REVIEWED BLD2024-0064+Structural_Calculations+1.12.2024_3.23.13_PM+3998161RECEIVED
a In 1
civil &structural DEVELECEPPMENT
A6T024
SERVICES
NT
ENGINEERING engineering & planning
REVIEWED
CITY OF EDMONDS
250 41" Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
BLD2024-0064
STRUCTURAL CALCULATIONS
Port of Edmonds Mobile Office
600 Admiral Way
Edmonds, WA 98020
CG Project No.: 23369.001
Project Description
This project involves the design a new mobile office building. The building is a single story, 300
sf wood framed structure that will be anchored to the existing concrete slab. The mobile office
building was designed under previous code iterations. These calculations will determine that
the original design still meets the current code standards, or proposes modifications if
necessary.
Scope of Work
We will provide stamped structural calculations in accordance with the current building code.
Basis of Design
Roof Dead 15 psf
Live 25 psf (snow)
Floor Dead 15 psf
Live 40 psf
Wind Parameters
Wind Speed, 3-Sec Gust 97 MPH
Exposure Category D
Importance Factor, IW 1 (Non -Essential Facility)
Mean Height 15 (FT Above Grade Elevation)
Seismic Parameters
V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp
Sds 0.856
Importance Factor, le 1 (Non -Essential Facility)
Wp = Seismic Dead Weight of Stucture
Description By Date
CCC 1/3/2024
Project Summary Checked Date
ENGINEERING scale NTS Sheet No.
250 4th Ave South project Job No.
Suite 200 Port of Edmonds Mobile Office 23369.001
Edmonds, WA 98020
Wind Speed = 120 mph Exposure C
Wind Speed = 97 mph Exposure D
Region A = 15:2 psf >
............... .
i Region A = 13.2 sf
p
Region B 4 -7.9 psf __. _
Region B — -6.8 psf:_ _
Region C y 101 _psf .. _
Region C = 8.7 psf _ _ .
Re ion D = 4 7 sf >
g. _... _ .... p ,
Region. D — -4.1 psf!
;Seismic = Site Class D, Sps 1 0
Seismic =Site Class D, S9 -0 856
Base Shear = 0.154 >
Base Shear=-0132.V1E ...
THE DESIGN LOADS BASED ON THE CURRENT CODE ARE LESS THAN THE
DESIGN LOADS FROM THE PREVIOUS CODES EXISTING DESIGN IS ADEQUATE
-
FOR CURRENT CODE_
Seismic Analysis
Design Per 2018 IBC & ASCE 7-16
Seismic Coefficients
Soil Site Class
Occupancy Category
Seismic Design Category
D (assumed / default)
II (non -essential facility)
D
SS =
1.285
Lat. =
47.806
St =
0.452
Long. _
-122.391
SMS = FaSs =
1.285
Fa =
1.000
SMt = F St =
0.835
F =
1.848
SDS = (2/3)SMS
SDt = (2/3)SM, _
Ta = Cthnx
R Factor =
IE Factor =
0.857
0.557
0.14 Ct = 0.02
hn = 13
x = 0.75
6.5 (Wood shear walls)
1.0
Seismic Base Shear
V = 0.044SDS1 = 0.038 W
V = (SDSIW)/R = 0.132 W
V = (SD1IW)/RTa = 0.626 W
(Minimum Force)
(Governing Force)
(Maximum Force)
From Computer Program:
Short & 1-Sec Period Mapped
Acceleration Parameters (MCE)
ASCE 7-16 (Eq. 11.4-1)
ASCE 7-16 (Eq. 11.4-2)
ASCE 7-16 (Eq. 11.4-3)
ASCE 7-16 (Eq. 11.4-4)
ASCE 7-16 (Table 12.8-2)
ASCE 7-16 (Table 12.8-2)
ASCE 7-16 (Table 12.2-1)
ASCE 7-16 (Table 1.5-2)
ASCE 7-16 (Eq. 12.8-5)
ASCE 7-16 (Eq. 12.8-2)
ASCE 7-16 (Eq. 12.8-3)
CMDescription Seismic Base Shear By CCC Date 12/14/23
Checked Date
ENGINEERING Scale NTs Sheet No.
250 4th Ave. South project Job No.
Suite 200 Port of Edmonds Mobile Office
Edmonds, WA 98020r- --1 23369.01
A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.
6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why-.
8TC Hazards by Location
Search Information
Address:
600Admiral Way, Edmonds, WA98020, USA
Coordinates:
47.80664540000001,-122.3914005
Elevation:
12 ft i
B1
Ti mestamp:
2023-12-06T16:54:22.179Z
Hazard Type:
Seismic
Reference Document:
ASCE7-16
Risk Category:
II
Site Class:
D
Basic Parameters
Name
Value
Description
SS
1.285
MCER ground motion (period=0.2s)
S1
0.452
MCER ground motion (period=1.0s)
SMS
1.285
Site -modified spectral acceleration value
SM1
* null
Site -modified spectral acceleration value
SDS
0.856
Numeric seismic design value at 0.2s SA
SDl
* null
Numeric seismic design value at 1.0s SA
* See Section 11.4.8
-Additional Information
Name
Value
Description
SDC
* null
Seismic design category
Fa
1
Site amplification factor at 0.2s
Fv
* null
Site amplification factor at 1.0s
CRS
0.911
Coefficient of risk (0.2s)
CR1
0.896
Coefficient of risk (1.0s)
PGA
0.545
MCEG peak ground acceleration
FPGA
1.1
Site amplification factor at PGA
PGAM
0.6
Site modified peak ground acceleration
T,
6
Long -period transition period (s)
SsRT
1.285
Probabilistic risk -targeted ground motion (0.2s)
SsUH
1.409
Factored uniform -hazard spectral acceleration (2 % probability of
exceedance in 50 years)
SsD
2.006
Factored deterministic acceleration value (0.2s)
S1 RT
0.452
Probabilistic risk -targeted ground motion (1.0s)
S1 UH
0.504
Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
S1 D
0.803
Factored deterministic acceleration value (1.0s)
PGAd
0.71
Factored deterministic acceleration value (PGA)
* See Section 11.4.8
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Bremerton Renton
C_,T_ cMap data 02023 Google Report a map error
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any
output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Wind Design (ASCE 28.5 Enclosed Simple Diaphragm)
2018 IBC ASCE 7-16
Building Exposure
Exp.= C
Section 1609.4 Section 26.7.3
Basic Wind Speed
V= 120
Per Jurisdiction
Risk Category
IW= II
Table 1.5-1
Top of Roof Height (feet)
h= 13.5
Mean Roof Height (feet)
hmean= 13
Building Length (feet)
L= 10
Building Width (feet)
W= 30
End Zone Width, a (feet)
a= 3
Figure 28.6-1
Roof Angle
Angle= 5.0
Design Wind Pressure, ps,
Pp 30A= 20.9
Figure 28.6-1
Design Wind Pressure, p5:
p530e— 10.9
Figure 28.6-1
Design Wind Pressure, ps,
p530C= 13.9
Figure 28.6-1
Design Wind Pressure, p5:
p530o= -6.4
Figure 28.6-1
Height/Exposure Adjustor Xmax= 1.21
Topo. Effect Coeff., KZt Kzt= 1.00
Vasd = Vcit*V0.6 Section 1609.3.1
ULT
ASD
p5=X*Kzt*p530
p5=X*Kzt*ps30*O.6
25.3
15.2
p530A=
P5306=
-13.2
-7.9
p530C=
16.8
10.1
ps30D=
-7.8
1-4.7
C � Description By Date
CCC 12/14/2023
Wind Summary Checked Date
ENGINEERING Scale Sheet No.
NTS
250 4th Ave South
Project Job No.
Suite 200
Edmonds, 20 98020 Port of Edmonds Mobile Office 23369.01
A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.
6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why-.
8TC Hazards by Location
Search Information
Address:
600Admiral Way, Edmonds, WA98020, USA
Coordinates:
47.80664540000001,-122.3914005
Elevation:
12 ft
Ti mestamp:
2023-12-06T16:59:54.174Z
Hazard Type:
Wind
M
Marysville Bake�S�oq elmie
� 2 ft ^Jerrett� N ilonal -• r t
Edrfv�
nds`
s
Seattle oRedmond
O
Renton
.T .•„ `Map data 02023 Google Report a map error
ASCE 7-16
ASCE 7-10
ASCE 7-05
MRI 10-Year___________________________________
67 mph
MRI 10-Year ______________________________
72 mph ASCE 7-05 Wind Speed _______________________ 85 mph
MRI25-Year ___________________
73 mph
MRI25-Year ______________________________
79 mph
MRI50-Year
78 mph
MRI50-Year
_____ 85 mph
MRI 100-Year
83 mph
MRI 100-Year
91 mph
Risk Category l ____
92 mph
Risk Category l _________________________
100 mph
Risk Categoryll ________ 97 mph
Risk Category llI _____________________________ 104 mph
Risk Category IV 108 mph
Risk Category ll ____________ 110 mph
Risk Category III -IV _____________________ 115 mph
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any
output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.
Disclaimer
Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the
last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE
For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris
region.
Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions
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 examination and verification of its accuracy, suitability and applicability by engineers or other
licensed professionals. ATC does not intend that the use of this information replace the sound 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 from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval
and interpretation for the building site described by latitude/longitude location in the report.
Description Design Criteria
By CCC
Date 12/20/23
Checked
Date
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite
Edmonds, WAA 98020
Project port of Edmonds Mobile Office
Job No.
425.778.8500
23369.001
www.cgengineering.com
Steel Column
LIC# : KW-06015244, Build:20.23.08.30
DESCRIPTION: HSS Column
Project Title:
Engineer:
Project ID:
Project Descr:
CG ENGINEERING
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Section Name : HSS5x2-1/2x3i16
Analysis Method : Allowable Strength
Steel Stress Grade
Fy : Steel Yield 50 ksi
E : Elastic Bending Modulus 29,000.0 ksi
Applied Loads
Column self weight included : 17.560 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 2.0 ft, W = 0.8650 k
BENDING LOADS ...
Lat. Point Load at 2.0 ft creating My-y, W = 0.1950 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
Load Combination
Location of max.above base
At maximum location values are ...
Pa: Axial
Pn / Omega: Allowabl(
Ma-x : Applied
Mn-x / Omega: Allowable
Ma-y : Applied
Mn-y / Omega: Allowable
PASS Maximum Shear Stress Rati(
Load Combination
Location of max.above base
At maximum location values are ...
Va : Applied
Vn / Omega: Allowable
Sketches
'oc
0
L6
+Y
1+X
Project File: POE Mobile Office.ec6
(c) ENERCALC INC 1983-2023
Overall Column Height 2 ft
Top & Bottom Fixity Top Free, Bottom Fixed
Brace condition :
Unbraced Length for buckling ABOUT X-X Axis = 2 ft, K = 1.0
Unbraced Length for buckling ABOUT Y-Y Axis = 2 ft, K = 1.0
Service loads entered. Load Factors will be applied for calculations.
0.04412 : 1
+D+0.60W
0.0 ft
0.5366 k
69.293 k
0.0 k-ft
9.456 k-ft
-0.2340 k-ft
5.813 k-ft
0.009462 : 1
+D+0.60W
0.0 ft
0.1170 k
12.365 k
Maximum Load Reactions . .
Top along X-X
0.0 k
Bottom along X-X
0.1950 k
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Maximum Load Deflections ...
Along Y-Y 0.0 in at
0.0ft above base
for load combination :
Along X-X 0.01219 in at
2.0ft above base
for load combination : W Only
www.hilti.us
L�IIIIIIII,llllllli I WE Q1
Profis Anchor 2.6.5
Company:
Page: 1
Specifier:
Project:
Address:
Sub -Project I Pos. No.:
Phone I Fax:
Date: 12/20/2023
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter:
Kwik Bolt TZ - SS 304 1/2 (2)
Effective embedment depth:
hef = 2.000 in., hnnm = 2.375 in.
Material:
AISI 304
Evaluation Service Report:
ESR-1917
Issued I Valid:
2/22/2016 1 5/1/2017
Proof:
Design method ACI 318 / AC193
Stand-off installation:
eb = 0.000 in. (no stand-off); t = 0.375 in.
Anchor plate:
Ix x ly x t = 4.000 in. x 8.000 in. x 0.375 in.; (Recommended plate thickness: not calculated
Profile:
Rectangular HSS (AISC); (L x W x T) = 5.000 in. x 2.500 in. x 0.188 in.
Base material:
cracked concrete, 2500, f,' = 2500 psi; h = 420.000 in.
Reinforcement:
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F)
no
Geometry [in.] & Loading [lb, in.lb]
�0
Y
o
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
www.hilti.us
L�i I EL-0 Q1
Profis Anchor 2.6.5
Company:
Page: 2
Specifier:
Project:
Address:
Sub -Project I Pos. No.:
Phone I Fax:
Date: 12/20/2023
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values [lb] Utilization
Loading Proof Load Capacity j3N / Pv [%] Status
Tension Pullout Strength 968 1749 56 / - OK
Shear Pryout Strength 434 4752 - / 10 OK
Loading ON Ov Utilization ON,y [%] Status
Combined tension and shear loads 0.553 0.091 5/3 40 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or
programs, arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
FASTENING SCHEDULE MATERIAL LIST
AIR BARRIER NOTES:
Ro®E: ROOF:
RIM -TO -RAFTER (4) 0.131" x 3" NAILS (SENCO KC27 OR EQUAL) ?OOFING......... .IL. IPO CARLISLE SURE -WELD - FULLY
THESE KEY AREAS SHALL BE SEALED BY CAULKING, GASKETS, TAPE OR WEATHER-STRIPPING: __;-iERED TO Y2" SECUROCK
RAFTER -TO -TOP PLATE AT ENDWALL 0.131" x 3" NAILS AT 6"oc (SENCO KC27 OR EQUAL) NOTE.: TERMINATION BAR INSTALLED ON PERIMETER
-JOINTS AROUND FENESTRATION (WINDOWS AND DOOR FRAMES)
BOTTOM ROOF RIM -TO -TOP PLATE 0.131" x 3" NAILS AT 8"cc (SENCO KC27 OR EQUAL) SHEATHING ........ = �;2" A.P.A. RATED SHEATHING (48/24)
USE APPROPRIATELY SIZED BACKER ROD WITH MINIMUM 2" LAP AT ENDS =liR BARRIER COMPONENT (3/4" CDX PLYWOOD)
SECUROCK-TO-SHEATHING (16) MIN. #9 SCREWS AND 3" INSULATION FASTENING PLATES
-JUNCTIONS BETWEEN WALLS AT: PER 4' x 8' SHEET TAMING ......... ... _:.8 DI "2 RAFTERS @ 24"oc
-BUILDING CORNERS: USE CAULKING " #
-STRUCTURAL FLOORS: USE SILL SEAL OR CAULKING SHEATHING -TO -ROOF MEMBERS USE APA RATED SHEATHING INSTALLED WITH SEAMS OFFSET 4'-0".
-ROOFS (AT RIM): USE SILL SEAL OR CAULKING FASTEN ROOF SHEATHING WITH 0.113x23/" NAILS
AS FOLLOWS: 6"oc EDGE, 12"oc FIELD. ,'vSULAT101\ . K-24 CELLULOSE BLOW-IN BETWEEN:FFRAMING
AFTERS
-PENETRATIONS OF UTILITY SERVICES THRU THE AIR BARRIER @ROOFS, WALLS,
AND FLOORS USE CAULKING, SPRAY FOAM, OR AIR BARRIER TAPE ,v/ (2) LAYERS 1Y2' RIGID (R17) ON
WALLS:
-BUILDING ASSEMBLIES USED AS DUCTS OR PLENUMS: USE BACKER ROD, CAULK, SPRAY FOAM OR AIR BARRIER TAPE CEILING. ............. S1�SPLNDED T-BAR
PLATE -TO -STUD MIN. OF (3) 0.131" x 3" NAILS EXISTING ROOF
-JOINTS, SEAMS, AND PENETRATIONS OF VAPOR RETARDANTS: USE CAULK OR APPROVED TAPE BOTTOM COVE'k......CLASS "A" (AIR BARRIER COMPONENT)
VW SHEET ROCK SENCO P15 STAPLES &GLUE INSULATION = R-41
-RECESSED LIGHTING FIXTURES: USE CAULK OR SPRAY FOAM VENTING .............Cit:
BOTTOM PLATE -TO -FLOOR 0.131" x 3" NAILS AT 8"oc (SENCO KC27 OR EQUAL)
LP SMARTSIDE-TO-STUD AT SIDEWALL 0.113 x A8" NAILS AT 6" EDGE, 12" IN FIELD. WALLS:
(AND AT 4"oc TO TOP AND BOTTOM) iDING.......... 7�IES LP SMARTSIDE PANEL T1-11
ALL PANEL EDGES SHALL BE SUPPORTED BY FRAMING OR BLOCKING VES @ 8"oc -USE 10'-0" PANELS
LP SMARTSIDE-TO- STUD AT ENDWALL SEE ENDWALL FASTENING NOTES ON ELEVATIONS ASCIA, , .... GROOVE - FURRED OUT 1Y2"
r.:
ALL PANEL EDGES SHALL BE SUPPORTED BY FRAMING OR BLOCKING
THREE STUD CORNER CONNECTION 0.131" x 3" NAILS AT 8" (SENCO KC27) i RIM• . • • . • . • .......... • CORNERS, WINDOWS, AND DOORS
NOTE: 2"x2" GALVANIZED FLASHING INSTALLED
OVER SIDING AND UNDER CORNERS.
ELOQR LAMING .............2x6 D.F. #3 or BETTER STUDS @ 16"oc
FLOOR JOIST -TO -RIM (4) 0.131" x 3" NAILS (SENCO KC27 OR EQUAL) TOP PLATE ........... x 6 CONTINUOUS (DF #2 OR L.VL 2.OE)
CLASS "A" BOTTOM COVER -TO -JOIST 16 GA. x %" WIDE CROWN STAPLES AT 12"MAX. EDGES ONLY
FLOOR DECKING-TO-2x JOIST 0.113" x 23/8" RING SHANK NAILS (SENCO GE-24) AT 6" EDGE, 12 N � ,LLLD.
INSULATION... ...... ..;'— .'i UNFACFD FIBERGLASS BAITS
USE CONSTRUCTION ADHESIVE (AFG01) ON JOISTS 4"oc AT �I_DG PL <IME Tr_R.
.NTERIOR F , ::....... " ViNYLWRE-,. SHEETROCK(AIR BARRIER)
NOTE: INSTA:. _ VINYLWRAP SHEETROCK FULL
LU26 HANGERS AT ALL RAFTERS
'EIGHT ON EXTERIOR WALLS
1,2 B OVER SIDEWALL OPENINGS A EXISTING WALL )i_LT RAIL ............:," x 76 SER "S NO GROOVE LP SMARTSIDE
_ 4 w/ 6- 10d x 1 1 /2' NAILS TOL.
ROOF RIM. INSULATION R-21 'ANEL
12 -
%,:OIST. PROTEC ICN. -WRAP LOWER 12" OF BUILDING w/ MOIST -STOP
Y4 WRAP ENTIRE BUILDING w/ TYVEK BUILDING WRAP
SEAL AT ROOF `
RIM/ TOP
PLATE
F-
C�
H
w
=
=
C�
w
BACKER ROD AROUND
z
=
INTERIOR SIDE OF
d
WINDOWS AND DOORS
Q
Q
V)
no
U-)
O
1
I
0)
CAULK WALL CORNERS
FROM TOP TO BOTTOM
AT INTERIOR
SEAL AT
FLOOR RIM/
BOTTOM PLATE
00
..........................................................
.................... ...... :,
W
ONE DRY CUP PERM
=
VAPOR BARRIER ON
0
THE WARM SIDE.
z
TYPICAL THRU-OUT.
o
w
i
�
�
o
I�
I
I
�'
-
I
i
IF
FLOOR:
-
-
COVERING:.......... r8 vC I
I
!
CKING. �z' A.P.A. RATED STUDD-I-FLOC'
EXISTING FLOOR
,AIR BARRIER COMPONENT)
ULTRAPLY XL
INSULATION = R-30
kAMING...... ......2x8 DF #2 FLOOR JOISTS @ 16"oc
PROVIDE
<iMs.................2x8 CONTINUO S LVL 2.0E
ADDITIONAL BATT
SULATION ...... , . - 30 UNFACE L), FIBERGLASS BATT
F-
INSULATION, R-21
NOTE: USE (2) LAYERS OF R-15
s
:BOTTOM CC v' :R ..... ASS „A„
_
FRAME:
TOTAL ROOF INSULATION:
i YPE . ........ ;C `✓cNTI NA' 0 �
BLOW-IN INSULATION = R-24
i
(2) 1 1/2" RIGID = R-17
iiAIN RAIL. .......... " .t<< I- BEAM
NOTE:; :_I :_LNGTH 11 ga. 8" C-CHANNEL
=
BATT INSULATION R-21
:: �OSS�IEMBERS AT FRONT AND REAR
TOTAL = R-62
.=:XLES............... _2) BRAKE, 8: 00 14.5 14-PLY TIRES
i CH ................ i) = TACHABLE
-�
_+STENING ti IREim,EN I'S:.
�t
LOOR JOIS' ') .-8cAIk__GRK RSS Y4x3Y8' SCREWS OR SPAX Y4x3
POWER _ „GS @ 16"oc.
(ALTER';', STD, TO SIDE OF EACH I -BEAM)
.ND CROSSI .': E3L�R CONNECTION TO END RIM JOIST....
WSEC INSULATION TABLE.
E
TABLE C402.1.3
OPAQUE THERMAL ENVELOPE INSULATION COMPONENT
MINIMUM REQUIREMENTS, R-VALUE METHOD-'
CLIMATE ZONE S AND MARINE 4
All Other Group R
- Roofs
Insulation entirely above
R-38a
R-38ci
deck
Metal buildings'
R-115LS
R-11 LS
PROPOSED ROOF
..:...............
INSULATION R-VALUE
= R-61 > R-49, OK
Attic and other
R-49
R-49
---
Walls. Above Grade
Mass'
R-9 5 a
R-13.3ci
Mass transfer deck slab
R-5
R-5
edge
Metal budding
R-19ci or
R-19ci or
R-13+13ci
R-13+13ci
EXISTING WALL
R-13
R-19
INSULATION R-VALUE
Steel framed
.+
R-10a
.+
R
= R-21 = R-21, OK
Wood framed and other
R-21 into
R-13+7.5ci std or
R-15+5ci std
R-20+3.8a std or
R-25 std
Walls. Below Grade
Below -grade wall' ^
Same as above grade
Same as above grade
Floors
EXISTING FLOOR
INSULATION R-VALUE
Mass'
R-30a
R-30c
R-30 = R-30, OK
Joistiframing
R-30°
R-30°
Slab -on -Grade Floors
Unheated slabs
R-10 for 24' below
R-10 for 24' below
Heated slabs°
R-10 perimeter 8
R-10 perimeter 8 under
under entire slab
entire slab
Opaque Doorso
Nonswnnging
R-4 75
R-4 75
SI 1 inch
= 25 4 rrm a = Continuous insulabon NR = No requirement LS = Liner system
CMDescription Design Criteria By CCC Date 01/03/24
Checked Date
ENGINEERING Scale Sheet No.
250 4th Ave. South
Suite 200 project Job No.
Edmonds, WA98020 Port of Edmonds Mobile Office
425.778.8500 23369.001
www.cgengineering.com