The URL can be used to link to this page

REVIEWED RESUB1 BLD2023-1434+Structural_Analysis_or_Calculations+2.9.2024_10.16.21_AM+4050874C � ENGINEERING civil & structural engineering & planning REVIEWED BY CITY OF EDMONDS BLD2023-1434 RESUB Feb 09 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT d.sh. wireless STRUCTURAL ANALYSIS SESEA00180C Westgate Edmonds Rooftop Site 10032 Edmonds Way Edmonds, WA, 98020 t!��// OL/ 250 41h Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 CG Project No.: 23015.301 Fax: (425) 778-5536 TABLE OF CONTENTS SECTION TITLE / DESCRIPTION PAGE NO. STRUCTURAL ANALYSIS NARRATIVE 1-3 KEY PLAN 4-9 SITE DATA 10-18 APPURTENANCE & MAIN STRUCTURE ANALYSIS 19-70 ARCHITECTURAL DRAWINGS (EXCERPT) Al-A7 ORIGINAL BUILDING STRUCTURAL DRAWINGS (EXCERPT) A8-Al2 SESEA00180C Westgate Edmonds February 6, 2024 Structural Analysis Report Page 2 of 3 INTRODUCTION CG Engineering was retained by Camp & Associates (Client) to provide structural analysis of the existing rooftop structure for the site modifications proposed by Dish Wireless. The structural analysis completed by CG Engineering was inclusive of the structural elements that were affected by the addition of equipment and antennas associated with the proposed Dish Wireless site modifications. Where applicable, this includes the antenna and equipment support structure and affected portions of the existing main structure. SITE DESCRIPTION The appurtenances will be mounted inside two proposed FRP screenwall enclosures mounted to an existing building rooftop with an overall height of 45'. The equipment will be anchored to a concrete slab in the main floor of the building. The Client provided us with architectural and structural drawings for the original building, dated 11/30/2017. All geometry, member sizes, and material strengths used in our analysis were based on this information. If anything differs from the information contained in these documents, CG Engineering should be notified to revise our analysis. APPURTENANCE CONFIGURATION The structure was analyzed using the appurtenance configuration specified in the following table. All loading was provided to us from the Client. This table includes all known existing and future antennas for this site. Existing Appurtenance Proposed Appurtenance Configuration Sector Mount Type Configuration (Bold=New) (3) Commscope Panel Antennas Mount antennas A N/A Model No. FFVV-65B-R2 & RRUs to (3) RF4451D-70A units proposed FRP (3) RF4450D-71A units Screenwall (3) Commscope Panel Antennas Mount antennas B N/A Model No. FFVV-65B-R2 & RRUs to (3) RF4451D-70A units proposed FRP (3) RF4450D-71A units Screenwall (3) Commscope Panel Antennas Mount antennas G N/A Model No. FFVV-65B-R2 & RRUs to (3) RF4451D-70A units proposed FRP (3) RF4450D-71A units Screenwall The coax cables that serve the antennas weigh less than 5 Ib/ft and are therefore exempt from the requirements of Chapter 13 of ASCE 7. EQUIPMENT CONFIGURATION All loading for the basment equipment was provided to us from the client. The client is proposing the following modifications at the equipment cabinets: add (3) RDIDC-3045-PF-48, add (1) MTC4045HFLD, add (3) Rubber Mats, add (1) HVAC CUBE-PM628151N4, add (1) BREAKER PANEL TLM 220RCUP, add (1) D224NRB, add (1) 5RU FIBER NID ENCLOSURE, add (1) CFIT-PF202ODSH1 FIBER TELCO ENCLOSURE, and add (1) GPSGL-TMG-SPI-40NCB. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 O ENGINEERING ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com SESEA00180C Westgate Edmonds Structural Analysis Report ANALYSIS CRITERIA February 6, 2024 Page 3 of 3 The parameters in the following table were used in our analysis of the structure based on its location. City of Edmonds, WA Wind Criteria Seismic Criteria Basic Wind Speed w/o Ice (3-s Gust): 110 mph Risk Category: II Sds: 1.024 Exposure: B Kzt (ASCE 7-16): 1.0 Sd1: 0.554 Notes: 1. Refer to the attached topographic profile(s) used to determine the topographic factor. 2. Parameters based on the 2018 International Building Code (IBC) and referenced standards. CONCLUSIONS/RECOMMENDATIONS We have determined that the existing building is adequate to support the proposed rooftop structures. Refer to the structural drawings by CG Engineering that accompany this report for structural construction requirements. CONDITIONS OF ANALYSIS This structural analysis is based on the documentation that was available to us. CG Engineering did not perform an observation of this site to verify the accuracy of the provided structure and appurtenance data, and we should be contacted immediately if there are any discrepancies with the information stated within this report. Our analysis is based on the assumption that the original structural design and all subsequent structural analyses were properly designed and permitted per the applicable building codes, and that the structure has been properly installed and is maintained to the minimum standards required by code. We assume the structure has no known deterioration or damage that would adversely affect its capacity. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com ALPHA/BETA SECTOR =�m 0 A \wM lQ o \Q g=A C.TOR (P) AZIMU B5. \ O \ ® \ wV \ o 0 o ° b I 0 0 (E) ROOFTOP — (E) PARKING 25'-8" 15' 1" 4 P/+RKING VAU NO OO 4G7_21 CABLING 5'X7' o ° EXISTING ROOF HATCH O ° EXISTING ROOF HVAC EQUIPMENT, TYP. 00 ° ° \ 10, \ O �a, \ O \ v N N G � / GAMMA SECTOR Description KEY PLAN By SPM Date 09.06.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA98020 SESEA00180C WESTGATE EDMONDS 4 425.778.8500 23015.301 www.cgengineering.com ALPHA/BETA JOISTS WALL (BELOW) ROOF FRAMING Description KEY PLAN By SPM Date 09.06.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA98020 SESEA00180C WESTGATE EDMONDS 5 425.778.8500 23015.301 www.cgengineering.com ALPHA/BETA POST 1 ;sty n o �1 v �m �I N I � a —' — � 6 4TH FLOOR BEARING WALL 4TH FLOOR FRAMING Description KEY PLAN By SPM Date 09.06.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA98020 SESEA00180C WESTGATE EDMONDS 6 425.778.8500 23015.301 www.cgengineering.com ALPHA/BETA POST 2 �YF4 i5' �FV.SW �V 2,aoz h — 5rd IR 2 - V / \N ersaoi 55 � i� im N in5aoz u � m a. IN' 5�z y- s, all- _ N N „N 3RD FLOOR BEARING WALL 3RD FLOOR FRAMING Description KEY PLAN By SPM Date 09.06.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 7 project SESEA00180C WESTGATE EDMONDS Job No. 425.778.8500 23015.301 www.cgengineering.com ALPHA/BETA POST 3 �aT aT 13r c g e r 1 _ a � vk 777 JL --------------- -- ao — 2ND FLOOR BEARING WALL 2ND FLOOR FRAMING Description KEY PLAN By SPM Date 09.06.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA98020 SESEA00180C WESTGATE EDMONDS 8 425.778.8500 23015.301 www.cgengineering.com ALPHA/BETA POST 3 (ABOVE) 2ND FLOOR BEARING WALL (ABOVE) ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com 2ND FLOOR PT FRAMING Description KEY PLAN By SPM Checked Scale Project SESEA00180C WESTGATE EDMONDS IJob No. 23015.301 Date 09.06.23 Date Sheet No. 9 8/29/23, 4:04 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. L1TC Hazards by Location Search Information Address: 10032 Edmonds Way, Edmonds, WA 98020, USA Coordinates: 47.7907358,-122.3683137 Elevation: 317 ft Ti m esta m p : 202 3-08-29T23: 04:08.897Z Hazard Type: Wind Hnge:es Mt. Sequ.m Marysville gakerSn'oqualm Whidbev Fverett National. Fores r 317 ft ° Ed#dsv 'ark Seattle °Redmond 0 Bremerton Renton .)Go le m J r ,„ „g geaMap data ©2023 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 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 I 92 mph Risk Category I 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III 104 mph Risk Category III -IV 115 mph Risk Category IV 108 mph 110 MPH PER SNOHOMISH COUNTY 85 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. 10 https://hazards.atcouncil.org/#/wind?lat=47.7907358&ing=-122.3683137&address=10032 Edmonds Way%2C Edmonds%2C WA98020%2C USA 1/1 Topo North AmericaT"' 10 .\,3 �— — — QZC ¢ -or- o 180TH ST SW m - 1W7� 99 OD Perrinville m S rk JII GEt DR Lynnwood 524 f " CASPE` Par W ST a = n < J _-- rT—c —n m Cedar valiey t 4rN a Puget- r I _ ' . loasr Edmon w MAIN=SST Seattle Heights Ln _ t 212T' ,1 SW a 2 2TH ST'SW > i DpM, m F Edwards Point z to m Y 99 m 0+ 3 p 1,79 > a w� ` 2 TH SW 220 ,HST SW `F k W. W wa �O Esperanoe y179 N47° 47.439' ' O n'12"22.119, �.) m WACHUSETT RD: I ' 3 < LU T L = f 1, - a � -- h f Firdale r___----------------------------ca N OV STH- 'v •244TH ST, t L� i --- r F — 4'tI 1i Tr 178 F? W %; a Richmond•Bechir' a 41 Echo ake 2F w I p i7 T N 18SThI ST `� n UJ m " Richmond Highlands Z 7 w _ 176 a 24TH-AVE NE N 17 HST0 North City Jill g. � — 176 SFioreline . Cr1 1-Ronald- B7 Rid gecrest a' SITE LOCATION TheHighlaud! '- Briarorbst, i 99 SI 469.3 ft OBSTRUCTED; 300 ft Kzt = 1 150 ft Oft -150 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -368.7 ft Avg Grade: 4 Climb Elev: 299.8 ft Desc Elev: 668.5 ft Max. Elev: 469.3 ft Min. Elev: -0.7 ft Climb Dist: 1.0 mi Desc Dist: 2.1 mi Data use subject to license. © Del-orme. Topo North America- 10. www.delorme.com TN* IN (14.6-E) Scale 1 : 62,q(TI 0 % h 0 h 1 11 2 m 1" = 5,208.3 ft Data Zoom 11-6 Topo North America TM 10 • ■is AIM'= EI��1III�,■ -- r, � :- '• �� ■ III■�® IY' —ES ■■ 1 - —Ia11 �C.CIWY! � V y11� 1111 - WAN 110 YAM 7 nil man RE i►7�l/a� .r/l - �� Hill �Ing -�11 - 1111; BOTTOM HALF OF HILL; ,: ft.... .. Desc Data use subject to license. TN Scale 1 : 62,q * © DeLorme. Topo North America TM 10. ^ MN „°— � a.6°E) km o , 1' z www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 H 63RD-AVE W M Id 1ST9 - ao 3N Ad_FI72T1 64THlAAVE`W 1 6gQ� Z } L 13N 3Atl_H1IT 3N 3Atl H1bT �- �615 E N 3- 66TH AVE W 66TH AVE W J— I LYJ y b 3 • o o 66TH AVE W`66TN: f` aT`+ny+� w ry 3N 3AV_H1L 'M_3AV'H189 AA_ld H1L9 �y jHlC9 z "Y. I °�° n 3RD AVEFNE 0 Lu o 70TH_PL W no o v0- r- w �Sl N =. u}'i 3 J m M 3AV H10L = Z Z ��"� U _ a % m aW H t� 7;3RD AVE W f x 73RD PL W" vCZ Y o of- d^o r x F N rn m, y CORLISS A M - g ,1 TZ = z Z �j o M o Q W c 1 o ZF H _O O -AVE 76T.H.AVE_ r, N 3-m N'll�r76TH PL-_N RKE'AV N BURKE in 771TH P W 771H AVE W _ I �77TrH AVE W. r AVE W �r �I a '�I KUL 79TH AVE W �I 78TH AVE _- dS 78TH A a = z =i Q 0 -'M� .ld-HIISz- M Id F M 1� H18 m I � 3 3 ;_,__ _ o c C 815T AVE F �lW a u�i Z S. z m O Y 82ND AVE W 82ND A 82ND�A hE m 82ND PL W m z o W x t rn5::'�-W �� J E m _`T 83RD-AVE W 83RD- o Z J I �FJ _*- =L� 84TH pV $ -- �`t �.- N,. w `_ F9TTMPN=AVtN - - LU vi r x PIW �,cn �f(T n j Fi M3AV H1681 Ny7m¢ ?- M `z �p w v K �85� 3AV His 8. N 3AV NtlW1IH �_ 86TH PL W '',_. `�-¢- �^ �L 87TH PL W- �i� N 3A'd N34_NI1 P U) o m M3AV_H1G8-3AVP-�" -_ � DAYTON AVE N �pr •-� DRY I ��c 243b N �p N+\�=_-04 �PLEWOOD N J-+a�Tlb yi0 S ?s hM1 l";H 6 N ld'NOlAtlO- 'r'92ND AVE W M17b r0� /sir"-- O�F.,PAIA - EAVE O J LZ it A .)73HS ; 3Atl v~i g4TH AVE ST AVE NW Qy / 1ST AV L '' W, NO ONV1H91H r� ,?� D�o a 95TH'PL W E-.+-�I z LL MN 3AV C1 �- �9�TH AVEW 9 ? �+ \M M 'MN 3AV ONZ v> 3AV JIdWAlO �' fi N3ti J MN AV i o in N c m C7 > N W W X Co 2 w ry 97- PL W� f U 1 I of J' I QVr LOTH PL S 1 T 14 �AV ilrTJ r p b/glb 3 98TFI'PL'W T \ Qp�.�! I I'D TI `i 1 _ _ 9_TH 4_V,E_51)�1100TH_ z, tn N-Fl-__�] BTFI AVE!N_Wtl Q a N 3AV Hl6 GORO ADO PL w _ E 8TH AVE S -. v IUL B AV ,} poi. x 1, , 1 I J� �r N 3Atl H18 7TH AVE S �� 3 a •3Atl HILL = A AVE-S n �p N N 2� Hi - - L - t-If ° 6TFi AVE S 06TH E �^ �� _ Ib zY N.3Ab H19 M J �_p�� MN ld Hl£��' w M Id'H1 OT'� d ''z"3�MN�ld H�L�b 1�6 ` _ M 3AV H '` 0 1L0T. a z ( MN 3AV H15T �T N 1{8THAVE"NW ` o E E 1D N z v m n 3RD_AVE.S a 0 110 W c ��2fd ``T19TH AVE NW o MN•3Atl_ . 2 O '\ �> 1 170TH 0 Co (V o S 3AV _ i TIMB L AVE Ln Oi - z0 AtlMSONOW03/2\00 �RD l N39WIl i > PARK ( W 0 p pA� c �u /N TKA-RD/OOO��WO �M+�"bH1 N l Oo H p 3 I J .� ?i� o AV HibZ a cif ,4 _ E a�oi i >1 - NIHJ MN 3Atl H19Z � Z s J LU LU -Z a° p c � w N N 0 V 1 _ � 8 C � M o J E - 0 0 0 0 0 0 0 0 0 0 m N 0 0 61ST PL W xi p71 a .3 M Id 1ST9 � r- - 3.A 3: ( 54TH AVEM 3�0 nW c—yi`^ I N `♦ b �o > 3 3 66TH AVE W 66T.N.AVE W �LW r1 m 3N nt! H1Zi1 ¢' I3N 3Qa:H1TI �Z > 3N 3naIHlOI v (' 3 - uric o o� J n . l 66CHT z� , a � ry o x M_*1 y w 3N 3na H H1<9 rri' c`"� M_lIddTN1L9' 70TH_PL W o M 3 3 HJ89 I M ld H189 y� N N =. u'i - <,- M 3na HloL ri r �a i - W� l2 in 7 RD PL m �: z�3RTD AVE NE w c c°c W -+ a Al O zl ° u' �Z SUNNYSIDE AVEN N CORLISS'4' N O E o L m C7 o > W �- = ti� =Lti�O-74TH-PL W m-o FI =`` o� 'z 23AV_H1bL —�� 76TH-AVE W N N', "_ N I 77TH AVE W. 77TH PL W 77TH AVE W J� � AVE g' Z __ iZ.^ N 3na SSI1ZlOJ • r, v_ w -'i �_l. O to yt r76TF� PL._ gURKE�AV N BURKE AV Ain r r P 8TH AVE W ay 7 y a V O ci Q M- d H1LL � 79TH AVE; W � 78TH M ld-H� r 1 � M ld H18L � MS.15,HL66.T, .L 81'ST 4V c815T AVE m-3 82ND AVE W 82ND AVE, �I= 82ND AVE W rn r r �. - 83RD•AVE W o 83RD- _ o = „�,� Q dt a v °.° �+ I � 80T W- 3 %_ o c U y F r z T d � to o z 82ND PL W w - ,,, = E t74 rn_r J "W' S Z m O I I I I J} M In =Li 84TH A .:, ry J 3 '° w� N �' M 3AV HlbB WSJ¢• ITMA�N ACE th - �Q m r = Y v �_ aT� -rn 86TH PL TN-4v2 v r= �� 8 FI PL W- j 88TH PL r- x 89TH^P+L W �2�vIpL. r rv' ��d r M 3na H158 y= °0 N_3na NtlW LIHM - r '^ ~ i N 3AV N30Nll PO VJ $ IQ z N. DAYTON AVE N _ _ E N v «i r MpPLEWr�92ND AVE W •PARK L� NI N 1 N ld'NOlAaO - % ego AW E M - L c as aN�? II y --�� i 3ntl ON s P - ;\- Q . J�H� IH - y° 95TH'A w I a v 94TH�AJVE m 1•ST AVE NW tip' J o ¢ - dST AVE N ;N ,�_ MN 3ntl aNz -MN 3na NZ CO O O M N (D W Co _w w 3ntl 01dWA10 r 97TH1 ACIE W'97TFI V ; -, �.X�� N S01 Tli Ye S � _ , g S��a �pC � r' 99TFI A R _ 9TH AVE S �—IOOTH_ Z �N L W�1.11F,I U ^qN r M .3AV 0'dE H ! r PW+A�J� ylb I N,3 OPL*ci MN 3ntlIH75J �1I1 Fly mil 1 STH_AVE NW �Q L% � M M E W 2 J ^ 1N 3na Hl6r% 8TH AVT I 101'ST N 3ntl H18 8 AVE S 7T y� 7TH AVE S 1�-, �� R ' N3AV H1L c A AVE S ^ i . l � £ 6TH AVE S `L� 6TH M V' aOT% ! NZ Gad blNd 11, MN ld H1EI T�� y_� �bHl�`_7 r V_E W I.LAOMI L N 3ntl H19 0 �' p =d Hl <' z1w,�a�t M 3nH 0 Z;A_V.E-S �a LE= N :- N� Ji fll aI2lj s 15TH AVE NW ( OTId HI i�b ld SOT z� . f � NI .Rill OOM M iBT.....- rNr �U .�-- \%�2� I MN-3AV.H1Lh En 04 C) o o � ou.r n. LO _ M c�i w \o� N �O' o ;\ Z, q TIMBER 111L20TH.AVE NW Im /. as -�� a p AViN SONOW03 o �.��J a i_/ RD/3�00�� W w¢?i RK RD NP 838WI1 AY'PA�M Hlt L LP`= p LU 0 �r 3naHl:z m 0 0 l 02f-H�-OO�NII-HJ `��r++ $ n N c v� ° I 3na H19Z I� z N 0 j g s a _z I a a _ a o v N co M E M C) C N C W 0 x 1cf U U r- 0 0 0 o +n Cl) 0 M u IN Wind Load Calculation for Other Structures (Reference: 2018 IBC Section 1609 & ASCE 7-16 Chapter 29) Wind Velocity Pressure: Mean Roof Height of Building, h (ft) = 47 (Per Architectural Drawings) Basic Wind Speed, Vas (mph) = 110 (ASCE Figure 26.5-1) Exposure Category = B (ASCE Section 26.7.3) Risk Category = II (ASCE Table 1.5-1) Velocity Pressure Exposure Coeff, Kh or Kz = 0.80 (ASCE Section 26.10.1 & Table 26.10-1) Topographic Factor, K. = 1.00 (ASCE Section 26.8 & Figure 26.8-1) Wind Directionality Factor, Kd = 0.85 (ASCE Section 26.6 & Table 26.6-1) Ground Elevation Above Sea Level, zg (ft) = 317 (ASCE Table 26.9-1) Elevation Factor, Ke = 0.99 (ASCE Section 26.9 & Table 26.9-1) Velocity Pressure, qh (psf) = 0.00256KhKztKdKeVA2 (ASCE Eq. 26.10-1) qh = 20.69 psf Design Wind Load on Other Structures Horiz Gust Effect/Force Coefficient, (GCr) = 1.9 (ASCE Section 29.4.1) Vert Gust Effect/Force Coefficient, (GCr) = 1.5 (ASCE Section 29.4.1) Projected Area Normal to Wind Dir, Afor A, (ft') = Af or Ar (Projected Wind Area) Design Lateral Wind Load, F (lbs) = gz(GCr)Af (ASCE Eq. 29.4-2 & 29.4-3) C �' 0 ENGINEERING Suite 200 Edmonds, WA 98020 Horiz Force, Fh = 39.3 psf xAf LRFD Vert Force, Fv = 31.0 psf x Ar Horiz Force, Fh = 23.6 psf xAf ASD Vert Force, Fv = 18.6 psf x Ar Kh or K, (ASCE Table 26.10-1) Height z (ft) Exposure B Exposure C Exposure D 0 0.57 0.85 1.03 15 0.57 0.85 1.03 20 0.62 0.90 1.08 25 0.66 0.94 1.12 30 0.70 0.98 1.16 40 0.76 1.04 1.22 50 0.81 1.09 1.27 60 0.85 1.13 1.31 70 0.89 1.17 1.34 80 0.93 1.21 1.38 90 0.96 1.24 1.40 100 0.99 1.26 1.43 120 1.04 1.31 1.48 140 1.09 1.36 1.52 160 1.13 1.39 1.55 180 1.17 1.43 1.58 200 1.20 1.46 1.61 Wind Loads For Components and Systems SESEA00180C Westgate Edmonds SPM 1 9/13/2023 N.T.S. 15 8/29/23, 4:04 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. nTCHazards by Location Search Information Address: 10032 Edmonds Way, Edmonds, WA 98020, USA Coordinates: 47.7907358,-122.3683137 Elevation: 317 ft 1 Ti mesta m p: 2023-08-29T23:04:40.434Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.28 MCER ground motion (period=0.2s) St 0.449 MCER ground motion (period=1.0s) SMS 1.536 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.024 Numeric seismic design value at 0.2s SA Sol * 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 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.912 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.543 MCER peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.652 Site modified peak ground acceleration TL 6 Long -period transition period (a) SsRT 1.28 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.404 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.988 Factored deterministic acceleration value (0.2s) S1RT 0.449 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.501 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.794 Factored deterministic acceleration value (1.0s) PGAd 0.702 Factored deterministic acceleration value (PGA) * See Section 11.4.8 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 provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liabilityfor 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 16 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 latitudellongitude location in the report. https:Hhazards.atcouncil.org/#/seismic?lat=47.7907358&ing=-122.3683137&address=10032 Edmonds Way%2C Edmonds%2C WA98020%2C USA 1/1 Seismic Load Calculation for Components and System (Reference: 2018 IBC Section 1613 & ASCE 7-16 Section 13.3) 0.2s Spectral Response Acceleration, Site Class B, Ss = 1.280 (ASCE 7, Figure 22-1 thru 22-8) 1.0s Spectral Response Acceleration, Site Class B, S, = 0.449 (ASCE 7, Figure 22-1 thru 22-8) D (assumed / Site Class = default) (ASCE 7, Section 11.4.3) Seismic Design Category = D (ASCE 7, Tables 11.6-1 & 11.6-2) Site Coefficient per Ss & Site Class, Fa = 1.20 (ASCE 7, Table 11.4-1) Site Coefficient per S, & Site Class, F = 1.85 (ASCE 7, Table 11.4-2) SMs = FA = 1.536 (ASCE 7, Section 11.4.4) SM, = FPS, = 0.831 (ASCE 7, Section 11.4.4) SDS = 2/3 SMs = 1.024 (ASCE 7, Section 11.4.5) SD, = 2/3 SM, = 0.554 (ASCE 7, Section 11.4.5) (Per ASCE 7-16, 13.3) Component Amplification Factor, ap = 1.0 (ASCE 7, Table 13.6-1) Component Response Modification Factor, Rp = 2.5 (ASCE 7, Table 13.6-1) Overstrength Factor, CIO = 2.0 (ASCE 7, Table 13.6-1) Component Importance Factor, Ip = 1.0 (ASCE 7, Table 1.5-2) Component Operating Weight, Wp = Wp (lb) Height in structure at lowest point of attachment of component, z, = 47 (ft) Height in structure at highest point of attachment of component, z2 = 47 (ft) Average Roof Height of Structure, h = 47 (ft) Seismic design force, Fp = 0.4a °S°SW " (1+2z/h) RP/IP (Eq. 13.3-1) Max. seismic design force, Fp— - 1.6SDSIpWP (Eq. 13.3-2) Min. seismic design force, Fpp,ln = 0.35DSIpWP (Eq. 13.3-3) Seismic design force at lowest point, FP, = 0.492 Wp FP IAve1= 0.492 Seismic design force at highest point, FP2 = 0.492 Wp Min. seismic design force, Fpp,ln = 0.307 Wp Max. seismic design force, Fp— = 1.638 Wp C_!� ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Seismic design force, Fp(ASD) = 0.351 Wp SPM 9/13/2023 Seismic Loads For Components & Systems I I ) SESEA00180C Westeate Edmonds N.T.S. 23015 17 ANTENNA/EQUIPMENT COMPARISON (CONTINUED) Proposed Sector Quantity Model Height (in) Width (in) Depth (in) Weight (LBS) Tot. Weight (LBS) Area (ft2) 3 FFVV-65B-R2 72.00 19.60 7.80 98.1 294.30 29.40 Alpha 3 RF445OT-71A 16.50 15.50 11.00 94.6 283.80 5.33 3 RF4451D-70A 15.50 15.50 8.90 61.3 183.90 5.01 Total 1 762.001 39.73 3 FFVV-65B-R2 72.001 19.601 7.80 98.1 294.30 29.40 Beta 3 RF445OT-71A 16.501 15.501 11.00 94.6 283.80 5.33 3 RF4451D-70A 15.501 15.501 8.90 61.3 183.90 5.01 Total 762.00 39.73 3 FFVV-65B-R2 72.001 19.601 7.80 98.1 294.30 29.40 Gamma 3 RF4450T-71A 16.501 15.50 11.00 94.6 283.80 5.33 3 RF4451D-70A 15.501 15.501 8.90 61.3 183.90 5.01 Total Total All Sectors 762.00 2286.00 39.73 119.20 3 RDIDC-3045-PF-48 19.00 16.21 9.64 21.00 63.00 6.42 1 MTC4045HFLD 6.00 60.00 72.00 59.40 59.40 3.00 1 HVAC CUBE-PM628151N4 54.80 32.00 32.00 341.00 341.00 12.18 1 BREAKER PANELTLM1220RCUP 29.00 13.00 5.00 26.00 26.00 2.62 1 D224NRB 29.25 19.00 8.50 53.51 53.51 3.86 1 ZAYO 5RU FIBER NID ENCLOSURE 36.101 29.001 12.901 85.001 85.001 7.27 1 CFIT-PF2020DSH1 FIBER TELCO ENCL 20.001 20.0L4Tota 20.00 20.00 2.78 1 GPSGL-TMG-SPI-40NCB 7.25 3.2 75.00 75.00 0.16 l 722.91 38.28 Description By SPM Date 2/5/2024 C111M Antenna Comparison Checked Date ENGINEERING Suite 200 Edmonds, WA 98020 Project Scale N.T.S. Sheet No. SESEA00180C Westgate Edmonds Job No. 23015.301 VERTICAL PIPES �WL 81011 HORIZONTAL SUPPORTS DL + DL + DL + �WL JWL 12' 0" ,�-3' 0"-+-3' 0"�' 04 Q Q CV Q Q CV Q Q 10� C) 10� o woo titi mho � r`ti mho � r`ti mho C) LO (0o (0C) Description ENGINEERING 250 4th Ave. South S 't 200 WL = (23.6 PSF)(13.24 SF) = 312 LB 2"o STD PIPE ADEQUATE PER ENERCALC GAMMA SPAN CONTROLS: DL = 254 LB/(2 SUPPORTS) 127 LB WL = (23.6 PSF)(13.24 SF)/2 = 156 LB = 156 LB/0.6 = 260 LB L4x4x'1/4 ADEQUATE PER ENERCALC GRAVITY CALCULATIONS Edmonds, By SPM Checked Scale Job No. 23015.301 Date 09.06.23 Date Sheet No. 19 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: Vertical Pipe Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : W = 0.3120 k @ 4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections W(0.3120) Pipe2STD Span = 8.0 ft Project File: SESEA00180C Westgate Edmonds.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 35.0 ksi E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. 0.301 : 1 Maximum Shear Stress Ratio = Pipe2STD Section used for this span 0.374 k-ft Va : Applied 1.245 k-ft Vn/Omega : Allowable +0.60W Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.317 in Ratio = 302 —240. Span: 1 : W Only 0 in Ratio = 0 <240.0 n/a 0.191 in Ratio = 504 —180 Span: 1 :+0.60W 0 in Ratio = 0 <180 n/a 0.015 : 1 Pipe2STD 0.09360 k 6.413 k +0.60W 4.000 ft Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only 1 0.3176 4.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.156 0.156 Max Upward from Load Combinations 0.094 0.094 Max Upward from Load Cases 0.156 0.156 +0.60W 0.094 0.094 +0.450W 0.070 0.070 W Only 0.156 0.156 20 Project Title: Engineer: Project ID: Project Descr: Steel Beam LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING DESCRIPTION: Horizontal Supports CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Vertical Leg Up D(0.1270).W(0.260) D(0.1270)�W(0.260) Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 0.1270, W = 0.260 k @ 6.0 ft Point Load : D = 0.1270, W = 0.260 k @ 3.0 ft Point Load : D = 0.1270, W = 0.260 k @ 9.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections L4x4x1/4 Span = 12.0 ft Project File: SESEA00180C Westgate Edmonds.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi D(0.1270)� W(0.260) Service loads entered. Load Factors will be applied for calculations. 0.954 : 1 Maximum Shear Stress Ratio = L4x4x1/4 Section used for this span 1.698 k-ft Va : Applied 1.780 k-ft Vn/Omega : Allowable +D+0.60W Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.443 in Ratio = 324 -240. Span: 1 : W Only 0 in Ratio = 0 <240.0 n/a 0.483 in Ratio = 298 -180 Span: 1 : +D+0.60W 0 in Ratio = 0 <180 n/a 0.033 : 1 L4x4x1 /4 0.4245 k 12.934 k +D+0.60W 0.000 ft Span # 1 Load Combination Span +D+0.60W 1 Vertical Reactions Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.4828 6.034 0.0000 0.000 Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.425 0.425 Max Upward from Load Combinations 0.425 0.425 Max Upward from Load Cases 0.390 0.390 D Only 0.191 0.191 +D+0.60W 0.425 0.425 +D+0.450W 0.366 0.366 +0.60D+0.60W 0.348 0.348 +0.60D 0.114 0.114 W Only 0.390 0.390 21 ®RAM' Elemelms CONNECT EdWA HP Inc. Current Date: 9/15/2023 9:33 AM Units system: English File name: R:\_Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE 22 ®RAM' Elements CONNECT Efton HP Inc. Current Date: 9/15/2023 9:33 AM Units system: English File name: R:\_Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: DL=Dead Load I Loads Axial force Concentrated - Nodes Y X 1z 23 ®RAM' Elements CONNECT Edkk)n HP Inc. Current Date: 9/15/2023 9:33 AM Units system: English File name: R:\_Wireless Projects\2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: WLx=Wind Load_X-Direction I Loads � Axial force � Pressure - Shells X Z —1 24 ®RAM' Elemelms CONNECT EdwA HP Inc. Current Date: 9/15/2023 9:34 AM Units system: English File name: R:\_Wireless Projects\2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: WLx=Wind Load_X-Direction I b-� plrool a-amoslwol- H-n le�RgF=gKIGD b e'xKrol �z ne 2k�1o1 . n..n u•*L�1 a-u �nl ns�fqu] -'- n... 106[iW nv urn o7 �.-0.wz(noI u--unwi •:=a.az0ool Internal forces � Axial force 25 X Z ®RAM' Elements CONNECT Edkk)n HP Inc. Current Date: 9/15/2023 9:34 AM Units system: English File name: R:\_Wireless Projects\2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: WLz=Wind Load_Z-Direction I Loads � Axial force Concentrated - Nodes � Pressure - Shells Y X�z 26 ®RAM' Elemelms CONNECT EdwA HP Inc. Current Date: 9/15/2023 9:34 AM Units system: English File name: R:\_Wireless Projects\2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: WLz=Wind Load_Z-Direction I M=1ayw1 M-000nwp l M=1.,%wl w.-i �qwl M-1 3StKinl M-U 071]Iw} Va-1 mtwt M-03 M•t �{Iw, w Q97siwl M-o-1lPl Internal forces � Axial force 27 ®RAM' Elemeoft CONNECT EdWA HP Inc. Current Date: 9/15/2023 12:53 PM Units system: English File name: RA —Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: id2=DL+0.6WLz Member stresses Members [Kip/in2] 5.53 4.79 4.04 3.30 2.55 1.81 1.06 0.31 -0.43 -1.18 = -1.92 2.67 - 3.41 _ 4.16 4.90 -5.65 ®RAM' Elements CONNECT Efton HP Inc. Current Date: 9/15/2023 12:53 PM Units system: English File name: RA —Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: id2=DL+0.6WLz Y X tZ 29 RAM' Elements CONNECT Ediuon HP Inc. Current Date: 9/15/2023 9:36 AM Units system: English File name: R:\_Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\Westgate Edmonds.retx Report: Summary - Group by section Load conditions to be included in design idO=DL id1=DL+0.6WLx id2=DL+0.6WLz i d 5= D L+0.424 W Lx+0.424 W Lz id8=0.6DL+0.6WLx id9=0.6DL+0.6WLz id 12=0.6DL+0.424W Lx+0.424W Lz id14=DL+0.7EQx id15=DL+0.7EQz id 18=DL+0.495EQx+0.495EQz id20=O.6DL+0.7EQx id21=0.6DL+0.7EQz i d 24=0.6 D L+0.495 E Qx+0.495 E Qz id26=DL+0.45W Lx+0.75SL+0.75LL id27=DL+0.45W Lz+0.75SL+0.75LL i d 30= D L+0.318 W Lx+0.318 W Lz+0. 75 S L+0.75 L L id32=0.6DL+0.45W Lx+0.75SL+0.75LL id33=0.6DL+0.45W Lz+0.75SL+0.75LL i d 36=0.6 D L+O.318 W Lx+0.318 W Lz+0.75 S L+0.75 L L id38=DL+0.525EQx+0.75SL+0.75LL id39=DL+0.525EQz+0.75SL+0.75LL id42=DL+0.371 EQx+0.371 EQz+0.75SL+0.75LL i d44=0.6 D L+O.525 E Qx+0.75 S L+O.75 L L i d45=0.6 D L+O.525 E Qz+0.75 S L+O.75 L L id48=0.6DL+0.371 EQx+0.371 EQz+0.75SL+0.75LL id50=DL+LL id49=DL+SL Description Section Antenna Angles L 4X4X1_4 horiz tube TUBE 4x4x1 4 Steel Code Check Member Ctrl Eq. Ratio Status - -------------------------------------------------------------------- 17 id5 at 50.00% 0.50 OK 12 id9 at 70.31 % 0.61 OK Reference T Pagel RAM' Elements CONNECT Ediuon HP Inc. Current Date: 9/15/2023 9:36 AM Units system: English File name: R:\_Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\Westgate Edmonds.retx Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition My Y/b �� Fy Mx z Fx Fz/�� k k Iv1z Direction of positive forces and moments Envelope of nodal reactions for idO=DL id1=DL+0.6WLx id2=DL+0.6WLz i d 5= D L+0.424 W Lx+0.424 W Lz id8=0.6DL+0.6WLx id9=0.6DL+0.6WLz id 12=0.6DL+0.424W Lx+0.424W Lz id14=DL+0.7EQx id15=DL+0.7EQz id 18=DL+0.495EQx+0.495EQz id20=0.6DL+0.7EQx id21=0.6DL+0.7EQz i d 24=0.6 D L+0.495 E Qx+0.495 E Qz id26=DL+0.45W Lx+0.75SL+0.75LL id27=DL+0.45W Lz+0.75SL+0.75LL i d 30= D L+0.318 W Lx+0.318 W Lz+0. 75 S L+0.75 L L i d 32 =0.6 D L+0.45 W Lx+0.75 S L+O.75 L L i d 33=0.6 D L+0.45 W Lz+0.75 S L+O.75 L L i d 36=0.6 D L+O.318 W Lx+0.318 W Lz+0.75 S L+0.75 L L id38=DL+0.525EQx+0.75SL+0.75LL id39=DL+0.525EQz+0.75SL+0.75LL id42=DL+0.371 EQx+0.371 EQz+0.75SL+0.75LL i d44=0.6 D L+O.525 E Qx+0.75 S L+O.75 L L i d45=0.6 D L+O.525 E Qz+0.75 S L+O.75 L L id48=0.6DL+0.371 EQx+0.371 EQz+0.75SL+0.75LL id50=DL+LL id49=DL+SL Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] - - - - - - - - - - 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Max 0.000 id0 0.770 id1 - - - - - - - - - - - - 0.211 - - - - - - id1 - - - - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - id0 Min -0.428 id2 -0.989 id9 -0.378 id9 0.00000 id0 0.00000 id0 0.00000 id0 - - - - - - - - - - 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Max 0.064 id0 1.347 id2 - - - - - - - - - - - - 0.110 - - - - - - id8 - - - - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - id0 Min -0.574 id8 -1.067 id8 -0.404 id2 0.00000 id0 0.00000 id0 0.00000 id0 - - - - - - - - - - 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Max 0.428 id2 0.198 id0 - - - - - - - - - - - - 0.035 - - - - - - id0 - - - - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - 201 Pagel Min -0.142 id8 -0.989 id9 -0.378 id9 0.00000 id0 0.00000 id0 0.00000 id0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 Max -0.013 id9 2.032 id5 -0.017 id0 0.00000 id0 0.00000 id0 0.00000 id0 Min -0.709 id1 0.260 id0 -0.404 id2 0.00000 id0 0.00000 id0 0.00000 id0 32 Paget ®RAM' Elemelms CONNECT EdWA HP Inc. Current Date: 9/15/2023 11:54 AM Units system: English File name: R:\_Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE 33 ®RAM' Elements CONNECT Edkk)n HP Inc. Current Date: 9/15/2023 12:46 PM Units system: English File name: R:\_Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: DL=Dead Load Loads Axial force Concentrated - Nodes X a Z 4,111 34 ®RAM' Elemelms CONNECT EdwA HP Inc. Current Date: 9/15/2023 12:46 PM Units system: English File name: R:\_Wireless Projects\2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: WLx=Wind Load_X-Direction I Loads M Axial force m Pressure - Shell 35 ®RAM' Elemelms CONNECT EdwA HP Inc. Current Date: 9/15/2023 12:48 PM Units system: English File name: R:\_Wireless Projects\2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: WLx=Wind Load_X-Direction I ArA.,/O�IDi] r,aas) - �Yro-0WI�pDI A.-V. (-I o Iluftl 0 0000,el Aw-o.iletgDl -- IoAgo] - nslpnl emom Ar-aomf A-P] wl Mew ... M-O.SB9lY.O1 Ar-n�4�+D1 .m nul - A.-o.seN�wl Internal forces � Axial force 36 X Z ®RAM' Elemelms CONNECT EdwA HP Inc. Current Date: 9/15/2023 12:47 PM Units system: English File name: R:\_Wireless Projects\2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: WLz=Wind Load_Z-Direction I Loads Axial force Concentrated - Nodes � Pressure - Shells Y X 4 Z 37 ®RAM' Elemelms CONNECT EdwA HP Inc. Current Date: 9/15/2023 12:48 PM Units system: English File name: R:\_Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: WLz=Wind Load Z-Direction I �ea�et�7 n..t• 4-nu9luc: 4i- O.tI 44��1 M t O1�Ky7 Internal forces � Axial force Me X Z ®RAM' Elemelms CONNECT EdWA HP Inc. Current Date: 9/15/2023 12:49 PM Units system: English File name: RA —Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: id1=DL+0.6WLx Member stresses Members [Kip/in2] 6.64 = 4.87 3.10 1.33 -0.44 2.21 -3.99 -5.76 -7.53 -9.30 -11.07 -12.84 14.62 16.39 -18.16 _ -19.93 T ®RAM' Elements CONNECT Efton HP Inc. Current Date: 9/15/2023 12:50 PM Units system: English File name: RA —Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\WE Load condition: id1=DL+0.6WLx X a Z 4,11, no] RAM' Elements CONNECT Ediuon HP Inc. Current Date: 9/15/2023 12:50 PM Units system: English File name: RA —Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\Westgate Edmonds - Gamma.retx Report: Summary - Group by section Load conditions to be included in design idO=DL id1=DL+0.6WLx id2=DL+0.6WLz i d 5= D L+0.424 W Lx+0.424 W Lz id8=0.6DL+0.6WLx id9=0.6DL+0.6WLz id 12=0.6DL+0.424W Lx+0.424W Lz id14=DL+0.7EQx id15=DL+0.7EQz id 18=DL+0.495EQx+0.495EQz id20=O.6DL+0.7EQx id21=0.6DL+0.7EQz i d 24=0.6 D L+0.495 E Qx+0.495 E Qz id26=DL+0.45W Lx+0.75SL+0.75LL id27=DL+0.45W Lz+0.75SL+0.75LL i d 30= D L+0.318 W Lx+0.318 W Lz+0. 75 S L+0.75 L L id32=0.6DL+0.45W Lx+0.75SL+0.75LL id33=0.6DL+0.45W Lz+0.75SL+0.75LL i d 36=0.6 D L+O.318 W Lx+0.318 W Lz+0.75 S L+0.75 L L id38=DL+0.525EQx+0.75SL+0.75LL id39=DL+0.525EQz+0.75SL+0.75LL id42=DL+0.371 EQx+0.371 EQz+0.75SL+0.75LL i d44=0.6 D L+O.525 E Qx+0.75 S L+O.75 L L i d45=0.6 D L+O.525 E Qz+0.75 S L+O.75 L L id48=0.6DL+0.371 EQx+0.371 EQz+0.75SL+0.75LL id50=DL+LL id49=DL+SL Description Section Antenna Channel L 4X4X1_4 horiz tubes TUBE 4x4x1 4 Steel Code Check Member Ctrl Eq. Ratio Status ------------------------ 24 ---------------------------------------------- id at 50.00% 0.96 OK 6 ----------------------------------------------------- id12 at 100.00% 0.54 OK Reference 41 Pagel RAM' Elements CONNECT Ediuon HP Inc. Current Date: 9/15/2023 12:50 PM Units system: English File name: RA -Wireless Projects\_2023 Wireless Projects\23015 Camp & Associates\300 Dish\301 SESEA00180C Westgate Edmonds\_Structural\Engineering\RAM\Westgate Edmonds - Gamma.retx Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition My Y/b �� Fy Mx z Fx Fz/�� k k Iv1z Direction of positive forces and moments Envelope of nodal reactions for idO=DL id1=DL+0.6WLx id2=DL+0.6WLz i d 5= D L+0.424 W Lx+0.424 W Lz id8=0.6DL+0.6WLx id9=0.6DL+0.6WLz id 12=0.6DL+0.424W Lx+0.424W Lz id14=DL+0.7EQx id15=DL+0.7EQz id 18=DL+0.495EQx+0.495EQz id20=0.6DL+0.7EQx id21=0.6DL+0.7EQz i d 24=0.6 D L+0.495 E Qx+0.495 E Qz id26=DL+0.45W Lx+0.75SL+0.75LL id27=DL+0.45W Lz+0.75SL+0.75LL i d 30= D L+0.318 W Lx+0.318 W Lz+0. 75 S L+0.75 L L i d 32 =0.6 D L+0.45 W Lx+0.75 S L+O.75 L L i d 33=0.6 D L+0.45 W Lz+0.75 S L+O.75 L L i d 36=0.6 D L+O.318 W Lx+0.318 W Lz+0.75 S L+0.75 L L id38=DL+0.525EQx+0.75SL+0.75LL id39=DL+0.525EQz+0.75SL+0.75LL id42=DL+0.371 EQx+0.371 EQz+0.75SL+0.75LL i d44=0.6 D L+O.525 E Qx+0.75 S L+O.75 L L i d45=0.6 D L+O.525 E Qz+0.75 S L+O.75 L L id48=0.6DL+0.371 EQx+0.371 EQz+0.75SL+0.75LL id50=DL+LL id49=DL+SL Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] - - - - - - - - - - 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Max 0.015 id9 0.665 id1 - - - - - - - - - - - - 0.139 - - - - - - id1 - - - - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - id0 Min -0.317 id1 -1.127 id9 -0.366 id9 0.00000 id0 0.00000 id0 0.00000 id0 - - - - - - - - - - 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Max 0.000 id0 0.217 id0 - - - - - - - - - - - - 0.051 - - - - - - id0 - - - - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - id0 Min -0.317 id8 -1.127 id9 -0.366 id9 0.00000 id0 0.00000 id0 0.00000 id0 - - - - - - - - - - 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Max 0.059 id2 1.581 id2 - - - - - - - - - - - - 0.060 - - - - - - id8 - - - - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - - - - - - id0 - - - - - - - - - - - - - - - - - 0.00000 - - - - - 42 Pagel Min -0.274 id8 -0.801 id8 -0.473 id2 0.00000 id0 0.00000 id0 0.00000 id0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 Max -0.010 id45 2.093 id5 -0.051 id44 0.00000 id0 0.00000 id0 0.00000 id0 Min -0.303 id1 0.408 id0 -0.473 id2 0.00000 id0 0.00000 id0 0.00000 id0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 5 Max 0.000 id9 0.305 id5 0.000 id20 0.00000 id0 0.00000 id0 0.00000 id0 Min -0.489 id1 0.102 id44 -0.333 id2 0.00000 id0 0.00000 id0 0.00000 id0 43 Paget HORIZ FRP TUBE CHECK DL + WL Ilk 10, VERT FRP CHANNEL STUD CHECK WL 7' FRP BOLT CHECK DOUBLE CHECK WORST CASE FRP MEMEBERS, CUSTOM MATERIAL IN RAM DL = 191 LB WL = 390 LB TOTAL ASD LOAD: 425 LB Mmax = (425 LB)(10 FT)/4 = 1063 LB -FT Mall = (13200 PSI)(4.37 IN') = 4807 LB -FT HORIZ 4x4x1/4 FRP TUBE ADEQUATE DOUBLE CHECK WORST CASE FRP MEMEBERS, CUSTOM MATERIAL IN RAM WL = (23.6 PSF)(2 FT) = 47.2 PLF TOTAL ASD LOAD: 425 LB Mmax = (47.2 PLF)(7 FT)2/8 = 289.1 LB -FT Mall = (13200 PSI)(1.314 IN') = 1446 LB -FT VERTFRP CHANNEL 4x1/4 ADEQUATE 2093 LB MAX LOADING; GAMMA TUBE BASE CONNECTION (2) BOLTS IN DOUBLE SHEAR 1/2" o FRP BOLT CAPACITY FOR DOUBLE SHEAR: 1200 LB Vall = (2)(1200 LB) = 2400 LB > 2093 LB ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com 1/2"o FRP BOLTS ADEQUATE Description EXISTING BUILDING CHECK By SPM Checked Scale Project SESEA00180C WESTGATE EDMONDS IJob No. 23015.301 Date 09.06.23 Date Sheet No. MIA BEARING ON FRP Bolt Allowable for Given FRP Plate Thickness (1) MATERIAL THICKNESS 3/8" 1/2" BOLT DIAMETER 5/8" 3/4" 1" 1 /8" 469 625 781 938 1250 1 /4" 938 1250 1563 1875 2500 3/8" 1406 1875 2344 2813 3750 1/2" 1875 2500 3125 3750 5000 3/4" 2813 3750 4688 5625 7500 1" 3750 5000 6250 7500 10000 (1) BEARING on PRf plate or web controls (Factor of Safety = 3.0; hp=10,000 psi) The designer must confirm that no other component of connection controls. BOLT SHEAR Bolt Allowable for Given Bolt Diameter (2) BOLT TYPE & BOLT DIAMETER APPLICATION 3/8" 1/2" 5/8" 3/4" 1" 316SS- single shear (3) 1408 2503 3912 5633 10014 316SS- double shear 2816 5007 7823 11265 20027 FRP threaded rod (4) 300 600 900 1000 2050 single shear FRP threaded rod - 600 1200 1800 2000 4100 double shear (2) 1 he designer must confirm that no other component of connection controls. (3) SHEAR of bolt controls. Fv=0.17*FU = 0.17*75,000 psi = 12,750 psi (4) SHEAR of FRP threaded rod controls (Factor of Safety = 4.0). Ultimate values from Dynaformp Design Guide RATIO OF EDGE DISTANCE TO FASTENER DIAMETER RANGE Edge Distance - cl* bolt to END 2.0-4.0 Edge Distance - cl* bolt to SIDE 1.5-3.5 Bolt Pitch - cl* to cl* 4.0-5.0 * - "cl" is centerline www.fibergrate.com 1 800-527-4043 RECOMMENDED 3.0 2.5 5.0 57 45 FRP TO SLEEPER CONNECTION T ALPHA/BETA: T = (23.6 PSF)(9')(18')(4.5 FT)/(10 FT) = 1720 LB FRP TUBE GAMMA: T = (23.6 PSF)(9')(12')(4.5 FT)/(6 FT) ;TEEL PLATE = 1912 LB ) LAG SCREWS Tmax = 1912 LB 3x6 SLEEPER LAG SCREW LOADING: 1912 LB/4 = 478 LB 1/2" LAG SCREW CAPACITY: 815 LB VTER-SUNK SCREWS USE (4) 1/2" LAG SCREWS MINIMUM <G SHEAR CHECK: 35 CLIPS V = (23.6 PSF)(9')(18')/(5 LEGS)/(4 SCREWS) = 191 LB 1/2" LAG SCREW CAPACITY: 775 LB SLEEPER TO BLOCKING CONNECTION T = 1912 LB 1/2" LAG SCREW CAPACITY: 1056 LB (2) SCREWS MIN V=764 LB 1/2" LAG SCREW CAPACITY: 584 LB (2) SCREWS MIN BLOCKING TO EXISTING JOIST CONNECTION T = (1912 LB)/4 = 478 LB A35 CAPACITY: 560 LB; ADEQUATE USE 1/2" LAG SCREWS @ 24" OC V = (764 LB)/4 = 191 LB A35 CAPACITY: 575 LB; ADEQUATE USE (4) A35 CLPS @ BLOCKING Description GRAVITY CALCULATIONS By SPM Date 09.12.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA98020 SESEA00180C WESTGATE EDMONDS 46 425.778.8500 23015.301 www.cgengineering.com 9/12/23. 10:56 AM Connection Calculator Design Method Allowable Stress Design (ASD) v Connection Type Withdrawal loading Fastener Type Lag Screw v Loading Scenario N/A v Main Member Type Hem -Fir Main Member Thickness 5.5 in. Side Member Type Steel v Side Member Thickness 1/4 in. v Washer Thickness 0 in. v Nominal Diameter 1/2 in. v Length 3 in. v Load Duration Factor C D = 1.6 v Wet Service Factor C M = 1.0 End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 Adjusted ASD Capacity 815 lbs. The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main member. It does not address head pull -through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. WA hftps:Hcaic.awc.org/connection/ccstyle.asp?design_method=ASD&connection_type=Withdrawal+loading&fastener_types=Lag+Screw&loading_scenar... 1 /1 v1`WNCIE` ITNT"T Connection Calculator Design Method Allowable Stress Design (ASD) v Connection Type Lateral loading Fastener Type Lag Screw v Loading Scenario Single Shear v Main Member Type Hem -fir v Main Member Thickness 5.5 in. Main Member: Angle of Load to Grain 0 Side Member Type Steel Side Member Thickness 1/4 in. Side Member: Angle of Load to Grain 0 Washer Thickness 0 in. v Nominal Diameter 1/2 in. Length 4 in. Load Duration Factor C D = 1.6 Wet Service Factor C M = 1.0 End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 Connection Yield Modes Im 2449lbs. Is 3228lbs. II 11 1150 lbs. IIIm 1324lbs. IIIs 775lbs. IV 804lbs. AdjustedASDCapacity 775lbs. • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. https:Hcaic.awc.org/connection/ccstyle.asp?design_method=ASD&connection_type=Lateral+loading&fastener_types=Lag+Screw&loading_scenario=... 1 /1 v]`WN90`91LI O�� Connection Calculator Design Method Allowable Stress Design (ASD) v Connection Type Withdrawal loading Fastener Type Lag Screw v Loading Scenario N/A v Main Member Type Hem -Fir Main Member Thickness 5.5 in. Side Member Type Hem -Fir v Side Member Thickness -- Other (in inches) 5.5 Washer Thickness 0 in. v Nominal Diameter 1/2 in. v Length 8 in. Load Duration Factor C D = 1.6 Wet Service Factor C M = 1.0 End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 FF_Adiusted 1056lbs. The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main member. It does not address head pull -through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. i• hftps:Hcaic.awc.org/connection/ccstyle.asp?design_method=ASD&connection_type=Withdrawal+loading&fastener_types=Lag+Screw&loading_scenar... 1 /1 9/12/23, 1:18 PM Connection Calculator Design Method Allowable Stress Design (ASD) v Connection Type Lateral loading Fastener Type Lag Screw v Loading Scenario Single Shear v Main Member Type Hem -Fir v Main Member Thickness 5.5 in. Main Member: Angle of Load to Grain 0 Side Member Type Hem -Fir Side Member Thickness - Other (in inches) 5.5 Side Member: Angle of Load to Grain �Fo Washer Thickness 0 in. Nominal Diameter 1/2 in. Length 8 in. Load Duration Factor C D = 1.6 Wet Service Factor C M = 1.0 End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 Connection Yield Modes Im 15581bs. Is 39181bs. II 14551bs. IIIm 7341bs. IIIs 11 16671bs. IV 5841bs. AdjustedASDCapacity 584lbs. • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 50 https:Hcaic.awc.org/connection/ccstyle.asp?design_method=ASD&connection_type=Lateral+loading&fastener_types=Lag+Screw&loading_scenario=... 1 /1 LTP4/LTP5/A34/A35 Framing Angles and Plates The larger LTP5 spans subfloor at the top of the blocking or rim board. The embossments enhance performance. The LTP4 lateral tie plate transfers shear forces for top ON ° plate -to -rim board or blocking connections. Nail holes ° ° are spaced to prevent woodsplitting for single and ° a va' o double top -plate applications. May be installed over ATE "•' ° o I �„ I m plywood sheathing. ° o ° The A35 angle's exclusive bending slot allows instant, N $,;B accurate field bends for all two- and three-way ties. Balanced, completely reversible design permits the LTP4 '— I ate-, I ° e A35 to secure a great variety of connections. Material: LTP4/1-TP5 — 20 gauge; all others — 18 gauge � I m Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.12-15. LTP5 Installation: ° 2 • Use all specified fasteners; see General Notes ° • A35 — Bend one time only ° Codes: See p.11 for Code Reference Key Chart A34 A35 Joists to Plate with A Leg Inside ® A35 Studs to Plate with B Leg Outside I 1❑ A34 Installed with SD Screws ® A35 Joists to Beams Ceiling Joists to Beam U Hs5 'w minimum 24r0 APA-rated wood structural panel sheathing U A35 N 3❑ A35 Simpson Strong -Tie® PH6121 #6 x lb" screws into subfloor and framing 51 286 UPDATED 07i01/22 LTP4/LTP5/A34/A35 Framing Angles and Plates (cont.) - These products are available with additional corrosion © For stainless -steel Many of these products are approved for installation protection. For more information, see p. 14. fasteners, see p. 21. with Strong -Drive" SD Connector screws. See pp. 348-352 for more information. 5S Model No. Type of Connection Fasteners (in.) Direction of Load DF/SP Allowable Loads SPF/HF Allowable Loads Code Ref. Floor (100) Roof (125) (160) Floor (100) Roof (125) (160) (8) 0.131 x 1 Yz F 395 ''. -' ^! 340 = : - IBC, F2° 395 430 430 340 370 370 A34 01 (8) 49 x 1112" SD F1 640 640 640 550 550 550 FL LA 1`2 495 495 495 425 425 425 Uplift 240 240 240 170 170 170 1fl (9) 0.131 x 11/2 Al 295 350 350 255 300 300 E 295 1 360 385 255 310 330 C1 185 185 185 160 160 160 A35 ❑3 (12) 0.131 x 11h A2 295 325 325 255 280 280 IBC, FL, LA C2 295 330 330 255 285 P85 D 225 225 225 195 195 195 ® (12) 0.131 x 11/2 Fi 590 650 650 510 560 560 F26 590 670 670 510 575 575 Q (12) 0-131 x 1112 F1 555 555 1 -, 475 475 © (12)PH6121 Fi 420 420 420 360 360 360 — LTP4 �7 (12) 0.131 x 11/2 G 580 %?` -15 5DD 615 615 IBC. H 525 525 525 450 450 450 LTPS ® (12)0.131x11h G 565 565 565 485 485 485 FL.LA H 490 490 490 420 420 420 1. Allowable bads are for one angle. When angles are installed on each side of the joist, the minimum joist thickness is X. 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case. mechanical reinforcement should be considered. 3. LTP4 can be installed over Y8 wood structural panel sheathing with 0.131" x 1 /z nails and achieve 0.72 of the listed load, or over /2 sheathing and achieve 0.64 of the listed bad. 0.131 " x 2 /2" nails will achieve 100 0 load. 4. LTP4 satisfies the IRC continuously sheathed portal frame (CS-PF) framing anchor requirements when installed over raised wood floor framing per Figure R602.10.6.4. 5.1Y- up 6.a in 7. X nN 8. F. SC Cc av na I 287 EXISTING ALPHA/BETA JOISTS PROPOSED LOADING: APPURTENANCES: (2)(762 LB) = 1524 LB FRP TUBE COLUMNS: (5)(2.96 LB/FT)(9 FT) = 133 LB FRP TUBE HORIZ: (8)(2.96 LB/FT)(10 FT) = 237 LB FRP ANGLES: (4)(2.8 LB/FT)(14 FT) = 156 LB STEEL ANGLES: (4)(6.6 LB/FT)(10 FT) = 264 LB SLEEPERS: (5)(9.1 LB/FT)(6 FT) = 273 LB MISC. 5%; TOTAL = 2716 LB => 2800 LB (CONSERVATIVE) DI-2 DI-1 + LL1 + SL1 .11 171811 9' 7"�' EXISTING ALPHA/BETA BEAM 1 DI-1 + LL1 + DI-2 SL1 30' 9" DI-1 = (15 PSF)(16") = 20 PLF LL1 = (40 PSF)(16") = 53 PLF SL1 = (25 PSF)(16") = 33 PLF DI-2 = (25%)(2800 LB) = 700 LB EXISTING 3-1/2x9-1/2 LVL @ 16" OC JOISTS ADEQUATE PER FORTE WEB DI-1 = (15 PSF)/(2(17' 8"))(27' 3")2 = 315 PLF SL1 = (25 PSF)/(2(17' 8"))(27' 3")2 = 525 PLF DI-2 = 2800 LB EXISTING W24x55 ADEQUATE PER ENERCALC TOTAL EXISTING ASD LOAD: (741 PLF)(30' 9") = 22786 LB PROPOSED LOAD > 5% INCREASE Description EXISTING BUILDING CHECK By SPM Checked ENGINEERING Scale 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Date 09.06.23 Date Sheet No. Project SESEA00180C WESTGATE EDMONDS IJob No. I 53 23015.301 :IFORTEWEI � FAILED MEMBER REPORT Level, Alpha/Beta Roof Joists x 9 1/2" 2.0E Microllam@ LVL @ 16" OC Right cantilever exceeds the maximum braced cantilever length of 7'. Overall Length: 27' 10" 1 ' 1T 8' a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are Design Results Actual @ Location Allowed su OF Load: Combination (Pattern) Member Reaction (Ibs) 1861 @ 18' 1 1/4" 4962 (3.50" Passed (38%) 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1079 @ 17' 2" 7897 Passed (14%) .25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) -3471 @ 18' 1 1/4" 11480 Passed (30%) .25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.508 @ 27' 10" 0.973 Passed (2L/460) 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.456 @ 8' 10" 1.188 Passed (L/469) 1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Right cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 4% increase in the moment capacity has been added to account for repetitive member usage. • Moment capacity over cantilever support 2 has been reduced by 25% to lessen the effects of buckling. Supports Bearing Length I Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Factored 1 - Hanger on 9 1/2" HF beam 3.50" Hangers 1.50" 456 420 262 876 See note ' 2 - Plate on steel - HF 3.50" 3.50" 1.50" 726 1136 710 1861 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 26' 3" o/c Bottom Edge (Lu) 27' 7" o/c -Maximum allowable bracing intervals based on applied load. JOISTS ARE EXISTING AND CANTILEVERED 9' 7" SASSES EVERY DESIGN TEST System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0.25/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger ITS3.56/9.5 2.00" 4-10d 4-10d 4-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.2S) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 27' 10" 16" 15.0 40.0 25.0 Default Load 2 - Point (lb) 8' 10" N/A 625 - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Sean Manning CG Engineering (425) 778-8500 seanm@cgengineering.com 9/11/20Z3r7:01:56 PM UTC AForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: Westgate Edmonds Page 1 / 1 Project Title: Engineer: Project ID: Project Descr: Steel Beam LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING DESCRIPTION: Existing Alpha/Beta Beam CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending M M D(2 80) D(0.3150)IS(0.5250) W24x55 Span = 30.750 ft Project File: SESEA00180C Westgate Edmonds.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.3150, S = 0.5250 k/ft, Tributary Width = 1.0 ft Point Load : D = 2.80 k @ 15.375 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.361 : 1 Maximum Shear Stress Ratio = W24x55 Section used for this span 120.809 k-ft Va : Applied 334.331 k-ft Vn/Omega : Allowable +D+S Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.271 in Ratio = 1,361 > 360 Span: 1 : S Only 0 in Ratio = 0 <360 n/a 0.509 in Ratio = 725 > 180 Span: 1 : +D+S 0 in Ratio = 0 <180 n/a 0.085 : 1 W24x55 14.315 k 167.461 k +D+S 0.000 ft Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.5088 15.463 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 14.315 14.315 Max Upward from Load Combinations 14.315 14.315 Max Upward from Load Cases 8.072 8.072 D Only 6.243 6.243 +D+S 14.315 14.315 +D+0.750S 12.297 12.297 +0.60D 3.746 3.746 S Only 8.072 8.072 55 ALPHA/BETA HSS POST 1 EXISTING LOADING: DL = (315 PLF)(37' 6")/2 = 5906 LB SL = (525 PLF)(37' 6")/2 = 9844 LB TOTAL ASD LOAD: 15750 LB PROPOSED LOADING: (2800 LB)/2 = 1400 LB; >5% INCREASE DL + SL ALLOWABLE HSS4x4x1/4 LOAD: 64 K W (AISC TABLE 4-4) 0 EXISTING HSS4x4x1/4 ADEQUATE PER AISC ALPHA/BETA POST 2 *NOTE* POST OVER BEAM OVER WALL, BEARING ON BEAM NEGIGIBLE, BEAM EXISTING LOADING: ASSUMED ADEQUATE FROM BEAM: DL = (15 PSF)(4' 4") = 65 PLF => (65 PLF)(21' 9")/2 = 707 LB LL = (100 PSF)(4' 4") = 433 PLF => (433 PLF)(21' 9")/2 = 4713 LB FROM ABOVE: DL = 5906 LB SL = 9844 LB TOTAL ASD LOAD: 17531 LB (DL + .75LL + .75SL) PROPOSED LOADING: 1400 LB; >5% INCREASE ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com DL + SL Description 75% OF LOAD TRANSFERED TO 4x8 DF #1, 12.5% TO EACH ADJACENT 2x4 STUD EXISTING 4x8 DF #1 ADEQUATE PER FORTE WEB EXISTING 2x4 DF #1 ADEQUATE PER STUD CAPACITY TABLE EXISTING BUILDING CHECK I By SPM Date09.12.23 Checked I Date Scale Project SESEA00180C WESTGATEprOJeCY SESEA00180C WESTGATE EDMONDS IJob No. 23015.301 Sheet No. 56 .IFORTEWEB Level, Alpha/Beta Post 2 1 piece(s) 4 x 8 DF No.1 PASSED Post Height: 8' 6" Design Results Actual Allowed Result LDF Load: Combination Slenderness 29 50 Passed (58%) Compression (Ibs) 14198 14000 Passed (101%) 1.15 1.0 D + 0.75 L + 0.75 S Base Bearing (Ibs) 14198 753638 Passed (2%) 1.0 D + 0.75 L + 0.75 S Bending/Compression N/A 1 Passed (N/A) N/A • Input axial load eccentricity for the design is zero • Applicable calculations are based on Nos. Supports Type Material Member Type : Free Standing Post Base Plate Steel Building Code : IBC 2021 Design Methodology : Aso Max Unbraced Length Comments Full Member Length No bracing assumed. Drawing is Conceptual Vertical Loads Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) 4960 3534 7383 Default Load 2 - Point (lb) 1050 - - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Sean Manning CG Engineering (425) 778-8500 seanm@cgengineering.com 9/15/257s:20:37 PM UTC AForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: Westgate Edmonds Page 1 / 1 ALPHA/BETA POST 3 NO ADDITIONAL LOAD, IDENTICAL LOADING TO ALPHA/BETA POST 2; >5% INCREASE DL + SL 75% OF LOAD TRANSFERED TO 4x8 DF #1, 12.5% TO EACH ADJACENT 2x4 STUD EXISTING 4x8 DF #1 ADEQUATE PER FORTE WEB EXISTING 2x4 DF #1 ADEQUATE PER STUD CAPACITY TABLE PT SLAB LOADING: INCREASED WEIGHT ONTO PT SLAB NEGLIGIBLE. EXISTING STRUCTURE ADEQUATE. ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description EXISTING BUILDING CHECK By SPM Checked Scale Project SESEA00180C WESTGATEIrOJeC, SESEA00180C WESTGATE EDMONDS IJob No. 23015.301 Date 09.12.23 Date Sheet No. EXISTING GAMMA JOISTS PROPOSED LOADING: APPURTENANCES: 762 LB FRP TUBE COLUMNS: (5)(2.96 LB/FT)(9 FT) = 133 LB FRP TUBE HORIZ: (8)(2.96 LB/FT)(6 FT) = 142 LB FRP ANGLES: (4)(2.8 LB/FT)(9 FT) = 101 LB STEEL ANGLES: (2)(6.6 LB/FT)(12 FT) = 158 LB SLEEPERS: (5)(9.1 LB/FT)(6 FT) = 273 LB MISC. 5%; TOTAL = 1647 LB => 1700 LB (CONSERVATIVE) DI-2 DL1 + SL1 261311 5' 4" ' + 6' 0" -' EXISTING GAMMA BEAM 1 DI-2 DL1 + SL1 Ilk 15' 0" 7' 6" — ' DL1 = (15 PSF)(16") = 20 PLF SL1 = (25 PSF)(16") = 33 PLF DI-2 = (25%)(1700 LB)/2 = 213 LB EXISTING 3-1/2x9-1/2 LVL @ 16" OC JOISTS ADEQUATE PER FORTE WEB DL1 = (15 PSF)/(2(26' 3"))(31' 7" )2 = 285 PLF SL1 = (25 PSF)/(2(26' 3"))(31' 7")2 = 475 PLF DI-2 = (1700 LB)/2 = 850 LB EXISTING 5-1/8x12 GLB ADEQUATE PER FORTE WEB TOTAL EXISTING ASD LOAD: (741 PLF)(22' 6") = 16673 LB PROPOSED LOAD = 5.1% INCREASE. CONSERVATIVE TO ASSUME ALL LOAD GOES INTO GL HEADER, SOME LOAD WILL GO INTO POST DIRECTLY AND OPPOSITE END BEARING WALL. ADEQUATE BY INPECTION. Description EXISTING BUILDING CHECK By SPM Checked ENGINEERING Scale 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Date 09.12.23 Date Sheet No. Project SESEA00180C WESTGATE EDMONDS IJob No. I 59 23015.301 .IFORTEWEB Level, Gamma Roof Joists 2 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam@ LVL @ 16" OC PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 993 @ 3 1/2" 3938 (1.50") Passed (25%) 1.0 D + 1.0 Lr (Alt Spans) Shear (Ibs) 1102 @ 25' 9" 7897 Passed (14%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 6727 @ 13' 10 1/16" 15307 Passed (44%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in) 1.121 @ 13' 4 11/16" 1.320 Passed (L/283) 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 1.711 @ 13' 6 9/16" 1.760 Passed (L/185) 1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Upward deflection on right cantilever exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 4% increase in the moment capacity has been added to account for repetitive member usage. • Upward deflection on right cantilever exceeds 0.4". Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Factored 1 - Hanger on 9 1/2" HF beam 3.50" Hangers 1.50" 310 704 440 1015 See note ' 2 - Beam - GLB 3.50" 3.50" 1.50" 546 1026 642 1572 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 179" o/c Bottom Edge (Lu) 31' 11" o/c -Maximum allowable bracing intervals based on applied load. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0.25/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger ITS3.56/9.5 2.00" 4-10d 4-10d 4-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 32' 2" 16" 15.0 40.0 25.0 Default Load 2 - Point (lb) 20' 3" N/A 213 - - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Sean Manning CG Engineering (425) 778-8500 seanm@cgengineering.com 9/11/2&8:27:17 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Westgate Edmonds Page 1 / 1 .IFORTEWEE FAILED Level, Gamma Beam 1 piece(s) 5 1/8" x 12" 24F-V8 DF Glulam Support 2 failed reaction check due to insufficient bearing capacity. Overall Length: 23' 41/2` 15' u 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. BEARING LENGTH LIKELY INCREASED WITH TOP PLATE. < Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 12815 @ 15' 5 1/4" 11659 (3.50") Failed (110%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 6555 @ 14' 3 1/2" 12495 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 17618 @ 6' 28290 Passed (62%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -18347 @ 15' 5 1/4" 28290 Passed (65%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.255 @ 7' 1 1/2" 0.509 1 Passed (L/719) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.459 @ 7' 11/16" 0.764 1 Passed (L/399) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 12' 5 9/16". • Critical negative moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 9'. • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Column - DF 3.50" 3.50" 1.62" 2344 3065 5410 Blocking 2 - Column - DF 3.50" 3.50" 3.85" 5326 7489 12815 Blocking 3 - Column - DF 3.50" 3.50" 1.50" 191 1179/-296 1370/-105 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 23' 5" o/c Bottom Edge (Lu) 23' 5" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 23' 4 1/2" N/A 14.9 1 - Uniform (PLF) 0 to 23' 4 1/2" (Front) N/A 285.0 475.0 Default Load 2 - Point (Ib) 6' (Front) N/A 850 - '/o INCREASE FROM XISTING LOADING System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Sean Manning CG Engineering (425) 778-8500 seanm@cgengineering.com 9/15/2(0318:24:09 PM UTC AForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: Westgate Edmonds Page 1 / 1 Input Values B = 26 in (Least out -out dimension of equipment footprint) L= 60in (Equipment Length) d = 6 in (Distance between anchors/Smallest moment arm) H = 61 in (Equipment height) Wt = 322 Ibs (Equipment weight) S& = 1.024 Applied Forces (LRFD; see previous EQ & Wind calcs) Load Combinations for Max Uplift FEh = Seismic Coefficient * Wt = 158 Ibs LRFD ASD FE=±0.2Sd,Wt= 66lbs EQ 0.9D+1.OE 0.6D+0.7E FWh = Horiz Pressure * [(B or L)*H] = 0 Ibs Wind 0.9D+ 1.OW 0.6D+0.6W Fw„ = Vert Pressure * (B*L) = 0 Ibs Overturning Moment MOTE =FEhH/2= 4,827 m-Ibs INDOORS, NO WIND LOAD MOTW = FWhH/2 = 0 in-Ibs Resisting Moment MR=(Wt)d/2= 966 in-Ibs Max Uplift LRFD (Ibs/side) ASD (Ibs/side) TE _ (1.OMOTE 0.9MR)/d + FEv/2 = 693 TE = (0.7MOTE 0.6MR)/d +0.7FEv/2 = 490 TW = (1.0MOTW-0.9MR)/d + Fwv/2 = -145 Tw = (0.6MOTw0.6MR)/d +0.6Fw /2 = -97 Max Shear LRFD (Ibs/side) ASD (Ibs/side) VE = 1.OFE/2 = 1 79 VE = 0.7FE/2 = 55 VW = 1.OFW/2= 1 0 VW = 0.6FW/2 = 0 Summary of Anchorage Forces LRFD Tension, T= 693 Ibs/side Shear, V = 79 Ibs/side ASD Tension, T= 490 Ibs/side Shear, V = 55 Ibs/side Summary of Anchorage Use (8) 5/8" ¢ Titen HD anchors with 3" embedment into concrete slab, (4) at each base plate of the unit, Min. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Wt - Fv Equipment Anchorage SPM 2/5/2024 Checked Date H-Frame Project Scale Sheet No. N.T.S. SESEA00180C Westgate Edmonds Job No. 23015.301 ®' Anchor Designer TIA Software Version 3.0.7947.0 1.Proiect information Customer company: Customer contact name Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 4.000 Effective Embedment depth, her (inch): 2.970 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No h— (inch): 6.00 cap (inch): 4.50 C.'. (inch): 1.75 Smm (inch): 3.00 Recommended Anchor Anchor Name: Titan HD®- 518"0 Titan HD, hnom:4" (102mm) Code Report: ICC-ES ESR-2713 Company: Date: 2/5/2024 Engineer: Page: 1/5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, F. (psi): 2500 q'av: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.00 x 8.00 x 0.25 Q=2; S2(4827 - 966)/12/2 = 322 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 Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronoe.com ®' Anchor Designer's Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable flo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: N a [Ib]: 0 V.. [lb]: 0 V„ay [lb]: 500 M. [ft-lb]: -322 May [ft-lb]: 0 M. [ft-lb]: 0 <Figure 1> x E-mail: i 0 R-tb Y 500 Ib Q(500 LB)/2 = 500 LB Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 63 E=Anchor Designer TIM Software Version 3.0.7947.0 <Figure 2> Company: Date: 2/5/2024 Engineer: Page: 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ®' Anchor DesignerT"' Software Version 3.0.7947.0 c E-mail: 3. Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (Ib) V.. (Ib) V,,,y (Ib) J(V..Y-(V„y)' (lb) 1 313.7 0.0 125.0 125.0 2 0.0 0.0 125.0 125.0 3 313.7 0.0 125.0 125.0 4 0.0 0.0 125.0 125.0 Sum 627.3 0.0 Maximum concrete compression strain (%.): 0.01 Maximum concrete compression stress (psi): 62 Resultant tension force (lb): 627 Resultant compression force (lb): 627 Eccentricity of resultant tension forces in x-axis, a'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.11) N„ (lb) j ON- (Ib) 30360 0.65 19734 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 Ne = k.1.,Jf.h,r'' (Eq. 17.4.2.2a) kr fr (psi) h,r(in) Ne (Ib) 17.0 1.00 2500 2.970 4351 500.0 500.0 <Figure 3> os 01 0.750NNw =0.750 (Arm/ANw)Y;.,NTae.NY�,NY',p,NNn (Sec. 17.3.1 & Eq. 17.4.2.1 b) Arm (in') ANC (in') c,,m (in) P.,Ny,e,N Yc,N P�,N Nn (Ib) 4 0.750N. v (lb) 132.85 79.39 - 1.000 1.000 1.00 1.000 4351 0.65 3549 6. Pullout Strength of Anchor in Tension (Sec. 17.4.31 0.75ONm = 0.75^rP;,Nr(f./2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) Y1,p Nr, (lb) f, (psi) n 0 0.750N, (lb) 1.0 1.00 3040 2500 0.50 0.65 1482 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com A ®' Anchor Designer TIM Software Version 3.0.7947.0 e 8. Steel Strenath of Anchor in Shear (Sec. 17.5.11 Vs (Ib) 61 0 0g 'OVs, 8000 1.0 0.60 4800 Company: Date: 2/5/2024 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 10. Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.31 6Vwe=OkroNag=Okro(AmIAN )'&,NP'd,NV'gNVq NNn(Sec. 17.3.1&Eq. 17.5.3.1 b) k� ANC (in') A— (in') V-,N Te ,,N T,N 1,N Nc (Ib) d OVA (Ib) 2.0 222.31 79.39 1.000 1.000 1.000 1.000 4351 0.70 17056 11, Results Interaction of Tensile and Shear Forces (Sec. 17.6 Tension Factored Load, N„a (lb) Design Strength, eNn (Ib) Ratio Status Steel 314 19734 0.02 Pass Concrete breakout 627 3549 0.18 Pass Pullout 314 1482 0.21 Pass (Governs) Shear Factored Load, V.. (lb) Design Strength, oW (Ib) Ratio Status Steel 125 4800 0.03 Pass Pryout 500 17056 0.03 Pass (Governs) Interaction check N„ 10m V_/OVn Combined Ratio Permissible Status Sec. 17.6-1 0.21 0.00 21.2% 1.0 Pass 5/8" 6 Titan HD, hnom:4" (102mm) meets the selected design criteria. 12. Warnings - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied - designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 4 NOTES: 1.0 GENERAL 1.1 ALL METRIC DIMENSIONS ARE IN BRACKETS 1.2 FOR PATENTS, SEE WWW.CS-PAT.COM 2.0 DESIGN NOTES 3.0 MANUFACTURING/SPECIAL REQUIREMENTS 4.0 TEST 5.0 PACKAGING A AV A USE 5/8" O BOLTS ITEM NO. PART NUMBER DESCRIPTION QTY FOR MTC4045HF65 QTY FOR MTC4045HF55 1 GB-05345 X 3-1/2" GALV BOLT KIT 8 8 2 GUB-4355 1 /2" X 3-5/8" X 5" GALV U-BOLT 10 10 3 GWF-05 5/8" GALV FLAT WASHER, 1.70D 8 8 4 MT50460 SQ. SUPPORT RAIL, 1-5/8" X 60" LONG 5 5 A 5 MTC4045-01 WELDMENT, 6' PIPE 2 2 EA MTC4045-02 6 MTG4045-12 BASE PLATE, 3" PIPE 2 2 7 PC-034 PIPE CAP 3-1/2" 2 2 8 PTCR01 END CAP 10 10 4 3 © 2020 CommSoope, Inc. 51891 [203] PART NO. DESCRIPTION POST WELDMENT UNISTRUT QTY MTC4045HF65 I H-FRAME, 6' POST HEIGHT, 5 UNI-STRUT MTC4045-01 1 5 60" MTC4045HF55 I H-FRAME, 5' POST HEIGHT, 5 UNI-STRUT MTC4045-02 1 5 0 60" COMMSCOPE, INC. OF NORTH CAROLINA A TOLERANCES 0 PLACE x:.25 2PLACE .XX± 0.06 1 PLACE .x± 0.12 ANGLES t 2° SAP MATERIAL MASTER MTC4045HF SERIES FINISH GALV Al23 MATERIAL A500, A1011/A1018 o o66 w„g =o NAME DATE TITLE H-FRAME, PLATFORM, MTC4045 aw MRC DENSITY MASS VOLUME SURFACE AREA Ibslin'� 59.74 Ibs 662.07 in' 7174.04 W RV SCALE 1:121 DOCUMENT NO. MTC4045HF SERIES RE ECN 008000042057 HEIGHT LENGTH WIDTH SIZE WORK AREA 24 MODEL DRAWING SHEET 1 OF 2 C VERSION STATUS REVISION VERSION STATUS REVISION 01 RE 01 RE I A 2 1 Input Values B = 32 in (Least out -out dimension of equipment footprint) L= 32 in (Equipment Length) d = 18 in (Distance between anchors/Smallest moment arm) H = 54.8 in (Equipment height) Wt = 400 Ibs (Equipment weight) S& = 1.024 Applied Forces (LRFD; see previous EQ & Wind calcs) Load Combinations for Max Uplift FEh = Seismic Coefficient * Wt = 197 Ibs LRFD ASD FE=±0.2Sd,Wt= 82lbs EQ 0.9D+1.OE 0.6D+0.7E FWh = Horiz Pressure * [(B or L)*H] = 0 Ibs Wind 0.9D+ 1.OW 0.6D+0.6W Fw„ = Vert Pressure * (B*L) = 0 Ibs Overturning Moment MOTE =FEhH/2= 5,387 m-Ibs INDOORS, NO WIND LOAD MOTW = FWhH/2 = 0 in-Ibs Resisting Moment MR=(Wt)d/2= 3,600 in-Ibs Max Uplift LRFD (Ibs/side) ASD (Ibs/side) TE _ (1.OMOTE 0.9MR)/d + FEv/2 = 160 TE = (0.7MOTE 0.6MR)/d +0.7FEv/2 = 118 TW = (1.0MOTW-0.9MR)/d + Fwv/2 = -180 Tw = (0.6MOTw0.6MR)/d +0.6Fw /2 = -120 Max Shear LRFD (Ibs/side) ASD (Ibs/side) VE = 1.OFE/2 = 1 98 VE = 0.7FE/2 = 69 VW = 1.OFW/2= 1 0 VW = 0.6FW/2 = 0 Summary of Anchorage Forces LRFD Tension, T= 160 Ibs/side Shear, V = 98 Ibs/side ASD Tension, T= 118 Ibs/side Shear, V = 69 Ibs/side Summary of Anchorage Use (4) 5/8" ¢ Titen HD anchors with 3" embedment into concrete slab, (1) at each corner of the unit, Min. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Wt - Fv Equipment Anchorage SPM 2/5/2024 Checked Date Equipment Cabinet Project Scale Sheet No. N.T.S. SESEA00180C Westgate Edmonds Job No. 23015.301 ®' Anchor Designer TIA Software Version 3.0.7947.0 1.Proiect information Customer company: Customer contact name Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 4.000 Effective Embedment depth, her (inch): 2.970 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No h— (inch): 6.00 cap (inch): 4.50 Cmm (inch): 1.75 Smm (inch): 3.00 Recommended Anchor Anchor Name: Titan HD®- 518"0 Titan HD, hnom:4" (102mm) Code Report: ICC-ES ESR-2713 Company: Date: 2/5/2024 Engineer: Page: 1/5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, F. (psi): 2500 q'av: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronoe.com ®' Anchor Designer's Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable flo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads N„a [Ib]: 659 V„a. [lb]: 0 V„ay [lb]: 239 <Figure 1> X E-mail: 1) = 2, ()(659 LB)/2 = 659 LB Z e11b I Y 239 lb S)(239 LB)/2 = 239 LB Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 v— strongtie.com We e E=Anchor Designer TIM Software Version 3.0.7947.0 <Figure 2> W Company: Date: 2/5/2024 Engineer: Page: 3/5 Project: Address: Phone: E-mail: ®' Anchor DesignerT"' Software Version 3.0.7947.0 e E-mail: 3. Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (Ib) V.. (Ib) V,Nr (Ib) J(V..Y-(V„er)' (lb) 1 659.0 0.0 239.0 239.0 Sum 659.0 0.0 239.0 239.0 Maximum concrete compression strain (i 00 Maximum concrete compression stress (psi):: 0 (ps Resultant tension force (lb): 659 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, a'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Nr (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vr (inch): 0.00 g 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nee (Ib) 9 qNe, (Ib) 30360 0.65 19734 5. Concrete Breakout Strenath of Anchor in Tension (Sec. 17.4.21 Nb = k�;. 4FP he l' (Eq. 17.4.2.2a) ke Pe (psi) her (in) Nb (Ib) M 17.0 1.00 2500 2.970 4351 W 0.750Nee = 0.750 (Am/ANC) T ,N Y.,N PL NNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) Am (in2) A- (in2 ce„w (in) VY N 4,,N V'p.N Nb (Ib) 0 0.750Neb (Ib) 79.39 79.39 - 1.000 1.00 1.000 4351 0.65 2121 6. Pullout Strenath of Anchor in Tension (Sec. 17.4.31 0.750Np„ = 0.750W,PJ,Np(P�/2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) Y c Np (lb) Pn (psi) n 0 0.75ONp„ (Ito) 1.0 1.00 3040 2500 0.50 0.65 1482 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • ®' Anchor Designer TIM Software Version 3.0.7947.0 0 8. Steel Strength of Anchor in Shear (Sec. 17.5.11 Vs (Ib) 61 0 0g 'OVs, 8000 1.0 0.60 4800 Company: Date: 2/5/2024 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 10. Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.31 OVw=Oko Nm=Ok,,(AmIAn )VWN4o,N9'ro,HNb(Sec. 17.3.1&Eq. 17.5.3.1a) k� AHD (in') Arm (in') T.,, Y,,H T�,H Nb (Ib) 0 QVm (Ib) 2.0 79.39 79.39 1.000 1.000 1.000 4351 0.70 6091 11, Results Interaction of Tensile and Shear Forces (Sec. 17.6 Tension Factored Load, N„a (lb) Design Strength, eNn (Ib) Ratio Status Steel 659 19734 0.03 Pass Concrete breakout 659 2121 0.31 Pass Pullout 659 1482 0.44 Pass (Governs) Shear Factored Load, V.. (lb) Design Strength, oW (Ib) Ratio Status Steel 239 4800 0.05 Pass (Governs) Pryout 239 6091 0.04 Pass Interaction check N„a/0N„ V_/OVn Combined Ratio Permissible Status Sec. 17.6-1 0.44 0.00 44.5% 1.0 Pass 518" 6 Titan HD, hnom:4" (102mm) meets the selected design criteria 12. Warnings - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com REFERENCE DOCUMENT h- WIRELESS DISH WIRELESS SITE NAME: DISH WIRELESS SITE ID: SESEA00180C SITE ADDRESS: 10032 EDMONDS WAY EDMOND5, WA 98020 WASHINGTON CODE COMPLIANCE ALL WORK SHALL BE PERFORMED AND MATERIALS INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES: BUILDING 2C18 IBC MECHANICAL 2018 IMP W/ WA.c. st-52 ELECTRICAL 2017 WASHINGTON CITIES ELECTRICAL CODE (WCEC) FIRE CODE 2015 INTERNATIONAL FIRE CODE (IFPA) W/ WAG 51-54A 2017 ELECTRICAL SAFETY STANDARDS, ADMINISTRATION AND INSTALLATION, EFFECTIVE JULY 2017 (WAC 296-46B) 2018 WAEHINGTOK STATE ENERGY CODE COMMERCIAL (WSEC) 2018 WASHINGTON STATE ENERGY CODE APPENDIC (WSEC) ENVIRONMENTALLY CRITICAL AREAS REGULATIONS (ECA) SHEETINDEX SHEET N0. SHEET TITLE SHEET N0. SHEET TITLE T-1 TITLE SHEET S1.1 STRUCTURAL NOTES AND OVERALL ROOF PLAN SV1 EXISTING SITE SURVEY 52.1 PLAN VIEWS SV2 EXISTING SITE SURVEY S3.1 ELEVATIONS 54.1 DETAILS EME-1.0 EME REPORT EME-1.1 ENE REPORT (CONTINUED) RF-1 RE CABLE COLOR CODE EME-1.2 FEE REPORT (CONTINUED) EVE-1.3 FEE REPORT (CONTINUED) GN- O LEGEND AND ABBREVIATIONS EME-1.4 SEE REPORT (CONTINUED) GN-2.0 RE SIGNAGE GN-3.0 GENERAL NOTES A-1.0 OVERALL SITE PLAN GN- C GENERAL NOTES A-Z.0 ENLARGED EQUIPMENT PLAN GN-s.0 GENERAL NOTES A-3.0 ANTENNA PLAN AND SCHEDULE A-4.0 NORTH ELEVATIONS A-4.1 EAST ELEVATIONS A-4.2 SOUTH ELEVATIONS A-5.0 EQUIPMENT CABINET AND H-FRAME DETAILS A -AO EQUIPMENT DETAILS A-7.0 EQUIPMENT DETAILS A-7.8 EQUIPMENT DETAILS E-1.0 ELECTRICAL/FIBER ROUTE PLAN AND NOTES E-2.0 ELECTRICAL DETAILS E-3.0 ELECTRICAL ONE -LINE, FAULT CALCS & PANEL SCHEDULE G-1.0 GROUNDING PLANS AND NOTES G-GO GROUNDING DETAILS G- O GROUNDING DETAILS DISH Wireless L.L.C. TEMPLATE VERSION 48 - 2/21/2022 STRUCTURAL NOTE REFER TO MOUNT ANALYSIS MEMORANDUM BY CG ENGINEERING, DATED OCTOBER 06, 2023, PROPOSED MOUNT CAPACITY TO RECEIVE EXISTING & PROPOSED EQUIPMENT REFER TO STRUCTURAL ANALYSIS REPORT BY CG ENGINEERING. DATED OCTOBER O6. 2023. PROPOSED ROOFTOP CAPACITY TO RECEIVE EXISTING & PROPOSED EQUIPMENT PENDING STRUCTURAL ANALYSIS REPORT FOR EXISTING CONCRETE FLOOR CAPACITY TO RECEIVE • EQUIPMENT FOR EXISTING & FOR EXISTING & PROPOSED SCOPE OF WORK THIS IS NOT AN ALL INCLUSIVE LIST. CONTRACTOR SHALL UTILIZE SPECIFIED EQUIPMENT PART OR ENGINEER APPROVED EQUIVALENT, CONTRACTOR SHALL VERIFY ALL NEEDED EQUIPMENT TO PROVIDE A FUNCTIONAL SITE. THE PROJECT GENERALLY CONSISTS OF THE FOLLOWING: SECTOR SCOPE OF WORK: • INSTALL (9) PROPOSED PANEL ANTENNAS (3 PER SECTOR) INSTALL (2) PROPOSED ANTENNA FRAMES W/ FEE SCREENING • INSTALL PROPOSED JUMPERS • INSTALL (18) PROPOSED RR Us (6 PER SECTOR) • INSTALL (3) PROPOSED OVER VOLTAGE PROTECTION DEVICE (OVP) E PER SECTOR) • INSTALL (2) PROPOSED CONDUITS V FOR POWER/ 2" FOR FIBER INSTALL PROPOSED DURA-BLOCKS FOR PROPOSED CONDUIT ROUTING ON ROOFTOP • INSTALL (9) DISCRETE POWER CABLES (3 PER SECTOR) • INSTALL (6) DISCRETE FIBER CABLES (2 PER SECTOR) ROOFTOP/EQUIPMENT SCOPE OF WORK: INSTALL (2) PROPOSED SCREENWALL • INSTALL (1) PROPOSED UTILITY H-FRAME INSTALL (1) PROPOSED EQUIPMENT CABINET INSTALL BREAKER PANEL (1) INSTALL (1) PROPOSED SAFETY SWITCH (W/DISCONNECT) INSTALL PROPOSED PPC CABINET • (1) INSTALL (1) PROPOSED FIBER TELCO ENCLOSURE • INSTALL (1) PROPOSED FIBER KID ENCLOSURE (IF REQUIRED) INSTALL (1) PROPOSED GPS ANTENNA UNIT SITE PHOTO IF i h ` T /Tr LERT UNDERGROUND ATION CENTER OF(S UTILITY NOTIFICATION CENTER OF (STATE( • ® W W W.(VYEBSrrE).ORG nll A wMl-V DArs 11- xm1-G. P11- To caxemu GENERALNOTES THE FACILITY IS UNMANNED AND NOT FOR HUMAN HABITATION. A TECHNICIAN WILL VISIT THE SITE AS REQUIRED FOR ROUTINE MAINTENANCE. THE PROJECT WILL NOT RESULT IN ANY SIGNIFICANT DISTURBANCE OR EFFECT ON DRAINAGE. NO SANITARY SEWER SERVICE. POTABLE WATER, OR TRASH DISPOSAL IS REQUIRED AND NO COMMERCIAI SIGNAGE IS PROPOSED, 11"x17" PLOT WILL BE HALF SCALE UNLESS OTHERWISE NOTED CONTRACTOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS, AND CONDITIONS ON THE JOB SITE, AND SHALL IMMEDIATELY NOTIFY THE ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK. SITE INFORMATION PROJECT DIRECTORY PROPERTY 3,, ADDRESS: STRUCTURE TYPE: WESTGATE VILLAGE LLC 10032 EDMONDS WAY EDMONDS, WA 98020 ROOFTOP APPLICANT: DISH Wi,.I s ... 5701 SOUTH SANTA FE DRIVE LITTLEfON, CO 80120 SITE DESIGNER: JOE CILLEY 19515 N. CREEK PKWY, SUITE 220 COUNTY: LATITUDE (NAG 83) (ALPHA): SNOHOMISH 47' 47' 27.01' N BOTHELL, WA 98011 (425) 740-6392 LONGITUDE (NAD 83) (ALPHA): (47.790836N) 122' 22' 06.0 W SITE ACQUISITION: MEI-I FUNTANITA LATITUDE (NAD 83) (BETA): (122. 368342' W) (425) 931-1443 47' 47' 21360 N (47.790722- N) CONSTRUCTION MANAGER: ROBE BRAUN LONGITUDE (NAD 83) (BETA): 122' 22' 05.3V W (122. 388184' W) (425) 121 roeercora299-3un®disn-coy LATITUDE (NAD 83) (GAMMA): LONGITUDE (NAD 83) (GAMMA)'. ZONING JURISDICTION: 47' 47' 24.90' N (T790250' OR 12 OW (122. 368000'W) CITY OF EDMONDS RF ENGINEER: SHRUTI TORASKAR cn.ut.ta.oskar 08�cM1.com ZONING DISTRICT: PARCEL NUMBER: OCCUPANCY GROUP: WMU 00610700200701 0061070D200703 A-3/M/R-2/S-2/U CONSTRUCTION TYPE: POWER COMPANY: IA/VA TED DIRECTIONS DIRECTIONS FROM DISH SEATAC INTERNATIONAL AIRPORT: HEAD SOUTH ON DEPARTURES OR TOWARD AIRPORT EXPY 0.4 MI ROAD NAME CHANGES TO AIRPORT EXPY 1.3 MI TAKE THE RAMP ON THE RIGHT FOR I-405 / 1-5 / WA-518 EAST AND HEAD TOWARD SEATTLE/TACOMA 1.5 PI TAKE THE RAMP ON THE LEFT FOR 1-5 NORTH AND HEAD TOWARD SEATTLE 23.1 MI AT EXIT 177 HEAD RIGHT ON THE RAMP FOR WA-- TOWARD EDMONDE/LAKE FOREST PARK 0.2 MI KEEP LEFT. HEADING TOWARD EDMONDS 0.3 MI KEEP RIGHT, HEADING TOWARD ESPONDS/KINGETON FERRY 0.1 MI KEEP RIGHT, HEADING TOWARD KINGETON SO MI MAKE A U-TURN TO STAY ON WA-104/EDMONDS WAY 161 FT TURN RIGHT 105 FT, ARRIVE AT DESTINATION VICINITY MAP 1 YfM1 I� ll'• W fE LOCATION wl.r. � Fa.Li a A , IN NO SCALE Ish- 5701 dSOUTH SANTA FE DRIVE LITTLETON, CO 80120 CAMP+ ASSOCIATES 19515 N. CREEK PKWY, SUITE 220 BOTHELL, WA 98011 PHONE: (425) W W W.CAMPASSOC.COM DRAWN BY: CHECKED BY:APPROVED BY'. JAC I JAC I EJC PFER REV #: 1 CONSTRUCTION DOCUMENTS SUBMITTALS REV DATE DESCRIPTION t /]3/2o3a q tt/oB/zoz3 A 6/a0/2023 e/3/2o3a e/e/zoz 6/3XOP o/s/zoz uNUMBER Ew A&E} PROJECT SESEA00180C DISH Wireless L L C. PROJECT INFORMATION SESEA00180C 10032 EDMONDS WAY EDMONDS, WA 98020 SHEET TITLE TITLE SHEET SHEET NUMBER T-1 REFERENCE DOCUMENT 2 EXISTING TRASH ROOM ON FIRST FLOOR PROPOSED DISH WIRELESS GAOLING IN P OPOSED CONDUIT (2/SECTOE, 6 TOTAL) O \ PROPOSED TELCo CONDUIT ROUTED THROUGH PARKING \ GARAGE TO (P) EQPMENT UIo LOCATION � O 0 PROPOSED NOC AND CAUTION SIGNS SITE PLAN (GN-2.0J EXISTING TELCO DEMARC ENLARGED SITE PLAN DISH careless L.L.C. TEMPLATE VERSION 48 — 2/21/2022 NOTES dash- 5701 SOUTH SANTA HE DRIVE LITTLETON, CO 90120 CAMP+ ASSOCIATES 19515 N. CREEK PKWY, SUITE 220 BOTHELL, WA 98011 PHONE: (425) JCP6992 WW LCAMPASSOC.COM DRAWN BY: CHECKED BY:APPROVE. Bv. JAC I JAC I EJC REDS REV #: 1 CONSTRUCTION DOCUMENTS SUBMITTALS REV DATE DESCRIPTION t/za/zoza q tt/oe/zozs Is 8/./zoza a/a/zoz� q/za/zoz= o,s,zo, o 11— EW A&E} PROJECT NUMBER SESEA00180C DISH Wireless LLC. PROJECT INFORMATION SESEA00180C 10032 EDMONDS WAY EDMONDS, WA 98020 SHEET TITLE ENLARGED SITE PLAN SHEET NUMBER A-2.0 REFERENCE DOCUMENT O O EXISTING BUILDING PARAPET EXISTING DOE DRAIN, ttP. VXIST, TYP ROOF ENT, r\ O PROPOSED DISH Wireless CABLING ALONG ROOFTOP ON DURA—BLOCKS, ttP. 0 PROPOSED DISH s L.L.C. RRH -------- O �y (1YPe6 PER SECTOR, TOTAL t8) O O, 9\ O, PROPOSED DISH p � Wireless LLC. ANTENNA (TYP OF 3 - G2 5 A2 A PER SECTOR, TOTAL 9) PROPOSED DISH Wireless L.L.C. RRH G3 PROPOSED DISH Wireless L.L.C. S of PROPOSED DISH WIRELESS GAMMA " (ttP fi PER SECTOR, TOTAL 18) BACK—TO—BACK MOUNT (TVP 3 PER SECTOR, TOTAL 9) SECTOR SCREENWALL 7 PROPOSED DISH B1 BETA SECTOR Wlreleas L.L.G. OVP DEVICE (ttP PER SECTOR, TOTAL 3) PROPOSED DISH W111111 �' O PROPOSED DISH WirelessLLC. BACK—TO—BACK MOUNT (ttP 3 PER SECTOR, TOTAL 9) EXISTING ROOF VENT, TYP. PROPOSED DISH Wireless CABLING ALONG ROOFTOP ON DURA—BLOCKS. TYP. EXISTING ROOF DRAIN, ttP. E2 g3 PROPOSED DISH Wireless L.L.C. OVP DEVICE (ttP S PER SECTOR, TOTAL 3) PROPOSED DISH WIRELESS ALPHA & BETA OR SCREENWALL N L.L.C. ANTENNA (TYP OF 3 PER SECTOR. TOTAL 9) EXISTING / PLUM G ARAPET N ANTENNA PLAN — ALPHA & BETA SECTOR 1/4"=l S' ANTENNA PLAN — GAMMA SECTOR - — — 1/4"=NIEES 2 THEY ARE —N. UNDER THE DRE.T6N NOT USED NO SCALE 3 ANTENNA SCHEDULE NO SCALE 4 DISH wireless L.L.C. TEMPLATE VERSION 48 — 2/21/2022 dash wireless_ 5]01 SOUTH SANTA FE DRIVE LITTLEFON, CO E0120 CAMP+ ASSOCIATES 19515 N. CREEK PKWY, SUITE 229 BOTHELL, WA 98011 PHONE: (6251140-6392 W W W.CAMPASSOC.COM DRAWN BY: CHECKED BV: APPROVED Bv. JAC JAC EJC REDS REP g: 1 CONSTRUCTION DOCUMENTS SUBMITTALS REV PATE DESCRIPTION t/za/zoza q tt/oa/zozs Is s/aD/zoza I e/a/zoza e/e/zoz s/ze/zoza to/s/zoza o IssuEo r re rxnLrefln A&E PROJECT A3 REFERENCE DOCUMENT dash wireless_ 5]01 SOUTH SANTA HE DRIVE LITTLEfON, CO A0120 CAMP+ ASSOCIATES 19515 N. CREEK PKWY, SUITE 220 BOTHELL, WA 98011 PHONE: (6251 JaP6392 W W W.CAMPASSOC.COM DRAWN BY: CHECKED BV: APPROVED BY. JAC JAC ETC RFDs REV g: 1 CONSTRUCTION DOCUMENTS SUBMITTALS REV PATE DESCRIPTION t/za/zoza q tt/oe/zozs Is s/aD/zoza I e/a/zoz e/e/zoz s/ze/zoza to/e/zoza IssuEo F re rxn�reE\n uNUMBER EW A&E PROJECT SESEA00180C DISH Wireless L L C. PROJECT INFORMATION S ESEA00180C 10032 EDMONDS WAY EDMONDS, WA 98020 SHEEP TITLE NORTH ELEVATION SHEEP NUMBER A-4.0 EXISTING ROOF HVAC EQUIPMENT, TYP. EXISTING ROOF HATCH EXISTING BUILDING PARAPET 45'-0" AGL OF EX I ING BUILDINGIE .ME 53'-10" E LH EXIST 0 —0 AGL t EXISTING NORTH ELEVATION 0 10' 1 3 32"=1'-0" PROPOSED DISH WIRELESS GAMMA PROPOSED DISH WIRELESS ALPHA TIP OF (P) ANTENNAS/ TOP OF SCREEGNWALL SECTOR SCREENWALL & BETA SECTOR SCREENWALL RAD EXISTING ROOF HVAC OF (P) A EQUIPMENT, IYP. CENTER 50'NOENAGL BOTTOM OF (P) ANTENNAS EXISTING ROOF HATCH — EXISTI,_ BUILDING PARAPET D AGL QF h EX lT BUILDING,I AE4 1 Do 0 xI o N o c�F. °I PROPOSED DISH WIRELESS EQUIPMENT � CABINET & UTILITY H—FRAME IN FIRST FLOOR TR ROOM PROPOSED NORTH ELEVATION 2 DISH Wireless L.L.C. TEMPLATE VERSION 48 — 2/21/2022 ,L REFERENCE DOCUMENT GENERATOR PLUG PROPOSED DISH Wireless LL C. POWER PROTECTIVE CABINET PROPOSED DISH Wireless L.L.C. ,, FRAME PROPOSED DISH Wireless L.L.C. CAFEY SWITCH. SPACE RESERVED FOR ADDITIONAL DISCONNECT IF REQUIRED, PROPOSED DISH Wireless L.L.C. TELCO FIBER ENCLOSURE PROPOSED DISH Wi,A— LL C. FIBER BID, IF REQUIRED EXISTING CONCRETE FLOORING COMMSCOPE MTC4045HFLD H—FRAME UNISTRUT/SUPPORT RAILS Ott 5 WEIGHT 59,74 Ibs PIPE AP WELDMENT PIPE SUPPORT RAIL GALV, U—BOLTS BASE PLATE SIDE H—FRAME DETAIL DISH Wireless L.L.C. TEMPLATE VERSION 48 — 2/21/2022 PROPOSED EQUIPMENT sCABINET 7.2 I EQUIPMENT PLAN NOT USED NOTE: oR DISH wrRIRRs LLc. PPreoveD EQumALENr EXISTING WALL I NOTES 1. EQUIPMENT CABINET OMITTED FOR CLARITY PROVIDE (4) 5/8" 0 x 3" TITEN HD ANCHOR BOLTS @ EA PLATE ON H-FRAME -CGE UTILITY RUBBER MAT, BLACK DIMENSIONS 4'x 3'x 1/2" WEIGHT/ VOLUME 36.5 LB AVERAGE MATERIAL 10G% RECYCLE RUBBER `F-------------:J -PROPOSER—DSii-- I I LC. rRIR RIGID METAL PROTECOTECTIVE CONDUIT CABINS PROPOSED a I DISH Wireless I LL C. SAFETY I SWITCH. ' INSTALL IF Il ll'I1 REQUIRED BY I LOCAL UTILITY I I COMPANY -lI u GROUND � Buss BAR FRONT ELEVATION ❑ ❑ PROPOSED DISH L.LO FIBER 11 ID. IF 11 REQUIRED PROPOSED DISH W IIr3 LLC_ EQUIPMENT CABINf= 1 — — r � AT_____ n_ PROPOSED DISH Wlreles= LLC. EQUIPMENT H—FRAM (BEHIND) O PROPOSED DISH W L.L.C. TELCO FIBER ENCLOSURE o� PVC CONDUIT (TYP) FRONT NO SCALE 4 UTILITY RUBBER MAT DETAIL NO SCALE 4 1 H—FRAM PROVIDE (4) 5/8" 0 x 3" TITEN HD ANCHOR BOLTS @ CABINET -CGE d.*sh- 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 80120 CAMP+ ASSOCIATES 19515 N. CREEK PKWY, SUITE 220 BOTHELL, WA 98011 PHONE:(425) J4P6992 W W W.CAMPASSOC.COM DRAWN BY: CHECKED BY:APPROVED BY, JAC I JAC I EJC REDS REV #: 1 CONSTRUCTION DOCUMENTS SUBMITTALS REV DATE DESCRIPTION /z3/— tt/oB/zOz3 5 o/zoz3 e/a/zoz e/e/zoz 6/ze/z02a to/s/zoza 1—. r re 11— R \nEW eNUMBER POSE PROJECT SESEA00180C DISH Wireless L.L.C. PROJECT INFORMATION SESEA00180C 10032 EDMONDS WAY EDMONDS, WA 98020 SHEET TITLE EQUIPMENT PLATFORM AND H—FRAME DETAILS SHEET NUMBER A-5.0 A5 REFERENCE DOCUMENT dash wireless_ 5]01 SOUTH SANTA FE DRIVE LITTLEfON, CO a0120 CAMP+ ASSOCIATES 19515 N. CREEK PKWY, SUITE 229 BOTHELL, WA 98011 PHONE: (4251 J4P6392 W W W.CAMPASSOC.COM DRAWN BY: CHECKED BV: APPROVED BY. JAC JAC ETC REDS REV g: 1 CONSTRUCTION DOCUMENTS SUBMITTALS REV PATE DESCRIPTION t/za/zoza tt/oe/zoz e/ao/zoza I en/=oza e/e/zoza e/ze/zoza to/e/zoz A&E}PROJECT C HARLES INDUSTRY HVAC SQUARE D SAFETY SWITCHES CUBE—PM6281511,14 GE BREAKER PANEL D224NRB DIMENSIONS ('7): s4.6"x32"x32" TLM1220RCUP ENCLOSURE DIM (HxwxD) 29.25"x19.oD"x8.50" POWER PINT: —48VDC ABB/600W ENCLOSURE DIM (H.W.D) 29"x 13"x5" ENCLOSURE TYPE NEMA }R RAINPROOF TOTAL WEIGHT EMPTY TOTAL WEIGHT (EMPTY) 26 LBS TOP (EMPTY) }41 Ibs _ UP LISTED FILE E-2875 MAX VOLTAGE/MAX AMPS 24DV/2DOA P N ENCLOSURE RATING OUTDOOR NEMA 3R O �o BACK SIDE FRONT FRONT BACK SIDE SIDE FRONT CABINET DETAIL No SCALE � BREAKER PANEL DETAIL No sGALE 2 SAFETY SWITCH DETAIL No scALE 'xj C HARLES CFIT—PF202ODSHI OO OO FIBER TELCO ENCLOSURE ENCLOSURE DIMS (HxWxD) 20"x20"x9" OO OO OO ENCLOSURE WEIGHT 20 Ibs BOTTOM MOUNTING WALL _ COMPLIANCE TYPE 4 ® FRONT PWIyO 0 0 ®®® 00 ®®® BACK SIDE FROIvr SIDE BACK FFON NOT USED No scALE 4 FIBER NID ENCLOSURE DETAIL NO SCALE 5 FIBER TELCO ENCLOSURE DETAIL 7 6 PCTEL GPSGL—TMG—SPI-40NCB MINIMUM OF ]s% OR DIMENSIONS (Y—) MM/INCH 81.-8 O 370' IN ANY DIRECTION 3.2"x7.25" GPS WEIGHT W/ACCESSORIES O]5 Ibs (;) CONNECTOR N—FEMALE Q FREQUENCY RANGE 1590 2 }OMHz II GPS UNIT OBSTRUCTIONS MUST BE BELOW 10° O BACK SIDE GPS DETAIL No SCALE ] GPS MINIMUM SKY VIEW REQUIREMENTS �ac S:,nLe $ NOT USED No SCALE 9 NUMBER DISH Wireless L.L.C. TEMPLATE VERSION 48 — 2/21/2022 ZAYO 5RU (LEFT SWING DOOR FIBER NID ENCLOSURE DIMENSIONS (HxWxD) 36.1 "x29"x12.9" WEIGHT 85 Ibs REFERENCE DOCUMENT SAMSUNG SAMSUNG RF4451D-70A RF445OD-71A DIMENSIONS (HxWxD) 15.5"x15.5"x8.9" DIMENSIONS (HxWxD) 16.5"x15.5"x11" WEIGHT 61 .3 Ibs WEIGHT 94.E Ibs CONNECTOR TYPE 4.3-10, FEMALE CONNECTOR TYPE Al—, FEMALE POWER SUPPLY —4—C POWER SUPPLY —48VGC FRONT FRONT p TOP TOP LEFT RIGHT LEFT RIGHT BOTTOM SIDE SIDE BOTTOM SIDE SIDE BACK RRH DETAIL No scALE RRH DETAIL No scALE RAYCAP RDIDC-3045—PF-48 COMMSCOPE BACK—TO—BACK MOUNT 6' SURGE PROTECTION DEVICE (OVP) IIRR—FA2 STABILIZER DIMENSIONS (H—D) 19"x18.21NT64" DIMENSIONS (H—D) 16.41 "x18.0"x3.0" WEIGHT 21 ILs WEIGHT 39.22 R RRU PACKAGE QUANTITY 2 HANGER PLAN FRONT BRACKET 8 8 OC LET BAGK RONT LET BRACKET SURGE PROTECTION DEVICE (,OVP) DETAIL NO SGALE 4 REMOTE RADIO MOUNT DETAIL No SCALE 10 IN WALL MUNTED SHUTTER EXHAUST WI THERMOSPEED CONTROLLER,FAN TH 65 WATT 82O CFM FAN DAMPINER & CONTROLE SYSTEM I NO IIALE I 7 I NOT USED I mG —Lz DISH Wireless L.L.C. TEMPLATE VERSION 48 — 2/21/2022 COMMSCOPE FFVV-65B—R2 DIMENSIONS (H%W%D)(MM/IN) 1828x498x 19J ]2,19.6"xJ.B" RE CONNECTOR INTERFACE 4.3-10 FEMALE WEIGHT J0.8 Ibs WEIGHT WITH BRACKETS 98.1 Ibs ANTENNA DETAIL PLAN BACK 5 DE FRONT No C-11 ; JMA ANTENNA MOUNT BRACKET MOUNTING P #91900318 TOTAL WEIGHT (WITH BRACKETS) 18 Ibs (8.18 Kg) POLE DIAMETER RANGE 2.5" TO 4.5" ANTENNA N47F: BRACKET KIT #91900318: TOP AND BOTTOM BRACKETS Top FOR 4—E—, AND 8—FOOT ANTENNAS MOUNTING ANTENNA BRACKET NOT PART OF KIT BRACKET RE: MOUNT ANALYSIS REPORT BY CG ENGINEERING DATED OCTOBER O6, 2023 ANTENNA NOTE: BRACKET \ OR DISH Wireless L.L.C. CENTER APPROVE EQUIVALENT MOUNTING BRACKET 5 ANTENNA BRACKET DETAIL No SCALE 6 NOT USED I No SCALE d.*sh- 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 90120 CAMP+ ASSOCIATES 19515 N. CREEK PKWY, SUITE 220 BOTHELL, WA 98011 PHONE:(425)14P6392 W W W.CAMPASSOC.COM TO ALTER THE MC"E'T DRAWN BY: CHECKED BY:APPROVED BY, JAC I JAC I EJC RODS REV #: 1 CONSTRUCTION DOCUMENTS SUBMITTALS REV DATE DESCRIPTION t/]3/xo3a q tt/oB/z023 A 6/3o/2a2J e/J/2o3 e/e/2o2 6/]e/R023 o/c/zoz oI FINAL EW A&E} PROJECT NUMBER SESEA00180C DISH Wireless L.L.C. PROJECT INFORMATION SESEA00180C 10032 EDMONDS WAY EDMONDS, WA 98020 SHEET TILE EQUIPMENT DETAILS SHEET NUMBER A-7.0 REFERENCE C3 C5 DOCUMENT I I I F BATHRB AND TOILET - LOLAnONS SNOWI FOR fCff£RETICE dLLY I b� 1T 0 94' On °s' \ I a 20 bb o i e o ,p bo 9a Reverse pull di ctioh on D ��tiles. RFI#2 1 9 ® W �I#29.1-L PT Tendons At i < T— — IT Ili I I ;a I \�, a4• RFIk30: BalconyylIlI''Embed & Ca ble ConfllGr � RFI #30 x RFI#32: Rem V cre earoun� deformed c ble head w s n or(ler t s[resstendons air, s Pi. B RFI #32 c�-+ms s1WP PB2 6/3 3 I I I I I I I RR-. - Tendon (heads reversed due t g honng wall cohhFlic[s RFI #29 = L2 PT Tendons At Shorina Wall (CCE).ndf POST-TBbVAlIN5 P.AN IIOTB. ALL DINS.IdS, ELEVATIONS, AND SLAB FBETRATbIG O THE STRL'GRRAL PENS ARE FOR bENERAL INEoR4ATION oN.r AND sxALL BE vERInEv BY TXE coNTRwTaR vun TIIE PRGIInLTLRPL, MYMAWLPL, ELELTRILPL, MID M>NIFALTLfQ25 DRAIVINES AFORE Lg6TfdWTION BEbIA PNY DIxREPPNLIFS SHAH EE ERW.9NF TO TIIE ATT'cNnO of rIE PRGMTECT Atm EXSIrEee IM-IEDIArEI.r. FOR SRUKNRAL bBERA1 NOTES AND ABBR£/IATIONB, B SNE`,e alw AND ec'. FOR MILD RER:FO I. AND SECnON WR, SEE 51021. FOR wwD 51EAA WALL5 AND NOLwM5.5E 5203G. B PEMETRATI—N 1'. ORE NOT SROVPI oN 1HI5 PLAN ARE NOr A11OVTb rvI U, IT OF PNY wl1MN5 OR DROP NEE AND WITHIN -Irz'W MA' TENDON. c PENETRAndS TEAR 1E1SON PNCHCRS, SEE DETAIL 65302. b. DWLLINe INTO PORT-nNS— SLAB WInkVT APPRWAL FROM iME 51RUCTFN. ENSI—of RELOId7 IS NDT A A o B_EEVfS AND XPNefR INSERR, ETC. IN TIE POST-TEN51gED SLPB M15T EE PEALED BEFORE PWRINa wtKRETE. T. f-�E INDILhTES nE DISTANCE IN IICMEa 1011E C DF T1E TSN FROM TIE B pon DF TE SOXPIT. nE TErroaN 1E15HT Hr INuuDEs THE ADomauL rrxcKrer AT eEAn, ETC.. b. ALL TND B AND MYAIGR 5XPLL NAVE nff ADDITION4 LL4L o . PROTECTION of AN ENLPPSILATED SYST@1. 9. S.PE IS— a E0 FOR S-HOUR FIRE SEPARATION IL CG 0 0 h o i v I II I I — I - CI AROMlD SLAB \�� OPBIINg PROVIDE ADDL rr\y I � f81NF. T/YO2, TYP. bb - o g r} UnI I Iro 4 88 88 8 I I Drefsl�aEo�. � O I �� BATNn.9 AlID Tc— V LooATM SWVPI FOR ' C; 4 +s 4 rf pp d 0T C e -------- ___ ____ _ t0 I Stress pocket per RFI#29 ® LEVEL 2 FRAMIN6/P05T-TEN510NIN6 PLAN SLALE... A. — CL SLUdIC'MENG STRAZZARA 2UD1 WESTERN AVE SUITE 2D0 SeeNa. WA USA 98101 .B.s7—BBs.mn SS-E IRO AVENUE URE323 SEATTLE WA981e1 T. 206.951390D QUANTUM FAx zo— CLIENT/OWNER Westgate Village LLC n LL Westgate Edmonds 10032 EDMONDSWOA�Y EDMONDS, STAMP a�aE.B KEY PLAN PROJECT NUMBER 16369.01 CORRECTION IM NbryT BUILDING PERMIT CORRECTION: p/2gryT BUILDING PERMR OORREOTION Oa i1rzNiT CONSTRUCTION ISSUE 1100ry7 POST -TENSIONING PLAN REFERENCE Q3 Q6 DOCUMENT \ 0 0 I 19540E � yy t� I I \ I--- I` EfD eentr� I. 5EE SHEAn5100 510EFOR51RULTLRALoR AL NOTES PNp I�� } MAILAIFS VG002EARINa SEE A�rEvwnors SEE sHEErs s40D 4 540E FLR rrvwu wooD DETu1s AT aAs. H4L � 51ffoR wALL AA'NE. 2. SEE aNc— 5400 TO S402 FOR TYPICAL NOOD F—INS DETAILS ♦—} MDILATES NON -BEARING VWLL SEE 2540E FOR OONffLTRS. 3. PRO.NDE HALL TO WALL LONNELnONS PER 2O54o1. ^� NDILATES SPECIAL MNLTPtE ST�.D POST 4. FLR SILL PLACE ANCHOR BOLT LAY TO LOIY.fEiE FgRmhnON HAlJS PlID L.AB5, SEE DETAIL IFi400, r� ABOVE 5ff FLPNb POST LALLWCS ATT ENek . D OF SHEA4 HALLZ ARE IN 5. PLL INTERIOR BEARING HALL5 SHALL BE TYPE O, UA.N. PLACE OF 5ND5 R&BIIFEO M HOLDOVA' SLHEWLE PLL —GoR VYJ.LS SNP1L BE TYPE < UO N. mILATES HOLDOYW hND AL. EXiHLOR rWJS SHul BE TYPE OE ,UAN. IOLDOHN 5ND5 AT THIS LEVEL (RA SOHEPILEI. DETAl 2 5400 SEE n5400 FOR BEARII1a HALL 5ND YHFJXI.E, BEPRINa H41 LALVJUr TTFES PTRY FOR THE NLL STA.A� HEIEM OF Trff H4L. NDILATE9 SHEARR IO T'!PE T TEES LEVEL PER IOh.%00 b. c) 151N N, soLi ARE ABOVE TEES c, All P05T5 NOT 5PELIFIED SHALL BEAND (JJ 2n UAN. SOLID RE OF RdINPLEM SIZE MAY fE asSTmlTm RMI NOTE T. FLR BII—FMB (S)GH. hOrb FOR (5) 2x4). SEE SGff WLE ON 12P.a4OJ./!A INDLATE5BEARINGcN0NRIORINDILAT SEE 5 ON I054Oo. ALL INTERIOR AND E%1ERIOR SIffAA I'WLLS SHALL Co ESE -N LOADING, � SIffATEO NTH 1592' RYVYIOD _.._.11NNS. ,4e`E TYP. AT EATS uID STAIRS Holdown placement per RFI #28 • RFI #28 - Wood Framing Clarifications (QCE-SMS).pdf HOLDOVN SCHEDULE MARK HOLccAN/LPF NA. SNDS NO, SNDS HI RG4/2.9K (5)2A (5)2W H2 Hdl4 / 3.3K IS) 2. R) 2x6 H9 0a / 4.IK 15) 2.4 (4) 2. H4 4DJ9 / B'IK (6) 2.4 (4) 2rcb HS HWII/9.IK (6)2x4 (5)2v6 I'll, I. Tb 5nb5" IS TOTAL N NEER 6 HALL END STUD5 Add H4 HD 8 remove outer H2 HD. QI /"` `''� 2oP'9oo. uA.N. oN PLANS. STUDS Walla table within X04 unit 19 , FIR 2. 11E HOL THE GPPAOITIES SNOVAI IN Tiff SOIff WLE stack. per RFI #31 INDICATE TIE REWIRED ALLOWABLE 1ENSILE LAPALItt Li TIE TIIRFADED R005 PND PfL'IY.R BOLT5. RFI #31 - Stair 3 Construction (SMS-QCE Response).pdf O �y _ I, ATBAICOM > I I I I_ _ -0 125401 12540E A i T Hg � 18540E 1 �:1 b1D 1 L sMe IB5401 TBGION® SLAB. u � �1 ^ 'Jt 19/'i1d b� TO SLAG IB5401 IB54ol r I I I Fl.=•19'b' /kll A I I 1 � 112540E ti9 1 b� 4 I I I I I Q 1 6 H g C1 4 4 C4 CS C6 C7 CS C9 1 C1 € ® LEVEL 2 WOOD FRAMING PLAN SLALE1/e' = I'b' $v / U — — — — r PREfPERLATB2 !1N) l OE516NID A5 A 1 U �A I DEFCRR® SBMIITAL, TYP SLUdICOMENG STRAZZARA 200E WESTERN AVE SUITE 200 SeeNa. WA USA 9810E 1111Mutl—km1 s.mr, 151E THIRD AVENUE UITE323 BEATTLE, WA 9810E TEL 205.9573900 QUANTUM PAx .s0 zoE799D1 .e..��.�.. �.��.._.� Nuamumce.com cUENT/OWNER Westgate Village LLC IIILL Westgate Edmonds -32 EDMONWDS OA�Y EDMONDS, STAMP g8 KEY PLAN PROJECT NUMBER 16369.01 CORRECTION NbryT BUILDING PERMIT CORRECTION X2 W29NT BUILDING PERMIT CORRECTION pa i1rzNiT CONSTRUCTION ISSUE IIMM7 LEVEL 2 WOOD FRAMING PLAN REFERENCE C3 Q5 DOCUMENT JI, 01 1¢\ IFA02 � 25402� � IFA02 1 \ m 1 2 b - - UID 3t �t '�I T5402 9W m 51 1 9YF4 yq, BI � (FLESH) I 1 � 6LJJU h V 2 CA' 25402 _ � b FWNI FLOOR BEAMS PRCUND 65NO2 PER 55Q4,OI.?TR. S. 1 b� O 52 52 X/ y1 �hry \ 01 JI, M.JDM \ \ ��✓ O O � 51 I /�IIj I Ai $'JILDI ��LLLPRRII �SRHILED OVERRAN! Of911N55 / bU I I I I I I I I I I LDIOtDDR NDIEi eenrar� > I. MILPL LORW WR FLOOR FRAMING (SHPLEO) CON515T5 OF ."I" 290 I. SEE SHOTS 5100 TO SI01 FOR STiNLNRAL bENntP1 N016INNLATE FRAMING DltffcTldl. (MPXIFTAN Ib' SPAW a 193' OL MA%. SPPLINS TPIGPL LORRIDOR BEPM q,1Fi 4 1 5ha515 LVL. TGP OF BEAM SHAH � FWSN WRN TOP F TJI. MID ABBREVIATIONS. 5t£ SNTETS 5400 TO 5402 FOR ME SEE 9, 0, IH402 FOR TfPILA1 CIXdIDOR FRAMING DETAILS. TTILAL WOOD DETAILS IN'NCAlES ExTSM OF PiAMMS. 2. T C& FLOOR rRAMINE CONSISTS OF 14" NAY) 6YPLREIE PER AR , .1 ATES. DER MEMBER. OVER M/S` Trb —RATED 51 11Nb 0—RS/2R) SEE RAN NDTE t. SEAW/JOIST 5OHEDULE UID FOLE b N PICULAR OVER IIh' TJI 210 • 16- OL. JD.N RANB wISTB W/ ITS NPN6ER AT FLIER SE4E UOR { MDILATES W00D BEARINb MARK 1OISDBEPN RANGER WHO WALL OR _._ R WALL PROVE. 3. (0J FLOOR SIEAIHINS TO PRAMINb W Bd AND I O NAILS JI Ilh' TJI 210 • Ib' OL. ITS (OIBI'b#ly') • 6' OL. AT PPlEL EWEfi AND 12' OL. IN FIELD.Sff TrViNW. f=} MDILAlES NON-BEARINS MALL ND R. ALL INTERIOR BFARIN6 WALLS SHALL BE TYPE O, JD.N. 6 vsad FOR COW6tnON5 J3 916' TJI 110 6 IV OL. IIXi 1—NLUNr) _ _ BI VRN116 LEL LEV PLL OORWWR WALLS EHALL BE TYPE O, J.ON {__# WALL SHEAR MALL EEWW B2 54xllh PSL - P11 S-- WALLS 5HP11 BE — < , UD N. .N No— .D5T PER 50HBNAE. Be Bpx9H _ SMn/fi40O SEAWNS WALL cA11Wr ttF8 PIPLY FOR FHL STKAiD &t MDILATES BEAM PER SLHEDMi. H:I6Hr ( SH&T 5202L1. INDILATES IC FEE LIVE LDFDI% HOLDOYAI STRAP 504FDULE s. POSTS INmcATrn ARE ABOVE THIS LEve.. m. AT EK175 AND STAIRS ALL POSTS NOT SPEGFIED SHALL EE (2) 2. JDN. SOLID 5AYPI n} INDICATES SPELIAL MJLTPLE FENBLRS OF E(dIIVALINr SIZE MAY BE SJBsnTNm FOR BJILriP / STbb Pas ABOVE, SEE RAN MARK IbLDOYN/LAP ND.5ND5 No.5ND5 \ 6ti1ECR (OILH AS A 4x6 FOR (i) Jx4). 5EE SLHEIKEE ON 13/54M 51 c516 / IrM (412x4 (3) 2xb NO1E S. BEAMS SHAG. b. PRl /IDE BAUD OR BIILTLP WOOD PosTs E@'£ATH TIE BIDS OF P11 EXTEND OVERALL snRY 52 LNSTGIb / 4bK (412x4 ('+) 2W FLOOR BEAMS AND ABOVE FOR SOLID EEARINb IrILL JOIST L P&t SPADE PS VBU. SEEM oS DETAIL512WA00 AND T/Sgq. 10 < 111 P05i GALLONS AT END 1. T. TTILAL HEADERS BHALL BE (Z 2M0 JDK ME 105 11 FOR TRIM OF SHEPR HALLS ARE IN ND. 5ND5" 15 TOTAL N RESE F WALL EtID 5TA5 RACE OF — RB�IIRED AS SHOFfI ON 20AJ o JO.N qi PLP16. SND3 Snb R&LIR3EIIR, JDN. M HOlA0Vd1 YAELIILE, SHALL Se o=Q OR BEIiER S. PROVIDE WALL TO NA11 LONMELnIX5 PER —11. 'lfx MDIOATE5 SHEAR W 2. SEE 15/6100. 0 SEE b/5901 FOR— PLATE SPLILE — AT THIB LEVEL PER 9. ALL SNTEROR WALLS SHALL BE SHEATNM PER — REDURBMENTS, JD.N IO5N00 AV RAN ROTE 9 SEE SLHEWLE ON I0r5100. ALL INTERIOR AND EXRRIOrt SHEAR WALLS INDILATES CORRIDOR FRAMINb 'r> RFI#01- Corridor Framing Revisions (QCE).OdiL. SHEATTED WITH 1-11 EL—SHEATHNG. rtR co�rooR xDTEI v� 1I ALIGN A b T OR B_OLKING OVER THE PILL LmSTH OF ALL ME NG 2P INDI— HOLDOIW STRAP WALE AND SHEAR WALLS. SEE 10/SAM FOR SFELIPL SHEAR WALL AND IbLWVM BTA5 hT TIHB BLOCKING EssURE EN LEV3I SLH6VLE). SEE HOldown placement er RFI #211 ce' Rl SEE PLa+ RFI #28 -Wood Framing Clarifications (QCE-SMS).pdf NOE^213, M. JDN PROVIDE 51:W17§ PSL BFAfB NAND / PFDJND ALL REnER T R, STAIR AlID MELR ,� sHwFTs, TYP. R&i:R TD s/saol - If fRPMINb INFgMTILN M shear wall reduced. See RFI #31. CC PRE-FABRILATED BALcoxr RFI #31 Sir" Construction (SMS-QCE Response).pdf - rOD 61ffD �A M' STAIRS INbt3ts _ _ _ QQ ygM PER Ib TYP. E/ o h7' 15 oo A A I V 6/=A02 � 63 65102 52 I I TIHJ � m � sf t411', yiD 19F�4J1. M. QJ hT BPLCONY 83 r S BIF4 — — � 6rNo2 � >z h 45402 � �y �j I - 9Wi 9rN 9Y44 m I — _ SYI.4 I 0 (qE� JI, TYP. UDN. 7 B2 165H03� PF 1 I v r BI BI 1 BI y1 3/5g02 {l� 81 I �550 2sao7 �I II BI I/�.H102 4 q ]5402 G T` I 6 6 �iI-✓I m fr I Ai�S mPfEA I I I I I I ® LEVEL 3 FRAMINO PLAN SLALEI/S' = I'b' SLUdICOMENG �• _ STRAZZARA 2U01 WESTERN AVE SUITE 20U seeNSO a. WA USA 98101 1117 -1 SURE THIRD AVENUE S URE323 BT WA01 To. 206.95]RED350D QUANTUM P. 2os.95�69m quanHumce.cgm CUENT/OWNBE Westgate Village LLC HILL Westgate Edmonds 10032 EDMONDSWOA�Y EDMONDS, STAMP g 8 p KEY PLAN PROJECT NUMBER 16369.01 CORRECTION#1 Sb BUILDING PERMIT C 111S TION#2 DGSM7 BUILDING PERMn CORREO 0N#a i1rzNiT CONSTRUCTION ISSUE 11MM7 LEVEL 3 FRAMING PLAN SHEST NUMBER A10 REFERENCE DOCUMENT \ 51EP ARGI I W b/5903 _ _r o\ II T 3 B2 UL51U, PLI6N W W4I ABOVE, TYP. __� b+6 - C3 lta, C5 Y I. MILAL LLRWDOR FLaoR FRNAINb (sxPDFD) CON51s150F UM'vl zs, MPXIwM Ib'sPAW a 193' OL MA%, SPALINS TYPIGPL LOr&IDOR EEPM I. SEE 5H5ri5 5100 TO 5101 FOR STiNLNRAL bENB2P1 N0T6IWILAIE PRAMINS DItffLTldl. CONSISTS OF Sh>3!b LVL. TOP OF BEPM SXPLL FWSX WRX i0P OF TJI. MID ABBREVIATIONS. SEE SIEETS —To-- SEE 9,10, a IIAAO3 FOR TYPILAL CONDOR FR4 fINS DETAILS. TYPILAL (—DETAILS IWILATEE EXtEM OF FRAMNS. 2. TYPICAL FLOOR —NE CON5153 of 14" MAXI 6YPLREIE PER ARLR h—* .1 AlES. DER MEMBER � I �B2 (FLUSIU, PLIbN W I � � WALL PEYT/E. TYP I e t BIN MAM/JOIST SO4-11DULE MPRK .o STMEAM HANSER NDN) JI II16' TJI 310 a Ib' OL. ITS J2 911" TJI IIO a 16' 0,. IU5IPALE HCUNr) ,B IN6'TJI%OBIb'OL. 15 J4 19ynlg LA a Ib" OL. - BI 5/pIl$ L5L LBV B? 5WII76 m - B3 PM 9h PA - OVER zS9T Tab APA RATED 51B:AMIN6 (BOEX 40/24) SEE RAN NOTE 1. LAID FACE BRAIN PERPBIDICULAR OVER 11 6' TJI 210 a 16' OL. JDN RAH 5.pI5T5 w/ ITS 14 N AT FLIER BEATS UOR ♦—{ NDILATES —..II. W4L _._ R WALL PROVE. 5. NAIL FLOOR 51 M, TO FRAMING W Bd COMNON NAILS (0,I51 Vxzl6') a 6' OL. AT PA ED6E'.+AND 12' OL. IN FIELD, 1rVi ♦_} NDILAlES NON-BEARINS WALL 4. ALL INTERIOR BEARING wALLs SHALL EE 11'PE OB UA.N. SEE a 2/51d FOR COMELn05 SHA PLL LORW WR WALLS SHAH BETYPE OA , U.ON SE ol, WDIL WOOD SE W4L � SNEAR WALL BELOW PLL EX1B -WALLS SHPLL BE TTPE OE UDN. .N MIILAlES b5T PER SCHEdAE. .II EEAWNS WALL LPLL Wr T1T8 PfPLY FOR FRL STKAiD Bx MDILAlES CAM RR SLHEDUi. (SEE .I—SH&T 5202L1. INDI-10O FEE LIVE LOADING, 5. POSTS INDIGAIED AfE PEOVE THIS LEVEL. ALL P05T5 NOT SPECIFIED SHALL BE (2) 2. JoX 50LID 5ATPI VP. AT EXITS, 5TAIR5, AND NBLIL — AREAS. FENBLRS OF E(dIIVALENT SIZE MAY 6E 5JESnTUlED FOR BJILTiP n} INDILA1E55Pr-LIAL NNLTRE BI I' 13 I � - - 5/saaz SIM. 25402 V CA' HOLDOVAI STRAP SOHEDIILE MARK HOILroYA' / LPP N0. 5TA5 Ho— 6ti1ECR (OILH AS A 4x6 FOR (i)?k4). 5EE Y.IBDIEE ON 13/54M e� 51W POST ABOVE, SEE RPN b. FRLVIDE `ACID OR BIILTLP WOOD POSTS —THE BIDS OF PLL xoTE s. eEams sxALL FLOOR BEAMS AND POSTS PLS I FCR SOLID EEA , (PILL JOIST ExTEND OVER ALL 5TUD5 SPADE P5 VELU. SEE DETAILS 05900 AND T/5g01LPLIJ2 OJr ON PLPN FER DETAIL5lot IFATE y, l 51 L516 / IBK (5) 2x4 (212W t. TYPICAL HEADERS S BE (212x10 UDN SEE 105401 FOR TRIM POSi CALLON5 AT END 52 CM5TG6 / 4bK IS) 2x4 (?J?W sND LIf�EI1R, OF SIEAR WALLS ARE IN I., RE( UDN. PLACE OF 5111D5 RE(dIIRED _ BI B I / — 55 MSTIAb� / 3X I5) 2x4 (112 d b. PROVIDE WALL TO w>11 LONMELTIIX5 PER 205901. M NOLDOVIII Y.IEPILE. 6/5901 FOR TW PLATE EL'. No 9. ALL EXI WALLS SHALL BE UD.N ERR,R PER SWd RR _._ ..-._..---.._...._ TYFE hi MI5 LEVti PBt = b+b \ �. FWNI FLOOR BENS PA I OPENItMS PER 55401, TYP. I. 4x 2. Tb sMlSON TOTAL NkB A5 5HOIW ON 20/5400, SHALL BE DF2 0R BETTER. 5ff IS/fADO. ENEAMENrS, H LF W41 END S1W5 SEE SLIEpJJLE ON 1Or5100. PLL ELB210R AND EXBTtIOrt SIffAR WALLS E IR UDN. ON PLANS 5ND5 SHP11 BE SHEAPED WIM 15(i2" RTMOD 51EATiNNS. 10. PLI6N A b15T OR BLOCKING PBt TIE PILL LENSM W PLL EE421N5 WAIJE P1D SMEAR WALLS. SEE 10/SAM FOR SPFLIPL SIEAR WALL RFI#01-Corridor Framing Re 6ri' F3Eq" •Holdown placement per RFI #28 RFI #28 - Wood Framing Clarifications Dr5N00 AID RPN NOE 9 INDICATES CORRIDOR FRPf1Nb PER CORRIDOrt NOTE I / IAIm IADLDDwx STUD11 LflRL (PER LE SEE (QC -S ) L 1 m Q N SEE PLAN21 xINDILAss PaoD rosT AeDrE AND eFJDw MIS IkvEL Q" I \ UDN 5 FROVIDE IIYp PSL FffNE IPUhIU PFDJND ALL BEVATOR STAIR AND MECH swFrs, Tm. serrn To 5/SNOI FaR ADDL PvwINS IwoMAnoN of shear wall retlucetl. See RFI iq1 1 �-\ cl 1 / Pry-FAewcAT® eALcorr RFI #31 - Stair 3 Construction (SMS-QCE Response).pdf TODETiS,R�ISI�IAI� L, TYR __ _____ CG I I - t�sa o - _ CH / yVU �51 b5 IX/ h BI I I 1A 6/=A02� b15902 ). -TOE UEL EL- 0 6 ry A u \ 51 SI I I sJ m I I 81W1L AIST5, AL16rED al JI, M. UD.R W W°LL ABOh W 4 cy } m Iti 1 9ars4oz� W W I r46 'L6 '.AMb I FROVIDE LSL BLKb. a6 BTWN. AI55, PLI6NED a — _oD - w ww. aeovE O �Tj by B I � fi I II hry I I�I IbfA03� - SrFd J3 r tt J Lq!( A AT$JILOINb FERWETER, M. i,b v BI BI BI yx �i 3/5402 51 N 11E L��LLLLLL RIM SHPE NOr ,a('+ `5 LID OVER ANr OPBIIN55 g0 B ' 15407 SIM T EG ALIGN W P r- AREA TYP € A SHADED I I I I I I I I I I I t 8 & C1 4 4 C4 CS C6 C7 CS C9 1 C1 € ® LEVEL 4 FRAMING PLAN SCALE I/& = I'b' SLUdICOMENG �• _ STRAZZARA 20U1 WESTERN AVE SUITE 200 a—.. WA USA-0T 111N7tl-1 N SSU THIRD AVENUE URE323 BEATTLE W 158L01 T.206.952390D QUANTUM PAx 2 as.s5289DL — ENT/OWN-Westgate Village LLC Westgate Edmonds 10032DDIA DS-YY EDMO S, STAMP g8 KEY PLAN PROJECT NUMBER 16369.01 QA BUILDING PERMIT CORRECTION 6W N— BUILDING PERMIT CORRECTION a3 1— BUILDING PERMR CORRECTON pa i1rzNiT CONSTRUCTION ISSUE 11MM7 APPROVAL BY: LEVEL 4 FRAMING PLAN SHEET NUMBER ^^^ A Al REFERENCE ......II,,,,,,I,,,,,,II,,,,,,I,,,,,,II,,,,,,I,,,,,,,I,,,,,,II,,,,,II,,,,,,IIIITTIII,,,,,,IIIITTIII,,,,,,III C3 C5 LSEE ISETS NOTES law y PD&¢EVISNE ATION50 SEE 5NEE155100 TO W3 FGRo&ADoD DBTAILS. . iv�:IN2ILATEra DOCUMENT 2_ TRILAL RPoF ER INb CONSI of 14m2' APA RATEp P NooD PAEhTIXNS EMEM OFOiRhMI �\ (IN'E%40/20) LAID PALE GRAIN PERRP'DICUAR oJER Illy' TJI 210 N21LA,E5 HEADER SEE RAN NOTE 4. R24'OL.,UDN. a. NAIL RooP 511EAlINNS TO FRAM`%HIM ad WMMGFFI 'MILS (O.I6I'0 x 2v a--# MDI— W D 2EARINa J CA C2 _ _ _ _ _ _ � _ _ BEAMM015T 5GHMILE LCN6)AT b-OL. AT ALL -I EDEES AND Bd NAILS AT 120 C. AT INTea�uTE WMINS rENn.ERs McLaKm), 5EE,5a00. VULL oR5IEAR MALL BELOM , RJf MDILATB ROLE.bISi PBt 5G16ULE. MARK JOlar/mm NAAEER WAN) 4. PLL NEN[it5 NOT SHOYlI ON PLAN SHPLL EE W Dxlo FLR E"'aam y m N2ILATES EEAM PER SCHED.LE. \,4 \ I65bs \ OVHtfIhN6 P5R PRLN. RJI IV TJI 210 • 24" OL. ITS EEARNE NNL5 es'N AND (2) 2 FIXt INTERIOR EEARINS NMLS EEI.OrI SEE 105401. ® RA. NDILAlFS ROOF ANLXOR LOCATION FER -5, l ;F.4(9� T5903� �\ Q� B. PROVIDE SOLID OR 911LTYP MOOD POSTS EENEhM 1!E EtmS OF PL. AFLH. DR4'YN65. 14/5903 FOR.4015T LOADING ANp PDDmONPL FRNAIN6 @� @ RJ2 R.B sN,„Rls LVL a 16' OC. la' TJI 210 B 24" OL. - Irs 50Lb EEhRI1K. b. FOR TOP RATE SLICE, SEE DETAIL 65WI, REtl.RBffN15 N£RItY LOCATION PlID 1 LOADS MIM PNCHpt NFR). � F� PLAN NOTES xhI µhi RBI R62 51.11%LSL Shxllly PY LBY - T. NM{EPRIN6 INRRIOR VlALLS TO 6E ATTALHED TO SoT OF JOISTS NM STC CLIPS AT 46' ON CENTER. IUSTALL IN \ �+� WDILAIES VIOJD POST BELCW. y 21 3, UAN. PLWRDANCE NiH SIFW�.AN RE(.OMH:NDATIONS. SEE DETAIL 2FAOI. ?/ y Is/�i103 CFI \ v by as 5W5h LVL = B. PiL E%]HtIOR W415 5HPi1 PE 5HEAT1ffD PER 5YM RGdIIREMENS, UON. 9WM INDILATES SHFAR W4L TTPE Ai MI5 LE'vEL PHt J � II I � � �� bH400 AtID RPN Itl,E B r 1: RTUs at sloped roofs I© RFI #41 LBSJ & Cornice Ib/5902 V lo/5aO3 RFI#38: Heatler beam below RFI#36: Parapet Framing Details O RFI #36.1 _ CE _ _ __�—��I tileveretl joists. Typical RFI #38 ' �------------------ n --- \ 65 02 �ry ,�----_ y �,, L 2n65ND561NT 1YP. � A� AT E%IE21Lft WP1L ARd.ID Ci�i REVOR PPER PRLH, TYP. 42 f "IT PER B/5901iI RBI RBI sfi403 i�rI RBI � 95W9 ^ i pip II 25gD3 I I � Ib _ Ir54f/i PLCEi T �\M� PER ___—t, _ AYIyE CORRIDOR ' ��JJ - - - (SNnDm u:EN I ' •6� \�� ranrrry ',_ r- I i ill � 4_ I I 2 /ems 10540 i I II Off' g / FB2 II ^— i I6F.,4o2� 15403 I I 25403 165402 REI r RBI .I RBI Ra m bF3403 � _ I I I. asn,aI. ,seem ® ROOF FRAMING PLAN SC , I/8' = I'4 e �I ,r5403 - ISr54UiJ� V I _ .SLOPE PER aRCN I RN-2 ,y��j Te Ra 5'646L EEAM d PROVIDE (21 n TRIM51NYa AND (2) KING snw hT EYM BID �S1p\ � tII6/S,ne EDGE OF ROOF - O✓1311PN6 FER - PRCH. _ FI#41: RTUs at sloped more RFI #41 = I - I - e� - SIN. I - I - I _ studIC'MENG STRAZZARA ato1 WESTERN AVE SUITE 2so SeeN, WA USA S61o1 wwrB �slutl�kmos.mr, 1511 THIRD AVENUE SURE 323 SEATTLE WA 90101 TEL 2W.G5)3BUo QUANTUM FAx zo5.s5>.a9o1 ..�,.�.. CLIENT/OWNER Westgate Village LLC HILL Westgate Edmonds EDM EDMONDS WOA�V ONOS, STAMP g8 KEY CLAN PROJECT NUMBER 16369.01 �GORREOTION AN W.M7 BUILDING P CORREOTION A2 1012BIia REr�sbNB Bvaats APPROVAL BV: ROOF FRAMING PLAN SHEET NUM.EE Al2