Specifications (, (Qvt). 31) 1 0 - 00 2-4(.0
COUGHLINPORTERLUNDEEN
STRUCTURAL • CIVIL • SEISMIC ENGINEERING
RECEIVED
NOV 9 2010
Structural Calculations CITY OF TIGARD
BUILDING DIVISION
for the
Quest TI
Perkins + Will
September 3, 2010
k GINfE`io
17051P
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EXPIRA110N DATE; 12/31/20111
Prepared by: Cory Hitzemann
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STRUCTURAL • CIVIL • SEISMIC ENGINEERING
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Project: ! Designed By: g Date: f�� r
Project No. Client !a- IA) Checked By: Sheet of
413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343 -0460 • F: 206/343 -5691
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iff 5C.4FC0 Floor Joist Span Tables
Steel Stud Manufacturing L a .
r 10 psf Dead Load and 40 psf Live Load -
lvi . , -2 , 3 - % 1E "$L'oad�lr at'1ec�leffit 368' `axsawf �a 7, �v.5rz Lv
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.600S162 12' 3" e 10' 8" e B' 8" e 12' 3" i 10' 6" a 7' 10" a 11' 4" e . 10' 3" e 8' 9' a 12' 3" i 10' 6" a 7' 10" a
600S200-33 12 9" a 11'0"e 50"e 1771 10'8"a 8'0"a 11 10" a 10'9"a 9 0" a 12' 9" I 10'8"a 8'0"a
;0DOfi2 4g e��e " a tt tM 1 �' " Gw� 4 lre *ecti�IQi6i x a ;d°k' -9 214 I' Ax206} '
6005_200 -43 Art ^r ,r3 ; y 0 - 13 — a a . ► j
, 1 �,tt45 1 a4 1� a ' -, Vii 9A $'t�� .� $a0 i°t U a >�.. z 1 r � i { i
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600S162 -54 14' 7° 13' 3" 11' r 16' 4" i 14' 10" I 13' 0" i 13' 3" 12' 0" 10' 6" 14'10" 13' 6" I 11' 10" i
600S200 -54 15' 4" 13' 11" 12' 2" 17' 3" i 15 8" 1 13' 8" I 13' 11" 12' 8" 11' 0" 15 8" 14' 2" 1 12' 5" .i
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600 54 16 0 14 66 12' IT 11 i 16 4 I y 14' 3" I 14' � 6"" 13'2 11 9 6" 16 4 j 14 10" i � � 1711" I
� . M1 4 S 622 6 . 8 { 1 -. .%xH {jFSL�S�jnR "4'.VI �'Y��G i ^.,t _ r '; i'�� Y.l1 n ! mn ' ��1 &nL , �j t : a • / '1 r �Yii" 'i q rye'+ 4 i'. - 'Ri 5 j {iF' S.,y - 4 ¢.,-,, ... 's`°i
520.*08 .'i�kl5T, q' B # 6, ��1� wt '@ 13 ry Y ' , , 0 ' ;;yy,, '�F�t ` ;'
`6 S�si�"8 nkbr+ j.3�s. � a >8t ."..�,� _ ?3 . ,r1�.# "r�si ;'� ""�+ �a � � - �ct � -. ?4, e�`,"�'�,4'E,.S$r. t. �- d(ilt�W6�?U%F 3k8tQ,.
• 6005162 -97 17 4" 15 9" 13' 9" 19' 6" IT 8" 15' 5" 15' 9" 14' 4" 12' 8" 17' 8" 18' 1" 14' 0"
6005200 -97 18' 3" 16' 7" 14' 6" 20' 6" 18' 8" 16' 3" 16' 7" 15' 1" 13' 2" 18' 8" 16' 11" 14' 9"
6005250 -97 19' 2" 17' 5" 15 3" 21' 6" 19' 7" 17' 1" 17' 5" 15 10" 13' 10" 19' 7" 17' 9" 15 8"
*MOOS '62 liga4 i a 3 illg 21' ` g e . 12 1;44. ` a Tip.; 1� a 12 211 e 9 1 e ;12 3 a t X10;
800 § ' .,r .`�45t.ie g 12>x7 �a 19fi a 12 °•1. f 0 a 7 3„a' 1 4" ie' .. 92 e. ^= 9 1 a, �.:1216ry 7'a
800S162 -43 17' 2" e 15' 1" e 12' 4" e 17' 5" 1 15' 1" i 11' 11" a 15' 7" 14' 2" e 17 4" a 17 5" 1 151 I 11' 11" a
8005200 -43 17' 11" e 15' 11" e 13' 0" e 18' 5" i 15 11" i 12' 3" a 16' 3" a 14' 9" e 12' 11" a 18' 3" I 15 11" i 12' 3" a
800S250 -43 18' 7" e 16 1" e 13 1" e 18 7" i 16' 1" i 12 4" a IT 0" a 15' 5" e 13 1" e 18' 7" I 16 1 1 12' 4" a
OS 62 '' 18,5" ' k' ' 11515,lk .,g- it 13 9' IJ i � m 6" ' ty s, u z ' 1 ' 1` � � a J l �' �1 fi t' � r � � T'�e � - 3 ,'s 1 f giro 1 .: 1 k e n + s2 ; 1'f ls" t- 1 %t i
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8005162 -68 19' 9" 17' 11° 15 8" 27 2" 20' 2" i 17' 7" I 17' 11" 16' 3° 14' 3" 20' 2" 18' 4" . 16' 0 " I
8005200 -68 20' 8" 18' 9" 16' 5" 23' 3" 21' 1" i 18' 5" i 18' 9" 17' 1" 14' 11" 21' 1" 19' 2" 16' 9" i
8005250 -68 21 r 19 T 17' 2 24 3" I 22 0" i 19' 3" I 1W T 1T 10" 15 7" 22' 0" 20 0" 1 17' 6
8005162 97x w2 i R1 too, f e - 47 `,. 5 " t: r rB , 18i , 9`' yl r, e� "1$1"1' "kR hwril�5r Q ': 1 1 '..s-fi
` . '"` . a'13I0 x 401 4 8 s ;a & '�2 , , ;: ., 1 0 t 'gamfg, ` t i2t 6 ti .0 ` , APO n . -
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1000S162 -43 19' 3"e 16'8"e 13'7"e 18'9"a 15' 3"a 11'4"a 18'8"e 16' 8"e 13' 7"e 18'9"a 15'3" a 11'4"a
10005200 -43 20' 4" a 17' IT a 14' 5" a 19' 5" a 15' 9" a 11' 7" a 19' 6" a 17' 8" a 14' 5" a 19' 5" a 15' 9" a 11' 7' a
10005250-43 20 7" e 17' 10 e 14' 7" a 19' 6" a 15' 10" a 11 S a 20 3 e 17 10 a 14' 7" a 19 6 a 15' 10 a 11 8' a
k 10D05162 i ; 2' I at.IQ 4 I ? { lr --fi"e 10511#21b ; 22 Z"1, 18 2�t1 20 ,41: t .g 18 "3 " 1�e , �,s ui 3 2Q : ' x 7 ` Mtl.'
1000 558 y ;`�f W 20 4 Y:ur - =,v, '-l 8 '$i , 223' ' a 18 \6'�.t 2 0 fi € - "19 0�41y �' "y7n6 ` i„ 3-6,4 - j 2iy4" o� 8i e '= :
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�QOOQS ;.,d �4,, „t.�'�.8 ". "� ,.r'184,A e . 2$'�11*�i .._- 23'8 "3 18 9,,i, 21:9. 1.9, -'�9 a�.?.Y�!7'r3,€ ;24 1 �,3�• 22,:2 -•,1? . '�<3�R?'9!'4h�.
10005162 -68 23' 9" 21' 7" 18' 10" 26' 8” i 24' 3" I 21' 2" i 21' T" 19' 7" 17' 1" 24' 3" 22' 0" I 19' 3" I
1000S200-68 24' 9" 22 6" 19' 8" 27' 10" i 25 3" i 22' 1" i 22' 6" 20' 5" 1T.10" 25' 3" 23' 0" i 20' 1" I
1000S250 -68 25' 9" 23' 5" 20 5" 28 11 I 26'4 I 23' 0 I 23 5" 21'3 18' 7" 26 4 I 23 11 I 20' 10 "I
x0,90.05202 . "'°a ;x26, 12 9 ° 2a ,l1 'k. ! 2r5Nr '•� ` 5 3+. li • �Z4G,10" n " , t4 ,a` 4 :1 "l rc "
"'9 090S250 7 . l k.IM 2- l a t 21 � ^[ N lf- `> a , • a � t 2 " . ,4 : OA �i_��.1.01 9 r X 28• ` y4 i q , "
.9 .a �9 ,, u.,._ 6_i,,. ..22,., 0 : •.,..2.32 r , .,; , 729. ,�:.r [t' s `' 26 .q.:123,si9"v - 2b 41a a ...a 29 4 119 8. . 23' ..' ^;
12005162 -54 25' 9" a 23' 5" a 20' 1" a 28' S a 23' 7" a 17' 8" a 23' 5" a 21' 3" a 18' 7" a 26' 3" a 23' 7" a 17' 8" a
1200S200 -54 26' 9" a 24' 4" e 20' 8" a 29' 3" a 24' 0" a 17' 11 "a 24' 4" e 22' 1" e 19' 4" e 27' 4" a 24' 0" a 17' 11" a
1200S250 -54 27' 9 e 25' 3 e 21' i e 29' 9 a 24' 4 a 18' 1 a 25' 3" a 22' 11" a 20' 0" a 28 4" a 24 4" a 18' 1 a
12005162 -6r L27'8 ,">n 25 2 O 22:0" 37 �1" i 28 3 4 2413 4 6,25 2 ;- 22':10" 19(1 25:5, i . 75'8" i 22'5".,15:
"120OS?00-68 `. 28 10 26 2" S 22' 40"ee 4 4 4. 29" 4 ,1 ,25'=6" i; 26' 2 23' 9' 20 9.° 29 4' i 26' 8' I 23 .: i'
120DS25d 68 . ' 29' 10' ! 27 ;2', s' . r 23' a F ;31 6 ") , Y .; 0' 6 fi . ; :.25 0 i: ' 27. 24!.8" _ . .21 6 3 0.6 i . t 27' 8' i 24 i
1200S162 -97 30' 10" 28' 0" 24' 6" 34' 8" 31' 6" 27' 6" I 28' 0" 25' 5" 22' 3" 31' 6" 28 7 25 0" i
12005200 -97 32' 1" 29' 2" 25' 6" 36' 1" 32' 9" 28' 7" I 29' 2" 26' 6" 23' 2" 32' 9" 29' 9" 26' 0" i
12005250 -97 33' 4" 30' 3" 26' 5" 37' 5° 34' 0" 29' 8" I 30' 3" 27' 6" 24' 0" 34' 0" 30' 11" 27' 0" i
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"e" Requires s web web stiffeners stiffeners at at interior end supports
supports
`� "a" Requires web stiffeners at all supports
See page 31 for Allowable Floor Joist Span Table Notes.
33
•
Joist Type
Maximum Joist Span Calculator "' Joists /Girders are analyzed as being
uniformily loaded and continuously braced
on Its compression edge
Dead Load = 10 psf Grade: Tns Joist I -Joists
** Live Load = 40 psf
-*Put at least 0.1 psf Live Load for Live Loads = 0 psf Joist: 9.5 Di 110 V Size Factor CF = N/A
Plies: 1
Spacing = 16 in. oc Repetitive Member? N/A Gr = 1.00
Wlpead Load = 13.33 PLF Load Type: Floor C = 1.00
WLive Load = 53.33 PLF
Wrotal Load = 66.67 PLF Include Incising Factor for P.T.? Na • Fb: Gi = N/A
Fv: Ci = N/A
E: Ci = N/A
Total Load Deflection Criteria L/240 •
Live Load Deflection Criteria 1.136o V
Maximum Span = 5'7 Live Load Deflection Controlled
Length of Joist/Seam
A-2 = 0.655 in. L/ 255
0 0.524 in. L/ 360
M/Manow= 51%
V/Vallow 55%
Rxn = 0.52. kips
Project Engineer 9/3/2010
3 I 2 I ) PERKINS
',." LODE ANALYSIS + W I L L
200t INTERNATIONAL BULDING CODE (W/ 2007 OREGON STRUCTLRAL SPECIALTY CODE) BUILDING AREA RATINGS FOR STRUCTURAL ELEMENTS EGRESS INFORMATION MAX CLEAR PATH OF TRAVEL (0X4.3) 100' (B) +b _r we
r1■••1
2006 INTERNATIONAL MECHANICAL CODE NEW ADDITION 0 STRUCTJRAL FRA"E 0 HOURS MAX. FLOOR AREA PER OCCUPANT
N 2006 INTERNATIONAL FIRE CORE EXISTING 43.720 • 3EMING WALLS (PER TABLE 1004. I ` EXIT ACCESS TRAVEL DISTANCE (1016.1) 300 (B) 4.4.41
2006 UNIFORM PLUMBING COOS TOTAL AREA OF EXISTING PLUS NEW ADDITION 43.120 V EXTERIOR WALLS 0 HUNS MAN FLOOR 100 SSE FOR 9 OCCUPANCY
2005 NATIONAL ELECTRICAL CODE AREA OF TIS RENCYATION 3.914 SF INTERIOR WALLS 0 HORS 43.720 SF / 1• = 437 OCCUPANTS CORRIDOR F RE RESISTANCE RATING (1017. I) 0 HOIAS
NONBEARING WALLS AND PARTITIONS ME2MINE 100 GSF FOR B OCCUPANCY Quest Diagnostic
- OCCUPANCY AND CONSTRUCTION TYPE AREA SEPARATION (TABLE 506.3.3) EXTERIOR WALLS 0 HOURS 533 SF / 100 = 6 OCCLPANTS CORRIDOR MIN WIDTH 0011.2) W Tenant
OCCIPANK• CLASS I ICATION B (OFFICE. CONFERENCE. BREMROOM < 50 XM
CLP'S) NOT REQUIRED FOR THIS PROJECT a INTERIOR WALLS 0 HOURS EGRESS WIDTH PER OCCLPMT (TABLE 1005.1) Improvement
° EXISTING BUILDING OCCUPA C ES B (OFFICE ANO LAVBS). S - 2 (LOADING) FLOOR CONSTRUCTION STARS .2' X 6 = 1.r (ACTUAL 1610TH 40') MAX . LENGTH OF DEAD -ETD 0017.31 50' (B)
A PLUMBING FIXTUES (TABLE 29x1) INCLUDING SUPPORTING BEAMS/J01STS 0 HOURS OTHER COMPONENTS (NON STARS) 0.15' X U7 = 66' Quest
CONSTRUCTION TYPE 43,720 SF • 200 SF/ OCCUPANT = 219 XCIPMTS = 1 F *Tl1ES ROOF CONSTRUCTION MORE THAN TWO EXIT DOORS. Diagnostics
. :: :: Street E X I ST NG B UILDING CONSTRUCTION EXISTING FIXTURE COUNT COMPLIES INCLUDING SUPPORTING BEAMS/JOISTS EX MI N $016 OF TO 5016 OF 66' = SS' MIN M00
STS 0 NOIRS P D S W A "o °1 ° ' m
C FULL' SPRIM)LERED EXISTING ADA COMPLIANT LNISEX PESTROOM COMPLIES WITH SECTION 109 ID EXIT MTN PROVIDED 7r C
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