HomeMy WebLinkAbout6221 180th St Ne_BLD1792 - Review Docs_2026 City of Arlington
��CING�O�
Community • • Development
February 26, 2018
Port Gardner Architects
1512 Wetmore Avenue
Everett,WA 98201
Dear Mr. Hannam,
The design documents submitted for this project have been reviewed for compliance with
the locally adopted codes and amendments. The following comments must be
addressed before a building permit is issued.
For processing;
• Please submit revised construction documents containing the requested
information or plan revisions with all revisions clouded or otherwise identified.
• Please respond in writing to each comment by marking the attached list or
creating a response letter. Indicate which plan sheet, detail, specification, or
calculation shows the requested information. Please send revisions to the attention
of the plans examiner with the building permit application number noted.
Revised drawings must clearly show code compliance.
A RESPONSE LETTER MUST BE INCLUDED WITH THE REVISED PLAN SUBMITTAL.
• Please be sure to include on the resubmittal the engineer's or architect's "wet"
stamp, signature, registration number and date on the cover page of any structural
calculations, all structural details and structural sheets of the plans.
In order to keep your permit in an "Active" status, please respond within 60 days. For questions
about the required information please contact Kevin Olander at 360-403-3433 or
kolander(a).arlingtonwa.gov.
Sincerely,
Kevin Olander
Combination Inspector
60 i
DESIGN CRITERIA:
1. The structural design of the building has reduced the roof snow load from the
jurisdiction minimum of 25 to 11.90. This reduction appears to be less than allowed
by the ASCE Standards 7-10. Please provide further proof of snowload reduction
allowance.
2. It appears the square footage of the shop portion of the building (F-1 occupancy)
exceeds the allowable area in square feet per IBC Table 506.2. The table outlines a
maximum allowable square footage of 34,000 square feet in a Type V-B sprinkled F-
1 occupancy structure. Building s.f. is 39,562; Office s.f. 4607 =total s.f. 34,955
SITE PLAN:
1. It appears the number of parking spaces provided is inadequate for the occupant
load of the structure.
2. If the number of parking spots is increased to accommodate the revised occupant
load,the number of ADA compliant parking spaces will need to be increased per IBC
Table 1106.1.
SHEET A3:
1. Occupancy calculations do not comply with IBC Table 1004.1.2, please revise.
2. The plan is missing sufficient cross sections. Please provide full cross sections
throughout the plan: North/South and East/West at a minimum.
3. Cross section shall classify interior wall finishes complying with IBC Section 803.
4. Details labeled are missing on sheet Al 1. Many of the details are labeled "X",these
need to be assigned a number and included on sheet A11.
5. Connection details and supported structural engineering are missing for connection
between the framed wall and the concrete tilt-up panel. Please provide cross
section details in addition to supporting structural engineering.
6. It appears the stairs may exceed the 12' max before requiring a landing. Please
include a scaled cross section of the stairs to verify.
7. The plans are missing detailed information regarding the rack/hoist system. Please
provide.
8. Is the shop area heated? Please provide information on the plans to include
mechanical equipment type.
SHEET A4:
1. The plans do not outline door hardware and pull requirments. Please provide this
information to include compliance with ADA minimums.
2. The plans do not include compliance with ADA requirements. Please provide this
information to include elevations of ADA components for clarification.
3. The plans do not include locations of safety glazing. Please provide this information.
SHEET A5:
1. Exit access for future second floor shall comply with IBC Section 1023, 1022, 1024,
1028. Doors to the bathroom are unrated in this hall.
2. The steel building plans do not include the rear patio or covered entry. Please
provide full structural details for both.
SHEET A6:
1. Guard detail not included on plans. Please provide information on cross section.
2. Stair details missing and incomplete. Please provide full cross section meeting the
maximum 12'vertical height limitations with landing.
3. There is no bathroom shown on the second floor. Will there be plumbing provided
for future use? If so, show rough in.
SHEET A7:
1. Provide smoke and flame spread rating of insulation that is exposed throughout
complying with IBC Section 603 and IBC Section 720.
2. Many details are labeled with "X"throughout. All details must be assigned a
number and have corresponding detail supplied.
3. Plans are missing minimum fire blocking throughout. Please provide fire blocking
complying with IBC Section 718.
SHEET A8:
1. Many details are labeled with "X"throughout. All details must be assigned a
number and have corresponding detail supplied.
2. Parapet connection details are missing. Please provide details in compliance with
IBC 705.11.
3. Proper drainage details need to be shown for reverse slope at covered entry.
SHEET A9:
1. Please provide in-lay ceiling support and connections complying with IBC Section
808.
SHEET A10:
1. Please provide the WP 4135 details on the plans from elevator shaft.
SHEET A11:
1. Please verify that all details are properly accounted for throughout the plans.
SHEET Al2:
1. Detail 6/Al2 mentions 95% compaction of soil. This will require special inspection.
SHEET S1:
1. List ALL specific Special Inspections that will be required for this project to include:
• Bolting
• Welding
• Rebar
• Concrete
• Soil Compaction
SHEET S3:
1. Foundation calculations not provided. Please provide.
2. Provide foundation layout and plan at a minimum 1/8" scale that allows for all
details to be identified on the plans and specific throughout.
3. Plans need to include notation "SLAB MUST BE POURED WITH THE FOUNDATION
TO PREVENT STRUCTURAL FAILURE" or provide engineering to support otherwise.
4. Shearwall calculations not provided. Please provide calculation and all connection
details between shearwall panels and roof, tilt-up panels.
5. STHD hold downs are calledout on the framing plan. How are these to be connected
to the tilt-up panels? Please provide supporting structural engineering.
6. Slab insulation not shown on foundation details. Please provide on plan or provide
supporting documentation detailing exemption on provided Washington State
Energy Code compliance forms.
SHEET S4:
1. Shearwall schedule indicates minimum nailing patterns. Cross section however,
indicates steel studs? Please revise shearwall schedule or wall framing.
2. Please provide connection details and supporting engineering for hold-down in tilt-
up panels called out on framing plan.
3. Please provide slab insulation on plan or provide supporting documentation
detailing exemption on provided Washington State Energy Code compliance forms.
4. Schedule for interior framed walls with details not provided on plans. Please
provide.
This is an initial review of plans submitted. Please be advised
additional corrections may be required once complete plans are
submitted.
Cit
�. . of Arlington
Community & Economic Development
March 3, 2018
Port Gardner Architects
1512 Wetmore Avenue
Everett,WA 98201
Dear Mr. Hannam,
There were additional comments that were not included in the comment letter sent on February 26,
2018.1 have highlighted the additional comments foryour convenience.
The design documents submitted for this project have been reviewed for compliance with the
locally adopted codes and amendments. The following comments must be addressed before a
building permit is issued.
For processing:
• Please submit revised construction documents containing the requested information or
plan revisions with all revisions clouded or otherwise identified.
• Please respond in writing to each comment by marking the attached list or creating a
response letter. Indicate which plan sheet, detail, specification,or calculation shows the
requested information. Please send revisions to the attention of the plans examiner with
the building permit application number noted.
Revised drawings must clearly show code compliance.
A RESPONSE LETTER MUST BE INCLUDED WITH THE REVISED PLAN SUBMITTAL.
• Please be sure to include on the resubmittal the engineer's or architect's "wet"stamp,
signature,registration number and date on the cover page of any structural calculations, all
structural details and structural sheets of the plans.
In order to keep your permit in an"Active"status,please respond within 60 days. For questions
about the required information please contact Kevin Olander at 360-403-3433 or
kolanderParlingtonwa.gov.
Sincerely,
Kevin Olander
Combination Inspector
61 1
DESIGN CRITERIA:
1. The structural design of the building has reduced the roof snow load from the
jurisdiction minimum of 25 to 11.90. This reduction appears to be less than allowed
by the ASCE Standards 7-10. Please provide further proof of snowload reduction
allowance.
2. The plans make note of a fire sprinkler system installed in the proposed structure.
Please note the fire sprinkler permit and review are not part of this review.
3. It appears the square footage of the shop portion of the building (F-1 occupancy)
exceeds the allowable area in square feet per IBC Table 506.2. The table outlines a
maximum allowable square footage of 34,000 square feet in a Type V-B sprinkled F-
1 occupancy structure. Building s.f. is 39,562; Office s.f. 4607 = total s.f. 34,955
SITE PLAN:
1. It appears the number of parking spaces provided is inadequate for the occupant
load of the structure.
2. If the number of parking spots is increased to accommodate the revised occupant
load,the number of ADA compliant parking spaces will need to be increased per IBC
Table 1106.1.
SHEET A3:
1. Please provide full cross section view of storage racks. Include rack height,
sprinklers and clearances to ceiling for high pile storage per fire code.
2. Occupancy calculations do not comply with IBC Table 1004.1.2, please revise.
3. The plan is missing sufficient cross sections. Please provide full cross sections
throughout the plan: North/South and East/West at a minimum.
4. Cross section shall classify interior wall finishes complying with IBC Section 803.
5. Details labeled are missing on sheet A11. Many of the details are labeled "X",these
need to be assigned a number and included on sheet A11.
6. Connection details and supported structural engineering are missing for connection
between the framed wall and the concrete tilt-up panel. Please provide cross
section details in addition to supporting structural engineering.
7. It appears the stairs may exceed the 12' max before requiring a landing. Please
include a scaled cross section of the stairs to verify.
8. The plans are missing detailed information regarding the rack/hoist system. Please
provide.
9. Is the shop area heated? Please provide information on the plans to include
mechanical equipment type.
SHEET A4:
1. The plans do not outline door hardware and pull requirments. Please provide this
information to include compliance with ADA minimums.
2. The plans do not include compliance with ADA requirements. Please provide this
information to include elevations of ADA components for clarification.
3. The plans do not include full elevator details. Please provide this information to
include product listings.
4. The plans do not include locations of safety glazing. Please provide this information.
SHEET A5:
1. Mechanical equipment type and fuel source not included on plans. Please provide this
information to include sizing documentation.
2. Provide mechanical room separation details complying with IBC 509.4.2.
3. Washington State Energy Code Compliance forms not included. Please include all
compliance requirements on plans matching forms submitted.
4. Exit access for future second floor shall comply with IBC Section 1023, 1022, 1024,
1028. Doors to the bathroom are unrated in this hall.
5. The steel building plans do not include the rear patio or covered entry. Please
provide full structural details for both.
SHEET A6:
1. Guard detail not included on plans. Please provide information on cross section.
2. Stair details missing and incomplete. Please provide full cross section meeting the
maximum 12'vertical height limitations with landing.
3. There is no bathroom shown on the second floor. Will there be plumbing provided
for future use? If so, show rough in.
SHEET A7:
1. Provide smoke and flame spread rating of insulation that is exposed throughout
complying with IBC Section 603 and IBC Section 720.
2. Many details are labeled with "X"throughout. All details must be assigned a
number and have corresponding detail supplied.
3. Plans are missing minimum fire blocking throughout. Please provide fire blocking
complying with IBC Section 718.
SHEET AB:
1. Many details are labeled with "X"throughout. All details must be assigned a
number and have corresponding detail supplied.
2. Parapet connection details are missing. Please provide details in compliance with
IBC 705.11.
3. Proper drainage details need to be shown for reverse slope at covered entry.
SHEET A9:
1. Please provide in-lay ceiling support and connections complying with IBC Section
808.
2. Please include fire sprinkler head locations on cross sections for in-lay ceiling.
SHEET A10:
1. Please provide the WP 4135 details on the plans from elevator shaft.
SHEET A11:
1. Please verify that all details are properly accounted for throughout the plans.
SHEET Al2:
1. Detail 6/Al2 mentions 95% compaction of soil. This will require special inspection.
SHEET S1:
1. List ALL specific Special Inspections that will be required for this project to include:
• Bolting
• Welding
• Rebar
• Concrete
• Soil Compaction
SHEET S3:
1. Foundation calculations not provided. Please provide.
2. Provide foundation layout and plan at a minimum 1/8" scale that allows for all
details to be identified on the plans and specific throughout.
3. Plans need to include notation "SLAB MUST BE POURED WITH THE FOUNDATION
TO PREVENT STRUCTURAL FAILURE" or provide engineering to support otherwise.
4. Shearwall calculations not provided. Please provide calculation and all connection
details between shearwall panels and roof, tilt-up panels.
S. STHD hold downs are calledout on the framing plan. How are these to be connected
to the tilt-up panels? Please provide supporting structural engineering.
6. Slab insulation not shown on foundation details. Please provide on plan or provide
supporting documentation detailing exemption on provided Washington State
Energy Code compliance forms.
SHEET S4:
1. Shearwall schedule indicates minimum nailing patterns. Cross section however,
indicates steel studs? Please revise shearwall schedule or wall framing.
2. Please provide connection details and supporting engineering for hold-down in tilt-
up panels called out on framing plan.
3. Please provide slab insulation on plan or provide supporting documentation
detailing exemption on provided Washington State Energy Code compliance forms.
4. Schedule for interior framed walls with details not provided on plans. Please
provide.
This is an initial review of plans submitted. Please be advised additional corrections may be
required once complete plans are submitted.
Structural Deli n ssociatcs
ill _ �,
Engirieeriiig Structure.s to Last
O�VVY'
M.M `8163
April 11, 2019 co VI
Dantrawl Inc. of W^Sy
62XX 180th St. NE, G ti
Arlington, WA
Subject: Burke Bolt Inserts p �Fei 38
SDA Ref. #8163 SfoN
To whom this may concern: AP 5 2019
A
q
Panel Burke inserts do not align with the steel building column in multiple locations. The Burke
inserts prevent the installation of the panel clips specified in detail A/S5, April 29, 2018. Coast
Construction and Port Gardner Architects have provided locations of the Burke inserts that do
not align with the steel building columns. Structural Design Associates [SDA] has reviewed and
observed the following in the documentation provided by both parties:
1) The Burke insert alignment issue is limited to "Type N' connections. No other panel
connection conflicts are reported;
2) The identified Burke insert conflicts include missing inserts, inserts covered by the steel
frame, and inserts with `extreme' horizontal offsets;
3) The"Type A" connection conflicts are reported to exist at the following locations:
a. East Elevation, Gridline: B/11 & B/2;
b. West Elevation, Gridline: D/2 & D/3;
c. North Elevation, Gridline: B/2, .B.2/2, C/2, C.2/2, & D/2;
d. South Elevation, Gridline: C.1/14 & C/14.
Each "Type A" connection conflict noted above shall be replaced with a"Panel Connection Type
`A' Retrofit", which is detailed in the attached sketch.
This letter shall be issued to Port Gardner Architects, Geotest, Coast Construction, and the
Building Official. Any discrepancies between the site conditions and the description above shall
be reported to the engineer of record. Please contact this office if you have any questions
concerning this letter, or for any other assistance.
Sincerely,
C�f
Jasper Baarbe, E.I.T. Chris Covington, P.E.
3006 Rucker \ve. I.ver-ett, AF \ 98201 Ph: 425-339-O293 [=six: 425-252-0916
Nvwxv..sdaeverett.com
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SHIM PLATE, FRICTION PLATE, ELEVATION, AND PANEL CONNECTION
TO CONFORM WITH A/S5 DATED APRIL 29, 2018 UNLESS NOTED
OTHERWISE BELOW. RETROFIT CONNECTION ONLY APPLICABLE AT m h
y �w
DEMARKATED LOCATIONS (SEE ATTACHED LETTER). IN
NEW CONNECTION TYPE �I WF RIGID STEEL o N
'A' RETROFIT (PLACE IN -- L-- FRAME BY MTL `� N
PAIRS ONLY) ii II li BLD G MFG. u! �
v
3? OFFSET (ABOVE Ij
OR BELOW) (TYP.) II w
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II -- I�INSERTS OFFSET
BURKE BOLT INSERT 1 " OR MORE
PLACED BEHIND COLUMN o
OR MISSING Ij w =
V
-� mo III
w N
Q —
PANEL CONNECTION TYPE 'A' RETROFIT ELEVATION VIEW °III
Q
w
CENTER OF BOLT TO EDGE OF GRID SHIM PLATE THICKNESS
TO PROVIDE SNUG FIT z 0
FLANGE TO BE MINIMUM " BETWEEN PANEL & z0
AND MAXIMUM OF 1 " (TYP.) FRICTION PLATE (TYP.) w L o
.' 74" THK TILT—UP z
PANEL
EMBEDMENT TO BE 34" t(
1» J
MINIMUM AND 44 MAXIMUM FRICTION PLATE (TYP.)
(TYP.)
WF RIGID STEEL FRAME
REPLACE BOLTS & BURKE BY MTL BLD'G MFG.
INSERTS w/ (4) J"O F1554,
GR36 THREADED ROD EPDXIED ' Drawn By:JIB
l PROVIDE SPECIAL Checked By:CCC
TO PANEL w/ SET-3G (MIN. Ll Date:04-'5
INSPECTION FOR
EMB.=34"); SECURE NUTS, & EPDXY INSTALLATION SDDAI63.
F436 WASHERS
STRUCTURAL
PANEL CONNECTION TYPE 'A' RETROFIT PLAN VIEW
DETAILS
4/11/2019 »MX-3 HI-TENSILE INSERT
Contact Us
i P rR Y MeadowBurke- Call Us (877) 518-7665
HOME PRECAST FORMING REINFORCING ROAD&BRIDGE TILT-UP DISTRIBUTORS ENGINEERING PRODUCTS —`
Home/Shop/Precast/NC Threaded Inserts and Accessories/NC Threaded Inserts/MX-3 HI-TENSILE INSERT
DISTRIBUTOR FINDER MX-3 HI-TENSILE INSERT
ENGINEERING SUPPORT
The MX-3 Hi-Tensile Insert is a ductile iron cast in place NC insert available for use in fastening and/or
hanging equipment,plumbing,mechanical fixtures,etc.to the concrete.It is also used very effectively as a
Burk'Ldl diaphragm insert in prestressed bridge beams.The Hi-Tensile Insert is available in the sizes shown in the
Coil Liling table.Attachment to the form can be accomplished by utilizing the nail lugs on the insert,an NC bolt run
DngBone through the form wall,or by using FC-18 or MX-28 NC threaded plugs.
Erecter Connector
Halfen ,nchorinq _- MX-3 HI-TENSILE INSERT
NC`hrended Insells lim Bog — � ��° c TlWWoeom 901 ns>� 1
Braeiny Herd Hale NOXI Mr I-W 29M I-W umm ss• I&W r '26w Mob ;2.WA W06L Z7W eooea 27M
Rapid Lift NM : are' [-VS' 29mm I-W 41w r- :25mm I. 251W 0"IlalcikN Nor.:Amm mobil 401114
prestress NIM in, MR, 32m 2.11V YFftn I.3W 35MM 341 19 milwoa17,5m 1,600Et&IM;11500ee4710
pr--cas"Ghe'nlCa s N0a3/ 518' I-9/a'135mm 2-914" M.. 1_112'`3M. 15I16- 24mm 2,700104,1120W 2,100ap;9,UN f26e0tW 11-6kN
1
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Na036 7W 1-5A' 41mm 4' 102mm 1-374' 45r1tl11 1-3116' 31M 50001b6 2226N 3,9Wft 17.6FN 4„8000.21,4M
Utility Lifting c}sterns
N0036 1' 134' 45mm:9-0?114mm 1-7/11 461ma1
1-IfI' 38om,6,000]bai2&7kN`A,B00 ia•2E4MlIS6,600 iL46.M
Welded 1A/4r Girders
Sete working bads teased an 3,000 psi ounlxele and a 3:1 safety factor,
E3ow_;c) ndusfrl es 1) Safe working bed is based on the insert setback 112"from the concrete surface.
t�-7ENsx.e
MB
View our Product literature
Precasl ourHrsloly ^ventor CleariIce
F n Local Map
RaInIGIClorcutg La.11fonods by Address 111
Road&13nr P Saing olteictory
tut-up Blog
Distrlbutrlrx Caranrs
Enymews
-,2U19 ieuco.v 81::1<�P.11 Rtgeas rdeser;ed.
'r=iRN &CCiN, II K)N S ONS O�SALE FRIL'AGY
meadowburke.com/shop/precast/nc-threaded-inserts-and-accessories/nc-threaded-inserts/6655-mx-3-hi-tensile-insert/ 1/1
STRUCTURAL DESIGN ASSOCAITES Project Title:
Engineer:
Project ID: SDA#8163- 190410
Project Descr:
Printed:11 APR 2019, 8:17AM
Conc11111 rete Slender Wall rslsdapglONEDRI-11NErWOR-11PROJEC-118000-8-118163-D-11190409-118163.190409-Burk Bolt Issueec6
Software copyright ENERCALC,INC.1983-2018,Buil:10.1812.13
I.I I I •
Description: TYP WALL
Code References
Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
fc:Concrete 28 day strength = 5.0 ksi Wall Thickness 7.250 in Temp Diff across thickness = deg F
Fy:Rebar Yield = 60 0 ksi Rebar at wall center Min Allow Out-of-Plane Defl Ratio= U 00
Ec:Concrete Elastic Modulu: = 4,03221 ksi Rebar"d"distance 3.625 in
X :Lt Wt Conc Factor = 1.0 Lower Level Rebar Min allow As/bd = 00020
Fr:Rupture Modulus = 353.553 psi Bar Size # 5 Using Stiff.Reduction Factor per ACI R.10.12.3
Max Allow As/bd = 0.02125 Bar Spacing 12.0 in
Max Pu/Ag=fc* = 0.060
Concrete Density = 150 0 pcf
Width of Design Strip = 12.0 in
One-Story Wall Dimensions
A Clear Height = 21.0 ft
B Parapet height = ft B
Wall Support Condition Top & Bottom Pinned Pmf Ahwhmerd
f by Attachment
Lateral Loads
Wind Loads: Seismic Loads
Full area WIND load 26.20 psf Wall Weight Seismic Load Input Method ASCE seismic factors entered
SIDS Value per ASCE 1211 1 SIDS *1 = 0.7720
Fp=Wall Wt " 0.3088 = 27 985 psf
DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in
Governing Load Combination. . . Actual Values... Allowable Values.
PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3097
+0.90D+E+0 90H Max Mu 1 547 k-ft Phi*Mn 4.994 k-ft
PASS Service Deflection Check Actual Defl.Ratio U 2,377 Allowable Defl. Ratio 360.0
E Only Max.Deflection 01060 in
PASS Axial Load Check Max Pu/Ag 14.0 psi Max.Allow.Defl. 0.70 in
+1 20D+L+0.20S+E+1 90H Location 10.150 ft 0.06*fc 300.0 psi
PASS Reinforcing Limit Check
Actual As/bd 0.007126 Max Allow As/bd 0,02125
Maximum Reactions. for Load Combination....
Top Horizontal E Only 293.843 k
Base Horizontal E Only 293.843 k
Vertical Reaction +D+O 70E+0.60H 1.903 k
STRUCTURAL DESIGN ASSOCAITES Project Title:
Engineer:
Project ID: SDA#8163- 190410
Project Descr:
Printed:11 APR 2019. 8:17AM
Concrete Slender Wall rs4sdepglONEDRI-1WETWOR-11PROJEC-118000-8-1181630-I%i9D409-118163.190409.8urk Bol Im e.w6i
Sofhvaie oopynght ENERCALC,INC 1983 2018,8utk1:10.18 f213
Description: TYP WALL
Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in.
Axial Load Moment Values 0.6*
Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal
k k k-ft k-tt k-it in12
0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000
0.000 0.000 0.00 0.00 0.00 0.00 0.000 00000 0.0000
0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000
0.000 0 000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000
+1.20D+1.60Lr+0.50W+1.60H at 9.80 to 10.5 1.218 26.100 3.10 0.73 0.90 5.08 0.310 0.0071 0.0213
0.000 0 000 0.00 0.00 0.00 0.00 0.000 0.0000 0,0000
+1.20D+1.60S+0.50W+1.60H at 9.80 to 10.50 1.218 26100 3.10 0.73 0.90 508 0.310 0.0071 0,0213
+1.20D+0.50Lr+L+W+1.60H at 9.80 to 10.50 1.218 26.100 3.10 1.45 0.90 5.08 0.310 0.0071 0.0213
+1.20D+L+0.50S+W+1.60H at 9.80 to 10.50 1,218 26.100 3.10 1-45 0.90 5.08 0.310 0.0071 0.0213
+0,90D+W+1.60H at 9.80 to 10.50 0.913 26.100 3.10 145 0.90 5.01 0.310 0.0071 0.0213
+1.20D+L+0.20S+E+1.90H at 9.80 to 10.50 1.218 26.100 3.10 1.55 0.90 5.08 0,310 0.0071 0.0213
+0.90D+E+0.90H at 9.80 to 10.50 0.913 26100 3.10 1.55 0.90 5.01 0-310 0.0071 0,0213
Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in.
Axial Load I Moment Values Stiffness Deflections
Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio
k k-rt k-ft in14 n14 in14 in
0.000 000 0.00 U00 0.00 0 000 0.000 00
0.000 000 0.00 0,00 0.00 0.000 0.000 00
0.000 000 0,00 000 0.00 0.000 0.000 00
0.000 000 0.00 000 0,00 0 000 0.000 00
0.000 0.00 0.00 0.00 0.00 0.000 0.000 00
0.000 0.00 0.00 0.00 0.00 0 000 0 000 0.0
+D+0.60W+H at 9.80 to 10.50 1.015 3.10 0.87 381.08 21.89 285.809 0 060 4,208.6
+D+0.750Lr+0.450W+H at 9.80 to 10.50 1.015 3.10 0,65 381.08 21.89 285.809 0 045 5,611.5
+D+0.750S+0.450W+H at 9.80 to 10.50 1.015 3.10 0.65 381.08 21.89 285.809 0 045 5,611.5
+0.60D+0.60W+0.60H at 9.80 to 10.50 0.609 3.10 0.87 381.08 21.52 285,809 0.060 4,217.7
+D+0.70E+0.60H at 9.80 to 10.50 1.015 3.10 1.08 381.08 21.89 285.809 0.075 3,377.3
+D+0,750L+0.750S+0.5250E+H at 9.80 to 10. 1.015 3.10 0.81 381.08 21.89 285.809 0.056 4,503.1
+0.60D+0.70E+H at 9.80 to 10.50 0.609 3.10 1.08 381.08 21.52 285.809 0.074 3.384.6
0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0
0.000 0.00 0.00 0.00 0,00 0.000 0.000 0.0
0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0
0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0
W Only at 10.50 to 1120 0.000 3.10 1.44 381.08 20.96 285.809 0.099 2,538.8
E Only at 10.50 to 11.20 0.000 3.10 1.54 38108 20.96 285.809 0,106 2.376.8
0.000 0.00 0.00 0.00 000 0.000 0.000 0.0
Reactions-Vertical&Horizontal
Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base
+D+H 0.0 k 000 k 1.903 k
+D+L+H 0.0 k 000 k 1.903 k
+D+Lr+H 0.0 k 0.00 k 1.903 k
+D+S+H 0.0 k 0.00 It 1,903 k
+D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.903 k
+D+0.750L+0.750S+H 0.0 k 000 k 1.903 k
+D+0.60W+H 0.2 k 017 k 1,903 k
STRUCTURAL DESIGN ASSOCAITES Project Title.-
Engineer:
Project ID: SDA#8163- 190410
Project Descr:
Printed:11 APR 2019, 8:17AM
Concrete Slender Wall rstsdapglONEDRI-1WETWOR-11PROJEG118000.8-118163•D-11190409-�1%8163190409•&uk8olissue.ec6
Software copyright ENERCALC,INC 1983.2018,Build:10.18.12.13 .
r:r DESIGN ASSOCIATES
Description: TYP WALL
Reactions-Vertical&Horizoiftl
Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base
+D+O 7501-r+0 450W+H 0.1 k 0.12 k 1.903 k
+D+0.750S+0.450W+H 0.1 k 0.12 k 1.903 k
+0.60D+0.60W+0.60H 0.2 k 0.17 k 1142 k
+D+0.70E+0.60H 0.2 k 0.21 k 1903 k
+D+0.750L+0 750S+0 5250E+H 0.2 k 0.15 k 1.903 k
+0.60D+0.70E+H 0.2 k 0.21 k 1.142 k
D Only 0.0 k 000 k 1903 k
Lr Only 0.0 k 0.00 k 0 000 k
L Only 0.0 k 000 k 0 000 k
S Only 0.0 k 000 k 0 000 k
W Only 0.3 k 0.28 k 0 000 k
E Only 0.3 k 0.29 k 0.000 k
H Only 0.0 k 000 k 0 000 k
STRUCTURAL DESIGN ASSOCAITES Project Title:
Engineer:
Project ID: SDA#8163- 190410
Project Descr:
Printed:11 APR 2019, 8:17AM
General Section Property Calculator rslsdapglONEDRI-11NETWOR-IIPROJEC-118000-8-118163-D-11190409-118163-190409-Bud(Bodlssue.ec6 .
P Software oo ght ENERCALC.INC.1983-2018,Build:10.18.12.13 .
Description: W-SECTION
Final Section Properties
Total Area inA2 Ixx in"4 Sxx: Y in"3
:
Calculated final C G.distance from Datum: lyy in"4 Sxx +Y in"3Syy -X in"3
X cg Dist. in Zxx in"3 "
Y cg Dist. in Zyy "3 SYY +X n 3
in
Edge Distances from CG.: r xx in
+X in +Y in r yy in
-X in -Y in
Minumim Section Properties
Rotation of All Components @ Angle: 0.00 deg CCW Rotation Angle(CCW) deg CCW I:Moment of Inertia inA4
r:Radius of Gyration in S:Modulus inA3
Z:Plastic Modulus in"3
CG
Y
General Shapes _
- 1 :#1 Xcg= 0.000 in Ycg= 0.000 in Rotation= 0 deg CCW
Top Flange Width= 5.000in Top Flange Thick= 0.250in Web Thickness= 0.135in
Bottom Flange Width 5.000 in Bottom Flange Thic 0.250 in Top Height= 12.000 in
STRUCTURAL DESIGN ASSOCAITES Project Title:
Engineer:
Project ID: SDA#8163- 190410
Project Descr:
Printed:11 APR 2019, 8:17AM
Steel Beam with Torsional Loads rslsdapglON®RI-1WETWOR-11PROJEC-118000-8-lk8163-D-11190409-1\8163-190409-Burk Bok Issue.ec6 .
Software wpo ht ENERCALC,INC.1983-2018,Buik1:10.181213
KW-06011301 Licensee:STRUCTURAL DESIGN ASSOCIATES
Description: SPANDRAL
CODE REFERENCES
Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-16
Analysis Settings
Analysis Method:Allowable Strength Design Fy:Steel Yield 50.0 ksi
Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-16
Ak, ,4 W12x16
Span=21,0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load(s)for Span Number 0
Moment: D=0 08330 k-ft,Loc=10.50 ft in span, Torsional Load
DESIGN SUMMARY • -
Max Flange Normal Stress Ratio = 0.592: 1 Maximum Shear Stress Ratio = 0.055: 1
Flange Normal Stress 2 94 ksi Flange Shear Stress 1.10 ksi
Phi vn: Flange Normal Stress 4 97 ksi Web Shear Stress 090 ksi
(Phi Mn/Sxx) Vn/Omega:Allowable 20.00 ksi
Max Mu:Applied 0.00 k-ft
Section used for this span W12x16 Section used for this span W12x16
Load Combination +D+H Load Combination +D+H
Maximum Rotation = 1.9174 deg at 10.50 ft
Maximum Deflection
Max Download Transient Load Deflection 0.000 in Max Downward Total Deflection 0.000 in
Ratio= 0<360 Ratio= 0<180
Max Upward Transient Load Deflection 0.000 in Max Upward Total Deflection 0.000 in
Ratio= 0<360 Ratio= 0<180
Maximum Forces&Stresses for Load Combinations
Max Stress Bending Max Flange Normal (ksi) Flange Shear (ksi) Web Shear (ksi)
Load Combination Ratio Mu (kft) Vu (k) Total Allow Ratio Total Allow Ratio Total Allow Ratio
+D+H 0 592 2.943 4.971 0.592 1.096 20.000 0.055 0.902 20.000 0.045
+D+L+H 0 592 2.943 4.971 0.592 1.096 20.000 0.055 0.902 20.000 0.045
+D+Lr+H 0.592 2.943 4.971 0.592 1096 20.000 0.055 0.902 20.000 0.045
+D+S+H 0.592 2.943 4.971 0.592 1.096 20.000 0.055 0.902 20.000 0.045
+D+0.750Lr+0.750L+H 0.592 2.943 4.971 0.592 1.096 20 000 0,055 0.902 20.000 0.045
+D+0.750L+0.750S+H 0.592 2.943 4.971 0.592 1.096 20.000 0.055 0.902 20.000 0.045
+D+0.60W+H 0.592 2.943 4.971 0.592 1.096 20.000 0.055 0.902 20-000 0.045
+D+0.750Lr+0.450W+H 0,592 2.943 4.971 0.592 1.096 20.000 0.055 0.902 20.000 0,045
+D+0.750S+0.450W+H 0.592 2,943 4.971 0.592 1.096 20.000 0.055 0 902 20 000 0 045
+0.60D+0.60W+0,60H 0.355 1.766 4.971 0.355 0.658 20.000 0.033 0.541 20.000 0.027
+D+0.70E+0.60H 0,592 2,943 4,971 0.592 1,096 20000 0,055 0,902 20000 0.045
+D+0.750L+0.750S+0 5250E+H 0.592 2.943 4.971 0.592 1.096 20.000 0.055 0 902 20 000 0.045
+0.60D+0.70E+H 0 355 1.766 4.971 0.355 0.658 20.000 0,033 0,541 20.000 0.027
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"DO Location in Span Load Combination Max "+"Defl Location in Span
1 00000 0.000 00000 0.000
STRUCTURAL DESIGN ASSOCAITES Project Title:
Engineer:
Project ID: SDA#8163- 190410
Project Descr:
Printed:11 APR 2019, 8:17AM
Steel Beam with Torsional Loads rslsdWglONEDRI-1WEIWOR-11PROJEC--118000-8-118163-D-11190409-118163.190409.Burk Boh issueec6
Software;;It ENERCALC,INC 1902018,Budd 10.18 12 13 .
r.r r • am
Description: SPANDRAL
Vertical Reactions •Unfactored Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0 750S+H
+D+O60W+H
+D+0.750Lr+0.450W+H
+D+0.750S+0.450W+H
+0.60D+0.60W+0.60H
+D+0.70E+0.60H
+D+O 750L+0.750S+0.5250E+H
+0.60D+0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
STRUCTURAL DESIGN ASSOCAITES Project Title:
Engineer:
Project ID: SDA#8163- 190410
Project Descr:
Printed:11 APR 2019, 8:17AM
Concrete Beam _ rslsdapsloNEDRI-1WETWOR-11PROJEC-118000-8-118163-D�-11190409-118163-190409-Burk Bok Issue.ec6
Sothwe copyright ENERCALO.INC.f983-2018.Build:10.18.12.13
KW-06011301 Licensee:STRUCTURAL DESIGN ASSOCIATES
Description: ECCENTRICALLY LOAD PANEL
CODE REFERENCES
Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
fc 112 = 5.0 ksi Phi Values Flexure: 0.90
fr= f c "7.50 = 530.33 psi Shear: 0 750
T Density = 145.0 pcf R 1 = 0.80
X LtWt Factor = 1 0
Elastic Modulus = 4,030 51 ksi Fy-Stirrups 40.0 ksi
fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi • •
E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3
Number of Resisting Legs Per Stirrup= 2
ul
E( tip) L-i, 3 UE) E( 2.06) E(1.76)
4.0 ft 5.0 ft 4.0 ft
d w-x-7-2.5-n :•a-w x r�15-h 7 24-- 29--h-
_Cross Section & Reinforcing Details
Rectangular Section, Width=24.0 in, Height=7.250 in
Span#1 Reinforcing....
244 at 3.0 in from Bottom,from 0.0 to 4.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 4.0 ft in this span
Span#2 Reinforcing ..
244 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 5.0 ft in this span
Span#3 Reinforcing....
244 at 3.0 in from Bottom,from 0.0 to 4.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 4.0 ft in this span
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Point Load: E=-1 760 k @ 0.0 It,(P2)
Load for Span Number 2
Point Load: E=-2.060 k @ 0 0 ft,(P1)
Point Load: E=-2.060 k @ 5.0 ft,(P1)
Load for Span Number 3
Point Load: E=1.760 k @ 4.0 ft,(P2)
DESIGN SUMMARY •
Maximum Bending Stress Ratio = 0.577 : 1 Maximum Deflection
Section used for this span Typical Section Max Downward Transient Deflection 0.034 in Ratio= 2796>=360
Mu:Applied 7.039 k-ft Max Upward Transient Deflection -0.034 in Ratio= 2798>=360.
Mn"Phi:Allowable 12 203 k-ft Max Downward Total Deflection 0.034 in Ratio= 2796>=240.
Location of maximum on span 0 000 ft Max Upward Total Deflection -0.034 in Ratio= 2798>=240.
Span#where maximum occurs Span#2
STRUCTURAL DESIGN ASSOCAITES Project Title:
Engineer:
Project ID: SDA#8163- 190410
Project Descr:
Printed:11 APR 2019, 8:17AM
Concrete Beam rslsdapglONEDRI-1WETWOR-11PROJEC-118000-8-118163-D-11190409-118163-190409-Burk Bok Issue ec6 ,
Software copyright ENERCALC.INC.1983-2018,Build:10 18 12 13 .
KW-06011301 Licensee:STRUCTURAL DESIGN ASSOCIATES
Description: ECCENTRICALLY LOAD PANEL
Cross Section Strength& Inertia Top&Bottom references are for tension side of section
Phi'Mn (k-ft) Moment of Inertia (in^4)
Cross Section Bar Layout Description Bottom Top I gross Icr-Bottom Icr-Top
Section 1 2-#4 @ d=4.25",2-#4 @ d=3", 12.20 12.20 762.16 49.60 4960
Section 2 2-#4 @ d=4.25",2-#4 @ d=T. 12.20 12.20 762.16 49.60 4960
Section 3 2-#4 @ d=4.25",2-#4 @ d=3", 12.20 12.20 76216 4960 4960
Vertical Reactions Support notation:Far left is#1
Load Combination Support 1 Support 2 Support 3 Support 4
Overall MAXimum -6.635 2 515
Overall MINimum -3.484 1 321
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.450W+H
+D+0.750S+0.450W+H
+0.60D+0.60W+0.60H
+D+0.70E+0.60H -4.645 1.761
+D+0.750L+0 750S+0.5250E+H -3.484 1.321
+0.60D+0.70E+H -4.645 1,761
D Only
Lr Only
L Only
S Only
W Only
E Only -6.635 2.515
H Only
Shear Stirrup Requirements
Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd 11.4.6.1, use#3 stirrups spaced at 0.000 in
' Anchor DesignerT"" Company: SDA Date: 4/10/2019
Engineer: JIB Page: 1/5
Software Project: DANTRAWL
Version 2.7.6990.9 Address:
Phone:
E-mail:
1.Prolect information
Customer company: Project description:PANEL CLIP
Customer contact name: Location:
Customer e-mail: Fastening description:
Comment:
2.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-14 Concrete: Normal-weight
Units: Imperial units Concrete thickness,h(inch):7.25
State:Cracked
Anchor Information: Compressive strength,f.(psi):5000
Anchor type: Bonded anchor qjc,v: 1.0
Material:F1554 Grade 36 Reinforcement condition:B tension,B shear
Diameter(inch):0.875 Supplemental reinforcement:Not applicable
Effective Embedment depth,hef(inch):3 750 Reinforcement provided at corners:Yes
Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension: No
Anchor category:- Ignore concrete breakout in shear: No
Anchor ductility:Yes Hole condition:Water-saturated concrete
hmin(inch):5.75 Inspection:Continuous
cac(inch):6,63 Temperature range,Short/Long: 150/110°F
Cmin(inch):1.75 Ignore 6do requirement:Not applicable
Smin(inch):3.00 Build-up grout pad:Yes
Base Plate
Length x Width x Thickness(inch):6.00 x 10 00 x 0.25
Recommended Anchor
Anchor Name: SET-3G-SET-3G w/7/8"fd F1554 Gr.36
Code Report: ICC-ES ESR-4057
i,
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Stiong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie,com
• Anchor Designer TM Company: SDA Date: 4/10/2019
Engineer: JIB Page: 2/5
Software Project: DANTRAWL
Version 2.7.6990.9 Address:
Phone:
E-mail:
Load and Geometry
Load factor source:ACI 318 Section 5.3
Load combination: not set
Seismic design:Yes
Anchors subjected to sustained tension:No
Ductility section for tension:17.2 3.4.3(a)(iii)-(vi)is satisfied
Ductility section for shear:17.2.3.5 3(a)is satisfied
.Qo factor:not set
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua(lb].6800
Wax[lb]:0
Vuay[lb]:0
Mux[ft-lb]:0
Muy[ft-lb]:0
Mu:[ft-lb]:0
<Figure 1>
Z
6800 lb
ft-lb
Ask
O lb
0 I b
` 0 ft-lb
X
o ft-lb
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Stiong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
• Anchor DesignerTM Company: SDA Date: 4/10/2019
Engineer: JIB Page: 3/5
Software Project: DANTRAWL
Version 2.7.6990 9 Address:
Phone:
E-mail
<Figure 2>
s
10.00
-r
s
0
C
I ,
7.00
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked For plausibility.
Simpson Shong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
• Anchor DesignerTDA Company: SDA Date: 4/10/2019
Engineer: JIB Page: 4/5
t W : Software Project: DANTRAWL
i , Version 2.7.6990 9 Address:
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nua(lb) Vuax(lb) V..,(lb) 0uaa)2+(Vuay)2(lb)
1 3400.0 0.0 0.0 00
2 3400.0 0.0 0.0 00
Sum 6800.0 00 0.0 0.0
Maximum concrete compression strain(%a):0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(lb):6800
Resultant compression force(lb):0
Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y
Dr► 0 2
X
4.Steel Strength of Anchor in Tension (Sec. 17.4.1)
Nsa(I b) 0 ON-(lb)
26795 0.75 20096
5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.21
Nb=kcA.a�Pchar'S(Eq. 17.4.2.2a)
kc A. Pc(psi) her(in) Nb(I b)
17.0 100 5000 3.750 8729
0.75ONcbg=0.750(ANc/ANw)V'egNY'ed,NYgNYlcp,NNb(Sec 17.3.1 & Eq.17.4.2.1 b)
ANc(In2) ANc.(In2) ca,min(In) Tec,N Ted,N VqN Tcp,N Nb(lb) 0 0.750Ncb,(lb)
205.31 126.56 - 1.000 1.000 1.00 1.000 8729 0.65 6903
6.Adhesive Strength of Anchor in Tension L$gr.. 17^4.5)
rk,cr= rk,crfsb.n4e=Ksm(Pc/2,500)"aNse;S
rk,cr(psi) fsb.,N mr Ksat aN wis f c(psi) n rk,ar(psi)
1265 1.00 1.00 1.00 5000 0.24 1494
Nba=A.arcrzdaher(Eq. 17.4.5.2)
A.a rcr(psi) da(in) her(in) Nb.(I b)
1.00 1494 0.88 3.750 15400
0.75ONag=0.750(ANa/ANao)T ,Na T ed,Na TcpNaNba(Sec. 17.3.1 &Eq.17.4.5.1 b)
ANa(In2) ANao(in2) cNa(In) ca,.m(In) V'egNa Ted,Na Tcp,Na Nba(Ib) 0 0.750Nag(lb)
711.44 547.63 11.70 - 1.000 1 000 1.000 15400 0.55 8253
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility
Simpson Stiong-Tie Company Inc 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847 3871 www.strongtie.com
' Anchor DesignerTM Company: SDA Date 4/10/2019
Engineer: JIB Page: 5/5
C= Software Project DANTRAWL
Version 2.7.6990.9 Address:
•
Phone
E-mail:
11. Results
11. Interaction of Tensile and Shear Forces (Sec. D.7)?
Tension Factored Load, Nua(lb) Design Strength,oNn(lb) Ratio Status
Steel 3400 20096 0.17 Pass
Concrete breakout 6800 6903 0.99 Pass(Governs)
Adhesive 6800 8253 0.82 Pass
SET-3G w17/8"0 F1554 Gr.36 with hef=3.750 inch meets the selected design criteria.
ACI 318-14 Section 17.2.3.4.3(a)(i)&(ii)Calculations for Ductility requirement for tension load
Steel Factored Lpad, Nua(lb) 1.2 x Nominal Strength, Nn(lb) Ratio
Steel 3400 32154 10 6%
Concrete Factored Load, %.(lb) Nominal Strength, Nn(lb) Ratio
Concrete breakout 6800 14161 48.0% Governs
Adhesive 6800 20007 34.0%
ACI 318-14 Section 17.2.3.4.3(a)(i)&(ii)is not satisfied since steel ratio does not govern.
12.Warnings
-Brittle failure governs for tension.Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of
ACI 318-14 Section 17.2.3.4.3 for structures assigned to Seismic Design Category C, D, E,or F when the component of the strength level
earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case
when ACI 318-14 Sections 17.2.3 4.3(a)(iii)to(vi),(b),(c)or(d)is satisfied for tension loading,select appropriate checkbox from Inputs tab to
disable this message Alternatively,00 factor can be entered to satisfy ACI 318-14 Section 17.2.3.4.3(d)to increase the earthquake portion of
the loads as required.
Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify.
Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Sonpson Strong-Tie Company Inc 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.00m
Y City of Arlington dC44CG OO 14 a��044Q�
• Public Works
'•plINn�o 238 N. Olympic •Arlington, WA 98223
DATE r"* B NO.
❑Administration ❑Maintenance & Operations ATTENTION I JO
❑Engineering ❑Utilities
RE:
TO
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES DATE NO. DESCRIPTION
��' ��.-'' I�'' 2�•� jy�[-i�4.t! � I�eCt�C-r1Z_`�1 r.n:V�C: � C �
i
1 J
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THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
COPY TO
SIGNED:
If enclosures are not as noted,kindly notify us at once.
AFE il
V/
S bu t
1621 114"Ave. SE, Suite 219
Bellevue,WA 98004
425-818-4182
RETURN TRANSMITTAL
Date: January 4th, 2019
The following projects have been reviewed and have been deemed complete. Separate document lists are
included for each permit for your use in quality control. Invoicing will be done separately and will be pursuant
to the services contract.
TYPE OF ORIGINAL DATE
PERMIT # PERMIT OF RECEIPT COMMENTS
1 BID1792 Building Re-review of issued permit for changes to
structure
2
3
4
SAFEbuilt Contact Information:
Name: David Spencer
Email: dspencer@safebuilt.com
Phone: 206-316-0865
RECEIVED: BY
"A iL
Signature Date Printed Name
SAFEbuilt Washington Bellevue Office✓
���" City of Arlington I[EVURn OCR 4 C��C�i]0441�d
• Public Works
��<�NG�° 238 N. Olympic • Arlington, WA 98223 DATE cos No.
❑Administration ❑Maintenance & Operations ATTENTION
❑Engineering ❑Utilities _
T ` } RE
O
i�
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES DATE NO. DESCRIPTION
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
COPY TO
SIGNED:
If enclosures are not as noted,kindly notify us at once.
*"04':
City of Arlington d cffulln O[P
Public Works
238 N. Olympic•Arlington, WA 98223 DATE f Boa No.
❑Administration ❑Maintenance & Operations ATTENTION
❑Engineering ❑Utilities
RE:
t T
I
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES DATE NO. DESCRIPTION
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
COPY TO
SIGNED:
If enclosures are not as noted,kindly notify us at once.
" � City of Arlington I[EVUM OO [F 4 MM�WITTID.
• Public Works
70 238 N. Olympic•Arlington,WA 98223
DATE I L;i JOB NO.
❑Administration ❑Maintenance & Operations ATTENTION
TO ❑Engineering ❑Utilities
RE:
I
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES DATE NO. DESCRIPTION
C'
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment
❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
COPY TO
SIGNED:
If enclosures are not as noted,kindly notify us at once.
*N'G'�
City of Arlington 11277[ n OO [P 4 � 0-5wulfull
Public Works
238 N. Olympic • Arlington, WA 98223 DATE J Boa No.
❑Administration ❑Maintenance & Operations ATTENTION
❑Engineering ❑Utilities
RE:
TO `i-t �_LL.I�•';
ii
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES DATE NO. DESCRIPTION
✓,'.11� �i'-= '!t 1 C I- ,1� tilt�ti
I I
}
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
COPY TO J,=
SIGNED:
If enclosures are not as noted,kindly notify us at once.
SAFEbuilt Contact Information:
Name: Lou Whitford
Email: LwhitfordCaD-safebuilt.com
Phone: 206-503-5948
RECEIVED BY:
atu Date Printed Name
SAFEbuilt Washington Bellevue Office✓
,yYPPveNe.,
APPLICATION STATUS
❑ Revisions Required — Hold
;NWPPP PYP<�" ❑x Initial Review ❑ 2nd Review ❑ 3rd Review
El Approved With Conditions
SAFEbuilt ❑ APPROVED
APPLICANT: Dantrawl Inc. PHONE # 206-472-4091
EMAIL: dnhannam@frontier.com DATE: 2/12/2018
PHONE # 425-388-5588
PERMIT #: BID1792
FROM: Amber Green PROJECT: Dawntrawl Incl
EMAIL: agreen@safebuilt.com ADDRESS: 62XX 180T" ST, NE
CODES REVIEWED: OCCUPANCY GROUP: F-1/13
❑ 2015 IRC 0 2015 IBC Z 2015 IMC TYPE OF CONSTRUCTION: VB
0 2015 UPC 0 2015 IFGC Z 2015 WSEC NUMBER OF STORIES: 2
The design documents submitted for this project have been reviewed for compliance with the locally adopted
codes and amendments. The following comments must be addressed before a building permit is issued.
For processing:
Please submit revised construction documents containing the requested information or plan revisions with all
revisions clouded or otherwise identified.
Please respond in writing to each comment by marking the attached list or creating a response letter. Indicate
which plan sheet, detail, specification, or calculation shows the requested information. Please send revisions to the
attention of the plans examiner with the building permit application number noted.
Revised drawings must clearly show code compliance.
A RESPONSE LETTER MUST BE INCLUDED WITH THE REVISED PLAN SUBMITTAL.
Please be sure to include on the resubmittal the engineer's or architect's "wet" stamp, signature, registration number
and date on the cover page of any structural calculations, all structural details and structural sheets of the plans.
Please submit the requested information via email or hard copy to:
1621 114th Ave SE, Suite 219, Bellevue WA 98004
In order to keep your permit in an "Active" status, please respond within 60 days. For questions about the
required information please contact the reviewer listed below at the SAFEbuilt office: 425-786-0001 or by
email: Safebuiltbellevue�safebuilt.com
Please understand that other review agencies/divisions may have revision comments, which are not contained
within this Revision Letter. Please contact the local jurisdiction for a list of these agencies.
Sincerely,
Awl 6jrU.w
Building Plans Examiner
SAFEbuilt
1621 114t"Ave SE, Ste 219
Bellevue WA 98004
SAFEbuilt Washington Bellevue Office✓
DESIGN CRITERIA:
1. The structural design of the building has reduced the roof snow load from the jurisdiction minimum of
25 to 11.90. This reduction appears to be less than allowed by the ASCE Standards7-10. Please
provide further proof of snowload reduction allowance.
2. The plans make note of a fire sprinkler system installed in the proposed structure. Please note the fire
sprinkler permit and review are not part of this review.
3. It appears the square footage of the shop portion of the building (F-1 occupancy) exceeds the
allowable area in square feet per IBC Table 506.2. The table outlines a maximum allowable square
footage of 34,000 square feet in a Type V-B sprinkled F-1 occupancy structure.
SITE PLAN:
1. It appears the number of parking spaces provided is inadequate for the occupant load of the structure.
2. If the number of parking spots is increased to accommodate the revised occupant load, the number of
ADA compliant parking spaces will need to be increased per IBC Table 1106.1.
SHEET Al
1. Please provide full cross section view of storage racks. Include rack height, sprinklers and clearances
to ceiling for high pile storage per fire code.
2. Occupancy calculations do not comply with IBC Table 1004.1.2, please revise.
3. The plan is missing sufficient cross sections. Please provide full cross sections throughout the plan:
North/South and East/West at a minimum.
4. Cross section shall classify interior wall finishes complying with IBC Section 803.
5. Details labeled are missing on sheet A11. Many of the details are labeled "X", these need to be
assigned a number and included on sheet A11.
6. Connection details and supported structural engineering are missing for connection between the
framed wall and the concrete tilt-up panel. Please provide cross section details in addition to
supporting structural engineering.
7. It appears the stairs may exceed the 12' max before requiring a landing. Please include a scaled cross
section of the stairs to verify.
8. The plans are missing detailed information regarding the rack/hoist system. Please provide.
SAFEbuilt Washington Bellevue Office✓
9. Is the shop area heated? Please provide information on the plans to include mechanical equipment
type.
SHEET A4:
1. The plans do not outline door hardware and pull requirments. Please provide this information to
include compliance with ADA minimums.
2. The plans do not include compliance with ADA requirements. Please provide this information to
include elevations of ADA components for clarification.
3. The plans do not include full elevator details. Please provide this information to include product
listings.
4. The plans do not include locations of safety glazing. Please provide this information.
SHEET A5:
1. Mechanical equipment type and fuel source not included on plans. Please provide this information to
include sizing documentation.
2. Provide mechanical room separation details complying with IBC 509.4.2.
3. Washington State Energy Code Compliance forms not included. Please include all compliance
requirements on plans matching forms submitted.
4. Exit access for future second floor shall comply with IBC Section 1023, 1022, 1024, 1028. Doors to the
bathroom are unrated in this hall.
5. The steel building plans do not include the rear patio or covered entry. Please provide full structural
details for both.
SHEET A6:
1. Guard detail not included on plans. Please provide information on cross section.
2. Stair details missing and incomplete. Please provide full cross section meeting the maximum 12'
vertical height limitations.
3. There is no bathroom shown on the second floor. Will there be plumbing provided for future use?
SHEET A7:
SAFEbuilt Washington Bellevue Office✓
1. Provide smoke and flame spread rating of insulation that is exposed throughout complying with IBC
Section 603 and IBC Section 720.
2. Many details are labeled with "X" throughout. All details must be assigned a number and have
corresponding detail supplied.
3. Plans are missing minimum fire blocking throughout. Please provide fire blocking complying with IBC
Section 718.
SHEET A8:
1. Many details are labeled with "X" throughout. All details must be assigned a number and have
corresponding detail supplied.
2. Parapet connection details are missing. Please provide details in compliance with IBC 705.11.
3. Proper drainage details need to be shown for reverse slope at covered entry.
SHEET A9:
1. Please provide in-lay ceiling support and connections complying with IBC Section 808.
2. Please include fire sprinkler head locations on cross sections for in-lay ceiling.
SHEET A10:
1. Please provide the WP 4135 details on the plans from elevator shaft.
SHEET Al 1 :
1. Please verify that all details are properly accounted for throughout the plans.
SHEET Al2:
1. Detail 6/Al2 mentions 95% compaction of soil. This will require special inspection.
SHEET S1 :
1. List ALL specific Special Inspections that will be required for this project to include:
• Bolting
• Welding
• Rebar
• Concrete
• Soil Compaction
SAFEbuilt Washington Bellevue Office✓
SHEET S3:
1. Foundation calculations not provided. Please provide.
2. Provide foundation layout and plan at a minimum 1/8" scale that allows for all details to be identified
on the plans and specific throughout.
3. Plans need to include notation "SLAB MUST BE POURED WITH THE FOUNDATION TO PREVENT
STRUCTURAL FAILURE."
4. Shearwall calculations not provided. Please provide calculation and all connection details between
shearwall panels and roof, tilt-up panels.
5. STHD hold downs are calledout on the framing plan. How are these to be connected to the tilt-up
panels? Please provide supporting structural engineering.
6. Slab insulation not shown on foundation details. Please provide on plan or provide supporting
documentation detailing exemption on provided Washington State Energy Code compliance forms.
SHEET S4:
1. Shearwall schedule indicates minimum nailing patterns. Cross section however, indicates steel studs?
Please revise shearwall schedule or wall framing.
2. Please provide connection details and supporting engineering for hold-down in tilt-up panels called
out on framing plan.
3. Please provide slab insulation on plan or provide supporting documentation detailing exemption on
provided Washington State Energy Code compliance forms.
4. Schedule for interior framed walls not provided on plans. Please provide.
This is an initial review of plans submitted. Please be advised additional
corrections may be required once complete plans are submitted.
SAFEbuilt Washington Bellevue Office✓
741 Marine Drive,Bellingham,WA 98225 www.geotest4nc.com
GCOTC ST 20611 67th Ave.NE.Unit A.Arlington,WA 98223
phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418
Concrete Inspection & Compressive Strength Test Report
PROJECT: Dantrawl JOB#: 18-0376
ADDRESS: 6221 180th Street NE,Arlington,WA REPORT#: CB007
PERMIT M BLD-1792 DATE: 1/1 412 0 1 9
CLIENT: Coast Construction Group PAGE#: 1 of 3
CONTRACTOR: Coast Construction Group INSPECTOR: Joel Morder
Placement Location: Slab-On-Grade Located at Grids B-D/8-11.3 and C-D/11.3-14
Sample Location: Slab-On-Grade Beginning at Approximate Grid C.3/8.2
Field Data: Eq.No.
Supplier Stanwood Redi-Mix Slump,in.(C143) 5.00 15
Mix# 65120 Air Content,%(C231) NT
Mix Description 1/2 SACK 3/4"Agg.NO AIR Unit Weight,pcf(C138) NT
Truck/Ticket# 98/156296 Air/Mix Temp.,•F(C1064) 25/65
Strength Required 3000 psi at 28 days Field Cure Temperature,•F NT
Quantity Placed,cy 250 Cure Method-Initial/Final Container/Water Tank
Time Batched 4:45 AM Water Added on Job,gals 0
Time Sampled 5:20 AM Water Requested by
Laboratory Data:
Lab Test Age Test Total Load Avg.D Area Compressive
No. (Days) Date (Ibs) (In) (Ina) Strength(psi) Remarks
91241 7 01-21 0 0.00 0.00 0
91242 28 02-11 0 0.00 0.00 0
91243 28 02-11 0 0.00 0.00 0
91244 28 02-11 0 0.00 0.00 0
91245 Hold 00-00 0 0.00 0.00 0
Reinforcement Inspection Yes n/a:not applicable Specimen Size 4"X 8"
Reinforcement Conforms Yes I n/t: not tested Test Reference ASTM C31/C39/C1231
Comments: GeoTest on-site for inspection of the slab on grade located at grids B-D/8-11.3 and
C-D/11.3-14. Performed final inspection of steel, which was in conformance with structural
drawings except that hairpins at AB's did not have adequate coverage at the outer edge of
forms. Concrete was placed by pump and consolidated through mechanical vibration, and
mechanical screed.
*The Stanwood Redi-Mix QC provided the thermometer for mix temperature
readings.
COPIES chumphrey@safebuitt com,dspenoer@safebui t.com,Ellas@danbawl corn,erk:gones@stanwoodredFmbc.mm, Reviewed by
Jake I@coast-group com,kolander@ari�rgtonwa.gov,Ipstemon@adingtonwa gov
This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc.
The above test results relate to the sample(or location)tested.
CaEOTEST SERVICES, INC. 741 Marine Drive,Bellingham, WA 98225
20611 67th Ave.NE,Unit A,Arlington,WA 98223
www.geotest-inc.com phone: (360)733-7318 fax. (360)733-7416
Concrete Compressive Strength Test Report* Continuation
PROJECT: Dantrawl JOB M 18-0376
CLIENT: Coast Construction Group REPORT M CB007
CONTRACTOR:Coast Construction Group PAGE M 2 of 3
Sample Location: Approximate Grid D/11
Field Data:
Truckrricket# 98/156309 Slump,in.(C143) 4.50
Time Batched 6:01 AM Air Content,%(C231) NT
Time Sampled 7:20 AM Unit Weight,pcf(C138) NT
Air Temperature,'F 25 Water Added on Job,gals 10
Mix Temp.°F(C1064) 60 Water Requested by Stanwood Red!-Mi
Laboratory Data:
Lab Test Age Test IT07bs)lLoad Avg.D Area Compressive
No. (Days) Date (in) (Id) Strength(psi)I Remarks
91246 7 01-21 0 0.00 0.00 0
91247 28 02-11 0 0.00 0.00 0
91248 28 02-11 0 0.00 0.00 0
91249 28 02-11 0 0.00 0.00 0
91250 Hold 00-00 0 0.00 0.00 0
Comments: - —�
Sample Location:
Field Data:
Truckrricket# / Slump,in.(C143)
Time Batched Air Content,%(C231)
Time Sampled Unit Weight,pcf(C138)
Air Temperature,"F Water Added on Job,gals
Mix Temp.°F(C1064) I Water Requested by
Laboratory Data:
Lab Test Age Test Total Load Avg. Area Compressive Remarks
No. (Days) Date (Ibs) (in) (In') Strength(psi)
741 Marine Drive,Bellingham,WA 98225 www.geotest4nc.com
CpG OTG ST 20611 67th Ave.NE.Unit A.Arlington,WA 98223
—ftip" phone:(360)733.7318 toll free:(888)251.5276 fax.(360)733.7418
Concrete Compressive Strength Test Report* Continuation
PROJECT: Dantrawl. JOB#: 18-0376
CLIENT: Coast Construction Group REPORT#: CB007
CONTRACTOR: Coast Construction Group PAGE#: 3 of 3
Mechanical screed in action
during concrete placement.
r.-
, x- �
741 Marine Drive,Bellingham,WA 98225 www.gootest4nc.com
MVC7 e W ST 20611 67th Ave.NE.Unit A.Arington,WA 98223
phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418
Concrete Inspection $ Compressive Strength Test Report
PROJECT: Dantrawl JOB#: 18-0376
ADDRESS: 6221 180th Street NE,Arlington,WA REPORT M CB008
PERMIT#: BLD-1792 DATE: 1/15/2019
CLIENT: Coast Construction Group PAGE M 1 of 4
CONTRACTOR: Coast Construction Group INSPECTOR: Joel Morder
Placement Location: Slab-on-Grade Located at Grids B-D/2-8.5
Sample Location: Grid B.5/4
Field Data: Eq.No.
Supplier Stanwood Redi-Mix Slump,in.(C143) 5.00 15
Mix# 65120 Air Content,%(C231) NT
Mix Description 1/2 Sack 3/4 Agg,No Air Unit Weight,pcf(C138) NT
Truck/Ticket# 95/156363 Air/Mix Temp.,•F(C1064) 28/62
Strength Required 3000 psi at 28 days Field Cure Temperature,•F NT
Quantity Placed,cy 380 Cure Method-Initial/Final Container/Water Tank
Time Batched 5:16 AM Water Added on Job,gals 10
Time Sampled 5:45 AM Water Requested by Stanwood Red!-Mi
Laboratory Data:
Lab Test Age I Test Total Load Avg.D Area Compressive
No. (Days) Date (Ibs) (in) (ire) Strength(psi) Remarks
91284 7 01-22 0 0.00 0.00 0
91285 28 02-12 0 0.00 0.00 0 Set 1
91286 28 02-12 0 0.00 0.00 0 Set 1
91287 28 02-12 0 0.00 0.00 0 Set 1
91288 Hold 00-00 0 0.00 0.00 0 Set 1
Reinforcement Inspection Yes n/a:not applicable Specimen Size 4"X 8"
Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231
Comments: GeoTest on site for inspection of reinforced concrete for the slab-on-grade located
at grids B-D/2-8.5. Reinforcing steel was in conformance with structural drawings. However the
hairpins for the columns around the perimeter of the slab did not meet concrete cover
requirements. Notified the contractor of the deficiency. Please see figure 2 below for reference
to the hairpin coverage.
*Used Stanwood Redi-Mix Q/C for mix temperature readings today.
COPIES_chumphrey@safebutlt corn dspencer@safebuUt.00m,Ellas@danbawl.eom,erldones@stanwoodredi-mix corn Reviewed by
Jake I@coast-group com,kolander@adingtonwa gov,Ipetwwn®arlingtDnwo.gov
This report shall not be reproduced except In full,without the written approval of GeoTest Services,Inc
The above test results relate to the sample(or location)tested
— _ I
GEOTEST SERVICES, INC. 741 Marine Drive,Bellingham, WA 98225
2061167th Ave.NE,Unit A,Arlington,WA 98223
www.geotest-inc.com phone: (360)733-7318 fax. (360)733-7418
Concrete Compressive Strength Test Report* Continuation
PROJECT: Dantrawl JOB M 18-0376
CLIENT: Coast Construction Group REPORT M CB008
CONTRACTOR:Coast Construction Group PAGE M 2 of 4
Sample Location: Sampled from Grid C/4
Field Data:
Truckrricket# 85/156372 Slump,in.(C143) 5.00
Time Batched 6:19 AM Air Content,%(C231) NT
Time Sampled 6:55 AM Unit Weight,pcf(C138) NT
Air Temperature,°F 28 Water Added on Job,gals 10
Mix Temp.°F(C1064) 60 Water Requested by Stanwood Redi-Mi
Laboratory Data:
Lab Test Age I Test ITotal Load Avg.D Area Compressive Remarks
No. (Days) Date (Ibs) (in) (in') Strength psi
91297 7 01-22 0 0.00 0.00 0 Set 2
91298 28 02-12 0 0.00 0.00 0 Set 2
91299 28 02-12 0 0.00 0.00 0 Set 2
91300 28 02-12 0 0.00 0.00 0 Set 2
91301 Hold 00-00 0 0.00 0.00 0 Set 2
Comments:
Sample Location: Sampled from Grid C.5/5.5
Field Data:
Truckrricket# 87/156375 Slump,in.(C143) 5.50
Time Batched 6:35 AM Air Content,%(C231) NT
Time Sampled 7:15 AM Unit Weight,pcf(C138) NT
Air Temperature,°F 28 Water Added on Job,gals 10
Mix Temp.°F(C1064) 61 Water Requested by Stanwood Red!-Mi
Laboratory Data:
Lab Test Age Test Total Loadl Avg.D Area Compressive
No. (Days) Date (Ibs) (in) (In°) Strength(psi) Remarks
91302 7 01-22 0 0.00 0.00 0 Set 3
91303 28 02-12 0 0.00 0.00 0 Set 3
91304 28 02-12 0 0.00 0.00 0 Set 3
91305 28 02-12 0 0.00 0.00 0 Set 3
91306 Hold 00-00 0 0.00 0.00 0 Set 3
GEOTEST SERVICES,INC. 741 Marine Drive,Bellingham,WA 98225
20611 67th Ave.NE,Unit A,Arlington, WA 98223
www.geotest-inc.com phone: (360)733-7318 fax: (360)733-7418
Concrete Compressive Strength Test Report* Continuation
PROJECT: Dantrawl JOB M 18-0376
CLIENT: Coast Construction Group REPORT M CB008
CONTRACTOR:Coast Construction Group PAGE M 3 of 4
Sample Location: Grid B.5/7
Field Data:
Truckrricket# 97/156384 Slump,in.(C143) 5.00
Time Batched 7:20 AM Air Content,%(C231) NT
Time Sampled 7:55 AM Unit Weight,pcf(C138) NT
Air Temperature,°F 29 Water Added on Job,gals 10
Mix Temp.°F(C1064) 63 Water Requested by Stanwood Red!-M!
Laboratory Data: 1
Lab Test Age Test Total Load Avg.D Area Compressive Remarks
No. (Days) Date (Ibs) (in) QW) Strength(psi)
91307 7 01-22 0 0.00 0.00 0 Set
91308 28 02-12 0 0.00 0.00 0 Set 4
91309 28 02-12 0 0.00 0.00 0 Set 4
91310 28 02-12 0 0.00 0.00 0 Set 4
91311 Hold 00-00 0 0.00 0.00 0 Set 4
Comments:
Sample Location: Grid C/7.5
Field Data:
Truckrricket# 84/156391 Slump,in.(C143) 5.50
Time Batched 7:56 AM Air Content,%(C231) NT
Time Sampled 8:30 AM Unit Weight,pcf(C138) NT
Air Temperature,'F 29 Water Added on Job,gals 10
Mix Temp.°F(C1064) 60 Water Requested by Stanwood Redi-Mi
Laboratory Data:
Lab Test Age I Test ITotal Load Avg.D Area Compressive
No. (Days) Date (Ibs) (in) (in') Strength(psi)No.
91312 7 01-22 0 0.00 0.00 0 Set 5
91313 28 02-12 0 0.00 0.00 0 Set 5
91314 28 02-12 0 0.00 0.00 0 Set 5
91315 28 02-12 0 0.00 0.00 0 Set 5
91316 Hold 00-00 0 0.00 0.00 0 Set 5
741 Marine Drive,Bellingham,WA 98225 www.geotest-inc.com
GeOTG ST 20611 67th Ave.NE.Unit A.Arlington,WA 98223
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Concrete Compressive Strength Test Report* Continuation
PROJECT: Dantrawl JOB M 18-0376
CLIENT: Coast Construction Group REPORT M CB008
CONTRACTOR: Coast Construction Group PAGE M 4 of 4
F
Figure 1: Concrete Screed
Towards the End of the -
Placement
It tea__
cht
iru
Figure 2: Example of one of
the hairpins that did not meet
minimum concrete cover
requirements. Contractor was
notified, and indicated that the
outer edge of the slab would
be grouted for the tilt up
panels at a later date.
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