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Report (9) s OFFICE Copi C4C_.. !2, Submittal Response Letter Io1269 ARCHITECTURE SERA URBAN DESIGN+PLANNING INTERIOR DESIGN Date OUP20 7 9-a0 '74 Project Name Dartmouth Apartments Project Number 1903007 //9'7!/ 7.211 Attention Company Essex General Construction Inc Address 4284 W 7th Avenue Eugene, Oregon, 97402 Phone (503) 747-0092 Email Submittal Name Exterior Stair Shop Drawings Submittal No. 05 51 00—3.0 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 Noted Sender Charlie Baxter SUBMITTAL REVIEW NO EXCEPTIONS NOTED DISAPPROVED cc ❑ NO EXCEPTIONS NOTED IN CORRECTED COPY ❑ REVISE AND RESUBMIT ❑ NOT REVIEWED Reviewed only for general conformance with the design concept 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 9/27/2021 DATE 338 NW 5TH AVENUE PORTLAND OR 97209 T 503.445.7372 F 503.445.7395 SERADESIGN.COM Submittal Review pid Essex 72nd & Dartmouth GENERAL CONSTRUCTION,INC. Section: 055100-3.0 Date: 09/15/21 Subcontractor/Supplier: I nstafa b Description: SE Exterior Stair Shop Drawings Contractor: Stamp - SE Exterior Stair Shop Drawings (2-14) Essex General Construction Inc - Calculations (15-35) This drawing or submittal has been reviewed for general conformance with plans and specifications.Review does not relieve fabricator/vendor or subcontractor of responsibility for errors,omissions,or non-compliance with contract documents. x ty, 09/15/2021 Reviewed Eliot Adams Architect: Stamp Engineer/Consultant: Stamp ®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 correlating 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 CONSULTING ENGINEERS, INC. DATE: 9-22-2021 BY: TWN 4284 W 7th Avenue.Eugene,OR 97402 1541-342-4509 www.essexgc.com 17400 SW 65'h Avenue.Lake Oswego,OR 97035 1503-747-0092 CCB#OR 54531 I WA ESSEXGC852JC 175 r 'w C) D � Z 0 tm/) CO3 D -I Z � z Z v m F D = � F 0 C ? ? 0 St = D ((r) n m r c O m m m 0 Isi Z n m m . C . y � y n N —I3 o o 9� m v.- • -",11/4 ef,,,,, ) °ate *. 0 •r c' rfi map Z = � � "9 Q. nil lo .0�. ccoo c \. �' c5 NC G r., N — D C ~Ill Z ? ocn a y 0 al O O O � co _ 0 W 1- Z 71 COO CI) N o O) - Ca) .7 w w 0o �- n C/)s O a REVIEWED 0 REVISE AND RESUBMIT 1 Co lo REJECTED 0 FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this a CD review do not relieve contractor from compliance with `s. C) requirements of the drawings and specifications. This check is o v 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 correlating 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 CONSULTING ENGINEERS, INC. DATE: 9-22-2021 BY: TWN IrIW D Y Structural • Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-1 Client: Instafab,Inc. Date: July 2021 By: GM General Layout S Bldg Exterior Stair r.,_J r=-J • r'S�S�_, r-J 'i-' 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 W D Y Structural . Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-2 Client: Instafab,Inc. Date: July 2021 By: GGM Typical Tread Span=6'-2" 19-4 / 19-2 LAID TABLE BEARING BAR UNSUPPORTED SPAN WEIGHT PER SQ.FT.(IBS.) SIZE 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" S'-0" S'-8" r-B" 6-6 T-0" 3'-O" 94' 19-4 19-2 15-4 15-2 11-4 11-21 7-4 7-2 U 355 227 158 116 89 70 / / U .099 .1$5 -0 .304 .397 .503 LOADS AND DEFLECTIONS ARE 1Hf0RITLCAI 4.0 4-8 4.9 5.7 6.4 7.2 9.7 10.7 3 4 X 1 8 C 355 284 203 178 158 D .079 .124 .179 .243 .318 402 VALIES BASED ON 13,000 PSI UNIT STRESS. 3 4_ z r + F `t3 . , FOR PEDESTRIAN COMFORT Of ELECTIONS IN X K„ '-ma 7 %' s 54 R' EXCISS OF I/,1"ARE NOT RECOMMENDED. 5.6 6.4 6.9 7.7 9.2 10.0 14.5 16.0 U 632 404 281 206 156 125 101 84 70 I al 11.15 .074 .116 ill �28 .298 .377 .4G6 .SG.t .670 71750.FT. 5.1 5.9 6.2 7.1 8.2 9.0 12.9 14.2 IX1/8 C 632 SUS 421 361 316 281 253 230 211 (_SAFFCONCENTRATE0Mi0- 11 060 093 134 182 .238 .302 372 451 536 a821 , f SPAN WAD,LBS.FIR FI. • �S�r '��-. -� OF GRATING WIDTH 7.g g,9 9,2 IDZ 12.1 t3.1 I9.d 21.3 a s. ,,"I -zw551. 33..3'_ 0=()FRICTION IN!NINES • -: 0f� U 987 632 439 322 247 195 158 1317 110 93 81 1-1/4 X 1/8 U .0G0 .093 .134 .182 .238 .302 .372 .451 .536 .629 .730 6.4 7.4 7.8 8.8 10.3 11.3 15.8 17.1 C 987 789 658 56.1 493 439 395 759 J29 304 282 ,`' D .048 .074- .10 .146 .191 .241 .298 .360 .329 .504 .584 9.0 10.0 11.2 12.2 14.9 15.9 23.8 25,7 • U 1421 909 632 464 355 281 227 188 158 135 116 89 70 1-1/2 X 1/8 D 050 078 .112 .152 .199 .251 .310 .376 .447 .524 .608 .794 1.006 7.4 8.4 9.2 10.2 12.7 13.1 18.8 20.0 C 1421 1137 9�17 812 71I G32 56A 517 474 437 406 355 316 D .040 .062 .089 .122 .15.9�, .201 .248 .300 .358 .420 .487 .636 .8L14 , 4 69e<P 3 1 .,'-282-E?4 i i Ix. 7 '� `; � 6 "" ' �.3 !! 11.I 12.5 13.7 15.1 18.1 19.6 28.1 30.1 -- ' f 1 xt�' 1�8 .4.c $: U 2907. 1857 1289 9.17 725 573 464 384 322 275 237 181 143 1 1.3/4 X 3/16 D 043 067 09G 130 170 215 266 322 .383 .450 .521 .681 .862 72 7 14'1 15'7 17.1 20.9 22.3 33'5 34'4 C 2901 2321 1934 1658 1451. 1289 1161 1055 967 8)3 829 725 645 D .034 .053 .077 .104 .136 .172 .213 .257 .306 .360 .417 .545 .689 { ''k,g y ,� S� r•. .33.. � 45 -s+i_� v'ie l8, is aF 'j*a ' ° l 1 .' '' /, x ^14.3 15.7 17.8 19.2 23.7 25.1 369 38.8 { E.a-,&, `'7 a .'4 x a S' r 42- __p 7 '., 1 1n c °1' LT 4796 3069 2132 1566 1199 947 767 634 533 454 392 300 237 2-1/4X3/16 C 4796 3837 3 97 2741 2398 2132 i9jfi l3-11 i 99 1-1176 i3i0 i199 ;2 15.9 17.4 19.8 21.2 26.5 27.9 41.3 43.2 D .026 .1141 1160 .081 106 .1 34 .16Ci .200 .238 .280 .324 .424 .536 ' ,r t? S9J1 . 7a19 ` 2 1933 1480 1170 947 783" `658 f561 . '"`370 291. D 03? 047 ;.067 091 119 .151 186 225 `268' 315 "365 '477 604 17s 19.0 21.8 23.3 29.2 30.7 45.6 47.5 21J2X'3/ib C 5921 1737 3117 3383 2961 2632 2368 2153 1974 1822 1.592 1980 1316, I7 -.--024 .037 .054 3173 -.093 "'.127 .149 180 2115 .252 .292 .381 .483 I Allowable loads Uniform load 237 psf I Concentrated load 711 lbs Use1-1/2"x 3/16 19W4 bar grating 1 Attachment I Uniform load R = 348 lbs Assume MAXP = 300 lbs concentrated load directly over support I 1 t 3/8"dia SS A304 bolt Allowable shear= 1,162.5 lbs i Allowable tension = 2,325.0 lbs f t Use (2) 3/8"dia x 1"SS A304 bolts ea end ( t , t i k InIW D Y Structural • Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-3 Client: lnstafab,Inc. Date: July 2021 By: GGM Alternate treads it GHB SERIES PRODUCT OPTIONS rr GHB Series can handle heavier load Materials: Plain and Galvanized Steel, requirements with a bearing bar thickness (Plain Steel available with standard black painted coat) - of 114'and bar heights from 1"to 3'. Surface: Smooth or Serrated Bar Heights: 3/4',1",1-1/4",1-1/2" BarThidmess: 1/4' Welded Stair Tread Widths: 8.9/16",9-3/4",10.15/16",12-1/8" cast abrasivencs;ng Lengths/Span: 30",36",48"(other sizes available) Ed.OTO lEN1:4 A , d :7® A e Er _.._End Plate View - <� At9ANGaE3A 5 - GW/GAL CIA Width RECTANGULAR BAR 1-3/16°CTC BB BAR 1-3/16'CTC BB 1-3f16'CTC BB 1-3t16'GTC BB 14141 Grating Bearing Maximum TreadSµan' Bearing fsiax.Trmi$ Vkith A YAdLO A r—„ Bar Size Plaid Serrated Bar S ze Own• u ,� Cr t; ,� Cr L �, r 1'x 3/16' 2.-4' — 1'x 114' 2'-0' 5 2 4/2t "`5.1/16' 2-1/2' ,. — y 1.1/4'x3116':2%10' 2.7' 144"x1/4- 2.10' 8-3/16' 2 6-1/4' 2-112' 07/16' 1-1rz'x31tr-3'-6' 3'-2' 1-12"x 1/4' 3-6' 7-3/8' 41/2' 7.7/16' 4-1/2' : 1-118'I- -I Dimension"A" 7/16*x 1-7/16'slot 1314 x 3116"4'-3" T-10- 1.3/4'x 1/4" 4.3" 8-9/16' 4e.112' - 8.5/8' 4.1/2 314'x3/16 -2'-4" _ Aluminum: Use 3'End Piste; B=2-1/4" C=3' 9-3/4' 7' 9-13/16' 7' 1':x3/18 .3'_5' 2'AX xis te��q9-!�pa�1u Steel: Use 2-1/Ter3'End Plate m300hmrtzMr`"tO coird5 10-16116" 7' it' 7' ForBB unto 1-1/4' 8-1-3/4', C.2.112' 11/4.x3/16'4'43' 4'-2' mnorm xtwxxdYesilnil, 1.1/2'x3/16' s•-6' 5-3' 12-1/8' 7'r. 12-3/16' 7' ' \ ForB81-1/2'ermore 8=2-1/4', C=3" } Alt: 1-1/2"x 3/16" GHB treads w/3" end plates Grating support angles: Uniform load R = 300.0 plf Alternate PMAX= 300.0 lbs concentrated load directly over support + DL reaction = 22.0 plf assume full length of angle is effective over uniform load 4Pe trso = 0"90 F. I eeff= (W/2) -k= 0.75 in t reqd 0.05 in Use L 1-1/2x1-1/2x3/16 edge supports Connection: RMAX= 322.0 lbs 1/8"fillet allowable= 1,855.9 lbs/in Provided weld L= 2.0 in/ft Capacity= 3,711.8 lbs >> 322 lbs Use 1/8" fillet weld 1" at 9"oc 1 rill W D Y Structural . Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-4 Client: Instafab,Inc. Date: July 2021 By: GM Ext Stringer .4110111.056 I L AusiR113 AIIII ----II J �y slrr t z L' °� g'� ,.9 f i F_J Ate. 1 . —J I. L, j —J If t y-Ti__I —J i — ti J 1 J I. 1'43' 5/8"ANCHORS Horiz run: 11.50 ft Max span: 13.66 ft (sloped distance) Design LL: 100.0 psf - Tributary Width: 3.00 ft Uniform LL: 300.0 plf Rails- 10.6 plf Rail weight Treads- 12.7 plf Component Wt(plf) Quantity Total Misc- 4.0 plf T&B rail 3.4 2 6.8 Stringer self wt- 20.7 plf tie plates 1.28 2 2.6 i`. infill 0.5 2.5 1.3 Uniform DL: 48.0 plf Total plf 10.6 tl MM,x= 8,119 ft-lbs R1 (max) = 2,053 lbs R2(max) = 2,053 lbs design base for 0.2 x vertical 411 lbs rowDy Structural . Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-5 Client: Instafab, Inc. Date: July 2021 By: GM Ext Stringer(cont'd) 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= 8,119 ft-lb—> OK DCR= 0.18 Use C 12x20.7 **Treads to be positively attached to supports to provide lateral torsional bracing Bolted connection: PMAX = 2,053 lbs AISC Table 7-1 3/4"dia A307 bolt allowable= 10,600 lbs (2) bolts min per stringer= 21,200 lbs> 2,053 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 = 0.74 in Use min 2"of 3/16"fillet weld ea side of stringer Mitered joint MMAX— 8,119 ft-lbs VMAX= 2,053 lbs Bottom flange tension T= 8,335 lbs w/d = D-tf } tf= 0.501 in bf= 2.940 in Strength = 47,723 lbs Use CP weld all around, typ flW D Y Structural • Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-6 Client: Instafab,Inc. Date: July 2021 By: GM Landing Edge Selected Shape C 12x20.7 Zx= 25.6 in3 Ry= 0.797 in Fy= 36,000 psi Lp= 39.8 in Lb= 12.0 in (distance between points of lateral bracing) Mp= 921,600 in-lb Mn /0 = 551,856 in-lb 45,988 ft-lb MMpx= 3,655 ft-lb--> OK DCR= 0.08 Use C 12x20.7 **Grating to be positively attached to edge channel to provide lateral torsional bracing Welded connection Reaction at strut= Vnnnx= 3,190 lbs Select weld size: 1/4 1/4 in fillet allowable 3,712 lbs/in Req'd length = 0.86 in Use 1/4"fillet weld ea side of knife plate r - tj IIIW D Y Structural • Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-7 Client: Instafab,Inc. Date: July 2021 By: GM Landing Support "/ (J ir'P1 1 u. }ai, i 1 m: 1111I■ 1 tilt :r.nuua` r. , M�nfil 1 End edge reaction: Int edge reaction �s �L-12 DL-528# F t. -3,300tt i •r" Stringer reaction: r__ I DL-283# LL-1,770# 1 I I I ( Int brace: R= 1.2 wL i Upper RH = -5,781 lbs 1 Upper Rv= 35 lbs I Lower RH= 5,781 lbs Lower Rv= 3,949 lbs t ` Brace axial= 6,984 lbs i F Stair edge brace: R =0.45 wL+stringer reaction t Upper RH= -5,279 lbs L' t . Upper RV= 35 lbs r Lower RH= 5,279 lbs I Lower Rv= 3,610 lbs f `` Brace axial= 6,395 lbs i` n t i r i i i fill N D y Structural . Civil Engineers howl Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-8 Client: Instafab,Inc. Date: July 2021 By: GM Landing Support Connections Front edge C12 to frame Max reaction = 3,828 lbs Weld size= 0.19 in /2"PLATE Weld capcity= 2,784 lbs/in CHANNEL Length of weld = 6.00 in c12X20.7 No of sides welded = 2 Weld capacity= 33,406 lbs HSS4X4X1/4 DCR = 0.11 Use 3/16"fillet x 6"each side knife PL to C12 Brace to knife plate Max axial load = 6,984 lbs Weld size= 0.19 in Weld capcity= 2,784 lbs/in Length of weld = 3.00 in No of sides welded = 4 Weld capacity= 33,406 lbs DCR = 0.21 Use 3/16"fillet x 3" each side HSS to knife PL Brace to end plate • Max axial load = 6,984 lbs .;' 60a Weld size= 0.19 in Weld capcity= 2,784 lbs/in Kyq' Length of weld = 4.00 in - • No of sides welded = 2 ANCHOR BOLTS Weld capacity= 22,271 lbs ' DCR = 0.31 Use 3/16"fillet all around HSS to end PL riIN D Y Structural . Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-9 Client: Instafab,Inc. Date: July 2021 By: GM _ Anchorage M11II—I Hilti PROFIS Engineering 3.0.71 enew.hlithcom Company: WDY.Inc Page: 1 Address: 6443 SW Beaverton Hillsdale,Ste 210.Portland,OR Specifier. Phone I Fax: 503-203-8111 l E-Mail: gmunsalligwdyi.00m Design: Ext Stair Bracket Date: 712212 0 2 1 Fastening point: Specifler's comments: { 1 Input data lam, Anchor type and diameter; KWik Bolt TZ2-CS 518(3 114)hmom2 +►. tr `i; : - . Item number 2210272 KB-T22 518x5 1/2 Efftxtivo ombodmont dcpth: h,f,,,,=3,250 in.,h,a,,=3.750 in. Material: Carbon Steal Evaluation Service Report- ESR-4265 Issued I Valid: 3t112021 112/1/2021 p,w{. Design Method ACt 318-141 Mech Stand-off installation: et,a 0.000 In.(no stand-off);t a 0.500 In. Anchor platen- I,x tr x t=10.000 in.x 10.000 in,x 0.500 in.;(Recommended plate thickness:not calculated) Profile Square HSS(AIS0).HISS4X4X.25;(I_x W x T)=4.000 in.x 4.000 in.x 0.250,In. Base material: cracked concrete,3000.f'=3,000 psi;h=420.000 in. Installation: hammer drilled hole,installation conditlom Dry ReinirncemenL tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement none or<No.4 bear - R- The ancharcalculation is based on a ngd anchor Plata assumption. Geometry[In.)&Loading[lb,In.ib] 4 fir,p' r y: , h , Y o x FlW D Y Structural . Civil Engineers hood Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-10 Client: Instafab,Inc. Date: July 2021 By: GM Anchorage . Ii I Hilti PROFIS Engineering 3.0.71 vvvvvo e.com Compeny. WDY.Inc Page: ii Address: 6443 SW Beaverton Hiltsdele,Ste 210,Partlond,OR Specifier: Phone I Fax: 503-203-8111 I E-Mail: gmurtge taw yi.00m Design: Ext Stair Bracket Dale: 7122/2021 i Fastening point: 1 1.1 Design results i Case Description Forces(Mt Moments[in_Ibj Seismic Mex Utit.Anchor I%) i 1 Combination 1 N=8,931;Vx=6,101;Vf=0; no 02 M.,-0;A1f-0:Ali-O; i I2 Load case/Resulting anchor forces amy 1. Aunattar reactions[Ibj 0 3 0 4 I Tension force:(+Tension,-cornpt83siOn) Anchor Tension force Sheer force Shear force x Shear force y 1 1 2,233 1,525 1,525 0 2 2 a'33 1,525 1,528 0 0 I,x i 3 2,233 1.525 1,525 9 Tension E E 4 2,233 1,525 1,525 0 t t max.concrete conipresstve strain: -MI 2 ( max.concrete compressive stress: •(psi) C) 1`: E resulting tension force in(xty)={0.000r0,000}: 8,931 jlbf re.citing Compression force In(xly)=(0,0(00.(t)0):0(Ibj c Anchor forces ere calculated based on the assumption of a rigid anchor plate. r. E . 3 Tension load z Load Nua Uhl Capacity* Na[lb] Utilization pi,s Nu") N,, Statue Steel Strength' 2,233 13,157 17 OK r Pullout Strength' N/A NIA N/A N/A I. concrete Breakout Failure" 8,931 10,214 88 OK P 'highest loaded anchor '"anchor group(anchors in tension} 1 3.1 Steel Strength t N;,,iibl 4 - h1�- . t'' , IRA Nu,lib] I 17,542 0.750 13,167 2.233 t t I tl is f i t q00 3 fl1N D Y Structural . Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-11 Client: Instafab,Inc. Date: July 2021 By: GM Anchorage I-II I Hilti PROFIS Engineering 3.0.71 www.hiltLcom Company: WDY,Inc Page_ 3 Address: 6443 SW Beaverton Hillsdale,Ste 210,Portland,OR Specifier. Phone I Fax 503-203-8111 1 E-Mail: gmunsell@wdyi.com Design: Ext Stair Bracket Data- 7f2212021 Fastening point: ( 3,2 Commie Breakout Failure IA . I Akin Dn.2I 4, ln] cr[in.) 'r,-,a ai 23428 995.06 4.000 11.500 1.000 e,,a(In.1 W...In eva[in.) 4',._.,i, 'V.11,1 'p ee.n k= I 0.000 1.000 0.000 1.000 0,940 1.000 21 X u Nu R1 + 4 N.av lib) 14,,,,1101. 1,000 8,739 0,650 10,214 8,931 1I i1 1 I 1 f 1 t ( r r f ' ;c t i i ti t F ,. i ipz i t i DINDY Structural • Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-12 Client: Instafab,Inc. Date: July 2021 By: GM Anchorage 11.1411116.1.1111.1 Hilti PROFIS Engineering 3.0.71 www.hliti,com Company: WDY,Inc Page: 4 • I Address: 6443 SW Beaverton Hinsdale,Ste 210,Poetlend.OR Specifier: Phone I Fax. 503-203-8111] E-Mail: gmunsellf[3wdyi.com Design: Ext Stair Bracket Data: 7122/2021 Fastening point: 4 Shear load Load V,,,[lb] Capacity 4 V„[lb] Utilization li,=V,qf$ V„ Statue Steel Strength' 1.525 6,668 23 OK Steel failure(vith teverarm)" NIA NIA NIA NIA Pryout Strength" 6,101 22,000 26 OK Concrete edge failure in direction'" NIA NIA NIA NIA 'highest loaded anchor "anchor group(relevant anchors) 4.1 Sleet strength V,,[IN ') I' V,„[lb) V,.,(IN 10.259 0.650 6,668 1,525 4.2 Pryout Strength Arr.tin.2l Ana,(in ) o...,,„Pm] kat, c„,,tin.) 'y , 23428 95.06 4000 2 11,500 1,000 e,1V tin.] V n:e:+ ec2'.,iin.i '{'ec2'/ 'V MN Nicp71 ka 0,000 1.000 0.000 1.000 0,946 1.000 21 1, Nu lib] . +Vs,,,,,[lb] V,,,[tbi • i.000 6.739 0.700 22,000 6,101 5 Combined tension and shear loads 11,4 15„ k Uti¢etion(N,,,[N Status 0.674 0.277 6I3 92 OK l tr{y=)lry+iI y S=1 ( ti fi t rIWDY Structural . Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: ST-13 Client: Instafab,Inc. Date: July 2021 By: GM Anchorage w11l.T1 Hilti PROFIS Engineering 3.0.71 www,hlltd,com Company: WDY.Inc Page: 5 Address: 8443 SW Beaverton Hillsdale,Ste 210,Portland,OR Specifier Phone I Fax: 503-203-8111 I E-Mail: gmunsell@wdyi.com Design' Ext Stair Bracket Date: 112212021 Fastening point: 6 Warnings • The anchor design methods In PROFIS Engineering require rigid anchor plates per currant regulatlone(AS 5216:20t8,ETAG 001/Annex C. EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformailone of the anchor plate ere riot considered-the anchor plata is assumed to be sufficiently seff,in order not to be deformed when subjected to the design loading_PROFIS Engineering calculates the minimum required anchor piste thickness utth CBFEM to limit the stress of the anchor plate based on the assure/Alma explained above.The proof If the rigid anchor plate assumption Is valid is not carried out by PROFIS Engineering. Input data and results roust be checked for agreement with the existing conditions and for plausibility) • Condition A apprres*hens the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member,Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryou€strength governs, • Refer to the manufacturer's product literature for leaning and lnstattahen Instructions. • For additional information about ACI 316 strength design provisions,please go to htlps:lfsubmitlals.us.bitti.comPROFISAnchorDesignGuidel • Hilt'post-Installed anchors shall be Installed In accordance with the Hlid Manufacturers Printed Installetlon Instructions(MPII).Reference ACI al a-14,Section i 7.8,1, Fastening meets the design criteria! 1 I • E fi t 1 yr: FlW D Y Structural . Civil Engineers u Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: RL-1 Client: instafab,Inc. Date: July 2021 By: GGM Stair Grabrail R114, R115 0 y`c 0 iF n. t ' 6 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 = 51.0 in M,,AAx(uniform Id) = 1,354.7 in-lbs MMAx(point Id) = 2,550.0 in-lbs Z = 0.324 in3 S = 0.222 in3 I = 0.184 in4 Fy= 35,000.0 psi Mp= 11,340.0 in-lbs AISC F7-1 1.6My = 12,432.0 in-lbs Yield moment S Fy Mn = 11,340.0 in-Ibs Mn /f? = 6,790.4 in-lbs OK ATE(concentrated)= 0.10 in L/240= 0.21 in OK Use Pipe 1-1/4 Std W D Y Structural . Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: RL-2 Client: Instafab,Inc. Date: July 2021 By: GGM Brackets Wagner Bracket: Rated load = 300 lbs >max 200 lb load requirement Wood: 3/8"dia lag allow= 305.0 lbs/in penetration depth= 1.25 in Allowable tension= 381.3 lbs > max 200 lb load requirement Concrete: 1/4"dia titen allow= 365.0 lbs/in penetration depth= 1.5 in Allowable tension = 547.5 lbs > max 200 lb load requirement t'r 'DearHoles iv Screws 0 - ., Cleat Mae ter111214 Mount Bnft S wt Pipe 1 Std 0.083 0.126 1.68 Pipe 1-1/4 Std 0.184 0.222 2.27 Pipe 1-1/2 Std 0.293 0.309 2.72 Pipe 2 Std 0.627 0.528 3.66 Pipe 2-1/2 Std 1.450 1.010 5.80 Pipe 1 XS 0.101 0.154 2.17 Pipe 1-1/4 XS 0.231 0.278 3.00 Pipe 1-1/2 XS 0.372 0.392 3.63 Pipe 2 XS 0.827 0.696 5.03 Pipe 2-1/2 XS 1.830 1.270 7.67 [{k niArDY Structural . Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: RL-3 Client: lnstafab,Inc. Date: July 2021 By: GGM Guardrail -Top Rail • . , f20 N f20 f6 f6 16 4' -!_ 4' �„ Design loads: Top rail& posts: 50 plf Uniform load applied at top or 200 lbs Concentrated load applied any point Selected piece: FB 1/2 x 2 Max span = 48.0 in MMAX(uniform Id) = 1,200 in-lbs MM,x(point Id)= 2,400 in-lbs Z= 0.500 in3 S= 0.333 in3 I = 0.333 in4 Fy= 36,000 psi Mp= 18,000 in-lbs AISC F7-1 1.6My= 19,181 in-lbs Yield moment S Fy = 18,000 in-lbs Mn /Q = 10,778 in-lbs OK in.(concentrated)= 0.05 in L/240= 0.20 in OK Use FB1/2x2 W D Y Structural . Civil Engineers homed Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: RL-4 Client: Instafab,Inc. Date: July 2021 By: GGM Infill Closure • • Component load = 50 lbs 000.• • • • Selected piece: Flat Bar 3/16 x 2 Weld spacing = 18.0 in unbraced length, Lb= 16.0 in • • • Mrnax= 225 in-lbs • . • j�f6 \f20 f6 For bars bent about minor axis, LTB does not apply Z= 0.018 in3 S = 0.012 in3 1 = 0.001 in4 Fy= 36,000 psi Mp= 633 in-lbs AlSC F11-1 1.6My= 675 in-lbs Yield moment S Fy Mn= 633 in-lbs Mn / Q = 379 in-lbs OK Use Flat Bar 3/16 x 2 all edges • 4 rIWDY Structural . Civil Engineers Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: RL-5 Client: Instafab,Inc. Date: July 2021 By: GGM Vertical Posts 3/8"TAMPER PROOF BOLTS Pj jI LOOSE PLATE ON THIS SIDE— FASTEN WITH MESH AFTER GALVANIZE i; I is is I I� =AAA Design loads: Top rail& posts: 50 plf Uniform load applied at top or 200 lbs Concentrated load applied any point Selected piece: PL 1/2 x 2 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= 0.500 in3 S= 0.333 in3 I = 0.333 in4 Fy= 36,000.0 psi Mp= 18,000.0 in-lbs AISC F11-1 1.6Mw= 19,180.8 in-lbs Yield moment S Fy M„= 18,000.0 in-lbs Mn / f2 = 10,778.4 in-lbs OK OTL(concentrated) = 0.51 in h/60= 0.70 AISC DG 34 Table 10-1 Deflection Limits UsePL1/2x2 FlW D Y Structural . Civil Engineers u Job Name: Dartmouth Apt DFS-Ext Stair Job No: 20811 Sheet No: RL-6 Client: lnstafab,Inc. Date: July 2021 By: GGM Rail Attachments Picket PMAx= 50.0 lbs Rail PMAX= 200.0 lbs MMAx= 8,400.0 in-lbs 1/8"fillet allowable= 1,855.9 lbs/in 3/16"fillet allowable = 2,783.8 lbs/in Pickets: Perp. weld length 1.0 in .85 x 1/2 circumfrence Capacity= 2,783.8 lbs > 16.7 lbs OK Use 3/16"fillet all around typ at infills Rails Perp. weld length 3.0 in Capacity= 8,351.4 lbs >222 lbs OK Use 3/16"fillet all around typ at horiz pipe Base connection: AISC Table 8-4 Base moment= 8,400.0 in-lbs design ex= 4.0 in P equiv= 2,100.0 lbs tr.41 Weld group length = 2.0 in a= 2.00 C = 0.655 P Special Case (Load nat in piano f2= 2.00 • ofweldgroup) Dmin = 3.2 Use C-vauas for k=0 4/16 in weld req'd • Use 1/4"fillet all around typ at verticals ss FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard ' COMMUNITY DEVELOPMENT DEPARTMENT ai III II Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 •www.tigard-or.gov TO: TOM DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: ELIOT ADAMS � C 1 COMPANY: ESSEX GENERAL CONSTRUCTION,INC. CITY— — (.l7 i OF TfGAR PHONE: (503)951-9912 Tin EMAIL: ELIOT.ADAMS@ESSEXGC.COM RE: 11974 SW 72ND AVE BUP2019-00346 (Site Address) (Permit Number) DARTMOUTH APARTMENTS,LOT 31 (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: _ Copies: Description: y j Copies: Description: — _ Additional set(s) of plans. Revisions: Cross section(s)and details. — Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 2 Engineer's calculations. 2 Other(explain): Shop Drawings REMARKS: DEFERRED SUBMITTAL:SE Exterior Stairs Shop Drawings&Calculations VALUATION:$74,920 FOR OFFICE USE ONLY Routed tv Permit Tec nician: Date: j J -� _ cJ Initials: Fees Due: ` Yds' No Fee Description: Amount Due: • i h Y4 p r© C C'%5S. s PJ«.h rev-,e.\,) $ Li.3 , 7 0 - - $ e 7 Special Instructions: Reprint Permit(per PE : ❑Yes Nd' LI Done Applicant Notified: - Date: /// Z21 Initials: