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BLD2024-0180+Manufacturer_Specifications_and_Installation_Instructions+2.9.2024_4.49.53_PM+4052412SpeeWest Submittal # Project Name: Park View Elementary Date: Job Number: 205 Architect: Zervas Architects Sub/Supplier: 209 Prospect St Bellingham, WA 98225 SPEE WEST CONST. CO DATE CATEGORY SUBMITTAL NO. REVIEWED BY REVIEW DOES NOT RELIEVE SUBCONTRACTOR OR SUPPLIER FROM REQUIREMENTS OF CONTRACT PLANS AND SPECIFICATIONS 307 Bell Street, Suite 101, Edmonds, WA 98020 I P 1206.284.7733 F 1206.625.0770 I www.speewest.com 1 2 3 = Racking Layout 100' F m 4'-6" Fmm W c } �e GENERAL NOTES: 6 Q 1 CJ 1. DUE TO THE DIFFICULTY OF ANTICIPATING EVERY UNSATISFACTORY CONDITION THAT MIGHT BE FOUND IN EXISTING CONSTRUCTION, IF ANY EXISTING CONDITION SUCH AS PV ARRAY SETBACKS BE DISCOVERED WHICH IS NOT COVERED BY OR IS IN CONFLICT WITH, THE CONTRACT DOCUMENTS WHEREIN THE FINISHED WORK WILL NOT COMPLY WITH THE 20181BC, ACHANGE ORDER, OR A SEPARATE SET OF PLANS AND SPECIFICATIONS, DETAILING AND SPECIFYING THE REQUIRED WORK, SHALL BE ISSUED. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, SITE CONDITIONS INCLUDING PARAPET HEIGHT, PV ARRAY SETBACKS, AND FIRE PATHWAYS BEFORE STARTING WORK AND SHALL NOTIFY PZSE OF ANY DISCREPANCIES. 3. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF PZSE AND RESOLVED PRIOR TO PROCEEDING WITH THE WORK SO INVOLVED. NOTE: 1) CONTRACTOR TO VERIFY THE PV SYSTEM MEETS ALL SEISMIC SEPARATION STATED BELOW PRIOR TO INSTALLATION. ]oxmm 'nlaw wt ..piggy, __.__ 4-6„ 2 4 0 8 16 SCALE: 3/1e" — P-0' SEE S2.0 FOR PANEL ATTACHMENT DETAILS - Lacaiao aoe mmra wa,,EEmaaM,wE oeoso mwnar Mwma EIwmR Lm w Cgmem Rnntl, Merrill 3 Email pnR,�mnemaememc.eam o. PRPna EgR.RSR.59R1 SETBACK LIMES z ASCF ]-18 � SEISMIC SETBACK FlRE BEIBECI Ballast Required (#CMU blocks) FASTRACK 510 Ballast Per FastRack CMU: 15.5 Ib , 2"O" XW' o Sollega- SolkgaWeaL:scia101 on 51. SWSR r0]B, San Francisco, CA 9ar,B vnw.Sollege.com rN so�iby ewm�iimmmenua. r^kgP 0 FOR BALIAST SYSTEM ONLY Sheet N.. I 11'0 m oe 15 M NIFRWLL US" mLY) -LacatlanE 33R Rtlmiral WRY.FEneeM,WE 95RYe Installer RMma Elxtllo LM w Camem —y Merrill a Small RanOyWmRenaemetricnem n PRPne EW.RSR.59R1 M!ffR LIMES z ASCF ]-18 � SEISMIC SETMSR ' FlRE BEiBECI Ballast Required (#CMU blocks) FASTRACK 510 XBallast Per — FastRack CMU: 15.5 Ib , 2"xe"xl6" O SOIlegw Solkga West: at5-E1 scion 5l. Ste r01B, O]B, San Francisco, CA gar 10 vxw.Sollege.com rN so�imy erwmsm_menua. r^kgP 0 FOR BALIAST SYSTEM ONLY Sheet Name S7'1 Ill i¢P NEN v IpWLE NDRIH 1-I• ® Z_�. 15. ie eIOWIE AB9IE iCP C CAICUpNO 1� CVY P LL CUMP #O C1 /1C x T/el IIX BOLT �5 I L-j Li L CLAMP DETAIL #0 5C4E: MODULE ATTACHMENT DETAIL #o scvc 1-1/x• - r-o• SOLLECA FAST RACK 510 (FR510). #o srsic 1-1/r = I•-o• o Q '�• TOP xfl9 920 SMN8CL-0P DETAIL K. 2A f ^u^�9 4t rc 0 FOR BALLAST SYSTEM ONLY O loe9tlm 99899niral W9Y.Pdnmtlf.W9 DRAWING INFO. Sollege: 416.648.1299 LL 9ema So��ega'e 2480Mlss"'street,ste.lo7B,san w �ImWln Bre..Plemnue Date&Tme 6/27/20224.04AY Fnc%co, CA 94110 Cmixl MMMI WeMB .soBaga.com 3 rn M9�99Wneemd6cw. Prepared A roved b JC LR 89&R929901 S. N¢m¢ S2.0 structural ENGINEERS February 10, 2023 Sollega, Inc. 2480 Mission Street, Unit 107B San Francisco, CA 94110 TEL: (415) 648-1299 FAX: Attn.: Lee Rothschild, Re: Job # 2022-13690 Ph. 2: Port of Edmonds The following calculations are for the Structural Engineering Design of the Photovoltaic Panels located at 336 Admiral Way, Edmonds, WA 98020. If you have any questions on the above, please feel free to call. Prepared By: PZSE, Inc. - Structural Engineers Roseville, CA K- Z'qC k -OE WASy,'E a g RFOIST t ss TONAL �� EXPIRES 09/02/2023 1478 Stone Point Drive, Suite 190, Roseville, CA 95661 T 916.961.3960 F 916.961.3965 W www.pzse.com Page 1 of 11 Experience I Integrity I Empowerment Z Project: Port of Edmonds -- Job #: 2022-13690 Ph. 2 PDate: 2/10/2023 Engineer: DW A jobsite observation and measurement of the existing building was performed by an audit team from Sollega, Inc.. All attached structural ballast calculations are based on these observations and the design criteria listed below. TABLE OF CONTENTS Dimensions and Inputs Snow Loading SEAOC PV1 Seismic Loading Sollega FastRack Wind Loading Sample Calculation Summary of Ballast Calculations DESIGN CRITERIA BUILDING CODE: OCCUPANCY CATEGORY = IMPORTANCE FACTOR = WIND SPEED = EXPOSURE CATEGORY = SEISMIC DESIGN CATEGORY = 2018 IBC (ASCE 7-16) 11 See individual calculations 97 D U PAGE 3 4 5 6 7 8 9 Page 2 of 11 7 8 Project: Port of Edmonds -- Job #: 2022-13690 Ph. 2 PDate: 2/10/2023 Engineer: DW SYSTEM CHARACTERISTICS & BUILDING DIMENSIONS Governing code: ASCE 7-16 Description Variable Value Unit Code Reference PV System Characteristics: .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... PV Module N-S Length L (or Ip) 3.40 ft Note: "North" always PV Module E-W Width W 7.42 ft refers to panel north, PV Module Weight (Each) WPV 56.9 Ibs which is the raised Space Between Adjacent Rows (N-S) 1.08 ft edge of the panel. Space Between Adjacent Modules (E-W) 0.03 ft PV Module Height above Roof at Low Edge h1 0.54 ft Tilt Angle of Module w 10 degrees Friction Factor µ 0.4 SEAOC PV1-2012 Allowable Load Sharing (# of modules N-S) = 3 modules Allowable Load Sharing (# of modules E-W) = 3 modules Allowable Load Sharing Area of System = 9 modules Ballast Configuration: 4 panels share 1 bay Bay Weight: 4.8 Ibs Ballast Stone "A" 4x8x16 (Nominal) CMU Cap Block Weight: 32.5 Ibs Ballast Stone "B" not used Weight: 0.0 Ibs Building Characteristics: ................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................ Occupancy Category II (Table 1-1) Roof Pitch 0 0 degrees Average Roof Height of Structure above Ground h 30 ft Array Attachment Height above Ground z 30 ft Average Parapet Height hpt 4 ft North -South Width of Building WN_5 68 ft East-West Width of Building WE_W 100 ft Ground Snow Load pg 25 psf Site Elevation e 0 ft Page 3 of 11 E Project: Port of Edmonds -- Job #: 2022-13690 Ph. 2 Date: 2/10/2023 Engineer: DW SNOW LOADING per ASCE 7-05 Description Variable Value Unit Ground Snow Load Pg 25 psf Exposure of Roof Partially Exposed Snow Exposure Factor Ce 0.9 (7.3.1., Table 7-2) Temperature of roof All Structures except as indicated in Table 7-3 Snow Thermal Factor Ct 1.0 (7.3.2, Table 7-3) Snow Importance Factor 1 1.0 (7.3.3, Table 1.5-2) Reductions allowed? No Flat Roof Snow Load, Pf Pf = I x Pg 25 psf (7.3-1) where pg <_ 20 psf, Pf min = I x pg = N/A psf min snow load where pg > 20 psf, Pf min = 20 x I = 20 psf min snow load Therefore, Pf = 25.0 psf Note: Where Pf exceeds 30 psf, 20% shall be combined with seismic loads (IBC 1605.3.1.2). Sloped roof reduction not applicable due to low slope (Cs =1.0) Unbalanced Roof Snow Loads (Per ASCE 7-10) ............................................................................................................................................................................................................................................................................................................. Depth of Snow: Balanced Snow Load Snow Density y 17.25 pcf (Eq. 7.7-1) Balanced Snow Height hb 1.45 ft Drifts due to Parapets (7.8) Length of Roof Upwind of Drift I 100 ft Conservatively use longest building dimension Parapet Height h 4 ft Clr Height from Balanced Snow to Top of Parapet he 2.55 ft Computed Drift Height hd 3.35 ft (Fig. 7-9) Design Drift Height 2.51 ft Magnitude of Drift Load p 43.30 psf Drift Length w 17.57 ft Page 4 of 11 Project: Port of Edmonds -- Job #: 2022-13690 Ph. 2 ri a Date: 2/10/2023 Engineer: DW SEISMIC DESIGN LOAD CALCULATIONS Description Variable Value Unit ASCE 7-16 Risk Category II Table 1.5-1 Building Importance Factor le 1.0 Section 11.5.1, Table 1.5-2 PV System Importance Factor IP 1.0 Section 13.1.3 Component Amplification Factor ap 1 Table 13.6-1 Component Response Factor RP 1.5 Table 13.6-1 Array Attachment Height above Ground z 30.0 ft 13.3.1 Mapped Short -Period Acceleration Parameter SS 1.285 g 11.4.1 and USGS maps Mapped Long -Period Acceleration Parameter Sl 0.452 g 11.4.1 and USGS maps Mapped Long -Period Transition Parameter T, 6 s Site Classification Default Conservatively enveloped (11.4.3) Site Coefficient Fa 1.200 11.4.4 (Table 11.4.4-1) Site Coefficient F 1.848 11.4.4 (Table 11.4.4-2) Adjusted Max Spectral Response SMS 1.542 g 11.4.4 Adjusted Max Spectral Response SMi 0.835 g 11.4.4 Design Spectral Acceleration Parameter SDs 1.028 9 11.4.5 Design Spectral Acceleration Parameter SD1 0.557 9 11.4.5 Period parameter Ct Ct 0.02 Period parameter x x 0.75 Flexible diaphragm with vertical LFRS > 40' apart? Yes Fundamental Period of Structure Ta 0.256 Constant Velocity Transition Period TS 0.542 Short Period Seismic Design Category, 0.2 sec D Long Period Seismic Design Category, 1.0 sec D Seismic Design Category, S 1 > 0.75 N/A Controlling Seismic Design Category D Design To Accommodate Seismic Displacement per SEAOC PV1 .................................................................................................................................................................................................................................................. Design Seismic Displacement AMPv 23.7 in (SEAOC PV-1) Condition ------------------------------------------------------------------------------- Between separate solar arrays of similar construction Between a solar array and a fixed object on the roof, I or solar array of different construction ------------------------------------------------------------------------------- Between a solar array and a roof edge with a qualifying parapet -------------------------------------------------------------------------------- Between a solar array and a roof edge without a qualifying parapet s------------------------------------------------------------------------------- Minimum Separation 0.99 ft I ------------------------------- I 1.97 ft ------------------------------- 1.97 ft 2.96 ft ; ------------------------------- Notes: 1) A parapet is "qualifying" if the top of the parapet is not less than 6 inches above the center of mass of the solar array, and also not less than 24 inches above the adjacent roof surface. 2) The minimum allowable friction factor required for use of the prescriptive displacement method isµ = 0.4, which should be measured under wet conditions per ASTM G115. If positive attachments are provided for lateral resistance of seismic forces, then the minimum requirement is waived, as friction is not allowed to contribute in conjunction with attachments (IBC 1604.9) 3) The array is designed to move (displace) when subjected to earthquake forces. Therefore, the design displacement distance is calculated to provide room for the array to move without affecting other rooftop installations. After an earthquake, the array shall be returned to compliance with the separation distances listed above, and damaged anchors (if any) shall be repaired. 4) The contractor shall field verify all dimensions and site conditions before starting work and shall notify PZSE, Inc- Structural Engineers, (PZSE, Inc) of any discrepancies. 5) All omissions and conflicts regarding the seismic setback specifications shall be brought to the attention of PZSE, Inc and resolved prior to proceeding with work so involved. Page 5 of 11 Project: Port of Edmonds -- Job #: 2022-13690 Ph. 2 ri a Date: 2/10/2023 Engineer: DW WIND DESIGN LOAD CALCULATIONS Design Wind Load Calculation for Sollega FastRack system per Wind Tunnel Test Report (ASCE 7-16 §29.4.3) Description Variable Value Unit Risk Category II Table 1.5-1 Importance factor (ASCE 7-05 only) 1 1.00 Exposure Category D Mapped Wind Velocity V 97 mph Adjustment Factor for Height and Exposure Category K, 1.16 ASCE 7-16 (Table 26.10-1) Topographic Factor (assumed to be 1 for level ground) KZt 1.0 ASCE 7-16 26.8-1 Directionality Factor Kd 0.85 ASCE 7-16 (Table 26.6-1) Elevation Factor Ke 1.00 ASCE 7-16 26.9 Velocity Pressure qh 20.69 psf ASCE 7-16 (Eqn 26.10-1) Tilt Angle of Module w 10 degrees Friction Factor µ 0.4 SEAOC PV1-2012 Wind Equation & Governing Load Combinations Design Wind Force: W = qh (GCp) * A Eq.:2.4.1-5: D+0.6W (Downward) Eq.: 2.4.1-7: 1D + 0.6W (Uplift and Drag) ............................................................................................................................................................................................................................................................................................................... Building and Array Parameters Average Roof Height of Structure Above Ground h 30 ft Parapet Height hpt 4 ft North -South Width of Building WN_s 68.0 ft Array Zone Key: Roof Zone Width parallel to North -South Ll, Lz, L7, or L$ 65.6 ft Array 1 North Row, 1st-4th Module East-West Width of Building WE_W 100.0 ft Array 2 North Row, Interior Module Roof Zone Width parallel to East-West L4, or Ls 65.6 ft Array 3 Interior Row, 1st-4th Module PV Module Length IP 3.35 ft Array 4 Interior Row, Interior Module Tilt Angle of Module w 10.00 degrees Array 5 South Row, 1st-4th Module PV Module Height Above Roof at Low (South) Edge hl 0.54 ft Array 6 South Row, Interior Module PV Module Height Above Roof at High (North) Edge hz 1.13 ft Note: 1. GCp values are derived per the wind tunnel test report by Institut fur Industrieaerodynamik GmbH [IFI] (Report SOF02-1, dated March 12, 2019)." 2. Pressures and results converted to US standard units for use in the North American market . 3. Maximum allowable building height is 60 ft, unless it can be demonstrated that the building's natural period, T, is less than 1 second. Per guidance given in ASCE 7 section 26.11.3, the estimated period of this structure is 0.4 seconds. Page 6 of 11 Project: Port of Edmonds -- Job #: 2022-13690 Ph. 2 Date: 2/10/2023 Engineer: DW Step 1: South Approach 90-180 degree wind angle per IFI report Step 2: North Approach 0-90 degree wind angle per IN report. Step 3: Output # of Blocks Sample Ballast Calculation : (Note: Red numbers are input values) Normalized area for Uplift Roof € kp_MU 0.70 Anh=1 4 ............................................. Arra 3 cP_MU -0.80 F_v= 412lb Anv= 6 kp_MS 0.71 Ballast: 247 lb nesw € cP MS -0.41 € F — h = 37 lb -............................................: SharinR: 1 Panels Drag Ballast: 246 lb Ballast 167 lb Ballasi 167 I b Blocks 6 See wind tunnel test report for definitions of roof zones, array zones, Roof 1-,�k�i MU — 1.10 :Anh=133 Array 1 cP_MU ................................................ -1.32 F_v = . 679 lb Anv= 7 € kp_MS 1.08 Ballast: 408 lb cP MS -0.64 F h = — 58 lb ............................................: Sharing: 1 Panels Drag Ballast: 438 lb Normalized area for Drag Note: Inherent load combination factors are determined per ASCE 7 section 2.4 Ballast Demands from North and 167 lb South wind approachare enveloped for per -bay ballast requirements. Ballast 167 lb Blocks 6 Roof Zone 1 Array Zone 1 Blocks Blocks 6 6 Step 4: If Allowable weight is exceeded, reduce ballast. Attachments represented by black bays with white text and the word "Anchor". Blocks 2 Blocks 2 Roof Zone 1 Array Zone 1 Res. Up = 0 lb Res. 4 = 0 lb Blocks 2 Residual forces are shown to assist the user placing anchors Where applicable, demands on skewed arrays are analyzed per IFI Figure 4.15, Page 7 of 11 Project: Port of Edmonds -- Job #: 2022-13690 Ph. 2 Date: 2/10/2023 Engineer: DW Summary of Ballast Calculations: Number of PV Modules: 75 Modules Number of Bays: 95 Bays Number of ballast blocks: 183 blocks Block type: 4x8x16 (Nominal) CMU Cap Block Block weight, W = 32.5 lb The block weight is a critical component of these calculations. If the actual block weight(s) differ from that shown here, these calculations shall be considered invalid. Please contact PZSE so that accurate ballast counts may be provided. Weight of PV Modules & racking: 4,719 lb Weight of Ballast: 5,948 lb Total weight of PV system: 10,666 lb Summary by Roof: Area covered by PV system: 2,479 Sq. ft Average PV system dead load: 4.3 psf # of # of # of # of PV Area Average Max Bay Roof Name Modules Bays Blocks Attachments (Sq. ft) Weight (psf) Weight (Ib) Roof 1 75 95 183 0 2,479.4 4.3 126.7 Summary by Section: Section Name # of Modules # of Bays # of Blocks # of Attachments((Sq. Array Area ft) Average Weight (psf) Max Bay Weight (lb) Roof 1 Arr 1 75 95 183 0 2,479.4 4.3 126.7 Totals: 75 95 183 0 2,479 Note: Print order for large array calculations is "RIGHT THEN DOWN" 1 2 3 4 5 6 7 8 9 Page 8 of 11 Roof I Arr I Load IFI S 1 I —A —IN RI A— I olo I J L BM 1 stood � ��: � J 13 �Nl —.1 Rl� I iiT -,,, � I — I _,, -1 1.1 A"- I A—— All—. r 1e F. �paMsAll—I A— 1wml, 11 All-,I- -11 1 P, .11 Rl�1." 1.— 9cmp-ZI.J� 1 1. A p,u 1-1- r M u F21-E �12 �- BI ] �JL "u 17_1,� R� I Project: Port of Edmonds -- Job #: 2022-13690 Ph. 2 Date: 2/10/2023 Engineer: DW Page 9 of 11 W -1 Project: Port of Edmonds -- Job #: 2022-13690 Ph. 2 Roof I Arr 1 Load F Wim -mg N.fth Whd 0-90 mlb W 'A MI .1 F Jns F, p I zMT.- I All -I.- _J I F —III-U _U I I All -III I _'I II F-77 11 AIIIIII M� 19M.-dWn U -MucplAU A-1 11: A- 1,�l A Se lb Ib "!b I... A-1111 i-u 11 A,1,11 h I"' ��l -7 'l" 1- �l lbpm se ie I�1All Ill "b_.U. 11 U 1-1 1.1 '_&`J nz A I MS I FM It M� 1�. 1171 11 All I 11 All -Ill r -u 11 "1 ��Mu _U 1.1 11; r Mu ,-U 1se le 2 - - i4�� TI: .11 ml� �jo Al— 1 A,-- Al- M�Vss nv 6as�,p 11 1.1 lll,!b '7" m: b m b Se lb Se lb cQJ� IM .11 MU 1. b mu1. 11 11; 1.11 U-MU "1 11 "1 11 1 I I 1 121 l. M� 1111, ' lZ N:1 _1 _l I, "1 1-1 -�711 IhW sa "I "1 11- F T p I'M I I A-. I" M� -S lf, 11 "1 1 -1 11, ,�_ '1'� M_MU �PM� t7 U -lb u 1 007- ll� "_MU _J _ 11 , n Ms h' I .1, Illb h 1 11 "I 'U '�'l 1� MI An- �p MS O'8, 1 11 M, .11- lh!MI. 1, A, h �111 I" 1�1 M, 1, -11 11- M� 'I"h' '717' . ...... . 1 lb _" 7! u M� ,,I FAnl 9 dAl 7111 7- , 1b n'n 0 Mu 1 ". - B M: A7, �P_n A- "I - "I Date: 2/10/2023 Engineer: DW Page 10 of 11 Roof 1 Arr 1 Manipulation Adjustment&Attachment WlC ofalNAnchors:� ROnf l ArrI TotalNmotluks: T-1N Blocks: 1g3 Total Array weight 10,666 Array Area: 2,479.4 verage Weight 4.3 Ib allow. Ball— sq.ft psf N/A Ib Seismic Coefficient .8 Seismic Snow per Module: 002 Mx Blocks Per Bay: 2 -0.'Wp Ba11a5feaygeyl®< Bleckbackgmundand-chpr" lb2 Nof Blocks indicates an<M1or a[tM1is bay ax > 31, u. p 6111 Marc Bay Welght 126.7 b9 J lb 69T 69 J5 o5_T5 Blocks Blocl¢ 2 12 0 0 s Sof In, I Ar VZone1 e Up=016 Blocks Res. lap.=01b Blacks Blocks 2 F flR-1- Ar ay2pnel a Up-016 Res. kat.=016 Blocks Raof Zonel Ar Inel fla Up -u 16 Res. pat.=0lb Blocks Blocks 2 2 Saf 2onel Ara, 2nne1 a Up-0lb R. kat.=0lb Blocks Blocks es Blocks 2 Fray Zonel flRoof Zonel a Up=01b Res. kat.=0lb Blocks Blacks Sof Zanel Ar VZone1 a Up=0lb Res. pat.=0lb Blocks Blocks Blocks ResU[=n016 Blocks RsalMpon0lb Blocks Rev uit^0lb Blocks ResaLac 0lb Blocks RsoUe-�0lb Blocks I-b 7] Res Up=no lb Blacks Res. UUp 0lb Blocks 3 0 0 Blocks esaLat n01b Blacks 2 e5aykaion016 Blocks e,Up n0lb .....]IBlocks FI16 RI1..Up 0lb Blocks 2 ., Up=00lb Blocks 2 R., Up n01b Blocks Rea kat. n016 Blocks 16 0 0 Blocks Resat pan011b Blacks Res. La[on0 b Blocks lb Res lap n0 lbBlocks 11, RD ..0 t 01b Blocks , Up= o lbBlocks R Reslb saL pponA.011b Blocks Re�. up 11 b Blocks 16 0 0 Blocks ResaLac n01b Blacks fles. WRtan016 Blocks Res. Iat n0 lIbb ---]-1 Blocks ResaLac 0 16 BI cks --------------....].1 Res. We-10 b Blocks r Re,Up n016 Blacks Rees up Dlb Blocks lf. 0 0 Blocks ResaLa[a=016 Blacks flesoalata-101b Blocks fleos tat o01b ---7] Blocks ReosaUp-Blb Blocks 13—Ue o01b Blocks R—Up=01b Blacks fles. tap.=01b Blocks 2 Blocks RsaLac=Ob Blocks RoaUpo-10b Blocks -UP-0b Rf In Blocks RsaUp- b Blacks Rsoup=Ob Blocks 0 lbRR.sUpb Blocks lb RWUp.=Ob Blocks ResaUp=001b Blacks Roalaipon0 lb Blocks lb -RI,Up nOlb Res Up 001b Blocks lb Blocks RoaUpp-00lb 3b Blocks RI, 0 lb RsaUp-0lb Blaks 2 Blocks 2 ResaLsat=0lb 2 Blacks 2 esayka[a-1016 Blocks 2 0 lb Reo,Up 0lb 2 Blocks 2 .Up-0b Res 2 Blocks esoayiatone0lb Blocks 0 lb RR., Ut=L.0lb 2 Blaks 1 ----------------- 0 lb Blocks ResaLac n011b Blacks Resoata[on0 b Blocks Rev lac n0 6 Blocks R0 lb P. p = 0 1b Blocks Reno. tec-10 b Blocks 0 lb Blocks ResaLac. n01b Blocks Res.IaRtan0lb Blocks Res. lap a0 b Blocks ROlb ,. Up 0lb Blocks Res. Wt-10 b Blocks --------------------- 7] rI 7] Blocks ResaLa[a=016 Blaks PesoalM.-106 Blocks Reps. Up-Ob Blocks ResaUp-0lb Blocks Reno.lac=0b Blocks 2 2 2 2 10 0 0 Project: Port of Edmonds -- Job #: 2022-13690 Ph. 2 Date: 2/10/2023 Engineer: DW Page 11 of 11