3/8") - optional
Curved Safety Arms:
Fully automatic, 32mm (1 1/4") diameter safety
arms surround the passenger on the platform.
Rated Load:
250 kg. (550 lbs.)
Speed:
Up: 4m (13ft) per minute, Down: 5m (16ft) per
minute
Operating Controls:
Call Stations (Std): Continuous pressure directional
buttons, one touch fold & unfold buttons, 24VDC
power (wired) or 9V DC (wireless), and keyed
operation.
Platform (Std): Continuous pressure buttons, 24VDC
power, Emergency Stop button (manual reset) and
keyed operation.
Drive System:
Motor:
0.75 H.P. located on the platform
-19-
Design Hot Line: 1-800-663-6556 or +1-604-594-0422
Power Requirements:
208-240 VAC, 50/60 HZ single phase on a dedicated
circuit (North America: 20 ampere,
Europe: 16 ampere).
Power Transmission:
Rack and pinion.
Emergency Use:
A hand wheel is provided. Auxiliary power system
available.
Overspeed Safety:
Mechanical overspeed sensor and brake with
electrical drive cut-out protection.
Rail System:
Painted aluminum extrusion with integrally mounted
zinc plated gear.
This lift is built in accordance to ASME A18.1, CSA
B44.1/ ASME A17.5, CSA 8355, ASME A17.1 A
variety of optional features and custom modifications
are available. For more information about custom
features not included in the Xpress II Design and
Planning Guide and code requirements for your area
consult your local Garaventa Lift representative or
Garaventa Lift.
www.garaventalift.com
1. ,
Authorized Garaventa Lift Representative
Creating An Accessible World
Printed in Canada
15807-N-DP-EN
@ Garaventa Lift. As we are
continuously improving our products,
specifications outlined in this brochure
are subject to change without notice.
wvvw.garaventalift.com
CITY Copy REVISION
J U L i 1 2019
BUILDING DEPARTMENT
ENGINEERS CITY OF EDMONDS
cmnsLfll,ants Lz)-Z- C) 101 - 0 1 -Z-0
Revised Structural
Calculations
For
Hyundai Sales Addition - Owner
Requested Revisions
Project Number: 18252
July 11, 2019
I Prepared by
ARW Engineers
1594 West Park Circle
Ogden, Utah 84404
aProject No. Sheet No.
Project
ENGINEERS
Prepared By Date
1 A-J-75rr -
�e �. i — " (-
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0) d
1 7 7-0 0&
( v �, r-li,,
VF:,�J ': 0. t -7 ('44006 t �. 4 10 0 R a 11.) :� V1 71� 1 L�-
I vw� = 0,�-),- ( 2CODO (6 4- 1,006 !1,) -- 1-1 H q 0 1 �
Project No. ltn2 Sheet No. 2
ENGINEERS Project
Prepared By J q L Date-
L-4-t ex I k- f�, I Fl — \,f N ,�
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1. 2
V�, i � SCF'F MOW
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ARW Engineers
I SPA Prk Cid� section sheal'-ft.,
09,1.� Ur 0-0�
Colo. by Date Chk'd by Dot.
1 1 7/g/2019 1 1
WIND LOADING
In accordance with ASCE7.10
Using the envelope design method
-50 it
Plan
2811
El�nfion
t.d& -1. 2.1.03 1
Building data
Type of roof
Flat
Length of building
b = 50.00 it
Mdth of building
d = 28.00 it
Height to eaves
H = 17.00 It
Height of parapet
hp = 1.00 ft
Mean height
h = 17.00 it
End zone width
a = maximin(O.Ixmin(b, d), 0.4xh), 0.04xrnin(b, dill, 3ft) 3.00 Q
Plan length of Zone ME when GCpi negative
Ln = min(0.5 x d, 2.5 x H) = 14.00 it
Plan length of Zone ME encroachment on zone
2 Ln = max(O 11.0.5 x d - L.) 0.00 it
General wind load requirements
Basic wind speed
V - 1110.0 mph
Risk category
11
Velocity pressure exponent coef (Table 26,6.1)
Ko = 0.85
Exposure category (of 26.7.3)
C
Enclosure classification (cl.26. 10)
Enclosed buildings
Internal pressure coef -ve (Table 26.11-1)
GC,,, - 0.18
Internal pressure coef -ve (Table 26.11-1)
GCO, = -0.18
Topography
Topography factor not significant
K� - 1.0
Velocity pressure
Velocity pressure coefficient (T.28.3-1)
K, - 0.87
Velocity pressure
q� = 0.00256 . K, . Kl . K. . V1 � 1 pSf1mph' = 22.9 psf
Velocity pressure at parapet
Velocity pressure coefficient (T.28.3-1)
K� = 0.88
Velocity pressure -
q� = 0.00256 x Kz x K� x Kd x V? x 1 psflmph7 = 23.2 psi
"Tekla
P,,4.t Job AM
ARW Engineers
15" P.,k Cft% shoot
00M, UT 41404 2
Col. by --70-7- C.- W'. .,,P, by
j 1719/2019 -
Parapet pressures and forces
Velocity pressure at top of parapet
23-17 psf
Combined not pressure Coefficient, leeward
GC�i = -11.0
Combined not parapet pressure. leeward
Pro - q, - GC,, m -23,17 psf
Combined met pressure coefficient. windward
GC,- - 1.5
Combined net parapet pressure. windward
0� - q, � GC, - 34.76 psf
Wind direction 0 deg (11 to width):
Leeward parapet force
S�_a m ppi x hp x b � -1.2 kips
Windward parapet force
F.,�_o m p� h. b � 1.7 kips
Wind direction 90 deg (11 to length):
Leeward parapet force
F.._,.m - p, h. d - -0.6 kips
Windward parapet force
F,,m = p, x hp x d m I kips
Design wind pressures
Design wind pressure equation
p = q, - VGCO - l
Design wind pressures - Loadcase A
Zone
GC.,
P(�cpo (psf)
pl4con (psf)
Area (fe)
+F., (kips)
-F. (kips)
1
0.40
5.0
13.3
748
3.8
2
-0.69
-19.9
-11.7
616
-12.3
-7.2
3
-0.37
-12.6
4.4
616
-7-8
-2.7
4
-0.20
-10.8
-2.5
748
-8,1
-1.9
1E
0.61
9.8
18A
102
1.0
1.8
2E
-1.07
-28.6
-20.4
84
.2.4
-1.7
3E
-0.53
-16.3
-8�0-
84
.1.4
-0.7
4E
-0.43
-14.0
-5.7
-
102
-1 A
-0.6
W
P Te , kfA pmk� Jcb Rd
ARW �n�ineers
1594 P.,k Ckd. S.O. Sh� -ft,
09d., UY a"04 3
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1 17/912019
4
3
2
3E
4E--
Load�A
Design wind pressures - Loadcase B
Zone GC,l pj�.pq (PSQ P14con (Paf� Area �ffl) +F� (kips) -F.i (kips)
1 -0.45 -14.4 -6.2 748 -10.8 -4.6
2 -0.69 -19.9 -11.7 616 -12.3 -7.2
3 -0.37 -12,6 44 616 .7.8 -2.7
4 .0.45 -14.4 -6.2 748 -10.8 -4.6
5 0.40 5.0 13.3 425 2.1 5.6
6 -0.29 .10's -2.5 425 -4.6 -1.1
I E .0.48 -15.1 .6.9 102 -1.5 .0.7
2E -1.07 -28.6 -20.4 84 .2.4 .1,7
3E -0.53 -16.3 -8,0 84 -1.4 -0.7
4E -0.48 -15.1 -619 102 -1.5 -0.7
5E 0.61 9.8 1 18.1 51 0.5 1 0.9
6E -0.43 -14.0 1 -5.7 51 -0.7 1 -0.3
4!w TOM
ARW �n
15"PafkCirds Sh" -A
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CUd by D.I. A,,'� b, T
C.I.. by
j 7/912019
4
3
OV 3E 2
4E-- 25
5
Sr
L-d." a
Design wind pressures - Loadcase AT
Zone GC,, pj�pq (psf) p(...q (psf) Area (ft2) -F. (kips) F., (kips)
1 0,40 5.0 13.3 323 1,6 4.3
2 -0.69 -19.9 -11.7 266 -5.3 -3.1
3 .0.37 -12.6 -4A 266 -14 -1.2
4 -0.29 -10.8 -2.5 323 .3.5 -0.8
1 E 0.61 9.8 18A 102 1.0 1.8
2E .1.07 .28.6 .20.4 84 .2.4 -1.7
3E -0.53 -16.3 -8.0 84 -1.4 .0.7
4F .0.43 -14.0 -5.7 102 -1.4 .0.6
IT 1.3 3.3 425 0.5 1.4
2T -5.0 -2.9 350 -1.7 .1.0
3T -3 =1 -1.1 350 -1.1 -0.4
4T -2.7 -0.6 425 -1.1
4
3
OV 3E 2
4E-- 25
5
Sr
L-d." a
Design wind pressures - Loadcase AT
Zone GC,, pj�pq (psf) p(...q (psf) Area (ft2) -F. (kips) F., (kips)
1 0,40 5.0 13.3 323 1,6 4.3
2 -0.69 -19.9 -11.7 266 -5.3 -3.1
3 .0.37 -12.6 -4A 266 -14 -1.2
4 -0.29 -10.8 -2.5 323 .3.5 -0.8
1 E 0.61 9.8 18A 102 1.0 1.8
2E .1.07 .28.6 .20.4 84 .2.4 -1.7
3E -0.53 -16.3 -8.0 84 -1.4 .0.7
4F .0.43 -14.0 -5.7 102 -1.4 .0.6
IT 1.3 3.3 425 0.5 1.4
2T -5.0 -2.9 350 -1.7 .1.0
3T -3 =1 -1.1 350 -1.1 -0.4
4T -2.7 -0.6 425 -1.1
4w Tekla
N.J.1 Jb R.I.
ARW Engineers
1594 Prrk Cird. S�W Sh..t A.,
Opdw. UT a"o4 5
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1 1 7/912019 1
3T
2T
3E
2 IT
4E
I E
I
Lom.,.AT
Design wind pressures - Loadcase BT
Zone
GC,t
ptoc,,) (psf)
pl4cp.) fpsf) Area (fir)
+F. (kips)
-F� (kips)
1
.0.45
-14.4
-6.2 748
-10.8
.4.6
2
-0.69
-19.9
-11.7
616
-12.3
-7.2
3
.37
-12.6
-4.4 616
-7.8
-2.7
4
-0.45
-14.4
-6.2 748
-10.8
-4.6
5
OAO
5.0
13.3 213
1.1
2.8
6
-0.29
-10.8
-2.5 213
-2.3
-0,5
I E
.0.48
.15A
-6.9 102
-1.5
-0.7
2E
-1,07
-28.6
-20.4 84
-2.4
-1.7
3E
-0.53
-16,3
-8.0 84
-1.4
-0.7
4E
-0.48
-15.1
-6.9 102
-1.5
-0.7
5E
0.61
9.8
18.1 26
0.3
0.5
BE
.0,43
14.0
-5.7 51
-0.7
-0.3
5T
1.3
3.3 238
0.3
0.8
6T
-2.7
-0.6 238
-0.6
-0.1
4ETekla Proloct Jb R,f
ARW 9gineers
1594 P.,k Cl,d. S-6- Sh,. - I-,
Ogdom. UT 84404 6
Cal by Mt. Awd by
719/2019
4 3
2
4E- 2E
iT
5c IE
77 * <1
Lo.d..S ST
ARW ENGINEERS
ASO SEGMENTED SHEAR WALL CALCULATIONS PER IBC 2015
Version: April 17,2017 Author: Wayne Young, E.I.T.
ENGINEERS JOBTITLE: Hyundai Sales Addition
DESCRIPTION: Gridline 7
08-May-18
Reviewed By: Troy M. Dye, S.E.
JOB #: 18252
DESIGNER: JBC
INPUT:
Weight of wall =
20.0 psf
Wind (W)
Seismic (E)
Weight of roof =
20.0 psf
Shear at wall line (V,) =
4259
6474 lbs Strength level
Roof Tributary length (bearing & uplift) =
0.0 ft
Shear at wall line WASO) =
2555A
4531.8 lbs ASD level
Height of wall =
14.5 it
Wind roof uplift (W) =
0 psf
Blocked shear wall?
YES Shear wall capacity penalized if unblocked
Field screws (in)
12 in
Stud spacing
16 in
E & W
0.6W
0.7E
Shear Panel L
d
HIL Red.
V (PIQ
v (plf) Shear wall Type
#1 13.0 fl
12.0 ft
1.1 ..OK 1.00
98
174 Type'R
#2 13.0 ft
12.0 ft
1.1 ..OK 1.00
98
174 Type'R
#3 ft
it
#4 lit
ft
#5 ft
it
#6 ft
ft
#7 ft
ft
LOAD COMBINATIONS AUTOMATICALLY USED IN Mr CALCULATION
OUTPUT:
0.61) + OJE
0.6D + 0.6W
L = 13.0 it
Mr= 14.7
kips
W
EQ
d = 12.0 ft
t& =
18.5
32.9 kips
HOF =
0.3
1.5 kips
Rmax =
1.4
2.5 kips
(2) 600SI62-54 Studs POST..OK
USE
SIHDU4-(6) #14 screws w/ (21 16 wd 4nu ujo ooTB16 anchor (foundation wall height min 14")
L = 13.0 ft
Mr= 14.7
kips
W
EQ
d = 12.0 ft
Mo =
18.5
32.9 kips
HOF =
0.3
1.5 kips
Rmax =
1.4
2.5 kips
(2) 600SI62-54 Studs POST..OK
USE
SIHDU4-(6) #14 screws w/ (2)16 ga and 5/8" SSTB16 anchor
(foundation wall height min 14")
0 , ARW ENGINEERS 09-Jul-19
SEGMENTED SHEAR WALL CALCULATIONS PER IBC 2015 11:36 AM
JOBTITLE: Hyundai Sales Addition JOB #: 18252
ENGIN�ERS DESCRIPTION: Gridline 7 DESIGNER: JBC
Nominal*
Allowable
Shear wall types
W
E
W
E
1065
890
533
356
TypeA' shear wall 15/32 in. plywood sheathing wi#8 screws @ 6 in. o.c. 16 gauge studs @ panel edge
1065
1330
533
532
Type 'B' shear wall 15132 in. plywood sheathing wl #8 screws @ 4 in. o.c. 16 gauge studs @ panel edge
1065
1775
533
710
Type 'C' shear wall 15/32 in. plywood sheathing w/ #8 screws @ 3 in. o.c. 16 gauge studs @ panel edge
1065
2190
533
876
Type'D' shear wall 15132 in. plywood sheathing w/ #8 screws @ 2 in. o.c. 16 gauge studs @ panel edge
Walues from AISI
S213 Table C2.1-1
Holdown
types
Holdown EQ A.B.
W A.B.
EQ Cap.
W Cap.
3.97
3.61
2.55
2.55
3.61 S/HDU4-(6) 914 screws w/ (2) 16 ga and 5/8" SSTB16 anchor (foundation wall height min 14")
6.13
4V4
2.96
2.96
4.04 S/HDU6-(12) #14 screws w/ (2) 16 ga.and 5/8" SSTB20 anchor (foundation wall height min 18"
9.99
4.47
3.33
3.325
4.47 S/HDU9418) #14 screws w/ (2) 16 ga.and 7/8"SSTB24 anchor (foundation wall height min 22"
9.68
7,62
6.4
7.315
7.615 S/HDU1 1427) #14 screws w/ (2) 16 ga. and 718"SSTB28 anchor (foundation wall height min 2(
12.18
7.62
6.4
7.315
7.615 S1HDU1 1-(27) #14 screws wl (2) 16 ga. and 718"SSTB28 anchor and heavy hex nut (foundatio
'NOTE: A.B. capacities are based on worst case scenario of A.B. at end wall. If holdown is located at comer
or midwall revise A.B. capacities based on Simpson Manual C-CFS-15 page 109,
Compression Member Size
Max load = 7.00 kips (2) 600S162-54 Studs
(from Simpson CFS Designer Calc wl cont. bracing from sheathing, 16'-O"max wall height)
I ARW ENGINEERS
08-May-16
ASD SEGMENTED
SHEAR WALL CALCULATIONS PER IBC 2015
Version: April 17,2017
Author: Wayne Young, E.I.T.
Reviewed By: Troy M. Dye, S.E.
JOB TITLE: Hyundai Sales Addition
JOB #: 18252
E N GIN EERS DESCRIPTION: Gridline A.5 - REVISED 2
DESIGNER: JBC
INPUT:
Weight of wall =
20.0 psf
Wind (W)
Seismic (E)
Weight of roof =
20.0 psf
Shear at wall line (Vj =
3816
2220 lbs Strength level
Roof Tributary length (bearing & uplift) =
0.0 ft
Shear at wall line (VASO =
2289.6
1554 lbs ASD level
Height of wall =
14.5 ft
Wind roof uplift (W) =
0 psf
Blocked shear wall?
YES Shear wall capacity penalized if unblocked
Field screws (in)
12 in
Stud spacing
16 in
E&W
0.6W
03E
Shear Panel L
d
H/L Red.
V (plf)
v (Plf) Shear wall Type
#1 5.8 ft
5.5 ft
2.5 ..OK 0.79
502
341 TypeA'
#2 It
ft
#3 fi
#4 It
#5 ft
It
#6 ft
It
#7 It
ft
LOAD COMBINATIONS AUTOMATICALLY USED IN Mr CALCULATION
OUTPUT:
0.6D + OJE
0.6D + 0.6W
L = 5.8 ft
Mr = 2.9
kips
W
EQ
d = 5.5 ft
Mo =
33.2
22.5 kips
HDF =
5.5
3.6 kips
Rmax =
7.3
3.9 kips
(3) 60OS162-54 Studs POST..OK
USE
SIHDU11-(27) #14
screws w/ (2) 16 ga. and 7/8" SSTB28 anchor (foundation wall height min 26")
1E, ARW ENGINEERS 09-Jul-19
SEGMENTED SHEAR WALL CALCULATIONS PER IBC 2015 11:36 AM
JOB TITLE: Hyundai Sales Addition JOB #: 18252
ENGINEERS DESCRIPTION: Gridline A.5 - REVISED 2 DESIGNER: JBC
Nominal*
Allowable
Shear wall types
W
E
W
E
1065
890
533
356
Type 'A' shear wall 15/32 in. plywood sheathing w/ #8 screws @ 6 in. o.c. 16 gauge studs @ panel edge
1065
1330
533
532
Type'B' shear wall 15/32 in. plywood sheathing w/ #8 screws @ 4 in. o.c. 16 gauge studs @ panel edge
1065
1775
533
710
Type'C' shear wall 15132 in. plywood sheathing w/ #8 screws @ 3 in. o.c. 16 gauge studs @ panel edge
1065
2190
533
876
Type'D` shear wall 15/32 in. plywood sheathing w/ #8 screws @ 2 in. o.c. 16 gauge studs @ panel edge
Walues from AISI S213 Table C2.1 -1
Holdown
types
Holdown EQ A.B.
W A.B.
EQ Cap,
W Cap.
3.97
&61
2.55
2.55
3.61 S/HDU4-(6) #14 screws w/ (2) 16 ga and 5/8"SST816 anchor (foundation wall height min 14")
6.13
4.04
2.96
2.96
4.04 S/HDU6-(12) #14 screws w/ (2) 16 ga.and 5/8" SSTB20 anchor (foundation wall height min 18".
9.99
4A7
3.33
3.325
4.47 SIHDU9-(18) #14 screws w/ (2) 16 ga.and 7/8" SSTB24 anchor (foundation wall height min 22"
9.66
7.62
6.4
7.315
7.615 S/HDU1 1-(27) #14 screws wl (2) 16 ga. and 718"SSTB28 anchor (foundation wall height min 2(
12.18
7.62
6.4
7.315
7.615 S1HDU1 1-(27) #14 screws w/ (2) 16 ga. and 7M"SSTB28 anchor and heavy hex nut (foundatio
*NOTE-. A.B. capacities are based on worst case scenario of A.B. at end wall. If holdown is located at comer
or midwall revise A.B. capacities based on Simpson Manual C-CFS-1 5 page 109,
Compression Member Size
Max load = 11.00 kips (3) 600S 162-54 Studs
(from Simpson CFS Designer Calc w/ cont. bracing from sheathing, 16'-0" max wall height)
10
ARW ENGINEERS
08-May-18
ASO SEGMENTED
SHEAR WALL CALCULATIONS PER IBC 2015
Version: April 17, 2017
Author. Wayne Young, E.I.T.
Reviewed By: Troy M. Dye, S.E.
JOB TITLE: Hyundai Sales Addition
JOB#:
*18252
ENGINE ERS DESCRIPTION: Gridline B.5 - REVISED
DESIGNER:
JBC;
INPUT:
Weight of wall =
20.0 psf
Wind (W)
Seismic (E)
Weight of roof =
20.0 psf
Shear at wall line (Vj =
3816
2220
lbs Strength level
Roof Tributary length (bearing & uplift) =
0.0 It
Shear at wall line (VAs[)) =
2289.6
1554
lbs ASD level
Height of wall =
14�5 ft
Wind roof uplift (W) =
0 PSI
Blocked shear wall?
YES Shear wall capacity penalized if unblocked
Field screws (in)
12 in
Stud spacing
16 in
E&W
0.6W
0.7E
Shear Panel L
d
HIL Red.
v (plf)
v (Plf)
Shear wall Type
#1 5.8 It
5.5 ft
2.5 ..OK 0.79
502
341
Type'A'
92 ft
ft
#3 It
It
#4 It
ft
#5 It
It
#6 It
It
#7 ft
ft
LOAD COMBINATIONS AUTOMATICALLY USED IN Mr CALCULATION
OUTPUT:
0.6D + OJE
0.60 + 0.6w
L = 5.8 fl
Mr= 2.9
kips
W
EQ
d = 5.5 If
Mo=
33.2
22.5
kips
HOF =
5.5
3.6
kips
Rmax =
7.3
3.9
kips
(3) 600SI62-54 Studs POST..OK
USE
S1HDU1 1-(27) #14
screws wl (2) 16 ga. and 7/8" SSTB28 anchor (foundation wall height min 26")
I I
ARW ENGINEERS 09-Jul-19
Ell SEGMENTED SHEAR WALL CALCULATIONS PER IBC 2015 11:36 AM
ENGINE I ERS JOBTITLE: Hyundai Sales Addition JOB #: 18252
DESCRIPTION: Gridline B.5 - REVISED DESIGNER: JBC
Nominal'
Allowable
Shear wall types
W
E
W
E
1065
890
633
356
Type'A' shear wall 15/32 in. plywood sheathing w/ #8 screws @ 6 in, o.c. 16 gauge studs @ panel edge
1065
1330
533
532
Type'B' shear wall 15/32 in. plywood sheathing wl #8 screws @ 4 in. o.c. 16 gauge studs @ panel edge
1065
1775
533
710
Type'C' shear wall 15/32 in. plywood sheathing w/ #8 screws @ 3 in. o.c. 16 gauge studs @ panel edge
1065
2190
533
876
Type'D' shear wall 15/32 in. plywood sheathing w/ #8 screws @ 2 in. o.c. 16 gauge studs @ panel edge
*Values from AISI
S213 Table C2.1 -1
Holdown
types
Holdown EQ A.B.
W A.B.
EQ Cap.
W Cap.
3.97
161
2.55
2.55
3.61 SIHDU4-(6) #14 screws wl (2) 16 ga and 518" SSTS16 anchor (foundation wall height min 14")
6.13
4.04
2.96
2.96
4.04 S/HDU6412) #14 screws wl (2) 16 ga.and 5/8" SST820 anchor (foundation wall height min 18"
9.99
4A7
3.33
3.325
4.47 S/HDU9-(18) #14 screws wl (2) 16 ga.and 7/8" SST824 anchor (foundation wall height min 22"
9.68
7.62
6.4
7.315
7.615 S/HDU1 1-(27) #14 screws w/ (2) 16 ga. and 7/8"SSTB28 anchor (foundation wall height min 2(
12.18
7.62
6.4
7.315
7.615 S/HDU1 1-(27) #14 screws w/ (2) 16 ga. and 7/8" SSTB28 anchor and heavy hex nut (foundatio
*NOTE: A.B. capacities are based on worst case scenario of A.B. at end wall. If holdlown is located at comer
or midwall revise A.B. capacities based on Simpson Manual C-CFS-15 page 109.
Compression Member Size
Max load = 11.00 kips (3) 600SI62-54 Studs
(from Simpson CIFS Designer Calc w/ cont. bracing from sheathing. 16'-0" max wall height)
NEI M41
ENGINEERS
struCtUral consultants
Revised Structural
Calculations
For
J U L I 1 2019
'ME -1
BUILDINOG DE S11
Crry F E=ND
Hyundai Sales Addition - Owner
Requested Revisions
Project Number: 18252
July 11, 2019
Prepared by
ARW Engineers
1594 West Park Circle
Ogden, Utah 84404
Project No. 1 Y.2 -5'2 Sheet No.
Project 1% J
ENGINEERS Prepared By 12, (- Date
Irc I A%A.� 1 -7 5 :-f — IQ C- -,-s t- 3
0.
VF"./: Olt,7(kOoo llo4 lOoka '�.) :� 11.
0 vw� :: 0,1,-) ( 12,coao (D 4 1 40 0 d, 11.) -- " H q 0 1 �
ProjectNo. lt7S�2 Sheet No. 2
Project 0 =Z U,, ,%� -, "
ENGINEERS Prepared By i . J q L Date —'7/'9 / 11
le 6. 9 0
34
+
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1 1 7/912019
WIND LOADING
In accordance with ASCE7.10
Using the envelope design method
14 50 ft
28ft
Ele"llon
Todd% =I -Ow wd- 2,1,03
Building data
Type of roof
Flat
Length of building
b = 50.00 it
Width of building
d = 28.00 ft
Height to eaves
H = 17.00 ft
Height of parapet
h, = 1.00 It
Mean height
h = 17.00 it
End zone width
a = max(min(O.1mmin(b, d), 0.4xh). 0.04xmin(b. d), 3fl) 3.00 It
Plan length of Zone 212E when GC�i negative
L� = min(O.5 x d, 2.5 x H) = 14.00 it
Plan length of Zone ME encroachment on zone
2 Ln = max(O 11,05 x d - Lxt) 0.00 ft
General wind load requirements
Basic vvind speed
V 110.0 mph
Risk category
11
Velocity oressure exponent coef (Table 26,&1)
Kd 0.85
Exposure category (c] 26.7.3)
C
Enclosure classification (cl.26.10)
Enclosed buildings
Internal pressure coal -ve (Table 26.11-1)
GCm, - 0.18
Internal pressure coef -ve (Table 26.11-1)
GC,,, = -0.18
Topography
Topography factor not significant
K. 1.0
Velocity pressure
Velocity pressure coefficient (T.28.3-1)
K. 0.87
Velocity pressure
q� 0.00256 x K2 x Kn x Kd x V2 * 1 psf/mph7 = 22.9 psf
Velocity pressure at parapet
Velocity pressure coefficient (T.28.3-1)
K. 0.88
Velocity pressure
qo m 0.00256 x K,, x Kl x Kd x V" x I psl/mph' = 23.2 psi
1-Tekla Pjw J.b Met
ARW E�'�irwers
1594 Park Cirds S-6- Sh t �Jrev.
Oixim. UT 84404 2
C.I. by oale Chkd by 0M. APO ey
j 17/912019
Parapet pressures and forces
Velocity pressure at top of parapet
cl� = 23.17 psf
Combined net pressure coefficient, leeward
GCmi = .1,0
Combined net parapet pressure. leeward
or, = Q, - GC,� - -23.17 psf
Combined not pressure coefficient. windward
GC_ m 1.5
Combined net parapet pressure, windward
p, - q, x GC, = 34.76 psf
Wind direction 0 deg (11 to width):
Leeward parapet force
F...,L. p(, . h, . b = -12 kips
Windward parapet force
F��_q 0,- no . b - 1.7 kips
Wind direction 90 deg (11 to length):
Leeward parapet force
FLm p,, h, . d - .0.6 kips
Windward parapet force
Fpo p- - h, . d - I kips
Design wind pressures
Design wind pressure equation
p = qh - RGCW) - (GC,,)]
Design wind pressures - Loadcage A
Zone
GCP'
ik�co (psf)
pl4cii (psf)
Area (It")
+F., (kips)
-F. (kips)
1
0.40
5.0
13.3
748
3.8
9.9
2
-0.69
-19.9
-11.7
616
-12.3
-7.2
3
-0.37
-12.6
4.4
616
-7.8
-2.7
4
-0.29
-10.8
-2.5
748
-8.1
-1.9
1 E
0.61
9.8
18.1
102
1.0
2E
-1.07
-28.6
-20.4
84
2.4
-1.7
3E
-0.53
-16.3
-8.0
84
-1.4
-0.7
4E
-0.43
-14.0
-5.7
102
-1.4
�0.6
W
V Tekla Prom Job R.f.
ARW Frigineers
1394 ftk CkJa swo.
Oaden, UT 8"04 3
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1 7/912019
3
2
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4r E
"I
AS
L-d�A
Design wind pressures - Loadcaso 8
Zone GC,t ptacp4 (pSf) pj�..q (p3f) Area (W) +Fm (kips) -F.i (kips)
1 -0.45 -14A -6.2 748 -10.8 -4.6
2 -0.69 -19.9 -11.7 616 -12.3 -7.2
3 -0.37 .12.6 -4.4 616 -7.8 -2.7
4 -0.45 -14,4 .6.2 748 -10.8 -4.6
5 0.40 5.0 13.3 425 2.1 5.6
6 -0.29 -10.8 -2.5 425 -4.6 -1.1
I E -0.48 -15.1 -6.9 102 .1.5 .0.7
2E -1.07 -28.6 .20.4 84 -2.4 -1.7
3E -0.53 -16.3 -8.0 84 .1.4 -0.7
4E -0.48 .15.1 -6.9 102 -1.5 -0.7
SE 0.61 9.8 18.1 51 0.5 0.9
6E -0.43 -14.0 .5.7 51 a7 .0.3
4WTekla PO.t Job RA
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1594 P�rk CW. Sfttlan Sh .1 r.j-.
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4
3 6
2
3r
45 2E
Sr:
Design vAnd pressures - Loadease AT
Zone Gc., pj�m (psf) p(4cm (psf) Area (111) (kips) -Fw (kips)
1 0.40 5.0 13.3 323 1.6 4.3
2 .0M .19.9 -11.7 266 -5.3 -3.1
3 -0.37 -12.6 -4.4 266 -3.4 1.2
4 -0.29 -10.8 -2.5 323 -15 -0.8
1 E 0.61 9.8 18.1 102 1'0 1.8
2E -1.07 -28.6 .20.4 84 -2,4 -1.7
3E -O.S3 .16.3 -8.0 84 -1.4 -0.7
4E -0.43 -14.0 -5.7 102 -1.4 -0.6-
IT - 1.3 3.3 425 0.5 1.4
2T -5.0 -2.9 350 -1.7 -1.0
3T .3.1 -1.1 350 -1.1 -0.4
IT -2.7 -0.6 425 -M __-0.3_7
OF Tekla Jb R.I.
ARW lin�tneers
151" RIM Cftl. S.11� st" -A.,
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LoadcamAT
Design vind pressures - Loadcase ST
Zone
GcP,
P�r�Q (Psf)
pj4cm) (Psf)
Area (ft2)
+Fm (kips)
4m (kips)
1
.0.45
-14A
-6.2
748
-10,8
-4.6
2
-0.69
-19.9
-11.7
616
-12.3
-7.2
3
-0.37
-12.6
-4.4
616
-7.8
.2.7
4
-0.45
-14.4
-6.2
748
-IOX
-4.6
5
0.40
5.0
13.3
213
1.1
2.8
6
.0.29
-1018
.2.5
213
-2.3
-0.5
le
.0.48
-15.1
-6.9
102
-1.5
-0.7
2E
-1.07
-28.6
.20.4
84
-2.4
.1.7
3E
-0.53
-16.3
-8.0
84
-1.4
-0.7
4E
-0.48
-15.1
-6.9
102
-1.5
-0.7
5E
0.61
9.8
18A
26
0,3
0.5
6r:
.0.43
.14.0
-5.7
51
-0.7
-0.3
5T
-
1.3
3.3
238
0,3
0,8
6T
-2.7
-0.6
238
-0.6
-0.1
4FTekla Projmt Job R.f.
ARW �n;ineers
15-AP.,kCl,d. S-U-
Ogd., UT B"Od 6
Col. by mt. I Chkd by lost.
1 71D/2019
4
3
4E- 3E 2E
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ARW ENGINEERS 08-May-18
No ASO SEGMENTED SHEAR WALL CALCULATIONS PER IBC 2015
. 1'.: Version: April 17. 2017 Author. Wayne Young, E.I.T. Reviewed By: Troy M. Dye, S.E.
ENGINEIERS JOB TITLE: Hyundai Sales Addition JOB #: 18252
DESCRIPTION: Gridline 7 DESIGNER: JBC
INPUT:
Weight of wall =
20.0
psf
Wind(W)
Seismic(E)
Weight of roof =
20.0
psf
Shear at wall line (V,) =
4259
6474
lbs Strength level
Roof Tributary length (bearing & uplift) =
0.0
ft
Shear at wail line (VAsD) =
2555.4
4531.8
Itis ASD level
Height of wall =
14.5
ft
Wind roof uplift (W) =
0
psf
Blocked shear wall?
YES
Shear
wall capacity penalized if unblocked
Field screws (in)
12
in
Stud spacing
16
in
E&W
0.6W
0.7E
ShearPanel L
d
HIL Red.
V (plf)
v (plf)
Shear wall Type
Al
13.0 ft
12.0
ft
1.1 ..OK 1.00
98
174
Type'A'
#2
13.0 ft
12.0
ft
1.1 ..OK 1.00
98
174
Type'A'
#3
ft
ft
#4
Ift
ft
#5
It
ft
#6
ft
It
#7
ft
ft
LOAD COMBINATIONS AUTOMATICALLY USED IN Mr CALCULATION
OUTPUT:
0.6D + 0.7E
0,61) + 0.6W
L =
13.0
it Mr= 14.7 kips W EQ
d =
12.0
It Mo = 18.5 32.9 kips
HOF = 0.3 1.5 kips
Rmax = 1.4 2.5 kips
(2) 6DOS162-54 Studs POST..OK
USE SIHDU4-(6) #14 screws w/ (21 10 jjd 4- P10 SSTB1 6 anchor (foundation wall height min 14")
L =
13.0
It Mr = 14.7 kips W EQ
d =
12.0
ft Mo = 18-5 32.9 kips
HOF = 0,3 1.5 kips
Rmax = I A 2.5 kips
(2) 600SI62-54 Studs POST..OK
USE SIHDU4-(6) #14 screws w/ (2) 16 ga and 5/8" SST1316 anchor (foundation wall height min 14")
r7
ARW ENGINEERS 09-Jul-19
SEGMENTED SHEAR WALL CALCULATIONS PER IBC 2015 11:36 AM
ENGINEERS JOBTITLE: Hyundai Sales Addition JOB #: 18252
DESCRIPTION: Gridline 7 DESIGNER: JBC
Nominal
Allowable
Shear wall types
W
E
W
E
1065
890
533
356
TypeA' shear wall 15/32 in. plywood sheathing w/ #8 screws @ 6 in. o.c. 16 gauge studs @ panel edge
1065
1330
533
532
Type'B' shear wall 15/32 in. plywood sheathing wl #8 screws @ 4 in. o.c. 16 gauge studs @ panel edge
1065
1775
533
710
Type'C' shear wall 15/32 in. plywood sheathing wl #8 screws @ 3 in. o.c. 16 gauge studs @ panel edge
1065
2190
533
876
Type 'D' shear wall 15/32 in. plywood sheathing wl #8 screws @ 2 in. o.c. 16 gauge studs @ panel edge
Walues from AISI
S213 Table C2.1 -1
Holdown
types
Holdown EO A.B.
W A.B.
EQ Cap.
W Cap.
3.97
3.61
2.55
2.55
3.61 S/HDU4-(6) #14 screws w/ (2) 16 ga and 5/8"SST016 anchor (foundation wall height min 14")
6.13
4.04
2.96
2.96
4.04 S/HDU6-(12) #14 screws w/ (2) 16 ga.and 5/8" SSTB20 anchor (foundation wall height min 18"
9.99
4.47
3.33
3.325
4.47 S/HDU9418) #14 screws w/ (2) 16 ga.and 7/8" SSTB24 anchor (foundation wall height min 22"
9.68
7.62
6�4
7.315
7.615 S/HDLI1 1-(27) #14 screws w/ (2) 16 ga. and 718"SST826 anchor (foundation wall height min 2(
12.18
7.62
6.4
7.315
7.615 S/HDlJ1 1-(27) #14 screws w/ (2) 16 ga. and 718" SSTB28 anchor and heavy hex nut (foundatio
*NOTE: A.B. capacities are based on worst case scenario of A.B, at end wall. If holdown is located at comer
or midwall revise A.B. capacities based on Simpson Manual C-CFS-15 page 109.
Compression Member Size
Max load = 7.00 kips (2) 60OS162-54 Studs
(from Simpson CFS Designer Cale wl cont. bracing from sheathing, 16'-O"max wall height)
n ARW ENGINEERS
08-May-18
ASO SEGMENTED
SHEAR WALL CALCULATIONS PER IBC 2015
Version: April 17, 2017 Author: Wayne Young, E.I.T.
Reviewed By: Troy M. Dye, S.E.
JOB TITLE: Hyundai Sales Addition
rNGINEEAS
JOB #: 18252
DESCRIPTION: GricllineA.5 -REVISED 2
DESIGNER: JBC
INPUT:
Weight of wall =
20.0 psf
Wind (W)
Seismic (E)
Weight of roof =
20.0 psf Shear at wall line NJ =
3816
2220 lbs Strength level
Roof Tributary length (bearing & uplift) =
0.0 ft Shear at wall line (VASD) =
2289�6
1554 lbs ASO level
Height of wall =
14.5 ft
Wind roof uplift (W) =
0 psf
Blocked shear wall?
YES Shear wall capacity penalized if unblocked
Field screws (in)
12 in
Stud spacing
16 in
E&W
0.6W
03E
Shear Panel L
d H/L Red.
v (plf)
v (plf) Shear wall Type
#1 5.8 It
5.5 ft 2.5 .OK 0.79
502
341 Type 'A'
#2 It
ft
#3 ff
ft
#4 ft
It
#5 ft
ft
#6 Ift
It
#7 ft
ft
LOAD COMBINATIONS AUTOMATICALLY USED IN Mr CALCULATION
OUTPUT:
0.6D + OJE 0.6D + 0.6W
L = 5.8 It
Mr = 2.9 kips
W
EQ
d = 5.5 ft
Mo =
33.2
22,5 kips
HOF =
5.5
3.6 kips
Rmax =
7.3
3.9 kips
(3) 600SI62-54 Studs POST..OK
USE
SIHDUII-(27) #14 screws w/ (2) 16 ga. and 7/8" SSTB28 anchor (foundation wall height min 26")
IN ARW ENGINEERS 09-Jul-19
" CT§ SEGMENTED SHEAR WALL CALCULATIONS PER IBC 2015 11:36 AM
ENGINF f E RS JOBTITLE: Hyundai Sales Addition JOB #: 18252
DESCRIPTION: GridfineA.5 -REVISED 2 DESIGNER: JBC
Nominal*
Allowable
Shear wall types
W
E
W
E
1065
890
533
356
Type W shear wall 15/32 in. plywood sheathing w/ #8 screws @ 6 in. o.c. 16 gauge studs @ panel edgE
1065
1330
533
532
Type'B` shear wall 15/32 in. plywood sheathing w/ #8 screws @ 4 in. o.c. 16 gauge studs @ panel edgE
1065
1775
533
710
Type 'C' shear wall 15/32 in. plywood sheathing w/ #8 screws @ 3 in. o.c. 16 gauge studs @ panel edge
1065
2190
533
876
Type'IY shear wall 15/32 in. plywood sheathing wl #8 screws @ 2 in. o.c. 16 gauge studs @ panel edge
Walues from AISI
S2`13 Table C2.1 -1
Holdown
types
Holdown EO A.S.
W A.B.
EO Cap.
W Cap.
3.97
3.61
2.55
2.55
3.61 S/HDU4-(6) #14 screws wl (2) 16 ga and 5/8" SSTB16 anchor (foundation wall height min 14")
6.13
4.04
2.96
2.96
4.04 SIHDU6-(12) #14 screws w/ (2) 16 ga.and 5/8" SST520 anchor (foundation wall height min 18"
9.99
4.47
3.33
3.325
4.47 SIHDU9-(18) #14 screws w/ (2) 16 ga.and 7/8" SST824 anchor (foundation wall height min 22"
9.6fl
7.62
6.4
7.315
7.615 SIHDUI 1-(27) #14 screws w/ (2) 16 ga. and 7/8" SSTB28 anchor (foundation wall height min 2(
12.18
7.62
6.4
7.315
7.615 SIHDIJI 1-(27) #14 screws w/ (2) 16 ga. and 718" SST828 anchor and heavy hex nut (foundatio
*NOTE: A.S. capacities are based on worst case scenario of A.B. at end wall. If hotdown is located at corner
or midwall revise A.B. capacities based on Simpson Manual C-CFS-1 5 page 109.
Compression Member Size
Maxioad= 11.00 kips (3) 60OS162-54 Studs
(from Simpson CFS Designer Calc w/ cont. bracing from sheathing, 16'-0" max wall height)
10
ARW ENGINEERS
08-May-18
ASO SEGMENTED SHEAR WALL CALCULATIONS PER IBC 2015
Version: April 17, 2017 Author: Wayne Young, E.I.T.
Reviewed By: Troy M. Dye, S.E.
ENGINEERS
JOB TITLE: Hyundai Sales Addition
JOB #: 18262
DESCRIPTION: GridlineB.5- REVISED
DESIGNER: JBC
INPUT:
Weight of wall = 20.0 psf
Wind (W)
Seismic (E)
Weight of roof = 20.0 psf Shear at wall line (Vj =
3816
2220 lbs Strength level
Rc,of Tributary length (bearing & uplift) = 0.0 ft Shear at wall line (VAso) =
2289.6
1554 lbs ASO level
Height of wall = 14.5 ft
Wind roof uplift (W) = 0 psf
Blocked shear wall? YES Shear wall capacity penalized if unblocked
Field screws (in) 12 in
Stud spacing 16 in
E&W
0�13W
0.7E
Shear Panel L d H/L Red.
v (plf)
v (plf) Shear wall Type
#1 5.8 It 5.5 ft 2.5 ..OK 0.79
502
341 Type 'X
#2 It It
#3 ft It
#4 It ft
#5 ft ft
#6 It ft
#7 ft ft
LOAD COMBINATIONS AUTOMATICALLY USED IN Mr CALCULATION
OUTPUT- 0.61) + 0.711 0.61) + 0.6W
L = 5.8 ft Mr= 2.9 kips
W
EQ
d= 5.5 It Mo =
33.2
22.5 kips
HOF =
5.5
3.6 kips
Rmax =
7.3
3.9 kips
(3) 600S162-54 Studs POST..OK
USE StHDU1 1-(27) #14 screws w/ (2) 16 ga. and 718" SSTS28 anchor (foundation wall height min 26")
11
ARW ENGINEERS 09-Jul-19
SEGMENTED SHEAR WALL CALCULATIONS PER IBC 2015
11:36 AM
rNriNr . ERS JOB TITLE: Hyundai Sales Addition JOB #: 18252
DESCRIPTION: Gridline B.5 - REVISED DESIGNER: JBC
Nominal'
Allowable
Shear wall types
W
E
W
E
1065
890
533
356
Type'N shear wall 15132 in. plywood sheathing w/ #8 screws @ 6 in. o.c. 16 gauge studs @ panel edge
1065
1330
533
532
Type 'B' shear wall 15132 in. plywood sheathing w/ #8 screws @ 4 in. o.c. 16 gauge studs @ panel edge
1065
1775
533
710
Type 'C' shear wall 15/32 in. plywood sheathing w/ #8 screws @ 3 in. o.c. 16 gauge studs @ panel edge
1065
2190
533
876
Type'D' shea r wall 15/32 in. plywood sheathing wf #8 screws @ 2 in. o.c. 16 gauge studs @ panel edge
Walues from AISI
S213 Table C2.1 -1
Holdown
types
Holdown EQ A.B.
W A.B.
EQ Cap.
W Cap.
3.97
3.61
2.55
2.55
3.61 S/HDU4�6) #14 screws w/ (2) 16 ga and 5/8"SSTB16 anchor (foundation wall height min 14")
6.13
4.04
2.96
2.96
4.04 S/HDU6412) #14 screws w/ (2) 16 ga.and 5/8" SSTB20 anchor (foundation wall height min 118"
9.99
4.47
3.33
3.325
4.47 S/HDU19�18) #14 screws wt (2) 16 ga.and 7/8"SSTB24 anchor (foundation wall height min 22"
9.68
7.62
6.4
7.315
7,615 S/HDU1 1-(27) #14 screws w/ (2) 16 ga. and 7/8"SST828 anchor (foundation wall height min 2(
12.18
7-62
6.4
7.315
7.615 S1HDU1 1�27) #14 screws w/ (2) 16 ga. and 7/8"SSTB28 anchor and heavy hex nut (foundalio
*NOTE: A.B. capacities are based on worst case scenario of A.B. at end wall. lfholdown is located atconner
or midwall revise A.B. capacities based on Simpson Manual C-CFS-15 page 109.
Compression Member Size
Max load = 11.00 kips (3) 60OS162-54 Studs
(from Simpson CFS Designer Calc w/ cont. bracing from sheathing, 16'-0" max wall height)
0
�L'DZ-D�q' DIZ-0
CITY COPY
ENGINEERS
st;;,ud-Lural consultai"flGs
RECEIVED
JAN 3 12019
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
Structural Calculations
For
Hyundai Sales Addition
Project Number: 18252
January 31, 2019
Prepared by
ARW Engineers
1594 West Park Circle
Ogden, Utah 84404
E N G I N F. E R S
structural conksultants
STRUCTURAL CALCULATIONS
FOR
Hyundai Sales Addition
Client: 3rk Architecture Design
Project Number: 18252
DESIGN CRITERIA
GOVERNING CODE: IBC 2015
GENERAL: Risk Category = 11
SEISMIC: Seismic Design Category = D
IE = 1.0 R = 3.5
SDS=0.844
WIND: Basic Wind Speed = 115 mph
Exposure Classification = C
SOILS: Site Class: D
Design Allowable Soil Pressure = 4000 psf
As per Soils Report by: Golder Associates
Dated: June 23, 2017
DESIGN LOADS
ROOFS: DL = 15 psf SL = 25 psf
I
structural consultants
CALCULATIONS INDEX
SECTION
PAGE #
RoofFraming ........................................................................................ Al to A30
Lateral Analysis .................................................................................... Bl to B18
Columns.................................................................................................. Cl to C6
Footings/Foundations .......................................................................... Dl to D37
Walls...................................................................................................... El to Ell
Project No, �e� S Sheet No.
.....................
4
Project J t 4 -
Prepared By nate
'r f a-
84 Ao'>' e
ej
C. r e, C.
Development Fees
-___'___-___.... ........ ........
____-_
Online Permits GrInspections
City Codes & Regulations
Public Works |Engineering
-_... _............... ............. ........
'__-____
Contact Us
L
2D14National Electrical Code. r-lectrica| pmnnbm
administered bythe. W.AState Dept. ofL&|
DESIGI� CRITERIA FOR EDMONDS
Min..Rqq f
�5psf(nonfedudib|e)
Snow Load
GrQuno $now
25psf
Load
Salami
CotegmryC)1 (Remidant|a/)/Category
Design
D (Commercial)
Wind Speed
Q5mph (8uniu).11Dmph(UU1nnate)
Wind
B'C&O(varies with location contact
Exposure
plan review staff)
Winter Design
27degrees F(-3degree C)
Temp
Mean Annual
50degrees F(1Odegree C)
Temp
2018 Development Fees
Newdavehopmantfemo-avai/ablehene-ssof
Sign Code Updated
The Chy�msign code.has recently been, updated,
modifying how downtown sidewalk signs are
regulated oawell omhnproving. some other more
general sign code provisions. Asummary can
befound here, along with anapplication form.
Building Codes Updated
The 2O15inte;netionpI Bui Iding Codes as
adopted bythe City ofEdmonds take effect un
July 1. 20,16.
Solar permits now online!
Permitting for residential rooftop solar
hnobaUadkanoionow$wailabkemnOne.-findwut
more here.
Contact Us Newsletter WebakmFeedbeok Watch Council &8oadnga Staff Login
CopyrighLCd) 2018Qty of Edmonds
w
2/2�nv�On ��� .
3
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&)TC Hazards by Location
�earch Information
Address:
22130 pacific highway 99 edmonds, wa 98026
Coordinates:
47.7978893, -122.33393380000001
Timestamp:
2018-12-24T1 4:30:17M8Z
Hazard Type:
Seismic
Reference Document:
ASCE7-10
Risk Category:
11
Site Class:
D
Report Title:
Not specified
Map Resu ts
j—
-1
oiw.e
r
L J
Pon "qqf
arcwster
lam Q-.
Okenogwi-Wenatch" (-cW3,j
01yM 1C
Na"rial Fo rest
NationlYpork
Redmond
Seattle
Olympic j
Nabonil Foresh
Kent
Wenatch"
Go� -gle
Map I Report �1 [nap MOT
IVICER Horizontal Response Spectrum
Design Horizontal Response Spectrum
Sa(g)
Sa(g)
1.20
0.80 1
F-1
1.00
0.80 0.60
0.60 0.40
0.40
0.20
0.20
0.00 0.00
0.0 1.0 2.0 3.0 4,0 5.0 6.0 7.0 Period (s) 0.0
Text Results
Basic Parameters
Name
Value
Description
Ss
1.266
MCER ground motion (period=0.2s)
S1
0.494
MCEFZ ground motion (period=1.0s)
Sms
1266
Site -modified spectral acceleration value
SMI
0.744
Site -modified spectral acceleration value
SDS
0.844
Numeric seismic design value at 0.2s SA
SDI
0A96
Numeric seismic design value at 1.0s SA
1.0 2.0 3.0 4.0 5.0 6-0 7.0 Period
Additional Information
4
Name
Value
Description
D
Seismic design category
F,
1
Site amplification factor at 0.2s
F,
1 �506
Site amplification factor at 1.0s
PGA
0.512
MCE(3 peak ground acceleration
FPGA
I
Site amplification factor at PGA
PGAM
0,512
Site modified peak ground acceleration
TL
6
Long-perlod transition period (s)
SsRT
1.266
Probabilistic risk4argeted ground motion (0.2s)
SsUH
1,286
Factored uniform -hazard spectral acceleration (2% probability of exceedance iri 50 years)
Sso
1.552
Factored.deterministic acceleration value (0.2s)
SIRT
O�494
Probabilistic risk -targeted ground motion (I,Os�
511.11-1
0.52
Factored unifon-n-hazard. spectral acceleration (A probability of exceedance in 50.years)
SID
0.618
Factored deterministic acceleration value. (1.0s)
PGAd
0,597
Factored. deterministic acceleration value (PGA)
The results indicatedhere DO 1VOTreflectany-slate or local amendments to:the values or any del . ineaflon Aws made duting the building code adoption procvs&
Users should confirmi any output.obtained from.this too/ with the local Authority Having Jurisdiction before proceeding with design.
Disclaimer
Hazard loads are provided by the United States Geological Survey Se'
ismic Design Web Services
i
While the Information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility -or liability for its
accuracy, The material presented In the report should not be used or relied upon for any specific application. Without competent ex6mination and verification of its.
accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that theiuse of this information replace thesound
judgment of such competent professionals, having. experience and knowledge in the field of practice, nor to substitute for,the standard of care required of such
professionals in interpreting and applying the results Of the report provided by this website. Users of the information from this website assume.all liability arising
.orn such use. Use of the output of this website does riot imply approval by the governing building code bodies responsible for building code approval and
,terpretation for the building. site described by latitudelforigitude location in the report.
5
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OTC Hazards. by Location
... .... ... . ............. ..... . .......
earch Information,
Address: 22130 pdciric hi§hw4,g9,edmonds,; wa 98026
Coordinates: 47.797680, -M.3330268000001
Timestimp: '2018-1244T1429:45,51.6Z
Hazard Type: Wind
Map Results.
Blow
On
lt3S;6 ft_
N U-3-1 af F "v)
Ndirnand
Seattle
K"t
TOW Results
ASCIE7 7-16
MRI iO-Year ..
MR1 25-Year' ...
MRI 50-Year
MRI 100-Year
Risk Category I
Risk -Category 11
Risk Category III
Ris - k Category IV
ASCE 7-19
MRI 10-Year
MRI 25-Year
MRI 50-Year
MRI 100-Year
Risk Category I
lRisk Category 11
68 mph
74 mph
79 mph
83 mph
93 mph
98 mph
105 mph
109 mph
72 mph
79 mph
85 mph
91 mph
100 mph
110 MA
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ARW Engineers S.ii- sh-1 mj-.
159� P.,k Old.
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J 1 12/24/2018 1 ClIkd by 10.1. App,J by
WIND LOADING
In accordance with ASCE7-10
Using the envelope design method
14 -166 it
plitri
14 92 it IP!
Erevation
T.dd-WbO.6-boic.11XI I
Building data
Type of roof
Flat
Length of building
b = 166.00 it
Width of building
d = 92.00 ft
Height to saves
H = 20�00 it
Height of parapet
h. z 3.00 it
Mean height
h = 20.00 It
End zone width
a = max(min(O. 1 xmin(b, d), 0.4xh), 0.04xmin(b, d), 3ft) 8.00 ft
Plan length of Zone 212E when GCvt negative
Lz2 = mtn(O.5 x d, 2.5 x H) 46.00 It
Plan length of Zone N3E encroachment an zone
2 Lzi = max(O 11.0.5 x d - LZ2) 0.0.0 it
General wind load requirements
Basic wind speed
V 110.0 mph
Risk category
11
Velocity pressure exponent coat (Table 26-6-1)
K, 0.85
Exposure category (cl 26,7,3)
C
Enclosure classification (cf.26.10)
Enclosed buildings
Internal pressure coef,ve (Table 26.11-1)
GCw-P = 0.18
Internal pressure coat -ve (Table 26.11-1)
GCb, = -0.18
Topography
Topography factor not significant
K�, = 1.0
Velocity pressure
Velocity pressure coefficient (T.28,3-1)
K, = 0.90
Velocity pressure
q,, = 0.00256 - K. . Ka x Kd . V' . 1psfimphl 217 psf
Velocity pressure at parapet
Velocity pressure coefficlent (T.28.3-1)
K� = 0.92
Velocity pressure
q� = 0�00256 . 1<4 , K� . K, . V2 x 1psflmphl 24.3 psf
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Parapet pressures and forces
Velocit
, y pressure at top of parapet
qj:;x 24.33 psf
Combined net pressure coefficlen� leeward
GCH -I �O
Combined net parapet pressure. leeward
po = q� -.GC." = -24.33 psf
Combined net pressure coefficient, windward
G.C,. -� 1.5
Combined net parapet pressure. VIAndward
P, = Q, x GC,..i - 36.49 pSf
Wind direction 0 deg (11 to width)�
Leeward parapet force
FM_o = pyA . h, - .12.1 kips
Windward parapet force
F�,.j = p, -4 hv b 18.2 kips
Wind direction 90 deg (11 to length)'.
Leeward parapet force
F,1_ob =-pp, x hp x d -6.7 kips
Windward parapet force
F_ pi�, . 60 x d = 10A kips
Design wind pressures
Design wind pressure equation
p = cl, . [(GC�,) - (GC��)]
Design wind pressures - Loadcaser A
Zone
CP1
p;-.�,) (psf)
pi( -pi) (psf)
Area ff)
+F.. (kips)
-F� (kips)
I
OAO
5�2
11T
300671
15.6
41,2
2
-0-69
-20.6
-12.1
6900
J -142.3
-83.4
3
-037
.110
-4�5
6900
-Mg
-31-1
4
-0.29
-11A
-2�6
3000
-33A
-7.8
1 E
0161
10.2__
18,7
320
3.3
6.0
2E
-1,07
1 -29.6
-21.1
736
-21,8
-15�5
M
1 -0.53
-1 6�8
-8,3
736
-12.4
-6.1
4E
1 -0.43
-14,5
-5�9
320
-4.6
-1.9
Loadcase A
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Design wind pressures - Loadcase B
Zone GcPf lh,mpl) (psf) P(4cpll (psf) Area (111) +Fw, (kips) -F., (kips)
1 -0.45 -14.9 -6A 3000 -44.8 -19.2
2 -0�69 -20.6 -12.1 6900 .142.3 -83A
3 -OX -13,0 -4,5 6900 -8919 -31,1
4 -0.45 -14,9 -6.4 3000 44.8 -19.2
5 0.40 5,2 13.7 1680 23.1
6 -0,29 -11.1 -16 1680 -18.7 4A
1 E -0.48 -15.6 -7.1 320 -5.0 -2.3
2E -1 W -29.6 -21.1 736 -21.8. -is's
3E 1 -0.53 -16�8 -8,3 736 -12.4 -6.1
4E -0.48 -15.6: -7.1 320 -5.0 -2,3
5E 0.61 10.2 18.7 160 1.6 3.0
6 E -0,43 _14�5 1 -5.9 160 -2.3 1 -0.9 1
4 6
'E a.
fi,
2
4E
Ntp
5
Loadcase B
Design wind pressures - Loadcase AT
Zone GcPr P�Cml (PSO Waco) (Psf) rea (ftl) +F., (kips) (kips)
1 0.40 5.2 13-7 1340 7.0 18A
2 -0,69 -20.6 -12,1 3082 -63.5 -37.2
3 -0.37 �13.0 .4�5 3082 40,2 -13,9
4 -0.29 _11�1 -2.6 1340 -14,9 -3.5
1 E 1 0,61 1 10.2 8.7 1 320 1 3.3 6.0
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2E -1.07 -29.6 -21.1 736 -21.8 -15.5
3E -0.53 -m8 -8.3 736 -12.4 -6,1
4E -0.43 -14.5 -5,9 320 -4,6 _1�9
1T - 1�3 3.4 1660 2,2 5�7
.2T -5.2 -3.0 3818 -19.7 _11�5
3T -3.3 -1.1 3818 - 2.4 -4�3
4T -2,8 -0.7 1660 -4.6 -ti
�71T A.
4E 2
Loaftase AT
Design wind pressures - Loadcase BT
Zone GC,, pt�c,q (psi) pr.,tcpq (psf) Area (ft) +F- (kips) (kips)
1 -0,45 -14.9 -6.4 3000 4CS -19,2
2 -0.69 -20.6 -12.1 6900 -142.3 -83A
3 -0,37 -13.0 -4.5 6900 -M9 _31,1
4 -0.45 -14.9 -6.4 3000 -44.8 -119.2
5 0,40 1 &2 13.7 840 4.4 11.5
6 -0.29 -11.1 -2,6 840 -9.4 -2.2
1E -0,48 _15,6 -7.1 -5.0 -23
2E -1.07 -29.6 -211 736 -2t15 -15,5
3E -0.53 -16.8 -8.3 736 .12.4 -6.1
4E -0.4a -1s,6 -7,1 320 -5.0 -2.3
SE 0.61 1 102 18.7 so 018 1.0
6E -0.43 1 -14,15 -5.9 160 -2.3 -0.9
-4
2E -1.07 -29.6 -21.1 736 -21.8 -15.5
3E -0.53 -m8 -8.3 736 -12.4 -6,1
4E -0.43 -14.5 -5,9 320 -4,6 _1�9
1T - 1�3 3.4 1660 2,2 5�7
.2T -5.2 -3.0 3818 -19.7 _11�5
3T -3.3 -1.1 3818 - 2.4 -4�3
4T -2,8 -0.7 1660 -4.6 -ti
�71T A.
4E 2
Loaftase AT
Design wind pressures - Loadcase BT
Zone GC,, pt�c,q (psi) pr.,tcpq (psf) Area (ft) +F- (kips) (kips)
1 -0,45 -14.9 -6.4 3000 4CS -19,2
2 -0.69 -20.6 -12.1 6900 -142.3 -83A
3 -0,37 -13.0 -4.5 6900 -M9 _31,1
4 -0.45 -14.9 -6.4 3000 -44.8 -119.2
5 0,40 1 &2 13.7 840 4.4 11.5
6 -0.29 -11.1 -2,6 840 -9.4 -2.2
1E -0,48 _15,6 -7.1 -5.0 -23
2E -1.07 -29.6 -211 736 -2t15 -15,5
3E -0.53 -16.8 -8.3 736 .12.4 -6.1
4E -0.4a -1s,6 -7,1 320 -5.0 -2.3
SE 0.61 1 102 18.7 so 018 1.0
6E -0.43 1 -14,15 -5.9 160 -2.3 -0.9
-4
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1594 P,!k�Cjld.. 5
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1594 P.'k O'do 1
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WIND LOADING
In accordance with ASCEMO
Using the envelope design method
Todd. �.1.09UO. 24 1.01 1
T
-49 it 25 it
Plan Elevation
Budding data
Type of roof
Flat
Length of building
b = 49.00 ft
Width of building
d = 25.00 It
Height to eaves
H = 17.00 ft
Height of parapet
N = 1.00 It
Mean height
h = 17.00 It
End zone width
a = max(min(O.Ixmin(b, d), 0.4xh), 0,04xmin(b, d). 3ft) 3.00 it
Plan length of Zone ME when GCp, negative
Lz2 = min(O.5 x d, 2�5 . H) 12.50 It
Plan length of Zone ME encroachment on zone 2 Lzi = max(O M0.5 x d - Lz2) 0.00 it
General wind load requirements
Basic wind speed
V= 110,0 mph
Ris-k category
It
Velocity pressure exponent coef (Table 26.6-1)
K. = 0,85
Exposure category (cl 26.7.3)
C
Enclosure classification (cl.26.10)
Enclosed buildings
internal pressure coal +ve (Table 26.11-1)
GCA,, = 0.18
Internal pressure coet -ve (Table 26.11-1)
GCa, - -0.18
Topography
Topography factor not significant
K� - 1.0
Velocity pressure
Velocity pressure coefficient (T428.3-1)
K, = 0.87
Velocity pressure
qi. - 0.00256 x K, , K, x K. . V" . I psf1mpW = 22.9 psf
Velocity pressure at parapet
Velocity pressure coefficient (T.28.3-1)
K, = 0.88
Velocity pressure
qP 0.00256 - K� - K� . K� . VI . 1psf/mph2 = 23.2 psf
Parapet pressures and forces
Velocity pressure at too of parapet
qo 23.17 psf
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Combined het pressure,coafficient, leeward
GC., = -1.0
Combined net parapet pressure. leeward
pA -r 9, x GC,. - -23.17 pal
Combined net pressure coefficient, windwiard
GC,-= 1.6
Combined net parapet pressure, windward
pp� = q, x GC- = 34.76 psf
Wind direction. 0 deg (I I to widlh)�
Leeward parapet force
Fko = pA c h, . b = -1.1 kips
Windward parapet force
F,,# = px hp x tiz 1,7 kips
Wind direction 90 deg (11 to length):
Leeward parapet force
Fr.,,O_j, = prA.. h, - d- .0.6 kips
Windward parapet force
F,�_fkDi= p�w h, . d = 0.9 kips
Design wind pressures
Design wind pressure equation
p =1 q,. x [(GCpi) � (GCo)]
Design wind pressures - Loadcase A
Zone
GCPf
P(�cpll (psf)
P;�co) (PSO
Area (ft'i)
-F., (kips)
-F.j (kips)
1
OAO
5.0
13.3
731
3.7
9.7
2
wo.ag
-19.9
-11,7
53a
-10.7
-6�3
3
-0.37
-12.6
-4.4
538
-6.8
-2,3
4
-0.29
-10,8
731
�7,9
-1.8
1 E
0.61
1 9.8
1 18.1
102
1 1.0
1 1.8
2E
-1,07
-28.6
-20.4
75
-2.1
-1.5,
3E
-0.53
-16.3
-&0
75
A2
-016
4E
-0.43
-14.0
-5.1
102
-1 �4
-0-6
(D
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ARW Engineers S-U- shot -h-
1594 P.,k Ckd. 3
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j 11123/2019
Design vAnd pressures - Loadcast 6
Zone GC, pc�cA (psf) ip(�Oj (psf) Area (ft) +F.(klps) -F� (kips)
1 -0.45 -14.4 -6.2 731 -10.5 4.5
2 -0.69 -19.9 -11.7 538 -10.7 -6.3
3 -0.37 -12.6 -4.4 538 -6.8 -2.3
4 -0,45 -14.4 -6.2 731 -10.5 -4.5
OAO 5.0 13.3 374 1.9 5.0
a -0.29 -10.8 -2.5 374 -4.0 -0.9
IE -0.48 -15.1 -6,9 102 -1.5 -0.7
2E -1.07 -28,6 -20.4 75 -2.1 -1.5
3E -0.53 -16.3 -8.0 75 -1.2 -0.6
4E -0.48 -15.1 -6,9 102 -1.5 -0,7
5E 0.61 9.8 18.1 51 O's 0.9
6E 1 -0.43 -14.0 -5.7 51 -0.7 -03
4
3
2
4E F.
is
b
L-d.... B
Design wind pressures - Loadcase AT
Zono GC,i pf-cm, (psQ pj�o) (pA Atea (W) +F� (kips) (kips)
1 0.40 5.0 13.3 315 1.6 4.2
2 -0.69 -19.9 -11.7 231 -4.6 -2.7
3 -0.37 -12.6 -4.4 231 -2.9 -1.0
4 -0.29 -10.8 -2.5 315 -3.4 -0.8
1E. 0.61 9.8 18.1 102 1.0 1 1.8
8
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1594 park clirde
00on. UT $4404 Cole, by 091* CWd by Dot. Apod by Dole
1 1 2J24/2 018
WIND LOADING
In accordance with ASCE740
Using the components and cladding design method
166 It
Plan
Building data
Type of roof
Flat
Length of building
b 166.00 ft
Width 6fbQilding
d 92.00 ft
Height to eaved
H 20,00 it
Height of parapet
N 3.00 It
Mean height
h = 20.00 A
General wind load requirements
Basic,Mnd speed
V 110,0 mph
Risk category
11
Velocity pressure exponent coef (Table 26.6-1)
K4, 0.85
Exposure category (cl 26.7.3)
C
Enclosure classification (cl.26.10)
Enclosed buildings
Internal pressure coef +we (Table 26.11 .1)
GCp, = 0.18
Internal pressure coelf -we (Table 26.11-1)
GC,+,n = -0-18
Parapet internal pressure coef +we (Table 26. 11-1)
GC�,_pp = 0.18
Parapet internal pressure cost -we (Table 26A 1 -1)
GCO, = -0.18
Gust effect factor
G = 0.86
Topography
Topography factor not significant
Velocity pressure
Velocity pressure coefficient (T.30.3-1 j
Velocity pressure
Velocity pressure at parapet
Velocity pressure coefficient (T.30.3-1)
Velocity pressure
Ka= 1.0
92 ft-
Elovailon
Tod& w.wolici. �&,* 2.1,rii
K� = 0.90
qm = 0.00256 x K, x K� x Ka x V2 x I psUrnph" = 23.7 psf
K� m D.92
qp - 0,00256 - K� � K, x Ka . VI . I psf/mph2 = 24.3 psf
A-w Tekla
Tedds
ARW Engineers secdon shett_4r"'
1504 Pork Und. 2
0.911M. UT 64404 Colo. by Drite. -d Py App'd by Oate
1 1 1212412018
Peak,velod,ty pressure for Internal pressure
Peak velocity pressure -internaijas roof press:)% q,=23.70psf
Equations used In tables
Net pressure p = q� . JGCp - GCp]
Parapet net pressure p = cl, x [GC. - GCp,_pj
Components and cladding pressures - Wall (Table 30.4.1 and Figure 30.4-2A)
Component
Zone,
Length
(ft)
Width
(ft)
Eff. area
(11:1)
+GQ,
-GCp
Pres (+we)
NO
Pres (-a)
(155f)
<10 sf
4
10.0
0,90
-0.99
25Z
-27.7
50 sf
4
solo
0,79
-0.88
23.0
-25A
200 sf
4
200�O
0169
-0.78
20.7
-218
�500 sf
4
500.0
O�63
-0.72
19.2
--21.3-
<10 sf
5
10'a
0.90
-1-26
25Z
-34.1
50 st
5
50,0
0.79
-1.04
23.0
-28.9
200 sf
5
200.0
0,69
-0.85
20,7
-243_
>500 sf
5
500.0
0,63
-0.72
19.2
-21.3
<10 sf (W)
Id'o
040
-1.80
26.3
-48,2
10,0
0.90
499
26.3
-28.5
10.0
0.90
-2.80
26.3
-72,5
10.0
0.90
-1-26
26.3
-35.0
'05
'25
Components and cladding pressures - Rocif(Figure 30,4-2A)
Component
Zone
Length.
Width
(ft)
Eff, area
OV)
+GC.
Gc.
Pres (-we)
(ps;f)
Pr (.Vey
PSO
<10 sf
1
10.0
0,30
-1.00
11.44
.29.0:
25 st
1
25.0
0,20
-0.96
10.44
.27.0
i:�
&.J'fekla Praq., jcb P.W.
Teddi
ARW Engineers Shw -ft".
1594 Park ckcla 3
Ogd.r� UT W04 Cal� by To—.. OW4 by C.t. Apod by
j 1 2t24/2018