Report (11) OFFICE COPY
Submittal Response Letter RECEIVED
Lt,
I'7 ARCHITECTURE
l URBAN DESIGN-PLANNING
DEC 8 2021 1"0'
jtr { is i$J t INTERIOR DESIGN
lldltl is}tr
CITY OF TIGARD , g�`_'` `_ lh' ka" �i
Date ,IJILDING DIVISION f3(�f��Dl Z_ 0159'
Project Name Dartmouth Apartments i/9'74/ 7�� A '
Project Number 1903007 7 ,�ifJ i'C'v�'
Attention
Company Essex General Construction Inc
Address 4284 W 7th Avenue
Eugene, Oregon, 97402
Phone (503) 747-0092
Email
Submittal Name Mezzanine Stair Shop Drawings
Submittal No. 05 51 00—2.1
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:
1. No Exceptions Noted in Corrected Copy
Sender Charlie Baxter
cc SUBMITTAL REVIEW
❑ NO EXCEPTIONS NOTED ❑ DISAPPROVED
i' NO EXCEPTIONS NOTED IN CORRECTED COPY
❑ REVISE AND RESUBMIT C 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.
charlieb
REVIEWED BY SERA
12/1/2021
DATE
338 NW 5TH AVENUE PORTLAND OR 97209 T 503.445.7372 F 503.445.7395 SERADESIGN.COM
REVISED
'2jBa2o.' Submittal Review
.4Essex72nd & Dartmouth
GENERAL CONSTRUCTION,INC.
Section: 055100-2.1
Date: 11/29/21
Subcontractor/Supplier: Instafab
Description: Mezzanine Stair Shop Drawings
Contractor: Stamp
Mezzanine Stairs Deferred Submittal Essex General Construction Inc
This drawing or submittal has been reviewed
- Mezzanine Stair Shop Drawings (2-3) for general conformance with plans and
Calculations (4 16) specifications.Review does not relieve
fabricator/vendor or subcontractor of
responsibility for errors,omissions,or
non-compliance with contract documents.
11/2B/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: 12-01-2021 BY: TWN
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 ESSEXGC8521C
IrlIWDY Structural • Civil Engineers
bawd
STRUCTURAL CALCULATIONS
FOR
DARTMOUTH APARTMENTS
DELEGATED DESIGN STEEL MEZZANINE STAIRS
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DESIGN PARAMETERS: 2019 Oregon Structural Specialty Code (OSSC)
LOADING:
STAIRS
UNIFORM LIVE LOAD 100 psf
CONCENTRATED 300 lbs (treads)
RAILINGS (by others)
CONTENTS:
CRITERIA ST-1
STAIRS ST-2 to ST-8
ANCHORAGE ST-9 to ST-12
6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com
rillW D Y Structural . Civil Engineers
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-1
Client: Instafab,Inc. Date: June 2021 By: GM
General Layout
Mezzanine Stair
O
O E
DECORATIVE GUARDRAIL
O
DECORATI E GUARDRAIL
(BY OTTERS) c
i
N
m
.u
q
-.:..�.1., �'.. '� '!ram—�'��\
1 0 ° 111141.1gr e 1'-0'CONC. WALL �
a . 1
/ mar
' j
4'-0 1/2"per drawing El
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
FlW D Y Structural . Civil Engineers
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-2
Client: Instafab Inc Date: June 2021 By: GM
Built-up section properties
pc mark b d A Ili Ayi I di Ad
Tread 11.000 1.5000 16.500 3.375 55.688 3.09375 0.181 0.541
Riser up 1.000 2.6250 2.625 3.938 10.336 1.50732 0.744 1.451
Riser down 1.000 2.6250 2.625 1.313 3.445 1.50732 -1.881 9.292
E= 21.750 69.469 6.108 11.284
ex= 3.194 in rX= 0.89 in
lx= 17.39 in4 SX= 5.45 in3
Neutral X-axis is within tread depth
Area above N.A. d1' = 2.056 in
b1'= 1.000 in 1-1
d2'= 0.931 in N.A.
b2'= 11.000 in
91= 0.744 in 1 +
y2= 0.181 in �-,—
EAy= 3.38 in3= Q
Tread width w= 54.0 in
Max shear V= 206.3 lbs
fv= 40.11 psi
Screw spacing p = 4.00 in o.c.
Fmax= 160.5 lbs
#14 screw V allow= 178.0 lbs NDS Table 11 L
aW D Y Structural . Civil Engineers
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-3
Client: Instafab Inc Date: June 2021 By: GGM
Treads
Tread span = 54.0 in 300#
Tread width = 11.0 in j"
WUNIF 100 psf
PCONCENTRATED= 300 lbs
MUNIF = 232.0 ft-lbs
McoN= 337.5 ft-lbs
MMAX= 337.5 ft-lbs
4050.0 in-lbs
M/S = 744 psi
Fb= 725 psi
Flat use factor, C1„= 1.2
Fb' = 870 psi NDS Table 4A
RMAx(uniform) = 206 lbs
RMAx(concentrated)= 278 lbs 300 lb load adjacent to one edge
3/2 RMAx/A= 25 psi
Fv= 195 psi NDS Table 4A
E = 1200 ksi
ATE(uniform) = 0.530 in L/240= 0.225 in
ALL(concentrated) = 0.047 in L/360= 0.150 in
Use 1-1/2"x 11"#1 Maple treads
and 1x#1 Maple risers
attach w/#14x3" screws
at 4"o.c.
171
W D Y Structural . Civil Engineers
bowl
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-4
Client: Instafab,Inc. Date: June 2021 By: GM
Interior Stringers
O E
°
DECORATIVE GUARDRAIL
(BY OTHERS) ilh ° a
i
N
P P DIITI n
w/. A\ 7 `
o
Ask 711111"1'
I \ " 'Age,' \
° DI I�-0" CONC. WALL
° / t
01.1
:ri
mil Alink
..
Horiz run: 17.67 ft
Max span: 19.57 ft (sloped distance)
Design LL: 100.0 psf
Tributary Width: 2.25 ft
Uniform LL: 225.0 plf
Rails- 15.0 plf Rail weight
Treads- 11.4 plf Component Wt(plf) Quantity Total
Misc- 2.9 plf grab 2.27 1 2.3
Stringer self wt- 20.7 plf T&B rail 2.27 2 4.5
infill 3.27 2.5 8.2
Uniform DL: 50.0 plf Total plf 15.0
MMAX= 13,167.5 ft-lbs
R1 (max) = 2,477.0 lbs
R2(max) = 2,477.0 lbs
design base for 0.2 x vertical
495.4 lbs
riIN Y Structural . Civil Engineers
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-5
Client: Instafab,Inc. Date: June 2021 By: GM
Int Stringers (cont'd}
Selected Shape
C 12x20.7 ZX= 25.6 in3
Rv= 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 / U = 551,856 in-lb
45,988 ft-lb
MMAX = 13,167 ft-lb--> OK
Use C 12x20.7
**Treads to be positively attached to supports to provide lateral torsional bracing
Bolted connection:
PMAX= 2,477 lbs
AISC Table 7-1
3/4"dia A307 bolt allowable = 10,600 lbs
(2) bolts min per stringer= 21,200 lbs >2,477 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 = 0.89 in
Use min 2" of 3/16" fillet weld ea side of stringer
Mitered joint MMAx= 13,167 ft-lbs
VMAX= 2,477 lbs
Bottom flange tension T = 13,517 lbs w/d = D-tf
tf= 0.309 in
bf= 1.500 in
Strength = 15,017 lbs
Use CP weld all around, typ
rillWDYStructural . Civil Engineers
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-6
Client: Instafab,Inc Date: June 2021 By: GM
Landing support Single angle flexural capacity per AISC Section F10
Design DL= 15.0 psf
Design LL = 100.0 psf
Tributary width = 2.25 ft
Span = 5.00 ft
Fy= 36.0 ksi ASTM A36
Fu = 58.0 ksi
E = 29,000 ksi
'Nu = 400.5 plf
Mu= 1.252 kip-ft LRFD
15.02 kip-in
Selected angle: L3X3X1/4
SX= 0.569 in3 b= 3.00 in
SZ= 0.42 in3 t= 0.25 in
lZ= 1.23 in4 rZ= 0.93 in
Cb= 1.0 = 1.65
Calculate nominal flexural strength
Yield moment, My= 16.39 kip-in Sec F10-2
Nominal strength, Mn = 24.58 kip-in Eq F10-1
Select elastic L-T-B case:
(iii) bending about major axis equal leg
Me= 125.1 kip-in (F10-5)
Me > My, use Eq F10-3
Mn = 24.52 kip-in
1.5 My= 24.58 kip-in
Use Mn = 24.52 kip-in
4)b Mn = 22.07 kip-in
Use L3X3X1/4
rilW D Y Structural . Civil Engineers
hood
Job Name: Dartmouth Job No: 20811 Sheet No: ST-7
Client: Instafab,Inc. Date: June 2021 By: GM
Landing
Landing head/rear
Design loads: 115 psf 100 psf LL+ 5.6 psf deck+ 9.4 psf misc DL
Trib span = 2.3 ft
Uniform Load = 259 plf
angle DL reaction = 84 lbs
angle LL reaction = 562 lbs
Gravity Beam Design
RAM SBeamv5.01
Dartmouth Apt
RAM Mezz Landing Head
STEEL CODE: AISC 360-05 ASD
SPAN INFORMATION(ft): I-End(0.00,0.00) J-End(4.50,0.00)
Beam Size(User Selected) = C8X11.5 Fy = 36.0 ksi
Total Beam Length(ft) = 4.50
Mp(kip-ft) = 28.89
Top flange not braced by decking.
LINE LOADS(k/ft):
Load Dist(ft) DL LL
1 0.000 0.011 0.000
4.500 0.011 0.000
2 0.000 0.084 0.562
4.500 0.084 0.562
SHEAR: Max Va (DL+LL)=1.48 kips Vn!1.67=22.76 kips
MOMENTS:
Span Cond LoadCombo Ma @ Lb Cb SZ Mn!f2
kip-ft ft ft kip-ft
Center Max+ DL+LL 1.7 2.3 4.5 1.14 1.67 17.30
Controlling DL+LL 1.7 2.3 4.5 1.14 1.67 17.30
REACTIONS(kips):
Left Right
DL reaction 0.21 0.21
Max+LL reaction 1.26 1.26
Max+total reaction 1.48 1.48
DEFLECTIONS:
Dead load(in) at 2.25 ft = -0.001
Live load(in) at 2.25 ft = -0.006 L/D = 9815
Net Total load(in) at 2.25 ft = -0.006 L/D = 8390
Use C 8x11.5
rowDy Structural . Civil Engineers
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-8
Client: Instafab,Inc. Date: June 2021 By: GM
Mounting Plate
Stiffener
Stringer DL: 450 lbs C12x20.7#
Stringer LL: 2,027 lbs Pti BENT PtAIE
x 1'-0"
Reaction = 2.48 kips 1O
Eccentricity= 3.25 in 7 pp
b = 10.00 in 12
a= 8.00 in
b/a= 1.25 \-- NW- ,'
—
t= 0.38 in to
d stIFTDIER PL
0 = 0.85 \ ' CENTERED ON PL.
Fy= 36.0 ksi
b/t= 26.67
Yeild limit = 52.08 OK 3/16 D C(Typ)
3/16 2 SDS
z ratio= 0.136
4) Vn = qFy zbt= 15.62 kips OK
Use 3/8" bent/welded plate w/3/8" PL stiffener
Bracket attachment
Vert. weld length 7.0 in
ex= 3.25 in
a = 0.46
C = 2.44 RISC Table 8-4
Dmin= 0.29 /16ths
Use 3/16"fillet or flare bevel each side typ —1
riWDY Structural . Civil Engineers
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-9
Client: Instafab,Inc. Date: June 2021 By: GM
Anchorage
SIMPSON Anchor Designer'' Company: Date: 6/17/2021
Engineer. Page: 1/6
Strong Tie Software Project:
Version 2.9.7376.36 Address:
Phone:
E-mail:
1.Prolect Information
Customer company: Project description:
Customer contact name: Location:Landing support
Customer e-mail: Fastening description:
Comment:
2.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-14 Concrete:Normal-weight
Units:Imperial units Concrete thickness,h(inch):8.00
State:Cracked
Anchor Information: Compressive strength,rn(psi):3000
Anchor type:Concrete screw Poe:1.0
Material:Carbon Steel Reinforcement condition:A tension,A shear
Diameter(inch):0.625 Supplemental reinforcement:Not applicable
Nominal Embedment depth(inch):5.000 Reinforcement provided at corners:No
Effective Embedment depth.hw(inch):3.820 Ignore concrete breakout in tension:No
Code report:ICC-ES ESR-2713 Ignore concrete breakout In shear:No
Anchor category:1 Ignore 6do requirement:Not applicable
Anchor ductility:No Build-up grout pad:No
h.,'(Inch):7.67
cac(inch):5.75 Base Plate
C,..n(inch): 1.75 Length x Width x Thickness(inch): 12.00 x 12.50 x 0.38
Smin(inch):3.00 Yield stress:36000 psi
Profile type/size:WT6X13
Recommended Anchor
Anchor Name:Titen HD®-5/8"0 Titan HD(THDB model),hnom:5"(127mm)
Code Report:ICC-ES ESR-2713
WD Y Structural • Civil Engineers
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-10
Client: Instafab, Inc. Date: June 2021 By: GM
Anchorage
SIMPSON Anchor Designers" Company: Date: 6/17/2021
Engineer: Page: 2/6
Software Project
Version 2,9.7376,36 Address:
Phone:
E-mail:
Load and Geometry
Load factor source:ACI 31 B Section 5.3
Load combination:not set
Seismic design:Yes
Anchors subjected to sustained tension:Not applicable
Ductility section for tension: 17,2.3,4.3(d)is satisfied
Ductility section for shear: 17,2,3.5,2 not appticabte
Ch factor:not set
Apply entire shear load at front row:No
Anchors only resisting wind and/or seismic loads:No
Strength level loads:
N.Pb]:S92
V4. [Ib]:0
V i[jb):2477
Mua[R-lb):-671
Mu/(ft-lb):0
M.[ft•Ibj:0
<Figure 1>
092 lb
4 2477 lb
0 t-tb
671 "'--
ocil
rilliWDY Structural . Civil Engineers
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-11
Client: Instafab,Inc. Date: June 2021 By: GM
Anchorage
SIMPSON Anchor Designer T i Company: Date: 6/17/2021
Engineer: Page: 4/6
Strong-Tie Software Project: •
Version 2.9.7376.36 Address:
At
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nun(Ib) V.(lb) Vcuy(lb) /r(Vuax)'+(Vu,y)2(Ib)
1 868.3 0.0 619.3 619.3
2 0.0 0.0 619.3 619.3
3 0.0 0.0 619.3 619.3
4 868.3 0.0 619.3 619.3
Sum 1736.6 0.0 2477.0 2477.0
Maximum concrete compression strain(%o):0.02 <Figure 3>
Maximum concrete compression stress(psi):69
Resultant tension force(lb):1737 0 1 f
Resultant compression force(Ib):744
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 "ye
Eccentricity of resultant shear forces in x-axls,e'vsc(inch):0.00 '
Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 �"
x
Le.
tea'
o 4
4.Steel Strength of Anchor in Tension(Sec.17.4.1)
N,,(lb) 44 ON.(Ib)
30360 0.65 19734
5,Concrete Breakout Strength of Anchor in Tension(Sec.174,21
No=kGia^hPabed 5(Eq.17.4.2,2a)
kn iia Pc(psi) het(in) NO(lb)
17.0 1.00 3000 3.820 6952
0.750NN„=0.750(AN a/Axcr,)Wee,u'Y..trr'1Gx%%ANNb(Sec. 17.3.1&Eq.17.4.2.1b)
Arm(in2) Auto(in2) ce,mY,(in) 'Pa,N 'fGd,rr Pau 'Peo..0 No(Ib) yti 0.75¢Ncce(lb)
223.01 131.33 12.00 1.000 1.000 1.00 1.000 6952 0.75 6640
6.Pullout Strength of Anchor In Tension(Sec.17.4.3)
0.7504NM=0.75¢'f'oat.,NN(fc/2,500y'(Sec.17.3,1,Eq. 17.4.3.1 &Code Report)
Y'av d a Ny(Ib) Pe(psi) n 0 0.75¢Npa(lb)
1.0 1.00 4727 3000 0.50 0.65 2524
rIWDYStructural . Civil Engineers
Wool
Job Name: Dartmouth Apt DFS Job No: 20811 Sheet No: ST-12
Client: Instafab,Inc. Date: June 2021 By: GM
Anchorage
SIMPSON Anchor Designer"" Convent'; I DaV- r17f2021
Engineer; PncgEs:. 5!3
istrong_Tp SQIftWare Project
Version 2.9,7376,341 Address;
a
Phone;
&reel!:
0.Steel Strength of Anchor In Shear(Sec.17.5.1)
V (lb) gjxv.t 0 Nm4rfa,( !)
8000 1,0 0,80 4600
$.Concrete Breakout Strength of Anchor In Shaer t&ec,.17,6,21
Shear parpwtatlautar to edge In y-chi ction.
Vs,=n I7{J„l dar'/N1 dn1.ril' e1$:92,0.F< .art 1(Eq.17_5.2.2a&Eq.17.5.2.2b(
1.(in) d.(Xi) 06 r,(psi) so(in) Vc,(b)
3.82 0,625 1.00 3000 8,00 9851
dv r•{4oAit/Avov,ic Oic-ev P,vI'nt'V,,(Sec. Vk
'
17.3.1 &EQ. 17 bj_5.2.i rt y�/
A'. (in?) Ai (in'') 'J.,. 'Mau 114 'h. . r lib) 0 0 (le)
206.00 288.00 1.000 1.030 1.1100 1.225 9851 0.75 81343
Sheet parallel id ediro in y-ttrrettion.-
w%.=troll7{Jale1,,r'N'd av£;c,r'';924,f c.,rr"1(Eq,17.:5,2,2n&E9 17.5.2.2b1
b lin) d,(in) , rr(psi) c.r on) VA,lib)
3.82 0.625 1.00 3000 8:0 9851
tlV�v=0(2){ANYIAv..)Yr_Oicee`I'nv`N.1vVt(Sec,17.3.1, 17.5.22,1101&Eq. 17.5.2.1bl
A'. (n) AiY.,(in) `P.,-,v I...4w Y'tv Y€u Vt.ph) 0 01/cro.(8))
264.00 288.00 1.000 1.000 1_ O 1.225 9851 0.75 16589
10.Concrete Prvout Strenath of Anchor In Shear(Sec.17.5.3)
14-Wp.,=tikt + .,=!'^,(A, /4 ) cr:ri ndAl K N9i'�,.wxvb{Sec. 17,3,1 6 Eq. 17.5.3.1b)
km Ant tin) Any tin) y' nth' 'Pao 1.4,4 At.(It) 0 V4.)lib)
2.0 399.15 101,$3 1.iX10 1.010 1,000 1,000 6952 0,70 29506
11.Results
InJ%actIcnof r0tislire and_ShAr Einmes M os-T .4
Tension Factored toad,Kr Ott) Design Sirerxgth,oN,(►b) Ratio Status
Steel 868 19734 0.04 Pass
Concrete breakout 1737 ti540 0.26 Pass
Pullout 888 2524 0.,34 Pass(Governs)
Shear Fnti-1orud Load„Vw(lb) Design Strength,eV„(b) Rao SInIus
Steel 619 4800 0.13 Pm
7 Concrete breakout y+ 2477 seas 0.31 Pass(Governs)
p Concrete breakout x- 1239 16589 0.07 Pass(Governs)
1zry0111 2477 29508 0.06 Pass
intnracticn chock N t*A 1/40 01/4 Combined R.itib Pnrntseihio Slalus
Sea 17.6.,1 0.34 0.00 34.4% 1,0 Pass
5113"00 Tlten HD(TIIOB model),hnom:S"(127rnm)meets the selected design criteria,
.is#6#fAiWtt#.0 v„aa, HupiuiiawrN#a -:AA +xbbktsa#xbusHit4#+#d.+1iiY" 4r4434414.4....+aau441Y4.
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
7
11 _ atTransmittal Letter
r I G A R n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: TOM DATE RECEIVED:
DEPT: BUILDING DIVISION
DEC 8 20k.
FROM: ELIOT ADAMS I l Y OF TIGARD
COMPANY:
ESSEX GENERAL CONSTRUCTION,INC. 3UILDING DIVISION
PHONE: (503)951-9912
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: 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:Mezzanine Stairs Shop Drawings&Calculations
VALUATION:$12,500
FOR OFFICE USE ONLY
Routed to Permit Technician: Date: 2— I C - 24 Initials: "
Fees Due:" Yes ❑ No Fee Description: Amount Due:
I'J r.\e I r‘I'C .i $
$
Special &Lee_ at e- -
Instructions: vfty., _:..
Reprint Permit(per PE): E Yes \al t
No 0 Done
Applicant Notified: �Date: � w2fi'I 1 Initials: i��1,