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Report (5) 11 SUBMITTAL PACKAGE II�OOSW-j2'�Page . RE V L j K FOR APPROVAL DATE: 11/25/2020 PACKAGE NUM: 042 CONSTRUCTION Bremik Construction Inc. PACKAGE REV: 2 19027--Tigard Triangle SPEC#: 084000 To: Dave Mojica From: Riley McCoy Scott Edwards Architecture LLP Bremik Construction Inc. 2525 E. Burnside Street 1026 SE Stark St. Portland, OR 97214 Portland, OR 97214 We are transmitting the following Submittal Package Number: " 042", Revision: "2" Description: "Storefront Shop Drawings and Product Data" for your review, intended to be compliant with contract Specification Number: "084000". Please review and respond to: Riley McCoy, by: 12/11/2020 in accordance with the contract documents. Additional Notes: Submittal Revision Description Status Notes Item 084000-001 02 Storefront Shop Drawings and Product Data Bremik Construction, Inc. ** NOTE ** nate:03.19.2021 By: Rey _ The included calc's and shop drawings have the Sincerely, ® Reviewed stamps erased, but the other two documents that are ❑ Reviewed as noted also located in this folder titled "042 REV 2 -08 40 00 0 Revise&resubmit Review of these documents does not relieve subcontractors of Aluminum Entrances and Storefront" are the copies their responsibility in reference to:field verifications of all with the electronic stamps included. those two dimensions,1obsite conditions and requirements;coordination with all trades;full compliance with all contract requirements; documents are titled: compliance with all state and city ordinance requirements -"2021 03 18 - SIGNED StoreFront Calcs" -"2021 03 18 -Tigard Triangle Storefront Shops- SUBMITTAL REVIEW APPROVED ❑REVISE S RESUum''' Signed" ¢e overall GontAS mefi,m:x el°e) REVISE NOTED ❑REJECTED 0No EXCEPTIONS TANEN ❑ NOT REVIEWED Thu shop drawing review is tor general conformance and compatibility with the design concept and Information given in the l,EXCEPTIONS PE NOTED 0 REVISE'RESUM ET' Constnuceon Documents July. Review of a specific new shall not include the review of an assembly of which the Item is a Corrections or comments made to the slop drawings component. The Contractor Is responsible for ensuring that the during this review do not repave the Contractor from assemb y reviews,and not only specific assembly items,have been compliance with reouhements of the drawings and submitted for approval. speoncatiops.This check is only for review of general ABHT Overall Comments: conformance with the design concept and general Compliance with heCo information givenrimecomma ABHT Structural Engineers 1. We have provided approved shop drawing stamps on the documents,The Contester is responsible for oon rmingendcatogf all RST 03/30/2021 separate stamped calculations and drawings. dimensions;of consng fabrication processes end Reviewed By Date `theritrade.andpactee ohedworkInasateanork d h 2. It should be noted that on both previous submittals we char o-uesandpa,f«ae uawainInaeWeand eatiafacttry manner. SIEA comments had asked for confirmation that the storefront system can scorn I EDWARDS ARCHITECTO RE,LLP 1. All exterior and interior mullions and tracks accommodate 3/8" building gravity deflection. This was not PORT E BURNSIDE ST for mirrors to be black. PORTuNrIo,oRsrzta 2. See plan/elevation mark ups for additional responded to on either resubmittals. Therefore, we are BY Dam Moiica comments. approving this submittal with the assumption that the DATE 01/2E21 3. AS/will be issued with additional info system can accommodate 3/8" building gravity deflection. pertaining to the reduced storefront heights at L 1 offices. 4. Note this submittal does not reflect the current set backgrounds. I have noted the discrepancies and the related issuances on the drawings. l believe these discrepancies can be handled when they field verify. Please notify me if you need additional direction from S/EA Design Criteria: 2014 OSSC - ASCE 7-10 Wind Criteria: 120 mph (Risk Category II) Exposure B Mean Roof Height = 74.2 ft Material Ref. Standards: 2015 Aluminum Design Manual 2016 Cold-Formed Steel Design Manual AISC 2016 Specifications for Structural Steel Buildings ACI 318-14 ACI 530-13/TMS 402-13/ASCE 5-13 2018 NDS Window Manufacturer: Kawneer Storefront: Tri-Fab 451 T-VG Offset-Glazed Frame Member Dimensions: 2" x 4.5" Strength Criteria: Fb = Fin, . 25,000/1 .65 = 15,152 psi for 6063 T6 Aluminum Deflection Criteria: TIR-A11-04 IBC 2403.3 Specifications (Where Applicable) Seismic Drift Criteria: ASCE 7-10 13.5.9 and Specifications, Where Applicable 4 Rj �T LIp • Cj 0 rROIc ( SUBMITTAL REVIEW of \ I1 I' ®NO E%gEPTIONeTMEH 0NOT REVIEWED r� 4` \ �q'� EXCEPTIONS AS*WED j] RH966 inesUBNR Ig APPROVED 0 REVISE&RESUBMIT /,W 1) 'p "III Correctors or comments made to the shop drawings []REVISE AS NOTED ❑REJECTEC . �3 ��D! f" during this review do not relieve the Convactor/rom iii compliance with requirements of the drawings and This shop the design for an I t conformance ce and I C y...E.�',, ' 1 14 ti specifications..Thisthecheck Isg nly review of general ral compatibility with the doso n concept and Intonation given In the '(�'.i i li!S_171�J'r conformance with the design concept and a contract Con nuctlon Documents only. Review of a specific item shall not compliancdocuments with the inactor i responsible given in the oamrad include the review of en assembly of which the Eem is a axumems Tina COMran isafor component. The Contractor is responsible for ensuringhat thetP confirming and correlatingbraFabrication as ionquantities and P t f- dimensions;selecting t all on processes and assembly reviews,and not only specific assembly items,have been ✓ ?+' techniques of construction,coordinating the work with submitted for approval. dy other trades,and Ixrtaming the wont In a safe and //yy +J f'�) /y-' satislectory manner. ABHT Structural Engineers 0n C. err 1 i 4 L�fv7:5/ *' SCOTT I EDWARDS ARCHITECTURE,LLP R$T 03/30/2021 4-4 �„r t�C {N+E�Q r' 2525NSIDE ST E B R OR 97214 Reviewed By Date p V ti 'T '-cy : 1 2 1 1 N ev Dave Molka • C V DATE 2131/2021 2021.02.04 16:23:22-08'00' WW1. Project Name: Project No.(if applicable) TIGARD,TRIANGLE Consulting Structural Engineering Project Location: Date: 20575 South Indigo Ave SW 72ND & BAYLOR ST - TIGARD, OR 02/04/2021 Oregon City,OR 97045-9620 Client Name: Page: f: 503-631-8706 CULVER GLASS Page 1 of 23 e:brad@connellystructural.com OUT-OF-PLANE WIND LOAD DEFLECTION OF FRAMING MEMBER The out-of-plane deflection of curtainwall and storefront framing members is often limited to some established percentage of the overall span (denoted as L(overanj) of the mullions. Some specs don't establish a limit as a function of mullion length, but rather by the largest uninterrupted length of glass supported by the mullion. In either case, these criteria are typically found in the project specifications. Section 2403.3 of the International Building Code states, "To be considered firmly supported, the framing members for each individual pane of glass shall be designed so the deflection of the edge of the glass perpendicular to the glass pane shall not exceed Lie ,e]/175 of the glass edge length or W(19.1 mm), whichever is less, when subjected to the larger of the positive or negative load where loads are combined as specified in Section 1605." This does not say that the overall deflection of the mullion is limited to any maximum value. Instead, the Code mandates that the mullions must meet the deformational needs of the glass it supports. It is common for storefront and curtain wall frames to be made up of two or more lites of glass over the height of the window mullions, separated (and supported vertically) by horizontal muntins connected to the sides of the vertical mullions. In this scenario, the overall deflection of the mullions could be greater than L[averaiij/175, but still not exceed L4e9e1/175, or 3/4",for the edges of the lites. There are sometimes window frames with just one panel of glass over the height of the mullion span. In this case, the overall mullion deflection limit would be Liedgejl175 s 3/4". To determine a limit set by Code for overall mullion deflection, the designer must refer to 1604.3. This section mandates that deflection limits of aluminum are to be based on the Aluminum Design Manual, Part 1 (Specifications). Under Specifications Section L.3: Deflections, in the Serviceability Chapter L, it states that, "Deflections caused by service load combinations shall not impair serviceability." This general statement then is subject to the definition of serviceability. L.1 defines serviceability as, "...the preservation of a structure's function under service load combinations." Meeting the needs of the supported glass means that the out-of-plane deflection of the vertical mullion is limited in order to keep the curvature of any continuous edge of glass panel within limits that coincide with predictable glass behavior. Predictability, in this sense, is expressed as a probability that no more than 8 lights of glass out of 1000 total lites will break. The limits set forth in 2403.3 are based on ASTM E1300, which assumes this probability can be met, as long as edge deflections don't exceed Lledge]/175 or 3/4". Most storefront manufacturers publish wind load tables that can be used by building designers in choosing system depth, span, and spacing to meet a variety of conditions, without having to do rigorous analysis. TIR-11 Maximum Allowable Peffection of Framing Systems for Building Cladding Components at Design Wind Loads is a technical publication available for purchase from American Architectural Manufacturer's Association (AAMA), in which the recommended overall deflection of window mullions be within the following limits: Spans s 13' 6"AIOVERALLJ s Lievera11/175 or%" Spans > 13'-6"&OVERALL) >Lioveraii/240+ Y4" Most if not all of the tables provided by manufacturers for their various extrusions are based on these deflection limits. In reviewing TIR-11, a specific reason for using these limits for overall mullion deflection could not be found. it references standards such as ASTM E1300, as well as excerpts from past building codes, which all could arguably be traced back to ASTM E1300. It does, however, clearly note the factors that influence what we consider to be acceptable deflection, such as weatherability, occupant comfort, and adjacent construction. It should be noted that many architectural specifications do not specify TIR-11. Many have requirements consistent with IBC 2403.3, often with added verbiage such as, "... with full recovery of glazing materials..." This allows the designer to decide a reasonable overall mullion deflection for a given condition, while still meeting the Code-mandated deflections needed to ensure that the panels are "...considered firmly supported...". Regardless what an acceptable overall deflection ends up being, structural stability and strength should always be considered. The following diagram illustrates the graphical analysis performed to ensure that each lite of glass will be firmly supported in the event that the overall mullion deflection should exceed U175. Project Name: Project No.(if applicable) TIGARD TRIANGLE Consulting Structural Engineering Project Location. Date: 20575 South Indigo Ave SW 72ND & BAYLOR ST - TIGARD, OR 11/23/2020 Oregon City,OR 97045-9620 Client Name: Page: t: 503-887-0536 CULVER GLASS Page 2 of 23 f: 503-631-8706 e:brad@connellystructural.com The following procedure is used to determine Delta[EDGE,: A ♦♦ ' 1. Determine the longest continuous edge supported by ♦ the mullion out-of-plane, and its position within the height ♦• of the mullion, ♦ ♦ 2. Sketch the deflected shape in AutoCAD using a spline ♦ ♦ curve and deflection output values from deflection v ♦ ( analysis Gil ♦♦ .` \ 0 3. Draw a secant line between points on the m •; ♦ R` curve representing the length of the glass =� edge. a ♦ N.r, ♦ 4. Determine the maximum deflection ,�\ represented by the distance between the ‘ secant line and spline curve. If this exceeds 1 LEp„EJ175 or 3/4", reinforcing or a stiffer 1 mullion will be required. SECANT LINE, REPRESENTING GLASS EDGE 1 .�I LENGTH CC 1 jAOVERAu7 �LOOVERALL]/175-l2,21 O J I /IC-----"'DEFLECTED / SHAPE / / _ / / _ / mot' • // ________ _' / / FRAME / EXAMPLE T__ Project Name: Project No,(if applicable) °I*NR/L TIGARD TRIANGLE Consulting Structural Engineering Project Location: Date: 20575 South Indigo Ave SW 72ND & BAYLOR ST - TIGARD, OR 11/23/2020 Oregon City,OR 9 704 5-96 2 0 t: 503-887-0536 Client Name: Page: f: 503-631-8706 CULVER GLASS Page 3 of 23 e,bra d@conneuystrncturafcn n SIMPLE-SPAN UNIFORMLY-LOADED MULLION ANALYSIS FOR WIND LOADING Project: Tigard Triangle Client: Culver Glass Wind pressure per 2012 BC Alternate An-Heights Method Type/ Part No. h on') EX 0613) ULTIMATE Basic Wind Speed 120 mph Risk Cat.(doesn't affect results) II Pressure,q,=0.00256V'36.9 psf (LRFD)I A 451T-V6.012 wi tiller 271 1.13 Enter Exposure B Enter Kr per ASCE Fig.6-4 1 K,=0.908 (ASCE 7-10 Table 27.3-1) B 4511-VG-001 2.39 1.21 Height Above Ground(not<t 5ft) 74.2ft C 451-VG-019 3.12 1.33 D None 0.00 0.00 E None 0.00 0.00 F None 0.00 0.00 -' Muelon Negative Positive Negative Re0'd Steel Reim. Span Length Mullion Right Cite Trib.Width Pressure Mullion Deflection Deflection 4 Comments,Additional Window Frame KM Lei Lite(inn inn Ifni prat Etcetera tone Pressure Pressure Wind load T A,e.,,fp MOr11MtPf Required for ( Area MI PrM(Par) Peat(pat) (Win) Type Limit flnj OK? inertial (tell Strew, Calculation, t 82 JAMB 132 0 2 ` 48 2a00 40.33 4 18a f82 351 8 B55 0.75 OK 00 Rend. 5940 NO FRAME 54.5,6,7 JAMB 144 0 2 52 1/4 28.13 48.00 4 183 18.2 3.57 B 0.84 082 CHK 2403.3 0.013 7624 NO FRAME 4,5,6 MULL 144 51 1/2 2 52 114 53.88 53.88 5 328 181 12 26 A 253 052 CHK 2409.3 1.942 28163 I">.1.Z5"fnerauSA-1. FRAMES DOOR POST 144 36 2 5f 12 {5.]5 48.00 4 18,3 18-2 5.80 C 1.04 0.62 GHK 22403.3 0.284 11265 NO FRAME]OOOR POST 144 20 2 72 4800 d8.00 4 18.3 18.2 6.08 C 1.09. 0.82 CMK 2403.3 0.3.51 11890 NO FRAME 8 DOOR POST 97 1/236 2 86 1,8 53.19 36.01 4 164 18 3 6.78 C 0.26 0.56 OK No Reed. 0043 NC FRAME B DOORPOST 95 1/272 2 69 ]2.50 d8.06 4 18.3 18.2 9.20 C 0.32 0.55 OK No 8014. 7866 k0 FRAME 10 JAMB 61 0 2 68 36.00 15.25 4 1a 5 I8 5 462 8 0.53 0.35 OK No Reim. 1]]0 NO FRAME 11 DOOR POST 95 1/2 72 2 - 72 74.00 4998 4 18.3 192 9.38. C 033. 0.55 Olt No ROIL 8025 NO FRAME tt 812 DOOR JAMB 95 12 0 2 36 20.00 I 21.11 I 4 18.5 18.5 256 B 0.12 0.55 OK No RqM 2409 NO NOTES: 1. Wind pressures are calculated using the 2012 IBC Alternate Alf-Heights Method.and consoled to ASD-Level wind loads(i.e..WAse=0.6WL, p) 2. Wind pressure for vertical member analysis is reduced using the effective wind area,as defined in ASCE 7 Chapter 26,for each condition. 3. Wind pressure for use in determining reactions was reduce based on the actual tributary area at reaction pant 4. 'Pressure Zone is either Zone"4-.Zone"5",or'INT"for interior 5 psf SIMPLE-SPAN UNIFORMLY-LOADED MULLION REACTIONS Project. Tigard Triangle CIIenl Culver Glass Wind pressure per 20121BC Allemate Arils his k/uTud ULTIMATE Basic Wind speed 120 mph Risk Cat(doesn't affect results) ._II Pressure,g,=0.00256V]a 36.9 pat (LRFD) Enter Exposure 8 Enter Ka per ASCE Fig.6,4 1.00 K,=0.908 (ASCE 7-10 Table 27.3-1) Height Above Ground(not<150) 74.2k Negative I Positive wmavx Wane( 3Pm Lentite Mullion Right Lite Tr10 Width PreSawa Connection ConnapSon Connxeon Ne9abre Posrar+ (n) Width gni (in) 1at1 Iona Tributary Area Pressure Pne1 Pm/nee Pml Re9eaon Reaztion Head D0laift Head Detail 541 Detail Silt DaW62 Comment flni del (earl ( 5 (Ins) (Kg) riiAME 582JAMB (32 0 2 48 26.00 4 1t9 18.5 15.5 220 220 242 54.1 FRAME 3..5,6,7 JAMB 144 0 2 52 1(4 281 4 14.1 18.5 185 260 260 tux 5/41 3/4.2 FRAME 45,6 61ll1.L 144 51 1I2 2 52 114 53.9 5 26.9 33.5 184 903 403 1/4.2 ,42 SH 44.1 L42 FRAME DOOR POST 144 96 2 51 1/240,8 4 229 184 18 t4 4 422 422 i2 5/4.1 ILI LI FRAME?000R POST 144 20 2 ]2 48.0 4 24.0 164 164 443 442 4/42 5/4.1 0 FRAME 8 DOOR POST 97 1/2 36 2 66 3E 53.2 4 18.0 18.5 15.5 333 333 1N.3 5/4.1 A O FRAMES DOORPOST 95 12 72 2 89 725 4 tall t8.d 184 443 443 1f4.1 3N3 FRAME 1028148 61 a2 6a 36.6 4 7.6 18.5 185 191 141 5/42 3/4.3 N W FRAME 110004 P051 95 1/2 72 2 72 74.0 _ 4 245 184 184 452 452 214A 24.1 FRAME 11 812 DOOR JAMB 95 12 0 2 36 200 4 6.8 185 18.5 122 122 2/44 IAA NOTES: 1. Wind pressures are calculated using the 2012 IBC Alternate All-Heights Method.and convened to ASD-Level wind loads(i.e..WAsg=0.6WLnr0) 2. Wind pressure for vertical member analysis is reduced using the effective wind area.as defined in ASCE 7 Chapter 26,for each condition. 3.Wind pressure for use in determining reasons was reduce based on the actual tributary area at reaction point. 4. 'Pressure Zone is either Zone"4',Zone"5",or'INT-for interior 5 psf Project Name: Project No.(if applicable) 1 I"1.1 y L..L 3. TIGARD TRIANGLE Consulting Structural Engineering Project Location: Date: 20575 South Indigo Ave SW 72ND & BAYLOR ST- TIGARD, OR 11/23/2020 Oregon City,01197045-9620 Client Names Page, t: 503-857-0536 e: a706 e:Wad@co CULVER GLASS brad@connel structural.com 411/1. -IoN5 Irl f2A.hc,S 4 4 5 Rmirf m'N t To Actl IEk4E (-fib)Auxn= IS K ti I I515-2_ =0.533 = (EI).r • 281ie3 (EI)+(e.L) a578I -r Elm) AGozEIH = o.S38E1 , 0.4420 OE.(/x'X--II)= O.S3$(2'I Eb)=5. ,L, o.4 3286E I.)(2-1t) _ ,O.BOZ--th¢ Sre,V ®.538(2y Er.� O.$OZ - 2.2531R,,,,., Iz- bw,�M 0,8o7-(0) = 0.845 tl lfbE. 1"x Z•25 g,aR. (Z r.O. Y1iti4) G1� A-- - // 28 . } Io86(2'rt) \ \�b� = If Awes_ 2?.IEfe 4 0.14q(ue6)J = 13,1/5p. ac .S?1Y 141� Peag4-nvr1 of 'fal br ore = 111 4—�(EsL)ye�y�= 29EG.(0.94°I) + 2 1.t 54. = 54.66 1L•;m1- s . A = .SO4(c4,6, ha) = ,.55.1= Si 4- fEEFl ellorILrea- 2o14-05ses 403. Gk.-=" RELlj`ES 4-Tev (i F•o > Io6 14 f ....(5 (°I)y(It)(4) 1 6 8(1 i)(o.$)1 243o 64. Eo.S. = 24aoo =9.31, oIL Project Name: Project No Qf applicable) _ i+.]��L TIGARD TRIANGLE Consulting Structural engineering Project Location: Date: 20575 South Indigo Ave SW 72ND & BAYLOR ST - TIGARD, OR 11/23/2020 Oregon City,OR 97045-96204 Client Name: Page: t: S03-flg7-0536 CULVER GLASS Page 5 of 23 f: 503-e31-9706 e:brad@connellystructura Loom l�r I --"1" � �y l 1_ II BY OTHERS 1.25 PER ENGINEER -03 DOWSIL SEALANT&BACKER ROD,TYP. • j KAWNEER VG451T STOREFRONT GLASS PER SCHEDULE OL.,/ T 9o3(t.z5) -410* 7.775 ar= 1.4(420)-a072, WP = I.6(2-ss)=OS* Y¢,z 1 STOREFRONT HEAD AR:12/A704 77,11 `.25 u BY OT1tERS PER ENGINEER DOWSIL SEALANT&BACKER ROD.TYP, . t KAWNEER VG 451T STOREFRONT GLASS PER SCHEDULE yn1t 3'5b5 Sc2 W AT 8tx11 YikW13 2_/4.2© STOREFRONT HEAD @ VENT AR:13/A7.04 Os Project Name: Project No.(if applicable) "4101RiJ a TIGARD TRIANGLE Consulting Structural Engineering Project Location. Date: 20575 South Indigo Ave SW 72ND & BAYLOR ST - TIGARD, OR 11/23/2020 Oregon City,OR 97045-962D Client Name: page; t: 503-B87-0536 CULVER GLASS Page 6 of 23 f: 503.631-8706 e:brad@connellystructural.corn -4111111111P rtie 6,001-15o-54 ctfL Aiiii Vs3.i1 {ie(l ASHT �;..' Zzs• ____ Aso M.7 0 • 2 �' � I] DO`V,SIL SEALANT 8 BACKER ROD,TYP. j* f ni_/ PER ENGINEER - '(4P-O[N,.J Th�-YIfRa KAWNEER VG 451T STOREFRONT , III — kI ) I ' GLASS PER SCHEDULEWI Va ��' - Ira.„_ 103(2.sS) � 5 gillgill0 �# U (q if'(. 7.,m o Fan. thitzour= 6 e4 _. 3.-5 l$1S (4) 4./4 z O STOREFRONT HEAD T_ AR:101 A7.04 INN A A A "MIME C:, . 4 rpr :Mir . _ . IH�.0 . E 7.3 N o :_ ■lirlOr ° 1 • ' U ii -rize.Arc. IIIIIIIIIIIIdt' 1 lig DOWSIL SEALANT •I ' al 3`�3* ':" BACKER ROD,7YP. NMJ/M �> V I-(-(3,3)=5,3 r 1 DOWSIL SEALANT 8 BACKER ROD,TYP. PER ENGINEER i KAWNEER VG 451T STOREFRONT I I. GLASS PER SCHEDULE Prcylkc, i 0,,= s- (I,zs.) = z‘-,* Auso AvfluES To 414.'S Y¢16 TTI-E0 HD -e),z-N 6106 ec vttivu-to44 4 @.-3'Am6 O STOREFRONT HEAD @ CMU WALL 1 AR.141A7.04 0, t l ALL L Project Name: Project No.(If applicable) NI i,. ( Lail TIGARD TRIANGLE Consulting Structural Engineering Project Location: Date: 20575 South Indigo SW 72ND & BAYLOR ST - TIGARD, OR 11/23/2020 20575 CO,Odigo AveAv-9620 t: SO3487-0536 CI:ent Name: Page. CULVER GLASS Page 7 of 23 a brad@ onneIl e:brad@connelly5tructuraLcom I I III 5p54x Il _ = . ------ r— Lzs* = I.6(zw)`4 / --- KAWNEER VG 4517 STOREFRONT WD = 1.6010) = 212* _ 1744,117 - 4sz(l•�s� - SIMPSON SDS I"X 1,3"EACH—'1 SIDE OF MULLION,DOOR )/ POST,&AT JAMB ,t s L ��. --DOOR PER SCHEDULEUC.T (452+2.5.5) 4-Do(2-74) -ZC',4_. 5;,.;52..1•(4 0)+Go isz.1.0.7z) • = 53' ' tA10 � � = 353 __I IX .5-3-/ J 3z.1 ot • �� •• ---- '�_—GLASS PER SCHEDULE RAGE' SaSY-x ::- CP411 ,S toe of vrWLuori 1 e 5ar �� 0 STOREFRONT DOOR HEAD @ COURTYARD -- SIMILAR _...__) - AR 6156.044-SIMILAR ^N'M A- AR'.6;56.04-SIMILAR / •T - GLASS PER SCHEDULE r- --KAWNEER VG 451 T STOREFRONT PER ENGINEERING---. _ L\ I II .,G. V--DOWSIL SEALANT&BACKER ROD.TYP_ I � / ' =I.r.(10,2= .`"-i 144 - N„ _4105 at .4.45A"; -rreJ wo site-u ° : � I Sn� of 1rwLL.lorl a Z . a - I I 11L_ f • T -AL.5o APPLIES To 3/4,2 '(-) STOREFRONT SILL @ CONCRETE SLAB 5 �.I AR:16,A7.04 °gfiliff Project Name: Project No.Of applicable) IIVR. TIGARD TRIANGLE Consulting Structural Engineering Project Location: Date: 20575 South Indigo Ave SW 72ND & BAYLOR ST - TIGARD, OR 11/23/2020 Oregon City,OR 97045-9620 t: 503-887-0536 Client Name: Page:CULVER GLASS Page 8 of 23 f: 503-631-8706 e:brad@connellystructural-com IriI .....: 2111111111r171 If - Y / GLASS PER SCHEDULE GLASS PER SCHEDULE • DOOR PER SCHEDULE /V DOOR PER SCHEDULE KAWNEER VG 451T STOREFRONT J 45 1,7.- I.C.(4sz)=?23 le DOOR MEETING RAIL 7/or.1 AR,NONE A r - BY OTHERS—_ C, DOWSIL SEALANT&BACKER ROD,TYP.—., KAWNEER VG 451T STOREFRONT--, \ < / \ \ IL _ � ` ■ I wAs.w.`%b a 1 i A _ \ /,- ..- DOOR PER SCHEDULE\ tII": --‘, DOOR PER SCHEDULE-- [�, , ---� \, 11 DOWSIL SEALANT&BACKER ROD,TYP.-=/ j - -_ _l BYOT RS—� -� -- (2)SDS%45(3 Al- (ic/llbvn or Acnry li5sr STOREFRONT DOOR JAMB Y4.1 0 AR 9/A7.04 Project Name: Project No, if applicable) %%YU& TIGARD TRIANGLE Consulting Structural Engineering Project Location, Date: 20575 South Indigo Ave SW 72ND & BAYLOR ST - TIGARD, OR 11/23/2020 Oregon City,OR 97045-9620 Client Name: Page' t: 503-887-0536 CULVER GLASS Page 9 of 23 f: 503-631-8706 e:brad@connellystructura Lcom / 4 112 1 (2)SIMPSON SDS 1"X 2> r —GLASS PER SCHEDULE "SCREWS CH —\ ) SIDE OF MULLION&@ JAMB,SPAC 1 1l4- APART AND AS CLOSE TO MULLION _..-- MB AS POSSIBLE (' ter--KAWNEER VG 451T STOREFRONT ,\ -�I 1 I , ) SY// DOIBSIL SEALANT&BACKER ROD,TYP. '"I DOWSIL SEALANT&BACKER ROD, P.- , 44i " f eY OTHERS 11.5- tM D 51LL — L._�._... ar= 1-44(42.0)= Co-n_ z5 — a$ -< 1.T = 443064 W = 1.6 S- — 4 f'mldG / 67s 90 ,, w ,/ = 3r�1 1 tea_ Si»ao., _,+Go,'0o'{4oB , SZsuGfA,,1T_ 11*F431V4 3 j` =51-74 U � ("2.)SC1 +S F�GFL (/ // `���� � � � t. �40` SIRE o ynot 1d'i A e \, STOREFRONT SILL 3/4.3 t® AR:NONE , :2-R DOWSIL SEALANT&BACKER ROD.TYP. IORMINIS • ' GLASS PER SCHEDULE -lir --94W di .. IIi . . I 1p4 1 STOREFRONT DOOR PER SCHEDULE _ KAWNEER VG 451T STOREFRONT * 4 Smej X 3"SCREW BOTT.OF DOOR POST DOWSIL SEALANT&BACKER ROD,TYP. 1/1 ¢ 4r- 1 STOREFRONT DOOR JAMB © COURTYARD AR:14/A7.04 Project Name: Project No.(if applicable) Vll 61.1_,J,..A.... TIGARD TRIANGLE Consulting Structural Engineering Project Location: Date: 20575 South Indigo Ave SW 72ND & BAYLOR ST - TIGARD, OR 11/23/2020 Oregon City,OR 97045-9620i Client Name: Page. t: 503-887-0536 CULVER GLASS Page 10of23 f: 503-631.8706 e:brag aconnellygtructural.com Project: Tigard Triangle Client: Culver Glass Condition: 1/4-20 into 16ga CFS with Bearing and Pullover into Alum. Conti oiling Design for Screw Connections Based on 2015 Aluminum Specification Input Output Enter Screw Size: 11/4-20 1 J.5.4.3 Screw Tension Is screw countersunk? NO R„=A,.F,,,,/1.25 3055 Ibs Eq..L5-11 Countersink Angle 82 deg P„„„„.= 1018 lbs Aluminumr 6063-T6 Extrusions&Pipe J.5.4.I Pull-Out Strength Almninum2 6063-T6 Extrusions&Pipe K,= 1.2 C„„,r= 1 A,„= 0,536 in.2/in. D= 0.2500in. R„= 938lbs Eq-JS-1 8,,= 0.2660 in. P„„„„.= 313lbs D„,= 0.6250 in. <INPUTre4SIIFRPIA. . J.5.4.2 Pull-Over Strength R„ D„„= 0.6250 in. <IPUT LARGER OFW4StfFR R„= 1522 lbs Eq.J5-9 F,„,= 30000 psi DIA.AND SCREW MAD DIA. P„„„„.= 507 lbs 1'4,2= 36000 psi J.5.5 Screw Bearing,Tilting,Shear F„r,= 25000 psi The shear force on the screw shall not exceed the least of F4.2= 25000psi R„ =d,,(F„,, 52DCF,„ = 1200 Ihs Eq.J.5-12 Beating F,,,= 120000p.ci R„ =4°(023D)'2F„,2.Jort2 5t, = Tilling N/A Eq.J.5-13 Tilting n= 20 R„ =P /(1.25n,1= 1628lbs Eq.J,5-14 Screw Shear S2= 3 ' t,= 0.0800 in. Allowable Screw Tension= 1018 lbs r 2= 0.1250in. Allowable Pullout= 313 lbs 1,= 0.1250 in. Allowable Pullover= 507 lbs �. /L.or4 AU/Y✓1 d,= 0.7500 in. Allowable Shear/Bearing= 400 lbs J33M'-1 f. (74 ,Aj,).A71 i Note: This spreadsheet only applies to screw types C,D,F. G.and T,in terms q/'punti a strength 61 material not in contact with screwy head. Does not cover J.5.5.1.1-h1 For spaced threads(screw types AB.B.8P,BF,and BT.Jar 0.038" S. L. 5 2/n) Dril-Flex Design Values per ESR-3332 Dril-Flex Design Values per ESR-3332 ASD FnR. PuLLouT Ildl-o t ,C€A. I-FS ASD f O— PULLOUT trJTo I104A GAS Dril-Flex Capacities -Table 2 ESR-3332 Aril-Flex Capacities -Table 2 ESR-3332 Screw Size 1/4-20 Type 7 Screw Size 1/4-20 Type 7 Allowable Shear, P55/D 886 lbs Allowable Shear, Pss/12 886 lbs Alowable Tension, P is/!2 1576 lbs Alowable Tension, P t5/n 1576 lbs (For Table 2, .0 =3.0) (For Table 2, 12 =3.0) Bearing Capacity- Table 3, ESR-3332 Bearing Capacity-Table 3, ESR-3332 Screw Size 1/4-14 Type 6 Screw Size 1/4-20 Type 7 Material Thickness 0.048"- 0.048" Material Thickness 0.060"-0.060" Allowable Bearing 377 lbs Allowable Bearing 533 lbs (Based on steel in contact with screw head only) (Based on steel in contact with screw head only) Pullover Capacity per Table 4 ESR-3332 Pullover Capacity per Table 4 ESR-3332 Screw Size 1/4-14 Type 6 Screw Size 1/4-20 Type 7 • Material Thickness 0.048 Material Thickness 0.105 Allowable Pullover 518 lbs Allowable Pullover 1126 lbs (Based on steel in contact with screw head only) (Based on steel in contact with screw head only) Pullout Capacity per Table 5 ESR-3332 Pullout Capacity per Table 5 ESR-3332 Screw Size 1/4-14 Type 6 Screw Size 1/4-20 Type 7 Material Thickness 0.048" Material Thickness 0.060" Allowable Pullout 131 lbs ! Allowable Pullout 204 lbs L Project Name: Project No.(if applicable) Ct41151aAla TIGARD TRIANGLE Consulting Structural Engineering Project Location: Date: SW 72ND & BAYLOR ST - TIGARD, OR 11/23/2020 Orego6Citto45e Oregon City,,h ORIn OR 97046-9620 Client Name: Page. t 503-887-0636 CULVER GLASS Page 11 of 23 f: 503-631-8706 e:brad@connellystructural.com 3 I L�. 'T0 GOnfC. Gve5 SIMPSON Anchor DesignerTM Company: Date: 11/23/2020 Engineer: Page: 1/6 Strong-Tie Version Software 2.9.7376.0 Project: ® Address: Phone:. E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description:SF Sill 3/4.0 !( . Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 316-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):12.00 State:Cracked Anchor Information: Compressive strength,f 0(psi):4000 Anchor type:Concrete screw W,,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.250 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.000 Reinforcement provided at corners:No Effective Embedment depth,her(inch): 1.510 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore Edo requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmm(inch):3.36 cep(inch):4.29 Base Plate Cm;,(inch): 1.50 Length x Width x Thickness(inch):4.00 x 8.00 x 0.25 Sim(inch): 1.50 Recommended Anchor Anchor Name:Titen HD®-1/4"0 Titen HD,hnom:2"(51mm) Code Report: ICC-ES ESR-2713 II ;Z t`,. , \ \ 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 Page 12 of 23 S]i-L TQ copiarere cui25 Company: Date: 11/23/2020 SIMPSON Anchor DesignerT s Engineer: Page: 2i6 Software Project: Version 2.9.7376.0 Address: Phone: E-mail: • Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: N.[Ib]:903 VIA%[lb]: 1445 Vuay[lb]:0 M.[ft-lb]:0 M.[ft-lb]:0 Mu:[ft-lb]:0 <Figure 1> Z 903 lb 411 0 ft-lb 0 lb v 0 ft-lb rmtzt P , .i. O 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 Page 13 of 23 I "" Company: Date: 11/23/2020 SIMPSON Anchor DesignerT Software Engineer: Page: 3/6 g Project: StTOII Tl@ Version 2.9.7376.0 Address: Phone. E-mail: <Figure 2> 8.00 t► Ytt, k9 J • J 3�q t ..w. tbf l? x o-, x x ofSlfx 11...LQ ' �"fi ' ,, aax :r Y P `' ,, a 3 x li } t ,t( f;,i F2 ` ' s ,z dA f 6 r ' ' a'10 x .;a. ��n.'t, input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 14 of 23 m. 3 j IA_ 'To Corfcrz k-'t c1 SIMPSON Company: Date: 11/23/2020 Anchor DesignerT"" Engineer: Page: 416 1 Software Project: Version 2.9.7376.0 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Noa(Ib) Vuax(Ib) Way(Ib) 4(Vaa.)2+(Vaay)2(Ib) 1 451.5 722.5 0.0 722.5 2 451.5 722.5 0.0 722.5 Sum 903.0 1445.0 0.0 1445.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):903 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 O 1 o _ Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 11 4.Steel Strenath of Anchor in Tension(Sec. 17.4.11 Ma(Ib) 95 'Nea(Ib) 5195 0.65 3377 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=kaia",Ether's(Eq. 17.4.2.2a) kc ..a re(psi) her(in) Nb(lb) 17.0 1.00 4000 1.510 1995 01Vcbg=18(ANc/ANco)Y'ar.NY'aa,NY'r.NY'w,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANC(in2) ANco(in2) ca.min(in) Y'cc,N Y'ad,N Y'c.N Y o.N Nb(Ib) 0 ONcbg(Ib) 41.04 20.52 3.00 1.000 1.000 1.00 1.000 1995 0.65 2594 6.Pul)out Strength of Anchor in Tension(Sec.17.4.31 43Npn=OY'C,p2oNp(f0/2,500)"(Sec. 17.3.1,Eq.17.4.3.1 &Code Report) Y'CP d a Np(Ib) re(psi) n 0 Om(Ib) 1.0 1.00 1449 4000 0.50 0.65 1191 • • 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:925.947.3871 www.strongtie.com Page 15 of 23 5(L.L "fa GotkG2 c Cu'Rr3 SIMPSON Anchor Desi ner1"" Company: Date: 11/23/2020 g Engineer: Pave: 5/6 ' rong,P- • Software Project: Version 2.9.7376.0 Address: e Phone:. E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.11 • Vee(Pb) 09,cet 0 Ih om{6Vse(Ib) 2020 1.0 0.60 1212 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in x-direction: Vm=mini7(lelde)°21ldeA f'Cea'5;921.e)fcer15I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) de(in) .le fc(psi) Cer(in) Vt (Pb) 1.51 0.250 1.00 4000 3.00 1648 4VWgx=0(Avc/Avco)Y'ec,v Fee.vY'c,V P_ti,vV&(Sec. 17.3.1 &Eq. 17.5.2.1 b) Avc(in2) Avm(in2) Y'eav 'Yed.v Y'o,v 'Y,,v Vax(Pb) 0 0Vcngx(Pb) 67.50 40.50 1.000 1.000 1.000 1.000 1648 0.70 1923 10.Concrete Pryout Strength of Anchor in ShearjSec.17.5.31 OVcpg=OkcpNcb9=¢kcp(ANc/ANco)'Yec.N'Yed,NY'c.NV'cp,NNb(Sec. 17.3.1 &Eq.17.5.3.1b) kcp ANc(in2) ANca(in2) !'ec.N 'Ped.N l'c.N 'Pcp,N Ni,(Ib) 0 (bVcps(Pb) 1.0 41.04 20.52 1.000 1.000 1.000 1.000 1995 0.70 2793 11.Results )nteraption of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load,Nve(Ib) Design Strength,eNn(Ib) Ratio Status Steel 452 3377 0.13 Pass Concrete breakout 903 2594 0.35 Pass Pullout 452 1191 0.38 Pass(Governs) Shear Factored Load,V"(Pb) Design Strength,eVn(Ib) Ratio Status Steel 723 1212 0.60 Pass • T Concrete breakout x+ 1445 1923 0.75 Pass(Governs) Pryout 1445 2793 0.52 Pass • Interaction check (N"e/¢N )5'3 (V./0V,w)513 Combined Ratio Permissible Status Sec.R17.6 0.20 0.62 82.0% 1.0 Pass 1/4"0 Titan HD, hnom:2"(51mm)meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. S,.ins,n S e,nu-Ise Company Inc. 5956 W.Las Positas Boulevard Pleasanton;CA 94588 Phone:925,560.9000 Fax:925.847.3871 www.strongtie.com Page 16 of 23 3 "(o copk : t-e GM SIMPSON Anchor Desi nerT"" Company: Date: 11/23/2020 g Engineer: Page: 616 Software Project: Version 2.9.7376.0 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor Is waived per designer option. -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:925.560.900a Fax:925.847.3871 www.strongtie.com Page 17 of 23 A►JCRoit. ir017 6a0L11W UrICL. SIMPSON Anchor Designer TM Company: Date: 11/24/2020 Software Engineer: Page: 1/6 Stro Tie Project: Version 2.9.7376.1 Address: e Phone:. E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description:SF HEAD INTO CMU 1/4.3&4/4.3 Comment:TREAT CMU AS CONCRETE 2. Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):12.00 State:Cracked Anchor Information: Compressive strength,fo(psi):2500 Anchor type:Concrete screw 4"".v: 1.0 Material:Carbon Steel Reinforcement condition: B tension,B shear Diameter(inch):0.250 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.000 Reinforcement provided at corners:No Effective Embedment depth,her(inch): 1.510 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore Edo requirement:Not applicable Anchor ductility:No Build-up grout pad: No hwn(inch):3.36 cao(inch):4.29 Base Plate Cn,m(inch): 1.50 Length x Width x Thickness(inch):4.00 x 8.00 x 0.25 'Jmin(inch): 1.50 Recommended Anchor Anchor Name:Titen HD®-114"0 Titen HD,hnom:2"(51mm) Code Report:ICC-ES ESR-2713 "'' s'444 ek ( � 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 Page 18 of 23 grlckm... Irtry r.,aou1`ro Ur(1tt-- SIMPSON Anchor Designer TM Company: Date 11/24/2020 Engineer: Page: 2/6 Strong-Tie Software Project: Version 2.9.7376.1 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: N.[Ibj:267 tlb]:533 V*y[lb]:0 M.tft-lb]:0 MAY Eft-Ibj:0 M.[ft-lbj:0 Figure 1> Z 267 lb 0 ft-lb 0 lb 533 lb e' • 0 ft-lb 0 ft-lb yB; • O wr , 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:925.560.900a Fax:925.847.3871 www.strongtie.com Page 19 of 23 A►JCAO Irtt'D 6aej 0 Ltrf &-- SIMPSON Anchor Designer TM Company: Date. 11/24/2020 Engineer: Page: 3/6 StrongTie Software Project: Version 2.9.7376.1 Address: Phone: E-mail: <Figure 2> i+f 8.00 w ,`q 'ID La 7 • N• A A N 6.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. >>c;+ 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925,8473871 www.strcngtie.com Page 20 of 23 A►JGF1orZ. Irmo Gl .TCo Ur11 L SIMPSON Anchor Designer TM Company: Date: 11/24/2020 Engineer: Page: 4/6 I Software Project: saisait Version 2.9.7376.1 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuex(lb) Vuay(Ib) J(Vue0z+(Vuey)2(Ib) 1 133.5 266.5 0.0 266.5 2 133.5 266.5 0.0 266.5 Sum 267.0 533.0 0.0 533.0 Maximum concrete compression strain(%0):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):267 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 1 NW02 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 x 4. Steel Strength of Anchor in Tension!Sec,17.4.1) Nse(Ib) 0 ¢Nee(Ib) 5195 0.65 3377 5.Concrete Breakout Strength of Anchor in Tension(Sec,17.4.21 Nb=Molt"chef's(Eq. 17.4.2.2a) kc ,1, f<(psi) het(in) Nb(Ib) 17.0 1.00 2500 1.510 1577 ONcby=Q(Anx/ANcc)Yc,,N 9'ea,N 4'c,N Pcp.NNb(Sec. 17.3.1 &Eq.17.4.2.1b) As (in2) ANc,(in2) ce,min(in) '/'ec.N 'Petl.N '1a.N 'Pcp.N Nb(Ib) if, fiNcbe(lb) 41.04 20.52 2.56 1.000 1.000 1.00 1.000 1577 0.65 2050 6. Pullout Strength of Anchor in Tension(Sec.17.4.31 ONO=.75Y'cPAeNs(f'c/2,5001(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) Tc.P A.e Np(Ib) f'c(psi) n 0 0Np„(Ib) 1.0 1.00 1449 2500 0.50 0.65 942 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 Page 21 of 23 ArlCRon Irtro 42oJ1P0 Ladle;_ SIMPSON Anchor DesignerTM Company: Date: 11/24/2020 Software Engineer: Page: 5/6 aimiaiiProject: Version 2.9.7376.1 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.11 ' V.(Pb) 16grout 0 ¢9rnn4Vss(Ib) 2020 1.0 0.60 1212 9.Concrete Breakout Strength of Anchor In Shear(Sec,17.5,Z) Shear perpendicular to edge in x-direction: Vbx=mini7(/,/d")02JdeA"Jf.cs0'S;9.1"4P.c"r'"51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) I.(in) de(in) As, fc(psi) co(in) Vbx(lb) 1.51 0.250 1.00 2500 2.56 1027 0Voaex=q(Avc/Avuo)Y'"Gv't'eo:vV"iir'h,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Avs(in2) Ave.(in2) 9'®c,v Y'ed.v 9av 'Yh,v Vex(Pb) 46 (Vobo.(Pb) 52.53 29.49 1.000 1.000 1.000 1.000 1027 0.70 1281 10.Concrete Pryout Strength of Anchor in Shear tSec. 17.5.3) 15Vcpg a rdkcpNcbg=Okcp(ANc/ANco)�7'@c,N'1'e NYaNY'cp.NNb(Sec. 17.3.1 &Eq.17.5.3.1b) kcp ANc(in2) Ann:.(in2) y'eo,N VY•d.N Tc,N yap,N NO(Pb) 0 pVcpg(Pb) 1.0 41.04 20.52 1.000 1.000 1.000 1.000 1577 0.70 2208 11.Results Interaction of Tensile and Shear Forces(Sec. 17.6.) Tension Factored Load,N..(Ib) Design Strength,0N5(Pb) Ratio Status Steel 134 3377 0.04 Pass Concrete breakout 267 2050 0.13 Pass Pullout 134 942 0.14 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,0V5(Pb) Ratio Status Steel 267 1212 0.22 Pass • T Concrete breakout x+ 533 1281 0.42 Pass(Governs) Pryout 533 2208 0.24 Pass Interaction check N../ON,, V.e/¢v. Combined Ratio Permissible Status Sec. 17.6..2 0.00 0.42 41.6% 1.0 Pass 1/4"0 Titen HD,hnom:2"(51mm)meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Ti:. .. 5956 W.Las Positas Boulevard Pleasanton;CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 22 of 23 MCAc'iL Irtry GrLoJF W UrIrL- SIMPSON Anchor Designer TM Company: Date: 11/24/2020 �ih�— Software Engineer. Page: 6/6 Project: Version 2.9.7376.1 Address: crp Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per - designer option. -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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax.925.847.3871 www.strongtie.com Page 23 of 23