Specifications , r
CONSULT
7 r
11111 11111 DESIGN
C O N S T R U C
BUILDING CONSULTANTS, INC. T
December 17, 2013
Jerome Mayer r PSoI3 c /73
J.R. Johnson, Inc.
9425 N. Burrage Avenue 73,5 S u/ N'l4 11 IA'OD 0 r
Portland, OR 97217
Sent Via Email: jeromem @jrjohnsoninc.com
Re: Main St. Fire Rehab — Check Glulam Beams Due to Drilled Holes
Property Address: Building J, 12650 SW Main St., Tigard, OR 97223
Dear Mr. Mayer,
Two 6.75 "x9" glulam beams in unit #116 and two 6.75 "x9" glulam beams in unit #115 have been recently drilled to route
the fire sprinkler pipes. J2 observed the existing conditions on 12/17/13 and performed calculations which conclude that
the beams are able to resist code prescribed loading considering the drilled holes which measure up to 2" in diameter.
Refer to the following framing plan, photos and calculations.
Please feel free to contact me if you need further clarification.
Sincerely,
J2 BUILDING CONSULTANTS, INC.
i e.
1;
tr,f 1
. -i
it 4, F,, %... ,
Ryan E. Paddock, P.E.
19730 64 ' Avenue West. Suite 201 I Lynnwood, WA 98036 1 (425) 774 -5600
17 Southwest Gibbs Steel I Portland, OR 97239 1 (503) 546 -8212
www.J2CONSULTANTS.COM 71 Stevenson St, Ste 400 I San Francisco, CA 94105 1 (415) 287 -0104
575 Anton Boulevard. 3rd Floor 'Costa Mesa, CA 95626 I (714) 432 -6570
scant & • !-O'
IF THIS.DOCUHENT I6 LESS
LEGIBLE THAN THIS NOTATION,
IT IS DUE TO THE QUALITY OF
THE ORIGINAL DOCUMENT.
igatlintillt
Ili I I HIM I
..,, .. 4 __........;,_
i. - •
lialile : PE"
,-.. .. . 1
• -' ' _ ''.... ',..?
i —
;.,::-..
-, --4 4 ... •-i
.. -.:', -.
... - ,.. .
-
„-.C 's.:4,. . '
':• .-- .”' . ,
; • - .
, ....-., • ..., . , „,, . . ;
:, N ." - • ,
. . . .
. ....: . .
• - , - ,..." . .,i.
•
. _
' .',.' • • • . 4 .. , .... E
:•
• • . a • .. "- . • .
ii • ., _ ._. _ . . -
...- _•.. , . . .
. .
. 1
• a • . • " -
, • .
=•;'.',:-..1 . ..............
.:Z...1 ..--....-.. •
._-: .• . '
._- . ,. ...., . _ .....-..
r.V.....4 "
. , .
. - - - ...... . .
-,,'"
- • . . .. : ,
. '•,... - . . _ , • e
. ',"•:',....,... ":. '' '-,. • r .7 .
s • - •,..;:- -....., . •
k -- ..... .-.1...r. ..',..,- ,-. •
. : .--- t.'.4,,,-..
, ...zr - i„.-. '-•-•1
17.
I .
1• .--;-, :-!-
. • 1
r _ ..,..
,...
• , --r. ',...:.'t
. ..,
, . •
• • --,:,,, 4 - _ ... .. r ,... , . ,, ,-.....;;. - .7 - :,, , , - .124-eg.,••••,, T . : 4•••••s r ;,..:,,,..:
1:
....,....,, r .if..-. ,..*,, ''..,•„'. t . •• •
. . .- - • . . • - .. ••' : ..:.9.---4'..,r •••• ..-.. .= ,=-,- ,-, . ,,,-,,,- . , , 11.-- ±, ,-.••,.,-.. - • . ,.* :4-- -. • - . • ,.. ,-..- ..„ ......
,,.... :
. .. ' 1.• rr;•4- . -.•:. -.,!:,,, :!.'..;-. ,J•_' . '.' .. •
„ r •• .• • . . . ..,/,
' . ' '''' ''.' ' . '• ': ' j:r,_44 ::' ' ' ' ' 1 . 4 ,,t , ,,.• ''.' • '5 ::;...'... Z. r . -:.''' ': . : 7 - ' -,:::•,, • •:. - . 0. ; ', '"' • '. " -'' .• • . ' . . . . , : . .. . ••: . .
. " • • . ., .. ..... ....... . .. . ...., _• -
.. " . .-'. ' " ''...' .... .• r.: 16: , • .'" ' Ilr• 4 • • ' ' • • - . 1 4:i; 'It-.. '.'..'-. i.' .:- -- --'-'--"'—'----- ......... . .
, ...„ ,.._.........
. ... . ..- ., .. ,..t. ,-,- . AZ, =, 4 ...-, , , :4-..... " rr'' ' '" 4 Illif " • . .• , .,...
, ',... •• •• ,. ....i4" , ,,...... ' .. et•Z,' '' • '' '' -. " - -.'
• ' ........- .. , .,,
.■...L .,- .....,g.., ! '' . ..raigiiikliS' ' .."'"?..'-',. 4..--,,, --r--k-- • -. r ...- . • ,,,,„.. 4..... -... -., ....v •i, !.,.!;., ,......., ..-,.,•.-. ;: .f :.-.. •
. . .
7
4
,.
:„„.,.„,;,.....4. .- ,_ ,Ii•--. -,--.4i'...7 zi,...- .....-- ...,:i.,,-..2;S:-•:_•:•-.. ,-• ".. : -•'-; -...,,, ,•,-• - - • 1,. k-,-4.-, •:: . : . .• , .
.., - -,,-•- • • • - ..
' . .- '. ' -.. •'..-1'• -•"" •.' !"'"Ff, • .=;-•,-- -- 1---.:-.4k.......- : .- ' .- .. .-. . - - -. . • - . • • ....-- . -...---,. - -,- ....'•,' ... -...• -:•-- '- 0 . • . ., ,..
,:: . -.. ,,.,, ' . •• ic - ''-'="•:,::::•-•• ‘.. , -., '..,:, • . •
' ...-
• - • -.. . • .4,. — ••• ..-'., •Lie/ir ;:: - • •
1 " .t.;', . -',.. ,.. ‘,- •• 1 .: ' - . • 7---" ''. , 7 . ?t:17, = .=:': , ---, • • , • ..
- • • .
... • •.... • ... •, • _.•,., -
•- . . ... . . ...
., ....,.....-.. - •
..... --
,. • • ,..• . .-. ...!, !...., ..: .;•er... .,---•..•--..=, .. • .. • . -- . •• . • • . ,
- ' • -- • "
, , --:• ,, c&& 1....-..-. —• ,, -:--- • ,?...-..;,:.._:-....
1 , .; , _, , , • -)..4. •i-,,, f..q,4%•_,- . ‘4 - -':•=w .... • -: - •-- •
-- - i - '• - .1.1.-,•,...c.,.-., -.. ....... •••.-4... ..- : ;t-n-r".. - ..• - .
, ..
.-. - .. - n-'• .- i$04..r4Iti.: ,- iir' - -1'.•: . - . ...,.--'... * '''''''' - - • ' .
-...
ime,' -' ''''''•' •:.... ••1••,.."1: -.. f ,;•• •-• - ' - - ..
W_•.1 , . • •ti•7•0 •,=='..--'••• . ' - ,
. ,
.- -4,- - - -•- . ' ' • ...-1•.— -,. • -
V. •:.• •
• ••-•• • - - — .. .. —..— - .
- •
- .4 a •
r w
r
j !^ 1
'q.
•
4
tte
•
�` -C1.'
41 0411
-t--!. .f
iv s,
s
iF
O Iv
}
\ I .ILJ
1 . :.
err ii r ii ii r' �� r `,lr'r d
I
•
it
1 _ f i
7 q
i •
f i •
•
C
I, •
ji
a
m.
•
.r.
A
t.
t"
L t
'y y ' t j� '
:: . #, ,c ;ti f
4 ,"x"1 ' -,. : 1. . '
. .,
: ,
..x.
Project:
Subject:
1:,11111
Date: By: 11111
❑ Field Report ❑ Meeting Notes n Teleconference ❑
BUILDING CONSULTANTS INC.
Building Investigation I Construction Management I Architecture & Engineering I Reserve Studies I Litigation Support I Testing
I i ti [ j
- -- — 't7_ ,..k.,-
_ _ _ t � ___. — ..._... _ _. i._. - - - s
L
14, I I
I 1 . 111111111111111111111
I
it : ' r ! � I —
-- -- i [ - _ I , I I � � -- —
t t I 4 v
i m
MOM mi l r 1
- I 11
it I 1 I v111111111r•1•1
i t { 'N I �� t
1 t _
t r H-
11111 _Wir t = i..,
IllAmillrilMei ---I . —
1 1.--i -1 I 1 .1 I 1 1 ._ t I
I $ I i f
t i t .
I t 1 I I _ 1 . ,� M IMI I III Ill ■ III 1 j
' ` t
3 I I
1 . 1_ -1 AMWMIIIIMIll . III
helNl 111 II
insinal
t
, i
' ' : I
.1•1111•11111•1116111 •111111901 = IIIN
imIlla mail LI t i
I I OINK
O I ( ► !
j J ±t Tr1 1! III ff Ii: r t , am i
Washington Office: Oregon Office: Northern California Office: Southern California Office:
19730 64' Avenue West, Suite 201 17 Southwest Gibbs Street 71 Stevenson Street, Suite 400 575 Anton Boulevard, 3' Floor
Lynnwood, WA 98036 Portland, OR 97239 Son Francisco, CA 94105 Costa Mesa, CA 95626
(425) 774 -5600 (503) 546 -8212 (415) 287 -0104 (714) 432-6570
info @j2consultants.corn I www.J2CONSULTANTS.com I (855) 774 -5600
Project:
Subject: 11111
i ]i Date: By: 11111
❑ Field Report ❑ Meeting Notes ❑ Teleconference ❑ BUILDING CONSULTANTS INC.
Building Investigation I Construction Management I Architecture & Engineering I Reserve Studies I Litigation Support I Testing
____ ; i j I i 1 t I -
T #
1 j o - _ �� 4 7 ir
I I ' I . f gi I + _ r- _,
I �"'"�`'' _. I
Ei -r1
�, f _ A fr
�! 1 j' I = 1 S If ' ). _ , 1 - r - C i ^ _Lir • 41 Chi
1 1 1 i i 1 ,,,. AI 1 1 ' I -
-I-Tr- ( ' 1
}
' I fry 7 ' 1 I I 1
H _ _ _ i t i
i
I , i—
al i 1 e Ii I_ 1 i t Mill
f • i I
t 1 ® + j i • I i 1 r
L_ +f.44.,' 4.1-4■44.4■14■4■ . 4 .., 4 4 h 44..■
_ , __
l 1PI I
S
� t i t � i --.. �t
, . 1 t t t t I I
i I t t III ' 1 i t
i . 2. .
1 - L: ' _ .1_ _ 1 I '
3
1
i
i X t I I,1z - Ib fe
Washington Office: Oregon Office: Northern California Office: Southern California Office:
19730 60 Avenue West, Suite 201 17 Southwest Gibbs Street 71 Stevenson Street, Suite 400 575 Anton Boulevard, 3'd Floor
Lynnwood, WA 98036 Portland, OR 97239 Son Francisco, CA 94105 Costa Mesa, CA 95626
(425) 774 -5600 (503) 546 -13212 (415) 287 -0104 (714) 432 -6570
info @j2consultants.com I wwwj2CONSULTANTS.com 1(855) 774 -5600
. •
Project:
Subject: "
Date: ~ Date: �� 11111
-"
0 Field Report n �e ng Notes �� ���n��n� � � � ��
BUILDING CONSULTANTS INC.
Building Investigation | Construction | Architecture Engineering | Reserve | Litigation Support |Teshng
: i_d___I 1 1 , ,
, . . . I 1 ,
1 1 1 ! ,
-\ti --, i '
, II. 4 ilia] E i ---1--
--"---11 f P I---1-- 1 1 1 - f --1 EP r -f- 1----1.----f- i i
|
1 H i 1 I- i H ; t__
1 1 1
I F. r-- IF ri- -.., , ,-- ---,
. --- ,,. 1 -/ I. 1 ..f,
i 7 1 . ; ;
i_m___. __,___ ;
I mom 1- im --1 imi
__
i : , . , , : ,
, . ,
__,__ .____ _ _
._, _,_,_,In ,
___ ____ _
, , .
, i 1
_, , ___,
71 1 1 I 1
I'm - MI ' ____
____ I L 1 1 I
, -- 1 1 - ,
ail, marin I
1 1 I ill Ali _____ ___L i .
--1 ; I I R M IIII MI II I II I : ==,....,MM-- 1
.111M i_ i ______
NOM I
. li al 2` 1U111111110:01.‘ AMIE ____, _____
II 11111
1 j ! 1
•
Washin Office: Oregon Office: Northern Collmia Office: Southern California Office
19730 64th Avenue West, Suite 201 1 7 Southwes Gibbs Street 71 Stevenson Stree Suite 400 575 Anton Boulevard, 3aFloor
Lynnwood, vvA98OJb Portland, OR 97239 Son Francisco, CA 94105 Costa Mesa, [A95b2b
(425) 7745600 (503) 546-8212 (415) 287-0104 (7l4)432-657O
inko@|2conso||o"b.cnm I °^wwJ2[DWSUiTANTS.com |(O65)7746bOO
Project Title:
Engineer: Project ID:
Project Descr:
Pr nI d. 17 DEC 2013. 3. 30P1.1
Wood Beam FBe clUserslEnglneerlDOCUME -HENERCA,IWIAINST -4.EC6
ENERCALC; INC. 19632013; BuBdB.13.13:31, Vec6.13.6.31.
tic. # : KW 06009999 Licensee : Structural Department
Description : 10.25' length
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05
Load Combination Set : ASCE 7 -
Material Properties
Analysis Method : Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity
Load Combination ASCE 7 -02 Fb - Compr 1,850.0 psi Ebend - xx 1,800.Oksi
Fc - PI 1,650.0 psi Eminbend - xx 930.0ksi
Wood Species : DF /DF Fc - Perp 650.0 psi Ebend - yy 1 ,600.Oksi
Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.Oksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral- torsion buckling
i i D(0.17 L(0.34) i *
I
\ 6.750 X 9.0 A
Span = 10.250 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 8.50 ft
DESIGN SUMMARY . _ Design OK
Maximum Bending Stress Ratio • 0.377: 1 Maximum Shear Stress Ratio = 0.214: 1
Section used for this span 6.750 X 9.0 Section used for this span 6.750 X 9.0
fb : Actual • 905.51 psi fv : Actual = 56.58 psi
FB : Allowable 2,400.00psi Fv : Allowable = 265.00 psi
Load Combination +D +L +H Load Combination +D +L +H
Location of maximum on span = 5.125ft Location of maximum on span = 0.000 ft
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward L +Lr +S Deflection 0.115 in Ratio = 1068
Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Max Downward Total Deflection 0.177 in Ratio = 694
Max Upward Total Deflection 0.000 in Ratio = 0 <180 -
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span # M V C d C FN C1 C C C t C L M fb Fb V fo Fv
D Only 0.00 0.00 0.00 0.00
Length = 10.250 ft 1 0.132 0.075 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.41 317.50 2400.00 0.80 19.84 265.00
+0+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.250 ft 1 0.377 0.214 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.88 905.51 2400.00 2.29 56.58 265.00
+134r41 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.250 ft 1 0.132 0.075 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.41 317.50 2400.00 0.80 19.84 265.00
+0+S-1}I 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.250 ft 1 0.132 0.075 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.41 317.50 2400.00 0.80 19.84 265.00
+0+0.750Lr+0.750L+4-1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.250 ft 1 0.316 0.179 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.76 758.51 2400.00 1.92 47.40 265.00
+0+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Project Title:
Engineer. Project ID:
Project Descr:
Frntcd: 17 DEC 2013. 3 35F1.I
Wood Beam Fil =cWaers\ Engineer tDOCUME- 11ENERCA-11MAINST -4.EC6
ENERCALC, INC.1983•2013. But Id.6.13.8.31, Ver6.13.8.31 '
Lie.# : KW- 08009999 Licensee : Structural Department
Description : 10.25' length
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span # M V Cd C FN CI C r C C t C L M lb Fb V fv RI
Length = 10.250 ft 1 0.316 0.179 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5,76 758.51 2400.00 1.92 47.40 265.00
+D+W441 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.250 ft 1 0.132 0.075 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.41 317.50 2400.00 0.80 19.84 265.00
+D+0.70E4 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.250 ft 1 0.132 0.075 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.41 317.50 2400.00 0.80 19.84 265.00
+D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length =10250 ft 1 0.316 0.179 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.76 758,51 2400.00 1.92 47.40 265.00
+D+ 0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length =10250 ft 1 0.316 0.179 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.76 758.51 2400.00 1.92 47.40 265.00
+D40.750L40.750540.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.250 ft 1 0.316 0.179 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.76 758.51 2400.00 1.92 47.40 265.00
+040.750L40.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00
Length = 10.250 ft 1 0.316 0.179 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.76 758.51 2400.00 1.92 47.40 265.00
40.60D+W+4-1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.250 ft 1 0.079 0.045 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 190.50 2400.00 0.48 11.90 265.00
+0.60D40.70E41 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.250 ft 1 0.079 0.045 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 190.50 2400.00 0.48 11.90 265.00
C,. LO efallsMaximum Deflections - Unfactored Loads
Load Combination Span Max. ' ' Defl Location In Span Load Combination Max. ' +' Deft Location in Span
D 1 0.1772 5.162 0.0000 0.000
Vertical Reactions - Unfactored Support notation : Far left is #1 Values In KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2183 2.683
D Only 0.941 0.941
L Only 1.743 1.743
D+L 2.683 2.683
Project Title:
Engineer: Project ID:
Project Descr:
Pmled 17 DEC 2013. 3 ]IPM
Wood Beam
Fite = c1UserslEngineeADOCUME- 11BJERCA-IIMAINGT - 4.EC6
ENERCALC, INC. 1883 euitd13.139.31, V .13.&31
Lic. #: KW- 06009999 Licensee : Structural Department
Description : 13.25' length
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05
Load Combination Set : ASCE 7 -
Material Properties
Analysis Method : Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity
Load Combination ASCE 7 -05 Fb - Compr 1,850.0 psi Ebend - xx 1,800.0ksi
Fc - Pril 1,650.0 psi Eminbend - xx 930.0 ksi
Wood Species : DFIDF Fc - Perp 650.0 psi Ebend - yy 1,600.0ksi
Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0ksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral- torsion buckling
D(0.17 L(0.34)
♦ i *
riii.I.I.I.....II.gl
6.750 X 9.0
Span = 13.250 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 8.50 fl
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.630: 1 Maximum Shear Stress Ratio = 0.288 : 1
Section used for this span 6.750 X 9.0 Section used for this span 6.750 X 9.0
fb : Actual = 1,513.13psi fv : Actual = 76.27 psi
FB : Allowable = 2,400.00 psi Fv : Allowable = 265.00 psi
Load Combination +D+L +H Load Combination +D +L +H
Location of maximum on span = 6.625ft Location of maximum on span = 12.525ft
Span # where maximum occurs = Span It 1 Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward L +Lr +S Deflection 0.321 in Ratio = 494
Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Max Downward Total Deflection 0.495 In Ratio = 321
Max Upward Total Deflection 0.000 in Ratio = 0 <180 _
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span # M V Cd C FN CI Cr C m C t C L M fb Fb V fv Fv
0 Only 0.00 0.00 0.00 0.00
Length = 13.250 ft 1 0.221 0.101 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.03 530.56 2400.00 1.08 26.74 265.00
+D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length =13.250 ft 1 0.630 0.288 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.49 1,513.13 2400.00 3.09 76.27 265.00
+0+4r41 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length =13250 It 1 0.221 0.101 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.03 530.56 2400.00 1.08 26.74 265.00
+0+5+11 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.250 It 1 0.221 0.101 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.03 530.56 2400.00 1.08 26.74 265.00
+0+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length =13250 ft 1 0.528 0.241 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.62 1,267.48 2400.00 2.59 63.89 265.00
+0+0.750L+0.750641 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Project Title:
Engineer. Project ID:
Project Descr:
P, n ed 17 DEC 2013. 3 34PM
Wood Beam File cllserangineerDDCUME- 11ENEREA- 1UrWNST -4.EC6
ENERCALC, INC.1983 2013,.BM:6.13.8,31, Ver.6•13.8.31
Lie. # : KW -06009999 Licensee : Structural Department
Description : 13.25 length
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span # M V Cd C F N CI C Cm C i C L M fl) Fb V (v Ft(
Length = 13.250 ft 1 0.528 0.241 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.62 1,267.48 2400.00 2.59 63.89 265.00
404W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.250 ft 1 0.221 0.101 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.03 530.56 2400.00 1.08 26.74 265.00
+D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length =13250 ft 1 0.221 0.101 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.03 530.56 2400.00 1.08 26.74 265.00
+D+0.750Lr40.750L+0,750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.250 ft 1 0.528 0.241 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.62 1,267.48 2400.00 2.59 63.89 265.00
+040.750L40.750S40.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.250 ft 1 0.528 0.241 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.62 1,267.48 2400.00 2.59 63.89 265.00
+D+0.750Lr+0.750L40.5250E4I 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.250 ft 1 0.528 0.241 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.62 1267.48 2400.00 2.59 63.89 265.00
4040.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length =13250 ft 1 0.528 0.241 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.62 1267.48 2400.00 2.59 63.89 265.00
40.600+W4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.250 ft 1 0.133 0.061 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.42 318.33 2400.00 0.65 16.05 265.00
+0.60D40.70E+1-1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.250 ft 1 0.133 0.061 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.42 318.33 2400.00 0.65 16.05 265.00
Overall Maximum Deflections • Unfactored Loads
Load Combination Span Max. Dell Location In Span Load Combination Max. ' +• Dell Location in Span
D+L 1 0.4948 6.673 0.0000 0.000
Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.469 3.469
D Only 1.216 1.216
L Only 2.253 2.253
D+L 3.469 3.469
WORK ORDER/IMIOICE INVOICE N2 J i l Z`1
DATE OPEN
ESTIMATE ❑ ) 2 2 3 ' 1 - ❑
OFFICE: 503 - SERVICE (737-8423) FAX: 503- 288 -1630 CCU 125507
P.O. BOX 86280 • PORTLAND, OR 97286 CCB# 192860 TECH
EMAIL: office@lovellservices.com • www.loveftservices.com WA# LOVETEI995KQ SEE ADDENDUM ❑ / C) 4
JOB NAME: BILL TO
STREET: } cI UNIT. ATTN:
X 2 00 ., p. ,�. �� 5
CITY: TATE: ZIP: STREET: UNIT:
1i cvr G c Tf z2 5 •
EMAIL: CITY: STATE: ZIP:
PHONE: L f// a / 3 Va �1
a PHONE:
A
TENANT: •J
D A C
PHONE: VENDOR P.O. #: VENDOR P.O. #:
AUTHORIZATION I ant on owner or representative /tenon, authorizing the performance of Courtesy Inspection: Complete ❑ N/A ❑
TO PROCEED: the work listed below
V SITE CONTACT:
Signature:
TASK: AMOUNT
F • Ste, ti(4 S -Iv <',. \- ` cNv\,
■
•
Warranty: Li Yes ❑ No ❑ Special /Other:
GOT A MINUTE OR TWO? Share your feedback and you could win $100.00. Call us or text us at
503 - 388 -9014, tellusnow mobi or www.lovettservices.com and use code 11222. Scan 9R code below.
CUSTOMER #: y ^
El El SUB TOTAL 52 S o 0
CREDIT CARD N. EXPDATE: OD #: ■ R DISCOUNTS
r.
CHECK N. C.C. AUTH #: dal e` TAX
BILLING P.O. H: ■ a■ ■
rpC TOTAL ` 52 , v0
JOB RE: 0 ' eu ' LIEN NOTICE ❑
ACCEPTANCE OF
WORK PERFORMED: S'. nature: X Dolor Print Name:
I find the service and moleriol rendered and installed in connection with the above mentioned, to hove been completed in a satisfactory manner. I agree that the amount set forth on
this contract in the space marked " TOTAL " to be the total and complete up front price /minimum charge. If payment is mode by credit cord, I hereby authorize Lovett Inc. to charge my
credit card listed on this work order for the total amount. I acknowledge that I hove received a legible copy of this contract and I have read both sides, including the notice to owner I
on back of contract and agree to be bound by oll of the terms contained herein.
wo1 001 AEV. 10!11