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APPROVED ENG FIR PLN BLD RESUB1 BLD2024-0595+Site_& ARCH Plans+6.10.2024_11.49.09_AM+4311380z J Q z Q w W J I- V) Q 0 w z LL 0 z 0 V) ry III 0 _ ry 0 z Q z 0 w w m 0 z Q 7 w w (10 (10 0 z 0 V) Q Q 0 0 w w w ry V) _ 0 n, J J a COVER FRONT ELEVATION Scale 1/2" = 1'-0" Parcel Number 1 1 100434401300101 Property Address 1101 MAIN ST , EDMONDS. N'VA 98010-3131 General Information Property Description Property Category EDMONDS PLAT OF BLK 013 D-01 - LOT 1 LESS ELY 40FT Land and Improvements Status Active, Host Other Property, Locally Assessed Tax Code Area 00210 Parcel Number 100434401300102 Address JUNKNOWN UNKNOWN, UNKNOWN, General Information Property Description EDMONDS PLAT OF BLK 013 D-02 - ELY 40FT OF LOT 1 Property Category Land and Improvements Status Active, Locally Assessed Tax Code Area 100210 tt O / t A. 58,8' /0' f f f /t t t / / \ tt t � t / / t t t t / ,t t 01 01 0 t / t t t t/ t/ t/ t' t \ 01 t t/ t t/ t / t t / t t / t t GUTTERS/DOWNSPOUTS SHALL / DRAIN TO SPLASHBLOCKS t t t t Aestheiir-, Edmonds �� 13 101 Main St, Edmonds, �- WA 98020 iO4 , RORY'S OF d`6 VEDMONDS El . • 524 QKahlo's Cohlin, a 1 Seattle Children's Approved DFM ah s Burt South County Fire Date: 06/13/2024 06-13-2024 RESUB 1 PLAN REVIEW NOTES: APPROVED, NO COMMENTS. DFM BURT �` 57,6' Zone B D2 Corner Y Flag I Setbacks: Required Actual Front O exist. Sides i O _.__ exist. Rear ---- Other Height 1 30 exist. City Of Edmonds S Building Department Work ACCESSORY STRUCTURE Address 101 MAIN ST Owner DEMETRIS --------------------------------------------------------------- Approved Date - -- -- -- -- -- 6/11/2024___________________ Building Official ofAaLc ------------------------------------------------------ Permit NumberDEMETRIS BLD2024-0595 --------------------------- VICINITY MAP Not to Scale REVISIONS: W Z� \ APPROVED BY PL NING Jun 11 2024 10, TE PLAN NORTH (1__� - Scale I" = 15'-0" ALL WORK SUBJECT APPROVED OBTAIN ELECTRICAL TO FIELD PLANS MUST BE PERMIT FROM INSPECTION FOR STATE LABOR & CODE COMPLIANCE ON JOB SITE INDUSTRIES ---------------------------------- Please obtain a Plumbing permit or Mechanical permit should this ' project require either or both I permits. --------------------------------- NORTH Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per city standards that is caused or occurs during the permitted project. ENGINEERING DIVISION APPROVED AS NOTED 07/18/20 i l 0 0 N U Q U w z 0 0 0 - C 0 U a z w a� .ru rl C) ri Q DRAWN BY: DOUG WALTER DATE: 05/02/2024 TI TEE: COVER FOR EXISTING OUTSIDE WALK-IN COOLER SHEET: M-1 SUB Jun 10 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DEMETR'S CANOPY 101 MAIN STREET EDMONDS WA 98020 FOR NEW CASTLE MECHANICAL PWA PROJECT NO. 2024-027 STRUCTURAL CALCULATIONS FOR NEW ROOF CANOPY THIS SEAL REPRESENTS PROFESSIONAL STRUCTURAL ENGINEERING RESPONSIBILITY FOR SPECIFICALLY AND ONLY THE WORK PRODUCT REPRESENTED BY AND CONTAINED WITHIN THESE CALCULATIONS. PWA TEAM OF PROFESSIONALS XMIr V_t VA 1015t5 lk� 6Z)'ZG L-P =A I.WIZF3t 1b _ L zei Pst'�_ 16 lie ttvs ! t volt cxv- oO- 4Le - ! �..... .. .. i _f .. 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USGS web services are now operational so this tool should work as expected. �a�4EEgs OSH PD N Cg1.IG�HHIq 101 Main St, Edmonds, WA 98020, USA Latitude, Longitude: 47.8125511,-122.3821432 Edmonds Ferry Dock \ 104 Brackett's •.� Landing Noril Q Creating Change Qlb Date Design Code Reference Document Risk Category Site Class Type Value SS 1.287 St 0.453 SMS 1.544 SM1 null See Section 11.4.8 SDg 1.03 SD1 null See Section 11.4.8 Type Value SDC null See Section 11.4.8 Fa 1.2 F null See Section 11.4.8 PGA 0.547 FPGA 1.2 PGAM 0.657 TL 6 SsRT 1.287 SsUH 1.414 SsD 2.131 S1RT 0.453 S1 UH 0,506 9 Daley St Bella Soul Hair Design J¢' Ile*sr Main St �a r 4/27/2024, 6:48:30 AM ASCE?-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Sprague 0-11 c+ Map data «)2024 Me'-caWind v2472 www.mecaenterprises.com Calculations Prepared by: Calculations Prepared For: Date: Apr 22, 2024 Client: New Castle Mechanical Designer: PW Project $: 24017 Location: Edmpmds, WA Description: Demetr's canopy File Location: C:\Users\pwhit\OneDri.ve\Documents\PW-1.wnd General: Wind Load Standard = ASCE 7-22 Basic Wind Speed = 98.0 m h Exposure Classification = C p Risk Category = II Structure Type = Canopy Design Basis for Wind Pressures = ASD MWFRS Analysis Method = None C&C Analysis Method = Ch 30 Pt 4 Dynamic Type of Structure = Rigid Show Advanced Options = False . Building Inputs h = Mean Building Roof Height = 15.500 ft he = Mean Eave Height = 14.500 ft he = Mean canopy height = 11.500 ft Exposure Constants [Tbl 26.11-11: a = 3-s Gust -speed exponent = 9.800 Zg = Nominal Ht of Boundary Layer = 2460.000 ft A = Reciprocol of a=!0.102 b = 3 sec gust speed factor = 1.000 am = Mean hourly Wind -Speed Exponent = 0.156 bm = Mean hourly Windspeed Exponent = 0.660 c = Turbulence Intensity Factor = 0.200 e = Integral Length Scale Exponent = 0.2000 Components and Cladding (C&C) Canopy Wind Loads per Ch 30 Pt 4: h = Mean structure height = 15.500 ft Kh = 2.41•(Z/Zg)2/a = 0.857 K,.t = No Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Tbl 26.6-1= 0.85 LF = Load Factor based upon ASD Design = 0.60 Ke = Ground Elev Factor [Tbl 26.10-1) = 1.000 qh = 0.00256•Kh•K.t•Ke•V2*LF [Eq 26.10-1] = 12.64 psf Wind Pressures for C&C on Canopy per Ch 30 Pt 4 All wind pressures include a Load Factor (LF) of 0.6 Description S Zone Width Span ALea Figure i GCp € GCp P p + t I i Pos f Neg Min j Max ft ft ftZ f psf (psf i IUpr & Lwr Surfi 7. SOOi13 000' 97.5030. 9-lA/B.O. 6531-0. 653j-9. 601 9 60` L __.._....... Area = Span Length x Effective Width (,( SIB t-nbN �QvliO ��" (,0',0[7GV GCp = External Pressure Coefficients P = Wind Pressure: qh-Kd•GCP (Eq 30.9-11 Zone = 'Upr & Lwr Surf' is simultaneous contributions from both Upper & Lower * Per §'30.2.2 the Minimum Pressure for C&C is 9.60 psf (0.460 kPa) (Includes LF) RESUB Jun 10 2024 CITY OF EDMONDS EVEL@EMENT SERVICES - DrRTMENT 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 Wood Beam t.tt . Project Title: Engineer: Project ID: Project Descr: -Printed: 27 APR 2024, 1:45PM FIIe78 ratch.ec6 J Software copyright ENERCALC, INC. 1983-2020,-.1d.1-2-8.1 DESCRIPTION: Demetr's Canapoy South Under Slung Transverse Beam @ 4X4 Post PWA ENGINEERS INC. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length pan # M V d C FN C i Cr C m C t C L M fb FbV fv - Fv +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.170 ft 1 0.180 0.061 1.60 1.100 1.00 1.00 1.00 1.0o 1.00 1.13 316.77 1760.00 0.33 17.57 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.170 ft 1 0.180 0.061 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.13 316.77 1760.00 0.33 17.57 288.00 +D+0.750L+0.750S+0A50W+H 1.100 1,00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=12.170 ft 1 0.463 0.157 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.91 815.30 1760.00 0.84 45.23 288.00 +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=12.170 ft 1 0.463 0.157 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.91 815.30 1760.00 0.84 45.23 288.00 +9.60D+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 = 12.170 ft 1 0.108 0.037 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.68 190.06 1760.00 0.20 10.54 288.00 +0.60D+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=12.170 ft 1 0.108 0.037 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.68 190.06 1760.00 0.20 10.54 288.00 Overall Maximum Deflections Load Combination Span --+- --1-- Max. "2Defl Location in Span Load Combination Max +Defl Location in Span p-++gH 0.2789 6.129 - - -- -- 0.000-0 ---- -- 0.000-- Maximum Deflections for Load Combinations oa Combination - -- - - .. Span -- - Max. Downward Defl Location in Span Max Upward Defl Location in Span +D+H 1 -0-- .0900 in - - 6.129 - -- -- ft 0.. 0000 in - - 0.000 ft +D+L+H 1 0.0900 in 6.129 ft 0.0000 in 0.000 It +D+Lr+H 1 0.0900 in 6.129 ft 0.0000 in 0.000 It +D+S+H 1 0.2789 in 6.129 ft 0.0000 in 0.000 ft +D+0.750Lr+0.750L+H 1 0.0900 in 6.129 ft 0.0000 in 0.000 ft +D+0.7501_+0.750S+H 1 0.2317 in 6.129 ft 0.0000 in 0.000 It +D40.60W+H 1 0.0900 in 6.129 ft 0.0000 in 0.000 ft +D+0.70E+H 1 0,0900 in 6.129 It 0.0000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 1 0.0900 in 6.129 ft 0.0000 in 0.000 ft +D+0.750L+0.750S40.450W+H 1 0.2317 in 6.129 ft 0.0000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 1 0.2317 in 6.129 ft 0.0000 in 0.000 ft +0.60D+0.60W+0.60H 1 0.0540 in 6.129 ft 0.0000 in 0,000 ft +0.60D+0.70E+0.60H 1 0.0540 in 6.129 It 0.0000 in 0.000 ft D Only 1 0.0900 in 6.129 ft 0.0000 in 0.000 ft S Only 1 0.1889 in 6.129 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 - - Overall MAXimum 1.150 1.150 Overall MINimum 0.779 0.779 +D+H 0.371 0.371 +D+L+H 0.371 0.371 +D+Lr+H 0.371 0.371 +D+S+H 1.150 1.150 +D+0.750Lr+0.750L+H 0.371 0.371 +D+0.750L+0.750S+H 0.955 0.955 +D+0.60W+H 0.371 0.371 +D+0.70E+H 0.371 0.371 +D+0.750Lr+0.750L+0.450W+H 0.371 0.371 +D+0.750L40.750S+0.450W+H 0.955 0.955 +D+0.750L+0.750S+0.5250E+H 0.955 0.955 +0.60D+0.60W+0.60H 0.223 0.223 +0.60D+0.70E+0.60H 0.223 0.223 D Only 0.371 0.371 S Only 0.779 0.779 H Only Title 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 KW-06001432 DESCRIPTION: Demetr's Canapoy South Under Slung Transverse Beam @ 4X4 Post it Z I +D+H +D+0,6DW+H 1 +D.60D47DE+6:60H i ! i ■1■ , _ x t t � , + � tip,• Joists to Plate Studs to Plate i with A Leg Inside with B Log Outside Joists to Beams Calling Joists to Beam i fAl / Z I yt t i '' tZ 10 A34 02 A35 Q3 A35 ® A35 ! project by sheet no. 17 -- date subject checked ENGINEERS, INC.%'%y��...F�j...1...�l'7/%f job no. date - Title 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 Printed: 27 APR 2024, 1:45PM Wood Beam File: Scrafcli ec- Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1 ' ' " ' 32 PWA ENGINEERS INC. � DESCRIPTION: Demetr's Canapoy South Under Slung Transverse Beam @ 4X4 Post iris 235 3155 4,75 5195 ills 8135 955 I0J5 11,95 Distance (ft) I +D+L+H 1 +D+h+H 1 +D+S+H 4+01SR4,75014 +D+0.7SR+0,7S09+H 1 +D+D.76E+H 1 +D+0:7S011+D.7SD1+0.450W+H 1 +D+0:7SD1+D,7S0S+D.4S0W+H I +D+D:7SR+0.7S0S+D,SZ5DE+H I +15,0+0.6OW4601i ills 235 3155 4,75 5195 ills 835 955 10J5 1135 Distance (ft) I +D+H 1 +D+1+H 1 +D+Ir+H 1 +O+S+HI ! +D+0:7S0U+D.75D1+H 447SD1+0,750SO 44601411 I +D+0.70E+H I +D+0.7S0L,+D.7S01+0.4S0W+H I +D+0.7SD1+D.7S05+0.4S0W+H I +D+0:7S0L+D.7S0S+0,SZS0E+H 1 +010D+0.0+0.60H 1 +0,60D+0.70E+D,6DH n v N 0 Printed: 27 APR 2024, 1:45PM mile: Scratch e60 Software copyright ENERCALC, INC.1983.2020, Build:12.20.8.1 Ills 235 319 4,75 5195 ills 813 955 10,75 Distance (ft) I +D+H 1 +D+1+H 1 +D+ti+H I +D+S+H +D+0,7S0b+0.7S01+H +D+0.7SDt+D.7S05+H +D+0.60W+H I +D+D,76E+H I +D+D.7500+0,7SD1+0,450W+H I +D+0.7SR+D.7S0S+0,4S0W+H I +D+0.7S01+D,7SO5+0,SZS0E+H 1 +0,66D+0.6DW+0.60H 1+0.60D+D,7DE+0.6DH IDOnly I110011 [only SOnly IWOnly I EOnly 1 1104Iy Title 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 Printed: 27 APR 2024, 1:45PM [Wood Beam -_ leSc�atc .ec Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1 KW-06001432 DESCRIPTION: Demetr's Canapoy South Under Slung Transverse Beam @ 4X4 Post CODE REFERENCES PWA ENGINEERS INC. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties - Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE7-10 Fb- 1,000.0psi Ebend-xx 1,700.Oksi Fc - PHI 1,500.0 psi Eminbend - xx 620.Oksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 675.0psi Density 31.210pcf D(0.061) S(0.128) 3 5 2-2x10 Span = 12.170 ft _Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0610, S = 0.1280 , Tributary Width =1.0 ft DESIGN SUMMARY - . - • �� Maximum Bending Stress Ratio = 0.776 1 Maximum Shear Stress Ratio = 0.263 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 981.48psi fv: Actual = 54.45 psi Fb: Allowable = 1,265.00psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.085ft 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 0.189 in Ratio = 773>=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0,279 in Ratio = 523>=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 FN C i Cr C m C t C L M fb F b - V. N F'v - +D+H 0.00 0.00 0.00 0.00 Length=12.170 ft 1 0.320 0.108 0.90 1.100 1.00 1.00 1.00 1.o0 1.00 1.13 316.77 990.00 0.33 17.57 162.00 +D+L- H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.170 ft 1 0.288 0.098 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.13 316.77 1100.00 0.33 17.57 180.00 +D+Lr+H 1,100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.170 ft 1 0.230 0.078 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1,13 316.77 1375.00 0.33 17.57 225.00 +D+S+H 1.100 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 12.170 ft 1 0.776 0.263 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.50 981.48 1265.00 1.01 54.45 207.00 +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=12.170 ft 1 0.230 0.078 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.13 316.77 1375.00 0.33 17.57 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.170 ft 1 0.645 0.219 1,15 1.100 1.00 1.00 1.00 1.00 1.00 2.91 815.30 1265.00 0.84 45.23 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.170 It 1 0.180 0.061 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.13 316.77 1760.00 0.33 17.57 288.00 I 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 _ Wood Column KW-06001432 Project Title: Engineer: Project ID: Project Descr: Printed: 26 APR 2024, 6:41 PM File: Scratc .ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1 DESCRIPTION: Demetr's Canopy wood column 4X4 PWA ENGINEERS INC. Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design Wood Section Name 40 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.5 ft Wood Member Type Sawn I !!,,.:�-:� +;i�n-:;fender calculations) Wood Species Douglas Fir -Larch (North) Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No. 1 /No. 2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb + 850.0 psi Fv 180.0 psi Area 12.250 in^2 Cf or Cv for Compression 1.150 Fb - 850.0 psi Ft 500.0 psi Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fc - PHI 1,400.0 psi Density 30.590 pof ly 12.505 inA4 Cm : Wet Use Factor 1.0 Fc - Perp 625.0 psi Ct : Temperature Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis =11.5 ft, K =1.( Y-Y (depth) axis: Unbraoed 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 weiqht included: 29.926 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 11,50 ft, D = 0.1220, S = 0,9750 k DESIGN SUMMARY _ _- Bending & Shear Check Results - --- -... -------------- PASS Max. Axial+Bending Stress Ratio = 0.3114 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along XA 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections At maximum location values are ... ... Along Y-Y 0.0 in at 0.0 It above base Applied Axial 1.127 k for load combination : n/a Applied Mx 0,0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc: Allowable 295.455 psi for load combination : n/a Other Factors used to calculate allowable stresses .. . PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D Location of max.above base 11.50 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.201 0.04248 PASS O.O ft 0.0 PASS 11.50 ft +D+S 1 A 50 0,160 0.3114 PASS O.o ft 0.0 PASS 11.50 ft +D+0.750S 1.150 0.160 0.2440 PASS 0.0 ft 0.0 PASS 11.50 ft +0,60D 1.600 0.116 0.02490 PASS o.0 ft 0.0 PASS 11.50 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 0.152 +D+S 1.127 +D+0.750S 0.883 /s/ R SUB Jun 10 2024 C1%%1��F EDMONDS DEVELCpMENT SERVICES ARTMENT Title 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 Printed: 26 APR 2024, 6:41 PM Wood Column - -File: Scratch.e 1.11 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1 PVVA DESCRIPTION: Demetr's Canopy wood column 4X4 ENGINEERS - INC. 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 W - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top 40.60D 0.091 - S Only 0.975 Maximum Deflections for Load Combinations Load combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0. 000 ft +D+S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.7508 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft S Only 0,0000 in 0.000 ft 0.0000 in 0.000 ft Sketches Load 1 3.50 in +X 1091k 1091k 1 1 Title 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 _ Printed: 26 APR 2024, 6:50PM Wood Beam Scratc . 11111 W fIII'VI1l11' l l f software Software copyright ENERCALC, INC.1983-2020, Build: 12.20.& 1 -_- - DESCRIPTION: Demetr's Canapoy Joist 0 0.71 1145 2119 2,93 3167 4.41 5115 5189 6162 Distance (ft) I +D+H I +D+L+H 1 +D+14 I +D+S+H I +D+0.7S0LI+0JS01+H 4+61010ADS4 I +D+D.60W+H I +D+D.70E+H I 0+13.5011+0.7SDLOADWO I +D+0,7S0L+D.7S05+0,4S0W+H I 047SO1,47SDSOUSDE4 1 +0.615NDAW460H 1+0.60D+0.70E+D•60H 1DOnly ILiOAIy [Only sonly IWOnly EORIy I Honly Title 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 Printed: 26 APR 2024, 6:50PM Wood Beam File: cratc .e 1.11 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1 DESCRIPTION: Demetr's Canapoy Joist CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties - Analysis Method: Allowable Stress Design Fb+ 1,000.Opsi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx 1, 700.0 ksi Fc - PHI 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir -Larch Fc - Pero 625.0 psi Wood Grade : No.1 Fv 180.0 psi Beam Bracing :Completely Unbraced Ft 675.0 psi Density 31.210 pcf D(0.0125) S(0 1) X- .. 2x6 ----- - - Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.01250, S = 0.10 , Tributary Width =1.0 ft DESIGN SUMMARY r - • Maximum Bending Stress Ratio = 0.94& 1 Maximum Shear Stress Ratio = 0.327 : 1 Section used for this span 2x6 Section used for this span 2x6 fb: Actual = 1,255.17psi fv: Actual 67.75 psi Fb: Allowable = 1,324.29psi Fv: Allowable = 207.00 psi Load Combination +D+\13+H Load Combination +D+S+H Location of maximum on span = 3.750ft Location of maximum on span = 7.062ft Span # where maximum occurs = Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward Transient Deflection 0.203 in Ratio = 444 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.228 in Ratio = 394 >=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 FN C i Cr C m C t C L M fb Pb V tv _ F'v +D+H 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.128 0.046 0.90 1.300 1.00 1.00 1.00 1.00 0.93 0.09 139.46 1090.46 0.04 7.63 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length = 7.50 it 1 0.117 0.042 1.00 1.300 1.00 1.00 1.00 1.00 0.92 0.09 139.46 1190.64 0.04 7.53 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.100 0.033 1.25 1.300 1.00 1.00 1.00 1.00 0.86 0.09 139.46 1400.67 0.04 7.53 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.948 0,327 1.15 1.300 1.00 1.00 1.00 1.00 0.89 0.79 1,255.17 1324.29 0.37 67.75 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 0.89 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.100 0.033 1.25 1.300 1.00 1.00 1.00 1.00 0.86 0.09 139.46 1400.67 0.04 7.53 225.00 +040.750L+0,750S+H 1.300 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.737 0.255 1.15 1.300 1.00 1.00 1.00 1.00 0.89 0.62 976.24 1324.29 0.29 52.69 207.00 +D+0.60W+H 1.300 1.00 1.00 1,00 1.00 0.89 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.088 0.026 1.60 1.300 1.00 1.00 1.00 1.00 0.76 0.09 139.46 1584.55 0.04 7.53 288.00 SUNTUF 0 A N A Corrugated Polycarbonate Panels Installation Guide MADE IN b ^• '*7 L � .,." PC PALRAM AMERICAS Kutztown, PA, USA Tel: 610.285.9918 Fax:610.285.9928 Build On. Build On. palramamericas@palram.com www. alramam ri p e cas.com Title 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 Printed: 26 APR 2024, 6:50PM Wood BeamFile: crate .e Software copyright ENERCALC, INC.1983.2020, Build:12.20.8.1 KVV-06001432 PWA ENGINEERS INC. DESCRIPTION: Demetr's Canapoy Joist Load Combination 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 Pb -V fv Pv +D40.70E+H 1.300 1.00 1.00 1.00 1.00 0.76 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.088 0.026 1.60 1.300 1.00 1.00 1.00 1.00 0.76 0.09 139.46 1584.55 0.04 7.53 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.76 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.088 0.026 1.60 1.300 1.00 1.00 1.00 1.00 0.76 0.09 139.46 1584.55 0.04 7.53 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.76 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.616 0.183 1.60 1.300 1.00 1.00 1.00 1.00 0.76 0.62 976.24 1584.65 0.29 52.69 288.00 +D+0.750L+0.750S40.5250E+H 1.300 1.00 1.00 1.00 1.00 0.76 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.616 0.183 1.60 1.300 1.00 1.00 1.00 1.00 0.76 0.62 976.24 1584.55 0.29 52.69 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 0.76 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.053 0.016 1.60 1.300 1.00 1.00 1.00 1.00 0.76 0.05 83.68 1584.55 0.02 4.52 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 0.76 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.053 0.016 1.60 1.300 1.00 1.00 1.00 1.00 0.76 0.05 83.68 1584.55 0.02 4.52 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max, "+" Defl Location in Span +D+S+H 1 0.2279 3.777 0.0000 0.000 Maximum Deflections for Load Combinations Load combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span +D+H 1 0.0253 in 3.777 ft 0.0000 in 0.000 ft +D+L+H 1 0.0263 in 3.777 ft 0.0000 in 0.000 ft +D+Lr+H 1 0.0253 in 3.777 ft 0.0000 in 0.000 ft +D+S+H 1 0.2279 in 3.777 ft 0.0000 in 0.000 ft +D+0.750Lr40.750L+H 1 0.0253 in 3.777 ft 0.0000 in 0.000 ft +D+0.750L+0.750S+H 1 0.1772 in 3.777 ft 0.0000 in 0.000 ft +D+0.60W+H 1 0.0253 in 3.777 ft 0.0000 in 0.000 ft +D40.70E+H 1 0.0253 in 3.777 ft 0.0000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 1 0.0253 in 3.777 ft 0.0000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 1 0.1772 in 3.777 ft 0.0000 in 0.000 ft +D+0.750L40.750S+0.5250E+H 1 0.1772 in 3.777 ft 0.0000 in 0.000 ft +0.60D+0.60W+0.60H 1 0.0152 in 3.777 ft 0.0000 in 0.000 ft +0.60D+0.70E+0.60H 1 0.0152 in 3.777 ft 0.0000 in 0.000 ft D Only 1 0.0253 in 3.777 ft 0.0000 in 0.000 ft S Only 1 0.2025 in 3.777 ft 0.0000 in 0.000 ft _Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 - Overall imum 0.422 0.422 Overall MINimum 0.375 0.375 +D+H 0.047 0,047 +D+L+H 0.047 0.047 +D+Lr+H 0.047 0.047 +D+S+H 0.422 0.422 +D+0.750Lr+0.750L+H 0.047 0.047 +D40.750L40.750S+H 0.328 0.328 +D40.60W+H 0.047 0.047 +D+0.70E+H 0.047 0.047 +D+0.750Lr+0.750L+0.450W+H 0.047 0.047 +D+0.750L+0.750S40.450W+H 0.328 0.328 +D+0.750L+0.750S+0.5250E+H 0.328 0.328 +0.60D+0.60W+0.60H 0.028 0,028 +0.60D40.70E+0.60H 0.028 0.028 D Only 0.047 0.047 S Only 0.375 0.375 H Only Panel Dimensions Suntuf panels use the following corrugation pattern, referred to as profile name Greca 76, This profile consists of a repeated squared off trapezoidal shape and should not be confused 3" _-- --- . with the round corrugation profiles of other Palram Americas products. Suntuf panels are z available in widths of 26" (at 8, 10, and 12' lengths) and 49.6" (at 8', 12', and 16lengths). Suntuf Accessories The following accessories are available for use in your Suntuf installation. Note that these accessories are made for use with the Suntuf profile panels and may not be compatible for use with other Palram Americas Ines products. 1. Suntuf Ridge Cap Flashing (4'-2" L x 12" W) 2. Suntuf Side Ridge Flashing (4'-2" L x 7" W) 3. Suntuf Wall Connector Flashing (4'-2" L x 8" W) 4. Suntuf Vertical Closure Strip, plastic (7/8" H x 1 3/16" W x 24" L); Note: limited-anddecreasing-availability in wood (7/8" H x 1 3/16" W x 24" Q. 5. Suntuf Horizontal Closure Strip, available in plastic (3/4" H x 7/8" W x 24" L) and white foam (3/4" H x 7/8" W x 36" Q. Note: limited-anddecreasing-availability in wood (3/4" H x 7/8" W x 24" Q. For usage and placement please see pages 5 & 6. Safety Measures The following safety measures should be followed during and after installation of Suntuf panels. 1. Use ladders, crawling boards and other safety equipment required for safe installation. Use all safety measures required according to local safety regulations. 2. Don't step on installed panels between support members for fear of falling. Rather, use a sturdy board adequate to support your weight and long enough to span at least three structural members. 3. Never leave Suntuf panels unattended on the roof until all the required fasteners have been appropriately installed or the panels secured to the supporting structure. NEEMW Design Considerations and Installation Notes Before You Begin Your Project Make sure the color of all panels match. Be sure Panel and Horizontal Closure Strip profiles fit together and that all accessories match the Suntuf profile. Snow, wind and weather loads should be considered when designing the slope degree of your structure. Before installation, check local building codes for relevant specifications and recommendations. Follow local codes at all times. Pitch This is the amount of height in inches the rafter rises over a 12" run for roofing applications. The minimum recommended slope for Suntuf is 1 -1/2" in 12" When installed at a lower pitch, additional sealing should be applied to ensure weather resistance. Purlins / Cross Supports Cross supports (purlins) must be no more than 36" apart for Suntuf. This is the maximum recommended spacing. For most typical installations however 24" is recommended to give the best balance of economy, light transmission and structural support.. 3 ZV 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 Wood Beam Imm"Mawrig-1,111riw DESCRIPTION: Demetr's Canapoy Joist 0181 hIEh+TH , 1 +D+H 1 +D+0.60W+H 1 +0,60D+M1DE46011 0.43 FL-- MEMBER > Project Title: Engineer: Project ID: Project Descr Software Printed: 26 APR 2024, 6:50PM Ile: cratc . C, INC.1983.2020, Build:12.20.8.1 OR 1.42 25 1187 161 4,35 5,06 5180 654 7125 Distance (ft) I +D+i+H I +D+11+H I tM+H I +D+0.ISDU+D•7S01+H 447SR O.ISDS+B I+0+0.7DE0 I OfD1SDI.A.Mif0.4S0W+H I+D+0.1SR47SOS+ AD1011 I+D4751+O.7SOS+ R50W If ORD40+010H 0168 1.42 1.16 2187 3.61 4.35 5106 SM 6.54 713 Wance(t) t' +D+H I +D+I+H 1 +Dil.4 1 +D+S+H 1 447SOLAA11I+H II 447SD1OADS+111 +D+D.60UI+H II +D+D.)OE+H 1 +D+D.7SDb+0JS01+0.4S0W+H 1 +D+0.7S01+0.7S0S+0AS0W+H I +D+0.7SR+0.7S03+0.SISDE+H 1 +0,601)46OW+6.6011 1+D,66D+010E+0.6DH Sealants Palram does not manufacture a sealant for use with Suntuf. For a list of compatible sealants, visit http://www.palramamericas.com/sealants. Closure Strips Suntuf's closure strips are made from wood, plastic, or foam. Foam closures are most suitable for enclosed structures where energy efficiency is a concern. Ventilation With all Suntuf installations, proper ventilation is suggested to minimize heat buildup and condensation. Depending on regional conditions this may include incorporating an open air aspect to the structure's design or the installation of power fans. For more detailed information about condensation mitigation, visit http://www.palramamericas.com/Suntuf dots. Palram Americas is not responsible for the failure to account for this important design aspect. Panel Orientation Install panels with the label side facing up toward the sky (sheet corrugations at each side will then facedown). This will ensure that the UV protection layer is on the side facing the sun. Failure to follow this advice will result in the eventual discoloration of the panel. Care and Maintenance Avoid contact with chemicals, paints, adhesives or other synthetic materials that are incompatible with polycarbonate. Never use glass cleaners with ammonia, or ammonia based products. Clean with lukewarm soapy solution using a soft cloth'or sponge. Do not use abrasive brushes as these will mark the surface. See form 2203 - PC Care and Maintenance Instructions for more detailed information, you can download the form at: www.palramamericas.com/Suntuf-docs. Fasteners Palram recommends the use of Palram/Suntuf brand EPDM washered fastener only. Palram fasteners for Suntuf panels are tested and approved to be compatible with polycarbonate, whereas other brands may not be. Incompatible washers can result in panel failure that is not covered by warranty. Contact Palram for information about availability of optional larger washers if local building codes prescribe their use, or if installation is in high wind area. Pre -drill all fastener holes with a 1/4" drill bit for Woodtite and Metaltite fasteners to accommodate for the thermal movement of the panel. Over -drill by an extra 1 /16" for other fastener diameters. Failure to accommodate for thermal movement will cause buckling of the sheet. Use 2" fasteners for all roof applications, 1 " fasteners are adequate for vertical applications (i.e., side walls, end walls, and partitions). 2" Woodtite Fasteners 2" Metaltite Fasteners DO NOT Over -tighten fasteners causing the rubber washer to compress. Tighten all fasteners X until they are "snug" If the neoprene washer becomes deformed, the fastener is too tight. Drive fasteners perpendicular to the Suntuf face (see illustration given to the right).Tighten �� :- moderately by hand or with an adjustable torque power screwdriver. NEVER use an impact wrench/driver for fastening Suntuf INCORRECT CORRECT IMPORTANT NOTE: The washers / gaskets chosen for use with Suntuf panels were selected after careful checks and tests. Shaped gaskets seal the fasteners' holes and heads well without excessive pressure on the Suntuf panel, allowing for limited thermal expansion. Recommended washer / gasket compatibility with polycarbonate is assured by Palram Americas. 11 y.?Er;�,T,�?-t,"�.,s..:.�; .s. 5 �?:!rifi:':�r�xr,.:4 h'f�',"';§';,fi',',�.''�a>`'`:,:',?�s?TM;i'�r,+`r. <.,. _�'v . ,..� LLS3Ki:f};.:F �:n 3 N..,:4:r`�''�;'�.�''✓�,�'w-'.,.gym." .�. WMA RESUB /�J S 10 2024 CITY OF EDMONDS J DEVJun ELOPMENT SERVICES DEPARTMENT Installation Applications Suntuf polycarbonate panels are used in a variety of applications. Following are instructions for the most common uses of Suntuf panels. If the application you are considering for these panels is much different from those depicted here, contact Palram America's technical support for guidance. Canopy Applications The most common application for Suntuf panels is usage in canopy applications (patio cover, awnings, etc.). Shown here are two approaches for installation. The approaches are shown as the "Purlins over Rafters" configuration and the "Integrated Purlins"configuration. Purlins over Rafters Configuration This approach is the simplest to employ and is found in Palram America's "do-it-yourself" documentation. It involves installing the purlins (horizontal supports) on top and across the rafters. Vertical closure strips are confined to sealing the edges. Utilizing closure strips, attach fasteners on the crown of every other rib in the horizontal direction. In high wind areas, fasten on the crown of every rib. This approach offers the best combination of installation ease and product performance. Integrated Purlins Configuration This approach involves "blocking -in" horizontal supports, and may be desired for some installations. With this method it is also possible to place vertical closure strips on rafters throughout the installation if desired. As with the previous configuration, utilizing closure strips, attach fasteners on the crown of every other rib in the horizontal direction. In high wind areas, fasten on the crown of every rib. Note. The illustrations depicted here are for installation purposes only and not a reference as to how to build the supporting structure. The supporting structure needs to be constructed in accordance to local building codes and Palram Americas will not be responsible for the design /function of the structure. Please consult a structural engineer in your area. Purlins Over Rafters Configuration Light Transmission Values for Suntuf Colors B or�p Start panel installation from G \ side oppositethe priMary Color Color Light Transmission direction of the wind \ ; , Transparent 90% Misty Green 20% ------ —. 4 1 `� l \ Opal White 45% Hunter Green o Less than ti 5 C 4 i 1 minimumi — recommended — Suntuf Panel \ �_ t Solar Gray 3596 Red Brick pitch of M :12 Less than 5% or I a Smooth Cream 30% Solar Control Silver 20g6 2" x 3" purlin , rafter---. H. \ --- ----- — — -- — ------ ---- -- ....-- F I '� Seelo Load Support Warranty , vertical i `, �` tablet forproper , .�i closure strip t horizontal �� ``\ When designing the underlying structure for your application, Suntuf Polycarbonate Panels carry a limited lifetime warranty tableforproper j _' \'� purlin spacing. closurestrip be sure to account for the following loading data: not to lose more than 10% of their light transmission (when ' furring strip I `t Suntuf Panels Support the Following Loads: tested in accordance with ASTM B-1033-77). They are also ` 1 . • - - � ' � \ "\ '', ' .+ a_ warranted for ten years against impact damage (including hail). t For complete text of the Suntuf warranties visit the following internet page or contact Palram Americas Technical Support. .. Pounds Per Square Foot 20 30 40 50 1 s ' Cross Support Bracing 36" 30" )4" 16" beam Consultuildin code your local post buildin -- — http://www.PaIramAmericas.com/Suntuf—Docs 16"toyw'o`. Physical Properties A detailed overview of Suntuf physical Integrated Purlin Configuration properties can be downloaded at: A�B or p http://www.PairamAmericas.com/Suntuf Docs a Start panel installation from side opposite the primary G directionofthhewind minimum t recommended E _ - - Suntuf Panel \ ` pitch of 1'/2':12" Or 2' x 3" purlin rafter--. See load support:,'. tableforproper • 1 vertical , horizontal 1' closure strip \, `; closure strip \ \ purlin spacing. I) `Consult your local ost beam 11`` building code p 16" to 24" o.c. . .., ...-,. u i. e,T�Q�4i�_uiee3....aJ.....w.;4 n i.. eawti..v�Y.al aR:'c�..•v 5 Z3V Zy% S-4 RESUB Jun 10 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT