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Specifications (4) REVISION OFFICE COPY ROVED RECEIVE ,APPRC� Submittal Response Letter � ARCHITECTURE MAY1120L.� SERA URBAN DESIGN+PLANNING CITY OF TIGARD INTERIOR DESIGN BUILDING DIVISION Pate ' up .o I O Project Name Dartmouth Apartments /" ,2 Li 6 Project Number 1903007 /l Attention ) Jl S �7- 2) Company Essex General Construction Inc Address 4284 W 7th Avenue Eugene, Oregon, 97402 Phone (503) 747-0092 Email Submittal Name Metal Stairs Shop Drawings Submittal No. 05 51 00— 1.1 Revision The following comments refer to the submittal listed above. They supplement all comments made within the submittal itself and do not necessarily represent all comments within this submittal. General Comments: No exceptions taken SUBMITTAL REVIEW NO EXCEPTIONS NOTED ;[', DISAPPROVED El NO EXCEPTIONS NOTED IN CORRECTED COPY Sender Charlie Baxter El REVISE AND RESUBMIT E NOT REVIEWED Reviewed only for general conformance with the design concept cc of the project and general compliance with the information given in the Contract Documents. This review does not affect the Contractor's responsibility to perform all contract requirements with no change in contract price or time. Any actions shown are subject to the requirements of the Contract Documents. Contractor is responsible to confirm and correlate dimensions at the site for information that pertains solely to the fabrication processes for the means, methods, techniques, procedures, sequences, and quantities necessary to complete the contract and for coordination of the work of all trades and the satisfactory performance of his work. Any review is undertaken solely to satisfy Architect's obligations, if any, to the Owner and shall not give rise to claim by Contractor or other parties against Architect or Owner. Charlie Baxter REVIEWED BY SERA 5/5/2021 # DATE 338 NW 5TH AVENUE PORTLAND OR 97209 T 503.445.7372 F 503.445.7395 SERADESIGN.COM Submittal Review fd, !Essex 72nd & Dartmouth GENERAL CONSTRUCTION,INC. Section: 055100-1.1 Date: 04/30/21 Subcontractor/Supplier: I nstafa b Description: Metal Stairs Shop Drawings Contractor: Stamp Metal Stairs 1-4 Deferred Submittal Essex General Construction Inc This drawing or submittal has been reviewed - Metal Stair Erection Plans (2-5) for general conformance with plans and specifications.Review does not relieve - Fabrication Details (6-40) fabricator/vendor or subcontractor of - responsibility for errors,omissions,or Calculations (41 64) non-compliance with contract documents. ,.y, � lL l x , . 04/30/2021 Reviewed Eliot Adams Architect: Stamp Engineer/Consultant: Stamp El REVIEWED ❑REVISE AND RESUBMIT ❑REJECTED ❑FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. This contractor is responsible for confirming and :orrelating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades;and performing his work in a safe and satisfactory manner. FROELICH ENGINEERS,INC. DATE: 05/05/20:I BY: BJH 4284 W 7th Avenue.Eugene,OR 97402 1541-342-4509 www.essexgc.com 17400 SW 65th Avenue.Lake Oswego,OR 97035 1503-747-0092 CCB#OR 54531 I WA ESSEXGC852JC wY Structural • Civil Engineers STRUCTURAL CALCULATIONS FOR DARTMOUTH APARTMENTS DELEGATED DESIGN STEEL STAIRS TIGARD, OREGON FEBRUARY 2, 2021 021023144 x• Jv ► OREGON c G Mkt RENEWS: 12-31-2°22 WDY Project#20811 DESIGN PARAMETERS: 2019 Oregon Structural Specialty Code (OSSC) LOADING: STAIRS UNIFORM LIVE LOAD 100 psf CONCENTRATED 300 lbs (treads) RAILINGS UNIFORM LOAD 50 plf CONCENTRATED 200 lbs any location COMPONENTS 50 lbs over 1 sq ft CONTENTS: CRITERIA ST-la to ST-1 d STAIRS ST-2 to ST-16 RAILINGS ST-17 to ST-20 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com i I rJ/ WDY Structural . Civil Engineers i km/ Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-la Client: Instafab,Inc. Date: Oct 2020 By: KC General Layout Stair 1 is z_�\``\ e i his ../.�, /�J,j/�1 J.. s ,.',..,.,i: � 1 f 1 �,,;. kl /- / /.ult ,i,If [/ I lip !! '� /i'1 1 :w-,C t11cr,, (f1gIft ' 0.l'I0/.31 Design Criteria Design per 2019 OSSC Table 1607.1 and Section 1607.8 Uniform Live Load: 100 psf Concentrated Load: 300 lbs (treads) Handrail/Guardrail Load: 200 lbs Components: 50 lbs applied over 1 sq ft area Max Deflection: L/360 for LL Seismic Sps: 0.724 Importance, IE: 1.5 117JW D Y Structural • Civil Engineers bowl Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-lb Client: Instafab,Inc. Date: Oct 2020 By: KC General Layout Stair 2 STAIR 2 HANDRAIL SET 515 8 • 2545R'I2 NORTH rAi D MIW „ m ,��t•__J O`,� SIT) 250'3X` \ _ kN ' r �o L__ S ' 1 stta� __t '. _^^ L ia2.0 POONRA i>f 519 1. • NORM 5011.NINO•STAIR 2 REF:B/w501 Design Criteria Design per 2019 OSSC Table 1607.1 and Section 1607.8 Uniform Live Load: 100 psf Concentrated Load: 300 lbs (treads) Handrail/Guardrail Load: 200 lbs Components: 50 lbs applied over 1 sq ft area Max Deflection: L/360 for LL Seismic Sps: 0.724 Importance, IE: 1.5 riVIrDY Structural . Civil Engineers hoisli Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-1c Client: Instafab,Inc. Date: Oct 2020 By: KC General Layout Stair 3 ° C 5:17175(]LiIL 1 C -, ,CI fiii q i'E—I '• i2 L '�ST;Q a 'L-J, M4E --± 249,34e \1 i M 31Is y et ,63"G PQOv.IM _ �� : 1 M100`\` ter2. '�Sili •. ice- 23F"11�' _ ' L -\ x ` $t13 w i =-`- {/237-74 "N,-3 ...1...-_,- Sit2 77F 6 "-�1 'i SQD1It BUILDING•STAIR 3 Bcf-1FfA5a2 Design Criteria Design per 2019 OSSC Table 1607.1 and Section 1607.8 Uniform Live Load: 100 psf Concentrated Load: 300 lbs (treads) Handrail/Guardrail Load: 200 lbs Components: 50 lbs applied over 1 sq ft area Max Deflection: L/360 for LL Seismic Sos: 0.724 Importance, IE: 1.5 rill W D Y Structural • Civil Engineers limed Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-Id Client: Instafab,Inc. Date: Oct 2020 By: KC General Layout Stair 4 .4 Ik -t L- o . L- L_ L_ u STiB L„ iirititri N99 ' /' E_ t �N // ST I7\\Z.11 a / T \I ` eie a , _ter z4so vaawa 1. z � L rxi14�;.Z•�tg?2�/.Ip�7 � r . ->'.i.,9$1,1 /,,,,s III.. Ze.: SR-J 13[-U'PARKING ``1 " aaJ€vcc>>fc- � zsu-n i LLL _ N a ? SOUTH EURCR.[i-STAIR 4 >: REF,unsn W Design Criteria Design per 2019 OSSC Table 1607.1 and Section 1607.8 Uniform Live Load: 100 psf Concentrated Load: 300 lbs (treads) Handrail/Guardrail Load: 200 lbs Components: 50 lbs applied over 1 sq ft area Max Deflection: L/360 for LL Seismic Sim: 0.724 Importance, IE: 1.5 nWDY Structural . Civil Engineers Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-2 Client: Instafab,Inc. Date: Oct 2020 By: KC Treads Pan thickness: 12 ga = 0.1046 in Tread depth: 11.00 in Pan depth: 2.00 in Riser thickness: 12 ga = 0.1046 in Rise height: 6.94 in Riser return: 1.00 in �o Stair width: 48.00 in Section Properties Piece b(in) d (in) A(in2) y;(in) Ay; (in3) I (in4) d;(in) Ad2 front lip 0.105 2.000 0.209 1.000 0.20920 0.06973 -0.251 0.0132 rear lip 0.105 2.000 0.209 1.000 0.20920 0.06973 -0.251 0.0132 tread 11.000 0.105 1.151 0.052 0.06018 0.00105 -1.199 1.6529 riser 0.105 6.938 0.726 3.469 2.51714 2.91045 2.218 3.5695 riser return 1.000 0.105 0.105 0.052 0.00547 0.00010 -1.199 0.1503 E= 2.399 3.001 3.051 5.3990 Y-bar= 1.251 in lx= 8.450 in4 Sx= 1.099 in3 rx= 1.877 in Concrete fill weight: 22.92 plf Form weight: 8.16 plf Total uniform DL 31.08 plf Total DL= 124.32 lbs Total uniform LL 91.67 plf LC#1 -100 psf uniform load Total LL= 366.67 lbs M uniform= 245.5 ft lbs 300 lb concentrated LC#2 300 lb concentrated load load over 4 sq in M concentrated = 362.2 ft lbs Controls rillWDY Structural .Civil Engineers Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-3 - Client: Instafab,Inc. Date: Oct 2020 By: KC Treads (cont'd) 300# f ;;;; MMAx= 362.2 ft-lbs 4,345.9 in-lbs Fy= 36,000 psi 1.6My= 63,321 in-lbs Yield moment S Fy Mr,= 63,321 in-lbs Mn / = 37,917 in-lbs ALL(concentrated) = 0.003 in L/360= 0.133 in ALL(uniform) = 0.011 in Assumes partial fixity in connections ATL(concentrated) = 0.012 in L/240 = 0.200 in ATL(uniform) = 0.014 in RMAx(concentrated)= 302 lbs RMAx(uniform) = 245 lbs Fillet weld size = 0.125 in Fillet weld length= 2.00 in Weld capacity= 3,712 lbs Use 12 ga bent plate pan treads w/1/8"x 2"fillet welds each end I _ {R� 1 iniW D Y Structural .Civil Engineers Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-4 Client: Instafab,Inc. Date: Oct 2020 By: KC Interior Stringers I ry 11 II [ii 11 1 ''-*`7.- ----• ,, .y"`"-- k 4 , ,,�•r .,tom' yak T(•r• wK`-:'..,.l ..�' ,9� 1 cy 70„.00/1° >.Q„�.. ©my (N.S.) yay.�s. C12z20.7j VP ler Horiz run: 10.08 ft Max span: 12.15 ft (sloped distance) Design LL: 100.0 psf Tributary Width: 2.00 ft Uniform LL: 200.0 plf Rails - 32.4 plf Rail weight Treads- 67.8 plf Component Wt(plf) Quantity Total Misc- 2.0 plf 1 1/4" pipe 2.27 10 22.7 Stringer self wt- 20.7 plf 1-1/4 pipe 2.27 2 4.5 FB 1/2x1-1/2 2.56 2 5.1 Uniform DL: 122.9 plf Total plf 32.4 MMAX= 5,959.4 ft-lbs R1 (max) = 1,754.9 lbs I R2(max) = 1,754.9 lbs design base for 0.2 x vertical - 351.0 lbs WD Y Structural .Civil Engineers bold Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-5 Client: Instafab,Inc. Date: Oct 2020 By: KC Int Stringers (cont'dl Selected Shape C 12x20.7 ZX= 25.6 in3 Ry= 0.797 in Fy= 36,000 psi Lp= 39.8 in Lb= 14.0 in (distance between points of lateral bracing) Mp= 921,600 in-lb Mn / = 551,856 in-lb 45,988 ft-lb MMAX= 5,959 ft-lb--> OK Use C 12x20.7 **Treads to be positively attached to supports to provide lateral torsional bracing Bolted connection: PMAX= 2,766 lbs AISC Table 7-1 3/4" dia A307 bolt allowable= 10,600 lbs (2) bolts min per stringer= 21,200 lbs> 2,766 OK Use min (2)3/4"dia A325 bolts per stringer connection Welded connection Select weld size: 3/16 3/16 in fillet allowable 2,784 lbs/in Req'd length = 0.99 in Use min 2"of 3/16"fillet weld ea side of stringer Mitered joint MMAX= 5,959 ft-lbs VMAX- 1,755 lbs Bottom flange tension T = 6,117 lbs w/d = D-tf tf= 0.309 in bf= 1.500 in Strength = 15,017 lbs Use CP weld all around, typ flW D Y Structural . Civil Engineers boil/ Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-6 Client: Instafab,Inc. Date: Oct 2020 By: KC Landing Metal Deck: Design loads: 134 psf 100 psf LL+30.6 psf deck+ 3.4 psf misc DL Max span = 4.3 ft clear span 1.5"x 20 ga B deck= 350 psf ASC Steel Deck B-36 Composite Floor Deck B-36 Allowable Superimposed Load(psf)&Diaphragm Shear Capacity(ph)Lightweight Concrete(110 pet) Total Slab Thickness:4" 1 Hour Fire Rating Slab Weight.27.5 psf Ho.of SPe^ Gauge Spans 6'O" 6'6" 7'O" 7'6" 8'O" 8'6" 9'0" 8'6" 10'0" 10'o" 11'O" f 1'6" 12.0" 1 245 214 189 168 151 136 122 111 101 92 84 77 71 2 268 238 213 168 151 136 122 111 101 92 84 77 71 22 3 268 238 213 .168 151 136 122 111 101 92 84 77 71 q4 1659 1620 1587 1559 1534 1512 1492 1475 1459 1445 1432 1420 1409 q7 1868 1814 1767 1727 1691 1660 1632 1607 1585 1565 1546 1530 1514 1 350 311 254 • 127 204 184 167 152 139 128 1147 108 100 2 350 311 278 251 228 208 167 152 139 128 117 108 100 20 3 350 311 278 251 228 208 167 152 139 128 117 108 100\ q4 1726 1680 1641 1606 1577 1550 1527 1506 1487 1470 1454 1440 1427 q7 1978 1912 1856 1808 1765 1728 1695 1665 163B 1614 1591 1571 1553 Use 1-1/2"x 20 ga formdeck Edge angles: Uniform load R = 480.1 plf controls Alternate PMAx= 300.0 lbs concentrated load directly over support + DL reaction = 73.7 plf assume full length of angle is effective over uniform load 4PQ tregd 0.90 F. d een= (W/2)-k = 0.75 in t regd= 0.06 in Use L 2-1/2x2-1/2x1/4 edge supports Connection: RMAX = 480.1 plf 3/16"fillet allowable = 2780.0 lbs/in Provided weld L = 4.0 in/ft Capacity= 11120.0 lbs »480.1 lbs Use 3/16"fillet weld 2" at 12"oc W D Y Structural . Civil Engineers Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-7 Client: Instafab,Inc. Date: Oct 2020 By: KC Landing Frames Typical mid-landing ch20 3/14/ 3/14./ 07/1 081 A A a78 • ChS3 ch54/ 3/lam Q c r.Ey a79 0$3 ch50 I 1 ` 4 c ...8 3/16V Typical floor landing 8'5' ah i• ch20 41' 3/1. 3/1. 070/ di B 1111111111111111 BA A 067 ch52 ch51 p71 9/1 D r c � i a7T ....11111111111111111. Ch50 ; p 085 i f L C _ 3/1 (t V FF In/ W D Y Structural . Civil Engineers Job Name: Dartmouth Job No: 20811 Sheet No: ST-8 Client: Instafab,Inc. Date: Oct 2020 By: KC Landing Landing Header Beam Design loads: 134 psf 100 psf LL+ 30.6 psf deck+ 3.4 psf misc DL Trib span = 2.2 ft Uniform Load = 290 plf Lower run reaction = 1755 lbs Upper run reaction = 1755 lbs Gravity Beam Design RIM RAM SBeamv5.01 01/27121 12:36:00 STEEL CODE:RISC 360-05 ASD SPAN INFORMATION(ft): I-End(0.00,0.00) J-End(3.75,0.00) Beam Size(User Selected) = C12X20.7 Fy = 36.0 ksi Total Beam Length(ft) = 8.75 Mp(kip-ft) = 76.80 Top flange braced by decking. POINT LOADS(kips): Flange Bracing Dist(ft) DL LL Top Bottom 0.250 0.00 1.75 No No 4.000 0.00 1.75 No No 4.750 0.00 1.75 No No 8.500 0.00 1.75 No No LINE LOADS(Mt): Load Dist(ft) DL LL 1 0.000 0.021 0.000 8.750 0.021 0.000 2 0.000 0.074 0.216 8.750 0.074 0.216 SHEAR: Max Va(DL+LL)=4.37 kips Va/1.67=43.77 kips MOMENTS: Span Cond LoadCombo Ma Lb Cb S? Mn/S2 kip-ft ft ft kip-ft Center Max+ DL+LL 10.4 4.4 0.0 1.00 1.67 45.99 Controlling DL+LL 10.4 4.4 0.0 1.00 1.67 45.99 REACTIONS(kips): Left Right DL reaction 0.41 0.41 Max+LL reaction 4.45 4.45 Max+total reaction 4.87 4.87 DEFLECTIONS: Dead load(in) at 4.38 ft = -0.003 LiD = 31453 Live load(in) at 4.38 ft = -0.032 L!D = 3288 Net Total load(in) at 4.38 ft = -0.035 L.?3 = 2976 Use C 12x20.7 W D Y Structural .Civil Engineers IMMO Job Name: Dartmouth Job No: 20811 Sheet No: ST-9 Client: Instafab,Inc. Date: Oct 2020 By: KC Anchorage LEDGER ATTACHMENT AT LANDING HEADER SIMPSON Anchor Designerm, company. 'oats: 10.10.12020 Enweer: Page: 116 stronaTie Software Project Varairat 2,7,0%0.1 Melrose. Photio: E-rnait Infortriottott Customer company: Project description: Customer contact fleete CUeterner e-rnall: Fastening description'. Comment: ZJOItatgtiftaedtidtaLetllitta General Rase Pasta Hal Cle44ri rrinthea_Ael 310,11 Concrete:rilcereal-weight Wats.Imperial units CPIgrna'Wows,h 000:8.26 Stale'nfadrtarY Anchor Information: Convrecialwe strength,r.(pi) 3000 Mellor type.Bonded anther 11/0..:1.0 Malerlii.F1554 Grade 96 Reinforcement ootidtton:B haicel,5shear Diameter{lath).0.62S Supplemental minim-cement Not applicable Effective Embedment depth,h (inch):15.000 Reinforcement provided Lit corners:Na Code repart:1CC=E$Eirt..2508 'pen concrete breaktivt in lansvan:Na Anchor category;- 'grim o3ncento broaknoi In ehtsAr.Na Anchor cluk-kIlly:Yes Hein(menthe"try comma's, tti.,(cob);8,13 Inepectich:con1linkouts tat(ineti).10.38 Temperature range.8hertiLorr111X75-f (loci*1.75 linen iio ftesIlrernellL Mat appicatla S. (-lido):3.00 Build,op sync I pad:No Saga Mate Lcsngth x Width x Thiclowisc(rich);AMCI x 12,00 x&ISO agnietrtMgchdeittlAikleetottr Anatuf Name:8E1--)01*- livp'WO V1554 Or.94 Code Report'ICO-E5 ESR-2508 nW D Y Structural . Civil Engineers Job Name: Dartmouth Job No: 20811 Sheet No: ST-10 Client: Instafab,Inc. Date: Oct 2020 By: KC Anchorage SIMPSON Anchor DesignerT" Company, bete; 10/3WW202o Engineer; page; 215 Strong-Tie Software Project; Version 2,7.6990:1 Address; a Phone: E-rt ll: Load and Geometry Load rector source.AdI 518 Sect>ian 9_2 t QecI combInrrLion;not sot Seismic is design:No Anchors subjected to sustained tension;No Amity*M iro shear Wad et front row;No Anchors only resisting west'emit*seismic loads:'Yes Strength levet Toads: Nil a V...fib),0 V•}x$(Ibl:4225 ru1.�Itt-m): 0 t.1i,•IMt-tb);0 Mw Itt-4b):0 <Ficeuro 1> d lb -4 419: 94225Ib _ Y 0ft-1b 1 flW D Y Structural • Civil Engineers `m/ Job Name: Dartmouth Job No: 20811 Sheet No: ST-11 - Client: Instafab, Inc. Date: Oct 2020 By: KC Anchorage SIMPSON Anchor Designer TM Company: Date: 1 013 0/20 2 0 Engineer: Page: 415 Strong-Tie S'Qft4Yare Project. Version 2.7.6000.1 Address: 3 Phone: E-nutll: LetfilathISLAW112LESUSS I Anchor Tension toast, Shear load x. Shear load y, Shear load combined, N,W(lb) V..(lb) VW,/(Ib) NItVoi'f-t(Vmer(Ib) 1 0,0 0,0 2112,5 2112.5 2 0,0 0.0 2112,5 2112-5 Stan 0.0 0.0 4225.0 4225.0 Maximum concrete compression strain(Y.):0.00 <Figure 3} Maximum Ooacrete 4C•nprwe07n e,tress{p31):0 Resultant tension force(lb):0 Resultant compression farce(Ib):0 Foreniricity of resultant tension form in x axis,dim,.(inch):0.00 Eccentricity of resultant tension forces in y-axis,a rev(inch):0,00 Y Eccentricity of resultant shear forces In x-axis,a\..(Inch):0.00 1 �.� 1 ttcoeciricity of rosuli:nt smear forces in y�•exis,ow,(Ind*(ink 0.00 D.Steel Stranrrth of Anchor in Shear ISec.0.6.1) Vim.(Ih} ley ai P Ar.40V..MO 7865 1,0 0.65 5112 9,Concrete BreakoutStrenalh_of Anchor hi Shear Mee.o.6.21 Shear parsffef to edge In y-dtrectfon: VI.=rninl7(4 ro.4024d.A.,,r,c4111:s/tdr,c,,,,1(Eq D-33 6 Eq.R-341 d.(in) da fin) A. f c(psi) Cwt(In► V1.(lb) 5,00 0,625 1.00 3000 8.00 10306 fsvr}U�0 f23(AVtl+lka)y"o;t/9`4:zvy':.vifRvU'tu(Sec.DJt.i &Eq.D-31) A. (in2) Asp,line) 9a,.v V'.,sv Y:.v 'ANY Vm.(Ib) d ¢Vicew(Ib) 247,50 288.00 1,000 1,000 1,000 1.205 10398 0.70 15084 10,Coqyrete Pryouj%length of iknchor irt,She (Bev.Q.6.31 iiwIta={%mink NNi Prep(Yct4=0miniks(ArM1A1.0.T..re+Y'.0a�.Y':prAPhw:kc�4{4.,e A• .)^F'Q,-,uy::w'P;,vittv,Mhril(Soo,D.4,1 S,Eq,0.41) kin Aee(In') A,.,.,(Inz) 4;.x,v;, P.,u. Kiltat Na,(Ih) N.(Ib} 2,0 380.84 290,53 0,982 1.000 1,000 8247 10607 AN,(In') Atsu(Irl') si'narl %'cu:ta p'cA r Y rc.M NI,(lb) Na fib) ri 315.00 225.00 1.000 1.000 1.000 1.000 9503 13305 0.70 I WD Y Structural . Civil Engineers Job Name: Dartmouth Job No: 20811 Sheet No: ST-12 Client: Instafab,Inc. Date: Oct 2020 By: KC Anchorage SIMPSON Anchor DesIgnerT"" Company: Date: 10/30/2020 Engineer: Page: 6/5 Strong-Tie Software Project: Version 2.7.8890.1 Address: Phone: Email ¢V«,(lb) 14850 11.Respitg. 11.Interaction of Tensile and Shear Forces(Sec.0.7)T Shear I=ectored Load,Vw(lb) Design Strength,eV„(lb) Ratio Status Steel 2113 5112 0,41 Pass(Governs) II Concrete breakout x- 4225 15084 0.28 Pass Pryout 4225 14850 0.28 Pass SET.XP Wf 518'0 F1554 Gr.36 with hat=5.000 inch meets the selected design criteria, 12,Warninas -When cracked concrete is selected.concrete compressive strength used in concrete breakout strength in tension,adhesive strength In tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR•2508 Section 5.3. -This temperature range Is currently outside the scope of ACI 318-14/-11 and AGI 355.4.Designer must exercise Judgement to determine If this design Is suitable. -Designer must exercise own Judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. • 11131WDY Structural . Civil Engineers him/ Job Name: Dartmouth Job No: 20811 Sheet No: ST-13 Client: Instafab, Inc. Date: Oct 2020 By: KC Anchorage LEDGER ATTACHMENT SIMPSON Anchor Designer"' GoMpany: Cato: 10 vr2020 $taitw�lre Erulinoar: Page- 1/5 StrongTiC Prefect: Version 2.7 6660.t Address: Phone: E-rnait: I Protect Infomretion Customer company. Project description: Guvtosner contact harnc: Location: Customer e-mail: Fastenin0 description: Comment: 2,Input Data tr,Anchor Parameters General Base Materiel Design matttad:ACI 31 -11 Concrete:Normal-weight Ureic Iroperisi units Concrete thickness,h(inch):4.00 State:Cracked Anchor Information: Compressive strength,,f;(psi):3000 Anctiee type:Bonded anchor itic v:1.0 Material:F1554 Grade 36 Reinforcement condition:B tension.B stsaaa Diameter(inch):0.375 Supplemental reinforcement Not applicable Clferllvo Embedment depth,h.,e(inch):2.750 Reinforcement provided at comers:No Code report-ICC-ES tSR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete haw (inch):4.00 Inspection:Continuous c,=tinoh):6.90 Temperature range.Shortitong:11G175°F Gr.i(inch):1.75 Igrrote 8e o recluirerneOt:Not Applicable Sr”,(inch):3.00 Build-up grout pad:No Rase Plate Length x Width x Thickness(inch):6.00 x 12.00 x 0.50 Recommended Anchor Anchor Name:SET-30-SET-30 tiw 318 g F t 55a Gr.35 Code Report:icC•ES ESR•4057 _ ,;tam - FlW D Y Structural .Civil Engineers Job Name: Dartmouth Job No: 20811 Sheet No: ST-14 Client: Instafab,Inc. Date: Oct 2020 By: KC Anchorage SIMPSON Anchor DesigharT"' Company yaw. 10,1302020 Software Engineer: Page- 216 st �tl Tie Project- Version 2,7.6990. Address: • Phone: E-meih Load end Geometry Load facttrr Bourne,:Act 318 SeelIon 9.2 Load corm#nation:not set Seismic dest :No Anchors subjer lad to gustalnod tension:No Apply entire shear load at front row:No Anchors only resisting wind an+dlor seismic loads:Yes Strength level loads: ga plat 0 [b]:0 [In]:6o2 1d.,,IR-lbl:0 Ater tit-lb):0 �tagura 1} z O lb tettoth, 602 lb 0 Oft-lb Oft-lb ; e. 4 Gi: ,>Y' fir, y • . it" W D Y Structural . Civil Engineers blood Job Name: Dartmouth Job No: 20811 Sheet No: ST-15 Client Instafab,Inc. Date: Oct 2020 By: KC Anchorage SINMP SON Anchor DesignerTTM Gattrhany; DeIeF » avzozo 5iNznoor. Page- 4.+5 StrangT a Software Project: Version 2,7.6990,1 Address- b Phone: E-mail: .Resutting Anchor Forcste Anr- or Tonsion load, Shear load x, Sheet k11id y, Shear load tctmbinod, N..(Ib) V.,.(lb) V,.,{by v(V,a=),++(V..,.)Z(lb) 1 0.0 0.0 602.0 602.0 Sum 0.0 0.0 602.0 80.2.0. Maximum conorele compressrorr strain(%.):0,00 'Elgure 3> Maximum concrete corn restUo stress(pep:0 Resultant lenan koce(fb):0 Resultant compression force(lb):0 Eocentnclty of resultant tension farces In x-exfs,e'a.(inch):0.00 Eccantsfolly of rOSuI1e014 tension roes In y-ex.ts,e' r(ingh):0.04 y Eccentricity of methanol shear forces in x-axis,rev.flinch):0.00 Eccentricity of resultant sheer forces In y-axis,e'vr{tech):0.00- .x 8.Steel Strength of Anchor in Shear(Sec,D.8,1). V..(lb) 00ur it 01,4,41 s.(Ib) 2715 1.0 0.65 1765 9.Concrete enieltout Sirenath of Anchor In Shear(Sec.0.6.2) Sher parallel to edge In y-hrecefan: Val=minl7(f.fd.)"`Yd..$.0,;Gar";9f.kr,o..1tI(Eq.D-33&Eq-D-34) r.(In) d (In) 1a f_(psi) e.r(In) V..(Ib) 2.75 0.375 1.00 3000 8.00 7914 01/,..tt=062)01,vfA.A.I. :x.11PS.vtr4,vV.&.4Sec.D.4.1&Eq.D-304 A, Ii1,12) A (In') Y''a a r Po" Sr',a_v Vs,(lb} 46 it,V.ytr(Ib) 96,00 288.00 LOGO 1.000 1.732 7914 0.70 6396 10.Concrete Prvout Strength of Anchor In Shear(Sec.0.6,34 0W,s.=0mink..N.:Nr,aNnl=e6eninikv.(Aa,/Arw)Y'.e.eoV.1rra,Nm;k.- A.k.1A„)if'..ra'haY'Sah4,MI(Sec 0.4-1&Eq.D-40) Ifr4, An.(ire) Ana(in2) Y'.dr;. 4'ai.m. N. (tb) N.(Ib) 2.0 120.53 120.53 1.000 1,0040 4901 4901 AN.(a') ARv..(In£j 'ft..x Y'ze V1411.1 Ns tlb.F N. (Ib) 0 f►V, b) 88.08 80,06 1,000 1,000 1.000 4246 4246 0,70 5945 i f flW D Y Structural . Civil Engineers blood Job Name: Dartmouth Job No: 20811 Sheet No: ST-16 Client: Instafab,Inc. Date: Oct 2020 By: KC Anchorage SIMPSON Anchor DesignerTM Company: Date: 10/30/2020 Engineer: Page: 5/5 Strong-Tie Software Project: Version 2.7.6990.1 Address: Phone: E-mail: 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.71? Shear Factored Load,V,.(Pb) Design Strength,sVn(Pb) Ratio Status Steel 602 1765 0.34 Pass(Governs) ll Concrete breakout x- 602 6396 0.09 Pass Pryout 602 5945 0.10 Pass SET-3G w/3/8"0 F1554 Gr.36 with hef=2.750 inch meets the selected design criteria. 12.Warnings -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4.Designer must exercise Judgement to determine If this design is suitable. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. I � aW D Y Structural . Civil Engineers Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-17 Client: Instafab,Inc. Date: Oct 2020 By: KC Handrail 2X6 _ 11111111/ 0.) .. 32.293° • I Design loads: Top rail & posts: 50 plf Uniform load applied at top or 200 lbs Concentrated load applied any point Selected piece: Pipe 1-1/4 Std Max span = 48.0 in { MMAx(uniform Id)= 1,200.0 in-lbs MMAX(point Id)= 2,400.0 in-lbs Z= 0.324 in3 S= 0.222 in3 I = 0.184 in4 Fy= 35,000 psi Mp= 11,340 in-lbs AISC F7-1 1.6My= 12,432 in-lbs Yield moment S Fy M„ = 11,340 in-lbs Mn I 0 = 6,790 in-lbs ATE(concentrated)= 0.09 in L/240= 0.20 in OK Use Pipe 1-1/4 Std r1 1 W D Y Structural . Civil Engineers howl Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-18 Client: Instafab,Inc Date: Oct 2020 By: KC Pickets insmist =� I 32.293° 1 l I I Design loads: Components 50 psf Applied over 1 sq ft Assume min (3) pickets per ft PMAX per picket= 16.7 lbs Selected piece: Pipe 1-1/4 Std Picket lenght= 48.0 in MMAX= 200.0 in-lbs Z= 0.324 in3 S= 0.222 in3 I = 0.184 in4 Fy= 36,000 psi Mp = 11,664 in-lbs AISC F7-1 1.6My= 12,787 in-lbs Yield moment S Fy Mn = 11,664 in-lbs Mn /Q = 6,984 in-lbs An_(concentrated) = 0.003 in U120= 0.40 in OK Use Pipe 1-1/4 Std . flIN D Y Structural • Civil Engineers Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-19 Client: Instafab,Inc. Date: Oct 2020 By: KC Vertical Posts 2X6' 1 • 1. i ..„_,. 11.111111111111- s '''--.,: . i o i 32.293° 1 Design loads: Top rail& posts: 50 plf Uniform load applied at top or 200 lbs Concentrated load applied any point Selected piece: Pipe 1-1/4 XS Post height= 42.0 in Trib span = 48.0 in PUNIF= 200.0 lbs Use P= 200.0 lbs MMAX= 8,400.0 in-lbs Z= 0.414 in3 S= 0.278 in3 I = 0.231 in4 Fy= 36,000 psi Mp= 14,904 in-lbs AISC F7-1 1.6My= 16,013 in-lbs Yield moment S Fy Mn= 14,904 in-lbs Mn / U = 8,925 in-lbs OK ATE(concentrated)= 0.74 in H/60= 0.70 in OK with load sharing from adjacent posts <40"apart Use Pipe 1-1/4 XS wD Y Structural . Civil Engineers Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-20 Client: Instafab,Inc. Date: Oct 2020 By: KC Rail Attachments Picket MAXP = 16.7 lbs Rail PMAx= 222.0 lbs MMAX= 8400.0 in-lbs 1/8" fillet allowable= 1855.9 lbs/in 3/16"fillet allowable = 2783.8 lbs/ in Pickets: Perp. weld length 1.0 in [ pickets, 1 1/4 STD Pipe] Capacity= 1855.9 lbs > 16.7 lbs OK Use 3/16"fillet all around typ at pickets Rails Perp. weld length 4.0 in [posts, 1 1/2 STD Pipe ] Capacity= 11135.3 lbs >233 lbs OK Use 3/16"fillet all around typ at horiz rails • Base connection: AISC Table 8-4 Base moment= 8400.0 in-lbs e�*N design ex= 4.0 in P equiv= 2100 lbs Weld group length = 1.5 in Caro a = 2.67 weld grou In p) • C= 0.492 Use G- clues for k=a f2= 2.00 Dmin = 5.7 6/16 in weld req'd Use 318"fillet both sides typ at verticals