Report (8) RECEIVED
APR 21 2015
CITY OF TIGARD
BUILDING DIVISION
GREENBURG BLDG COLUMN/ROOF REPAIR
KAYU INTERNATIONAL TENANT SPACE
11105 SW GREENBURG
TIGARD, OR
STRUCTURAL REPAIR DRAWINGS/CALCULATIONS
VLMY Proiert Number:20150191 —00(04-
SPECIAL INSPECTION REQUIRED City of Tigard
State of Oregon Structural Specialty Code A. . . ed Plans
ROBINSEMiliaOIIIraiReinforcing Steel By a Date k"`
21349 IMAYMNialid in Concrete `l«7
HILL_Boo oogy Moment-Resisting Concrete Frame REVISION
❑ R Steel&Prestressing Steel Tendons
ural Welding OFFICE COPY
❑ High-Strenght Bolting
❑ Structural Masonry
❑ Reinforced Gypsum Concrete ,S R U C T U R-
O Insulating Concrete Fill ��REO PROFESS
❑ Spray Applied Fire-Resistive Materials ��� F,� 1Nil; /O y
❑ Pilings, Drilled Piers and Caissons
— 4 20/15
❑ Shotcrete 0'- GON (\,
❑ Special Gradinci. Excavation and Filling v 9ti 15 2�0 \�
❑ Smoke-Control Sys;.ents �S°N C. S PN�
❑ Other Inspections. EXPIRES: 6/30/20 16
vimmK Prepared By: JASON SAHLIN P.E., S.E.
Revised April 20, 2014
ENGINEERING + DESIGN
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
III ■ Transmittal Letter
r ,k;,\a i'I Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: DATE ' "CEIVED:
DEPT: BUILDING DIVISION RECEIVED
APR 21 2015
FROM: t: CITY OF TIGARD
i BUILDING DIVISION
COMPANY: �� toi.... '
PHONE: o • z • •'R>= J ( 0 it
.
RE: 111 17 5 7, ilau.0 /4_- C6/61
(Site Address) (Permit Number)
1"1)Ct—t'
(Project name r subdivision name and to u ...er)
ATTACHED ARE THE FOLLO 0 G
Copies: Description: . I Copies: Description:
Additional set(s) : pl. .. Revisions:
Cross section(s and det. s. Wall bracing and/or lateral analysis.
Floor/roof fr., ing. Basement and retaining walls.
Beam cal• ations. Engineer's calculations.
Other(explain): .
REMARKS: . ,0 N-
FOR OFFlICE JJSE ONLY
Routed to Permit Technician: Date: ±--(2 7 / Initial •
Fees Due: Yes o Fee Description: Amoun ue:
$
$
$
$
Special
Instructions:
Reprint Permit (per PE): ❑ Yes ❑No - El Done
Applicant Notified: Date: /; Initials:
I:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012
Structural Calculations:«Project Name» DC-1
Project: GREENBERG BLDG COLUMN REPAIR Project Number: 20150191
Project Address: 1 1 105 SW GREENBERG RD Document: Structural Drawings for
TIGARD, OR Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC-1 thru DC-
Aerial, Existing Roof Plan, Column Repair Detail S-0 thru S-2
Calculations C-1 thru C-8
DESCRIPTION OF STRUCTURAL SYSTEM
The following drawings outline the replacement of two roof support columns damaged by forklift impact on March 4,
2015. In addition, details for securing diaphragm to exterior walls have also been provided along with diaphragm
repairs.
G:\jtcad2015\20150191\Calcs\20150191 Design Criteria.docx
3933 SW Kell Avenue Portland,OR 97239 tel:503.222.4453 fan:503.248.9263 www.vlmk.com
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(1 / — - ----- ----- ----f .- — RECOMMENDED REPAIR SEQUENCE
1. SHORE EXISTING ROOF TO— A P[ V ETAIL -__ - - _ __
APPROXIMATE PRE DAMAGE HEIGHT.
e 1/S-4 FOR 50FY L 2. INSTALL NEW COLUMNS WITH CORRECT
_ _ _ ___ _____ __ __ _____ _ _ _ _ PRE-DAMAGE HEIGHT. ROOF MAY NEED
1 v ALONG GRID A — TO BE RAISED A COUPLE INCHES
_ _— — �— — —_ — --- — --- — --- — —_-----------=----_-----=----= HIGHER THAN PRE-DAMAGE
_ I _ _ _ _ _ _ _ _ _ _ _ __ HEIGHT IN ORDER TO SWG NEW
X -' —r 4 -- — __ -- -- 0■it — — — --N — — — — — — — — — — Y r C 3. REPLACE TOEATHING ON EITHER COLUMNS
_____ ___ _ _ __ __ _____ _____ _ __ _____ _____ _ SIDE OF GLU-LAMS A MINIMUM OF 4FT
— — — — T-C $ — --- — — — ON EITHER SIDE ALONG GRIDS 2 AND 3
0 ----- ,______..I__ FROM GRIDS A TO E. IN ADDITION, REPLACE
REP CE --° % SHEATHING ALONG TILT PANEL A MINIMUM
EXIS ING D MACE OF 4FT ALONG GRID 1 FROM AT TO E AND
— -- --- ----�.—_—_— —_—_— —_—_— —_—_— —_—_— ___ _____ _ GRID A, 1 TO 3. SHEATING TO BE 1/2 APA RATED
_ TUBE STEEL TYPE X PLYWOOD. NAIL AT ALL EDGES AT 4" O.C.
— — u X �(� AND IN FIELD 12" O.C. WITH 10d X 2 1/4" COMMON
,� --L ibiTA—Zi—.71Kii.—Cli L E P R X X -- ' N--•--N--•--X--•— •--N--•--JLY-- - NAILS.
// DETA L S-2 — 4. REPLACE EXISTING PURLIN HANGERS AS
— 3 O ��— — --- — — — — — - - — — — — - — — — — — — — --- — NECESSARY, SEE DETAIL 1/S-2
---EXISTING- -----A-p -- ----- ----- - - - - - - - - - - - - - - ---
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EXPIRES: 6/30/20
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- ._+...i....1...i..__444 4 : 5.._. 1 - y...s_ '`. t...i._..'_..1 : I. ! , i i... ; i r 1;4... Iw
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,
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i - �
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I 1 s :---1 �- -1-- :.1....1 111-i 'i . . . +-• _.i , . . . i --1._..t»•
3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com
F111.T1
- www.hilti.us Profis Anchor 2.5.1
Company: Page: 1
Specifier: Project: Greenburg Roof Repair
Address: Sub-Project I Pos.No.:
Phone I Fax: j Date: 4/20/2015
E-Mail:
Specifiers comments:
1 Input data
type and diameter: HIT-HY 200+HAS 518 dzvizzattasita
Effective embedment depth: het act=3.500 in.(her,,m;,=-in.) ' N11.14V 2o' -
Material: 5.8
Evaluation Service Report: ESR-3187
Issued I Valid: 1/1/2015 1 3/1/2016
Proof: Design method ACI 318-11 /Chem
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement: tension:condition B,shear.condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No,4 bar
Geometry[in.]&Loading[Ib,in.lb]
Z
w
A
•
0
�rR'px
0 0
i��4�1
Zui 11 Iii
r pp r t fr t i `r
i/e
� 1� t% j
: a ,iu ..n I.r
hi 3 i 1 l 'tr'° fit I j 1 l� 1 1
17 r r + Ln
j r
i
111!I1ili1sEiIr Si ti(lll ;ill/ l r
X
Input data and results must be checked for agreement with the existing conditions and for plausibitityf
PROFIS Anchor(c 2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
I
www.hilti.us Profis Anchor 2.5.1
Company: Page: 2
Specifier: Project: Greenburg Roof Repair ,....
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/20/2015
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[lb] Utilization
Loading Proof Load Capacity ftx pv[%] Status
Tension Concrete Breakout Strength 3456 3963 88/- OK
Shear - - - -/-
-
Loading N v Utilization i3N,v[%] Status
Combined tension and shear loads - -
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
• www.hilti,us Profis Anchor 2.4.9
Company: Page: 1
Specifier: Project: Greenburg
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 4/20/2015
E-Mail:
Specifier's comments:
1 Input data
1041114T9.... . F
Anchor type and diameter: HIT-HY 200+HAS 5i8
---7.74;...1‘r—
Effective embedment depth: het,act=3.500 in.(her,,,,„_-in.)
Material: 5.8
Evaluation Service Report: ESR-3187
Issued I Valid: 511/2014 1 3/1/2016
Proof: design method ACI 318/AC308
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,3000,f0=3000 psi;h=6.000 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,installation condition:dry
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) no
Geometry[in.]&Loading[lb,in.lb]
z
at
a
co
co n
i r R Q r,110 N' i ;jr:� �F3rr 4
�y i{
i ,ii,
g at �'�- r,�t •'H�'
Ep ` � , Vii' ill r
% 44 y • jy,Y•s•�4 ttrit 7P C E,IOL� ' I I 0 It
I It kit 'tt r Y,�k ;a R t !I I it
1 I Ili: Mill k.11 11 ni 14 t t� ; t,i;1�,r ,t t
t ( :iiivi.,40 f.i (}t , Ir to i {tt,}if i {')� 1,10,4Ij t4i4 _,
1 1 1? }IMIIVO;t .-i Wii Di141 � I 14i �i.lt:
r
r
X
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003.2009 Hai AG,FL-9494 Schaan Hilt'Is a registered Trademark of Hilt'AG,Schaan
I- 71r' IIIII•
www.hilti.us Profis Anchor 2.4.9
Company: Page: 2
Specifier: Project: Greenburg '
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4120/2015
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization •
Loading Proof Load Capacity j)N 1 j3v[%] Status
Tension - - - -/- -
Shear Steel Strength 2524 5898 -/43 OK
Loading pN 13v S Utilization 3N,v[%] Status
Combined tension and shear loads - - - - -
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas
and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be
strictly complied with by the user, All figures contained therein are average figures,and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be
put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly
• with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for
the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do
not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or
damaged data or programs,arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing condWons and for plauslbilltyl
PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hi10 is a registered Trademark of Hatt AG,Schaan
.4/2U+2U15 uesig n NIaps JUITITE11 y Ytepoi t
:usGs Design Maps Summary Report C.,-�
• User-Specified Input
Report Title 11105 SW Greenburg Repairs
Mon April 20, 2015 21:00:07 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.439°N, 122.781°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
i*" r'"'':.=''74.'.1.7. j ■ 41 t ' ,rte a it r!?Ty "�! ' s� t4 i
�' 1�it H y,_s �!i• i ,i .,,i..,.al i i.4,4,14641i"-.i T i i- l ••r ,Y 1-; ,l .. -.4 13 i!t'r,. r�, .i kVik1i1 ..
! d
:1111§ °�g h , .i :: a t .,mr A : , Ft. z ' ;47:q :r' umn:741. - :'
iLh
i r.st „ ' x r ! �i . 4"i t-1'f. * ,�-'£._-, 4...,.:1k;:•1111 y. -
i t^i ru;1h 'Z',. N,ill r i r r aYE.,-. ' i ; i ,4 tit ii! tint'
r
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' • y* ! ` it r �t ,il' i i i 111k�' tuFaI i 1 pr ` 1 t! �r�, a
1"it i(r I a 1!.A;;;:;',;,',.:.,1.1,4,: :� ;(tu. ' tt i ' v-,, .._•i tf f PttIf.9yMt ll8 f rtM ie� !i "sat , fi i
i t ,j„1 ,,,,.d} r i ,Yl , .r• - # 11ki t iii iii ,iiih, 4.4 1p,,,. •j.
!p! rl q fin d 1 tir { i ( f ., .. i Or • t t I i l 1
1{Mrk g, prO. p_= , i w I!W ra_,- ,�\ !e t ,71s
n rf}"` " •i}'1 1 .... ! .{ t w.f r o .eG s n
l t'r ,t1rlt { ,,L,..� u i.- ltlst,•cY.� 01 , ao ts4. II �j j
IF: ii by r I w$E4 ..oulr y ! l i 1.. r }•L.+` .6p.'' K ,."Ea°i air, }
�' .li. 44:to,
+� : '' 7 ! ty 41;',; ^ 'u, F'"!!1 it l.l.k
l r t ? r i r i } s. rlil Ri= r' y. -•3t I �i _ lr - j. 1 'k l.'.•,,,- ., i
} a „ --s:''...i7....'r 742_7 d 1.. a • a r'1'! .:4 'T rl t i iir .: It1 1; t' !.i 11 IIlr lei i1 .l
.r.- ti, r > ,�. ` ,t o .> i' �� a '17'...'::.> L, ,.g1i`i' ,�Q � 1,7o N i •s 4111111 N''li�k .
•
1:4'.•d d. . .i; 1. a •dq!- r• s•7. �0.11i tr is a : • � ., r
- { !11�1 q,j z a{# .r-}S .' n. r cRr .!1 �M 1.... girtt. ,d�lJrt i' lJ�LL" it lih n y�
r { i l•r .,;: °' :9 j __.' , is-I i? i .:F 4a
via Ja! ,� t�t .lv yx,iM - _I.: ...A p: '&�`u,i1 n .,,, z.._.,i ! " i,,.. ri. . •ly'" .___ilW....,•.,.. ..,s 1.
USGS-Provided Output
SS = 0.973 g SMS = 1.081 g SDS = 0.720 g
Si. = 0,424 g SM1 = 0.668 g Sol = 0.445 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application
and select the "2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
0.22 •
1.10 0.20
0.93 0.72
0.22 0.64
0.77 0.55
01 0.66 ri 0.48
VI 0.55 i 1 0.40 VI
0.44 0.32
0.33 0.24
0.22 0.16 •
0.11 0.02
0.00 0.00
0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1,60 1.80 2.00
Period, T(sec) Period, T(sec)
For PGA,,, TL, C,„, and Ci1 values, please view the detailed report.
http://ehp4-earthg uaie.cr.usg s.got/desig naps/us/surrmaryphp?terrplate-rri ni mal&latitude=45.439&long itude=-122.7918sitecl ass=3&rislcategorr0&edition... 1/2