Specifications fit
MILLER RECEIVED
CONSULTING
ENGINEERS JAN 12 2015
CITY OF TIGAIW
STRUCTURAL CALCULATIONS BUILDING DIVISION
Racking Anchorage
15995 SW 74th Avenue, Tigard, Oregon
Synergo
January 8, 2015
Project No. 1500 SPECIAL REULiiiiED
6 pages State of Oregon Structural Specialty Code
Principal Checked: F •nc id Reinforcing Steel
is Installed in Concrete
❑ Special Moment-Resisting Concrete Frame
❑ Reinforcing Steel&Prestressing Steel Tendons
S% U• C r U?.J ❑ Structural Welding PRacte
C 4 -' °-° �c ' ❑ High-Strenght Bolting
cam' 16655PE C3 Structural Masonry
i/�• Reinforced Gypsum Concrete
-
,.5 y OREGON oti I ❑ Insulating Concrete Fill
`:r '�RY 16;°". 0 Spray Applied Fire-Resistive Materials
21 ft4cCOC"
❑ Pilings, Drilled Piers and Caissons
EXPIRES: 12-31- 2ot 6 MI Shotcrete
�� ❑ Special Grading,Excavation and Filling
❑ Smoke-Control Systems
❑ Other Inspections
wy..*** LIMITATIONS ***
Miller Consulting Engineers, Inc. was retained in a limited capacity for this
project. This design is based upon information provided by the client, who
is solely responsible for accuracy of same. No responsibility and or liability
is assumed by or is to be assigned to the engineer for items beyond that
shown on these sheets.
Engineering Practical, Diverse, Structural Solutions Since 1978
9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219-5412
Phone (503) 246-1250 fax (503) 246-1395 www.miller-se.com
Building Code: 2014 Oregon Structural Specialty Code
Soils Report: No Soils Report by: N/A Dated: N/A
Soil Bearing: N/A PSF Retaining Walls: No
Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A
Structural System: Non-building Structure
• Vertical System: N/A Lateral Sys: N/A
Element Shelf Load Frame
Load Type Dead Dead
• Basic Design Value(PSF) 1500 lb 2.9 PLF
Loads: Load Type
Value(PSF)
Deflection Criteria
Lateral Design Parameters:
Wind Design: N/A MPH
Exposure
Importance Factors Iw= IE= IS= I;= Risk Cat: II
(ice) (seismic) (snow) (ice)
Seismic Design _
Latitude: 0.000000
Seismic design parameters are based on published Longitude: 0.000000
values from the USGS web site. 2%PE in 50 years,0.2 sec SA=Ss
See next page. 2%PE in 50 years,1.0 sec SA=St
(Site class B parameters are indicated on this page,for actual site class
used in design,refer to seismic design summary)
Design Summary:
Calculations for seismic anchorage of new storage racks on the north and west walls of an existing warehouse. Shelf max loading information provided by the customer.
at 9570 SW Barbur Blvd. Project Name: Racking Anchorage Project#: 150021
Suite One Hundred
Portland,OR 97219 Location: 15995 SW 74th Avenue,Tigard,Oregon
MILLER (503)246-1250 Client: Synergo
CONSULTING
FAX:246-1395
ENGINEERS
BY: JLT Ck'd: �. Date: 01/08/15 Page 1 of 6
mUSGS Design Maps Summary Report
User-Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.4°N, 122.75°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
Garden Home• Hititord -k of
J I5000m 217 C> 4 `W
�10 Iwllv�aukie ,III
Ti dGk'o
0 �" `0 \ Lake Oswego •
Vidw:iy
Clack*
/
te .T alatin .� N O R T N
�� AMERICA
g Sherwood ti
mapquest @2015 I Q @ MapQnest
USGS-Provided Output
SS = 0.963 g SMS = 1.073 g 5D5 = 0.716 g
S1 = 0.418 g SM1 = 0.662 g Sol = 0.441 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
1.10 0.72
0.55 0.G4
0.a2 0.5G
0.77
TT. 0.42
T. 0.66 Cr
0.40
M 0.55 I In
0.32
0.44
0.33 0.24
0.22 0.1G
0.11 0.02
0.00 0.00
0.00 0.20 0.40 0.G0 0.20 1,00 1.20 1.40 1,60 1.20 2.00 0.00 0.20 0.40 0.G0 0.90 1.00 1.20 1.40 1.60 1.90 2.00
Period, T(sec) Period. T(sec)
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
pia Z
SEISMIC DESIGN FORCE,Section 13.3:
Elements of Structures, Nonstructural Components, and Equipment Supported by Structures
Site Class: D ASCE 7-10,Sec.20.3,Table 20.3-1,pg.152
Seismic Design Category: D ASCE 7-10,Sec. 11.6,pg 56
Risk Category: II IBC 2012 Sec 1604.5,pg 336
SS= 96.30% ASCE 7-10,Figure 22-1 page 158
Fa= 1.11 ASCE 7-10 Table 11.4-1 pg 55(Linear interpolation is used)
SMs= 1.07 ASCE 7-10 eqn. 11.4-1 pg 55
SDS= 0.72 ASCE 7-10 eqn. 11.4-3 pg 55
lE= 1.00 ASCE 7-10 Sec 13.1.3,pg 87
Bp= 1.0 ASCE 7-10 Table 13.6-1,pg 93
RP 2.50 ASCE 7-10 Table 13.6-1,pg 93
z(ft)= 0 Component attachment elevation w/respect to grade
h(ft)= 15 Structure roof elevation with respect to grade
FP 0.115 *Wp ASCE 7-10 Eq.13.3-1,pg 88
OR 1.145 *Wp ASCE 7-10 Eq.13.3-2,pg 89
Not less than 0.215 *Wp ASCE 7-10 Eq.13.3-3,pg 89
Fa 0.215 *Wp
0.2SosWp= 0.143 *Wp (ASCE7-10 Sec.13.3,pg 88)
9570 SW Barbur Blvd Project Name Racking Anchorage
Suite One Hundred Project # 150021
fi Portland, OR 97219-5412 Location 15995 SW 74th Avenue, Tigard, Oregon
MILLER Client Synergo
CONSULTING (503)246-1250
ENGINEERS Fax: 246-1395 By JLT Ck'd Date 1/8/15 Page 3 of 6
4 N0(14 WALL SgFt 01,14
SEI$s. tUii60,n- '4 Fo,ec6
14)6E4kt a 0.2433 ts,3 (0.0515")! 2(z,7.0").F 2..N.37E 1 (12'"/F7) ' 2. O97 16fFT
Qcoc.u..N '-* wSEA,H - 2.9 lJFr
WtCsAp = /Soo "/s 4ELF (i a SNELu Fs) - /0000 /b
16)F,eawt = EZ4Fer (6 crams) 4 16 PI-63 cotc4wil�j z.$ is'', = 960 1h
vlsE tip = iti o o0 16
r = O.Z ', (0000 1'b) = 6/685 16
\Co M$1'RI.,.Tt Jf., , C.UIO V�r X 0.-I) OY.
CWet k 0uet, 11,02NiN4 19000
16
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dir 4 9570 SW Barbur Blvd Project Name Racking Anchorage Project # 150021
Suite One Hundred
_ Portland, OR 97219-5412 Location 15995 SW 74th Avenue, Tigard, Oregon
MILLER Client Synergo
CONSULTING (503)246-1250
ENGINEERS Fax: 246-1395 By JI T Ck'd l' -7 ,-1 Date 1!8715 Page N of A
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- 1,4 9570 SW Barbur Blvd Project Name Racking Anchorage Project # 150021
Suite One Hundred
_ Portland, OR 97219-5412 Location 15995 SW 74th Avenue, Tigard, Oregon
MILLER Client Synergo
CONSULTING (503)246-1250
ENGINEERS Fax: 246-1395 By it T Ck'd 4-' Date 1/8/15 Page S of 6 __
,
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9570 sown Barhur Blvd Project Name Racking Anchorage
. dr Porte e Hundred g Project # 150021
_ Portland, OR 97219-5412 Location 15995 SW 74th Avenue, Tigard, Oregon
MILLER Client Synergo
CONSULTING (503)246-1250 //
ENGINEERS Fax: 246-1395 By JLT Ck'd 14.,E Date 1!8/15 Page b _of_F
,
i .
a 1.
FOR REFERENCE ONLY
•
.... . ..... .. __
I,.
A I-SERIES FRAMES
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• MAXIMUM •
! :
;UNSUPPORTED: IF1514. 1F3014 I F3013- 1F3012; IF30111
t , r LENGTH 1
4
_ _
. 36: : 17.200 lbs. ; 25.500 lbs„...1_30.200 lbs. 34,700 lbs. ' 39.100 lbs.
\<i4: 42 16.100 lbs. ! 24,200 lbs. r 28.600 lbs. - 32.800 lbs. ,36,900 lbs.
4 ' Ci•->' 1.
„i, .. ••■• -----_-_.- _____.-__________.
Ie I 48" . 14300 lbs.. 22.400 lbs ; 26 500 lbs. 30.300 lbs. : 34.100 lbs.
! 54" ! 13.300 lbs. : 20.600 lbs. '24.300 lbs. 27.800 tbs. i 31:200 lbs.
..s.<1.1,1
a. 60. ; 11,900 lbs. : 18,700 lbs. ; 22,100 lbs. 25.200 lbs. : 28,300 lbs.
_.............------ 4......4 , 66" . 10.400 lbs. , 16,800 lbs. i 19.800 tbs. iiiiiii Cbs. „25,300 lbs.
..----- - 72 9.100 lbs. : 15.000 : 22,400 lbs.
I ....-----',....... ..._... ...•
'',:...',\ ...--- :_______....................______ lbs. 17,600 lbs. 20.000 lbs.
• 78" . 7.900 lbs. 13,200 lbs. : 15.500 lbs. . 17,600 lbs. ! 19,700 lbs.
"!••Y•-' 84" 6,900 lbs. 11,700 lbs. H3700 lbs. 15.600 17,400 lbs.
•
•,- i 90" 6.100 lbs. ; 10,400 lbs. : 12.200 lbs. 13.900 lbs. • 15,500 lbs.
•
! 96" 5.400 lbs. , 9.300 lbs. ' 10.900 lbs. 12.400 lbs. 13,800 lbs.
' '
STANDARD FOOTPLATE ,
— _
k e.e
1
,
i
FOR REFERENCE ONLY
Roll Formed Selective !Interlake' `'
Pallet Rack Beams
Revision: September 2004 MATCH IAL IrA NOLINC.501 UT1ONS
Beam Capacity Chart (Continued.._)
NOTE: Capacities are the same whether mounted to Roll-Formed columns or to Structural columns.
MAXIMUM UNIFORMLY DISTRIBUTED LOAD CAPACITY(LBS. PER PAIR)
18260 1B282 18311 IB384 2 3/4 1B485 1B486 2 3/4
2 3/4 co m� 2 3/4 - 1
2 co } �� `n
1 1
1
mt co- m
T
` L M
. 1 .
Deflection* Deflection* Deflection' Deflection* Deflection* Deflection*
Spec. Spec. Spec. Spec. Spec. Spec.
rb CAP. DEFL CAP. DEFL CAP. DEFL. CAP. DEFL CAP. DEFL. CAP. DEFL
92 2190 0.511 2430 0.511 3950 0.511 4870 0.511 5890 0.496 6580 0.462
94 2110 0.522 2340 0.522 3790 0.522 4680 0.522 5770 0.517 6450 0.482
96 2030 0.533 2250 0.533 3650 0.533 4500 0.533 5600 0.533 6330 0.502
98 1950 0.544 2160 0.544 3510 0.544 4330 0.544 5390 0.544 6200 0.523
100 1880 0.556 2080 0.556 3390 0.556 4170 0.556 5190 0.556 6090 0.545
102 1810 0.567 2010 0.567 3270 0.567 4020 0.567 5000 0.567 5980 0.566
104 1750 0.578 1940 0.578 3150 0.578 3880 0.578 4820 0.578 5770 0.578
106 1690 0.589 1870 0.589 3050 0.589 3750 0.589 4650 0.589 5560 0.589
108 1630 0.600 1810 0.600 2950 0.600 3620 0.600 4490 0.600 5370 0.600
110 1580 0.611 1750 0.611 2850 0.611 3500 0.611 4340 0.611 5190 0.611
112 1530 0.622 1690 0.622 2760 0.622 3390 0.622 4200 0.622 5020 0.622
114 1480 0.633 1640 0.633 2670 0.633 3280 0.633 4060 0.633 4850 0.633
116 1440 0.644 1590 0.644 2590 0.644 3180 0.644 3940 0.644 4700 0.644
118 1390 0.656 1540 0.656 2520 0.656 3080 0.656 3810 0.656 4550 0.656
120 1350 0.667 1490 0.667 2440 0.667 2990 0.667 3700 0.667 4410 0.667
122 1310 0.678 1450 0.678 2370 0.678 2900 0.678 3590 0.678 4280 0.678
124 1280 0.689 1410 0.689 2300 0.689 2820 0.689 3480 0.689 4150 0.689
126 1240 0.700 1370 0.700 2240 0.700 2740 0.700 3380 0,700 4030 0.700
128 1210 0.711 1330 0.711 2180 0.711 2660 0.711 3290 0.711 3910 0.711
130 1180 0.722 1290 0.722 2100 0.722 2590 0.722 3190 0.722 2800 0.722
132 1150 0.733 1260 0.733 2070 0.733 2520 0.733 3110 0.733 3700 0.733
134 1120 0.744 1230 0.744 2010 0.744 2450 0.744 3020 0.744 3600 0.744
136 1090 0.756 1200 0.756 1960 0.756 2390 0.756 2940 0.756 3500 0.756
138 1060 0.767 1170 0.767 1910 0.767 2330 0.767 2870 0.767 3410 0.767
140 1040 0.778 1140 0.778 1870 0.778 2270 0.778 2790 0.778 3320 0.778
142 1010 0.789 1110 0.789 1820 0.789 2210 0.789 2720 0.789 3230 0.789
Deflection Spec. is the allowable distributed load per pair of beams based on maximum deflection of U180 (1/180 of beam span)
Notes: •Load capacities are for uniformly distributed product load plus dead load per pair of beams(dead load=weight of beams).
•Deflection in this chart is based on product toad only and is limited to U180.
•Beams longer than 90'that support decking have to be tied together to prevent spreading.
•Beams 60'long and under are designed for single palletwide applications.
•Beams longer than 60'are designed for2 or 3 pallet wide applications.
•Capacities have already been reduced for impact loading.
•Capacities are valid when beams are connected to Interlake frames.
•Capacities are based on the 1997 R MI and the 1996 A I SI specifications.
•Thesa capacities assume that all component pads used are(1)manufactured by Interlake,(2)in good condition,and(3)properly installed.
RSB•4
z OF 2
I
. STRUCTURAL ABBREVIATIONS STRUCTURAL DRAWING SYMBOLS STRUCTURAL NOTES:
`�,�
/',��A
e AB ANCHOR BOLT GENERAL �,�� (j M 2, O
ADDL ADDITIONAL •I(-�J)' \JJ\ W br JJJnIh`JJ
AFF ABOVE FINISH FLOOR THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK RE EWER r
ALT ALTERNATE ^1 NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS.SHOULD •15995 SW 74th Ave
ARCH ARCHITECTURAL AI \-1 DETAIL REFERENCE ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS.THE CONTRACTOR Suite 200
ATR ALL THREAD ROD SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE
BLDG BUILDING PROJECT.THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND Tigard,Oregon
BLKG BLOCKING FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION JAN 19 2015 97224
BM BEAM THEREOF.THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS
BN BOUNDARY NAIL , DURING CONSTRUCTION. 503.425.9541
Q
SOF BOTTOM OF FOOTING DETAIL SECTION CUT www.teamsynergo.com
BOT BOTTOM THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.UNLESS CITY OF TIGARD
BRNG BEARING OTHERWISE SPECIFICALLY NOTED.THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR
BSMT BASEMENT CONSTRUCTION LOADS.ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS,DIRECTION AND RELATED BUILDING DIVISION BTWN BETWEEN BUILDING OR WALL EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE.WORKMEN AND OTHER PERSONS AND PROPERTY 15995 SW 74TH AVE.
C CAMBER SECTION CUT DURING CONSTRUCTION.THE CONTRACTOR SHALL.AT HIS OWN EXPENSE.ENGAGE PROPERLY QUALIFIED
CIP CAST IN PLACE PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED TIGARD,OR.97224
®
CJ CONTROL OR CONSTRUCTION JOINT AND INSPECT SAME IN THE FIELD.ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL
CJP COMPLETE JOINT PENETRATION INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A
CL CENTERLINE ELEVATION OF WALL WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE.
CLG CEILING OR FRAME
CLR CLEAR THESE PLANS. SPECIFICATIONS. ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE •
CMU CONCRETE MASONRY UNIT PROJECT SPECIFIED HEREIN.MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS
COL COLUMN AND SPECIFICATIONS OR THE DESIGN.ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON
•
CONC CONCRETE ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN.
CONN CONNECTION REVISION SYMBOL OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL W
CONST CONSTRUCTION ENGINEERS RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE.
CONT CONTINUOUS
DBA DEFORMED BAR ANCHOR //""��' NON STRUCTURAL PORTIONS OF PROJECT. INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE
DBL DOUBLE , ' SUPPRESSION.ELECTRICAL.MECHANICAL,LAND USE,SITE PLANNING,EROSION CONTROL FLASHING AND _ >
DF/L DOUGLAS FIR-LARCH Y WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS.
DIA DIAMETER GRID UNES Z
DIAL DIAGONAL 11 BUILDING CODE 0
DIST DISTANCE T ALL PHASES OF THE WORK SHALL CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE,
DL DEAD LOAD I EFFECTIVE DATE JULY 1,2014,BASED ON THE 2012 INTERNATIONAL BUILDING CODE,INCLUDING ALL WI r n
DN DOWN REFERENCE STANDARDS,UNLESS NOTED OTHERWISE. CTTY OF TIGARD = V
DTL DETAIL w
DWG DRAWING _r ROTATE VIEW SYMBOL SPECIAL INSPECTION I STRUCTURAL OBSERVATION
REQUIRED REVMWED FOR CODE COMPLIANCE
EA EXISTING SPECIAL TOR SHALL AND/OR TESTING T OTQUIRED IN W ACCORDANCE WITH IBC SECTION INSPECTION.THE O
EA EACH CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO ALLOW SCHEDULING OF SPECIAL.INSPECTION.IT IS
EF EACH FACE THE OWNERS RESPONSIBILITY TO PROVIDE SPECIAL INSPECTION AND TESTING BY A QUALIFIED THIRD
EL ELEVATION PARTY,SUCH AS A TESTING AGENCY REVIEWED BY THE ENGINEER.
N Approved: r "Cr
EN EDGE NAIL ` V
FOR ENGINEER OF RECORD �+ r w
ED EQUAL NORTH ARROW DESIGN LOADS O l C: L
EW EACH WAY
EX EXTERIOR
ED STRUCTURAL DESIGN CRffERIA pC }«,j♦(_ �" r)/•�f
FN FINISH LD NAIL
OCCUPANCY CATEGORY I II
rod #://+' ` v so k.
J`
FN FIELD NAIL 1
FLR FLOOR
FDN FOUNDATION DESIGN DEAD LOADS Address: i 'r4CO-74-11r--
FT FEET TOS REFERENCE ELEVATION MAX.SHELF LOAD I 1500 IBS. .
FTG FOOTING /EL 100-E Suite,jjjj //�, Q
GA GAUGE CONCRETE ANCHORS SUitC TT: V/ a�/
GALV GALVANIZED LL
GLB GLUE LAMINATED BEAM POST INSTALLED CONCRETE ANCHORS SHALL CONSIST OF THE FOLLOWING UNLESS NOTED OTHERWISE: a •GWB GYPSUM WALL BOARD -.- SURFACE-STEPPED EXPANSION BOLTS: POWERS STUD+SD2 B� Datc. [( - Q
HOG HOT-DIP GALVANIZED
HOR HEADER ALL POST INSTALLED CONCRETE ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE • T J I-
HF HEM-FIR MANUFACTURERS INSTALLATION CRITERIA AND PER THE CURRENT ICC EVALUATION REPORT. • v
HT HEIGHT SURFACE-SLOPE UP
HORIZ HORIZONTAL IT
HSA HEADED STUD ANCHOR PER NFPA 13 CHAPTER 5.THIS RACKING AREA WILL BE CONSIDERED TO BE OF LIGHT HAZARD AND THIS �/
• HSS HOLLOW STRUCTURAL SECTION SURFACE-SLOPE DOWN PORTION OF THE WAREHOUSE DOES NOT REQUIRE SPRINKLERS. OFFICE COPY
ID INSIDE DIAMETER 'I� LO
IN INCH
11.1T INTERIOR
JST JOIST /�,, SURFACE-SLOPE
Jr JOINT -"% TWO DIRECTIONS
- K KIP(S)
KSI KIPS PER SQUARE INCH BEAM MOMENT CONNECTION
L ANGLE �I 11.---4111-1 -SEE PLAN FOR DETAILS
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL Drawn by: Tyler Pickett
LONG LONGITUDINAL DRAG STRUT CONNECTION Checked by: Mitch McWilliams
LA
LVL MINATED VENEER LUMBER —• �
11 •f-{ SEE PLAN FOR DETAILS
LWC LIGHT WEIGHT CONCRETE Project#: 9
MAX MAXIMUM _ Date: 1/5/2015
MIN MINIMUM
MIR MIRROR - DECKING SPAN DIRECTION
NIC -NOT IN CONTRACT .
NOM NOMINAL
NTE . NOT TO EXCEED /- No.OF
NTS NOT TO SCALE SHEAR STUDS
(N) NEW W21x44(10)
OC ON CENTER ' '
OD OUTSIDE DIAMETER C-1"
OPP OPPOSITE •
OWJ OPEN WEB JOIST DENOTES BEAM
PAP POWDER ACTUATED FASTENER CAMBER
PERP PERPENDICULAR DENOTES PLYWOOD ~�T� !III PJP PARTIAL JOINT PENETRATION SHEAR PANEL TYPE PL PLATE (SEE SCHEDULE) l R U C T(J p A
PSI POUNDS PER SQUARE INCH S r T'7 PSF POUNDS PER SQUARE FOOT DENOTES HOEDOWN ����^ P(� , ` 1 1111414 1 1 PT PRESSURE TREATED TYPE(SEE SCHEDULE) U /�•L(U QTY QUANTITY DENOTES GIN£...^ � • •
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