Plans ' ' 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2014 OSSC AND ALL CURRENT C/C = CENTER TO CENTER
EDITION OF STATE AND LOCAL RULES AND STANDARDS OF GOVERNING AGENCIES HAVING DBL = DOUBLE .a
JURISDICTION. -
OFFICE COPY GALV = GALVANIZED • cn
COPY HD = HOT DIPPED • W
2. ANY ERRORS, AMBIGUITIES, AND OMISSION IN DRAWINGS AND/OR SPECIFICATIONS SHALL BE MIN = MINIMUM U O
REPORTED TO BERKEY ENGINEERING FOR CORRECTION BEFORE ANY PART OF THE WORK IS PT = PRESSURE TREATED
IX
STARTED. NO ALLOWANCE WILL BE MADE IN THE OWNER AND/OR CONTRACTOR FAVOR BY 12" CONCRETE NGRAVEL LAYER OR o SW = SHEAR WALL SCSJ = SAW CUT JOINT �E„
VIRTUE OF ERRORS, AMBIGUITIES, AND/OR OMISSIONS WHICH SHOULD HAVE BEEN TOP COLLAR o_ FIRMLY COMPACTED
DISCOVERED DURING THE PREPARATION FOR CONSTRUCTION AND DIRECTED TO BERKEY NATIVE SOIL. TYP = TYPICAL
ENGINEERING'S ATTENTION IN A TIMELY MANNER. IT IS THE OWNERS ULTIMATE RESPONSIBILITY GRADE
TO HOLD THE CONTRACTOR AND/OR SUBCONTRACTORS ACCOUNTABLE THROUGH CONTRACT. 1I a -i —=''
BERKEY ENGINEERING ACCEPTS NO RESPONSIBILITY FOR WORK DONE BY THE OWNER, THE ;11=1 IT�/7 EXTENTS OF
CONTRACTOR OR SUBCONTRACTORS CONTRARY TO THE PLANS OR SPECIFICATIONS. i--11!_ = L/ CONCRETE SLAB
SUBSTITUTION OR CHANGES WILL NOT BE ACCEPTED UNLESS APPROVED IN WRITING. THE 'I1 I
SUBCONTRACTOR SHALL REVIEW ALL SECTIONS OF SPECIFICATIONS AND ALL SHEETS OF THE _ (16) 20d HD GALV NAILS z -
PLANS FOR ANY INFORMATION OR DETAILS PERTAINING TO THEIR SPECIFIC TRADE. 4'-0" l- IIIA - PLACE (4) IN EACH SIDE, Q 3 N Q
MIN STAGGERED, 1 " EXPOSED LEGEND
P a w ,� x
3. CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF SITE CONDITIONS, INSTALLATION DEPTH - 1- 1---1 11-, 12" CONCRETE H -'1 a
STANDARDS AND CONSTRUCTION CONDITIONS. FIELD VERIFY ALL NECESSARY DIMENSIONS. '' i1'- ° ', _'I_ COLLAR W O x Q o
DISCREPANCIES BETWEEN SITE CONDITIONS AND THE CONSTRUCTION DRAWINGS SHALL BE -�11 �--� —� �' a
CALLED TO THE ATTENTION OF THE ENGINEER. WORK DONE WITHOUT THE ENGINEERS --' '11- '~+ - ,. 2x6 -
—i.1—i a -- cV F.
APPROVAL IS THE RESPONSIBILITY OF THE CONTRACTOR/SUBCONTRACTOR. 1I,= !pa X
;ii,,E,, 1111 ':ni i '_I ' 2x6 N
4. ALL FRAMING MATERIAL SHALL BE DOUGLAS FIR NO. 2 OR BETTER. HEM FIR NO. 1 MAY BE III 1;; 6" CONCRETE `�
SUBSTITUTED AS AN ALTERNATIVE. WOOD IN CONTACT WITH EARTH AND/OR CONCRETE SHALL PLUG
BE PRESSURE TREATED, 0.6 RETENTION. NAILING EDGE DISTANCES, END DISTANCES, AND -- 2'-0"0 LIABILITY
SPACING SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD IN ACCORDANCE WITH 20d AT 12" C/C
hie pity of Tigard and its
NDS 11.1.5.6. employees shall not be
5. CONCRETE DESIGN BASED ON A COMPRESSIVE STRENGTH OF 2500 PSI AND NO SPECIAL esponslble f®I diSCrepanci
INSPECTION REQUIRED. RECOMMENDED CONCRETE STRENGTH IS 4000 PSI FOR DURABILITY Which may , R► h�rail wCA CI r-
ONLY. DETAIL 1 — TYP FTG .SCALE: 1/2"=1' DETAIL 3 — HEADER SCALE: 1"=1' 0,
6. ROOF SHEATHING SHALL BE PAINTED 29 GA. RIBBED STEEL. FASTEN SHEATHING TO FRAMING
3 r-
WITH 1 " #9 SCREWS WITH NEOPRENE WASHERS AT 9" C/C. ¢ Ca
o
This permit does not authorize the violation of any Approved plans w
7. SIDE SHEATHING SHALL BE PAINTED 29 GA. RIBBED STEEL. FASTEN SHEATHING TO FRAMING rights of holders of private easements. The ap- fall be on job sit'"` X O ><
WITH 1 " #9 SCREWS WITH NEOPRENE WASHERS AT 9" C/C. plicant is urged to contact any such parties and ° c a w
secure thier approval before commencing work.
VALIDITY OF PERMIT
8. SW-1 SIDE SHEATHING SHALL BE PAINTED 29 GA. RIBBED STEEL. FASTEN SHEATHING TO f�
FRAMING WITH 1 1/2" #9 SCREWS WITH NEOPRENE WASHERS AT 9" C/C. USE STITCHING THE ISSUANCE OFA PERMIT
SCREWS AT OVERLAP 2'—O" C/C. BASED ON CONSTRUCTION
DOCUMENTS AND OTHER
9. TRUSS MANUFACTURER SHALL VERIFY LOAD BEARING POINTS FOR ALL TRUSSES. DATA SHALL NOT PREVENT °'
11 QJ
� ;, ., ;1 � ii ,I �� .[HE CODE OFFICIAL FROM
10. (4) 16d HD GALV. NAILS (3.5" LONG) MAY BE SUBSTITUTED FOR (3) 2Od. '� �� )) ,I it I 1L I REQUIRING THE CORRECTION
1 �r �` %� ', OF ERRORS.ORSC 105.4 W eo
1 1 . DESIGN LOADS: �, ���% _ , ��% ,___-1 M
II CEILING LOAD: 7 PSF „� �.L� W
r
SNOW LOAD: 25 PSF CITY OF TIGARD 'j' � �off'
` WIND SPEED: 115 MPH EXP B ear,i S "DRAWN BY:
REVIEWED FOR DE COMPLIANCEIAFF ��� SPB
SETS CATEGORY: I Ati.
f r,6' 4PE� -r APPROVED BY:
SEISMIC ZONE: D1 Approved: [ V CWB
SOIL BEARING: 1500 PSF OTC: [ I
Q DATE:
I'Y��(aO19 U (OREGON ' 7-3-19
Permit �'/� - 9 w*-- SCALE:
Address: 'IL()LC) Sl 0-1.'11044.0 1-• AS NOTED
`suite #: \/Or WAD1-•
. REV
`— / 16550 . 0
By: Date: -//3/(,1 EXPIRATION DATE: 12/31/MGt ` J
((( SHEET S 1
"�
STRUCTURAL NOTES DETAIL 2 — GABLE OVERHANG SCALE: 3/4"=1' No.
z
z
0
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0
z
0
22' -
11 ' 11 ' -
C7
( � 1
a!W 5 FJ2
> c?
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NOTE: ALL POSTS ARE N
PT 6x6 #2 HEM FIR, x F u
UNLESS NOTED OTHERWISE 12
EMBED ALL 4x
IN 12"0, 2'-0" DEEP N
( g 24' / 1
DETAIL 1/S1 E--
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12' zo
2 ¢ w
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CJ � � 16'x9 0/H DOOR
1-1-4
w
oolnifi
i •/ (DRAWN BY:F o2 SPB
69 4PE5' APPROVED BY:
CWB
DATE:
`-G OREGON o 7-3-19
°j,<, 9 _�� SCALE:
AS NOTED
PROJECT . REV
EXPIRATION DATE: 12/31/h 16SSO . O
SHEET s2
FOUNDATION PLAN SCALE: 3/16"=1No.
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0
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13
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OH P0Z (2) H11M -1
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01 SSfl 1 -NN ` °I'
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88 11VHS ONIW'd2Id
T1VMON3310N
PRE ENGINEERED TRUSS
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I Din
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- - — —r—�—�� ' r—r — — —QS
o
z ' —7— r , ,—
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0 I I I I II 1 1 1
.t.-
2x6 R O
I I I i I I i I
F
4v 1 AT 24 PURLINS
r I I I I I I I I 1 I 1
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PRE ENGINEERED TRUSS
cn m CD
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0
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n Z m D
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p 'iPREENGINEERED TRU
SS i`q
a:\ FASTEN TRUSS TO POST WITH t7
, (1 ) 5/8"0 THRU BOLT AND Z
2x6 GIRTS AT (4) 20d HD GALV NAILS, TYP
24" C/C, TYP ci) Q 3 N
NAIL 2x6x18" BLOCK UNDER W m > ° cp
TRUSS WITH (11) 20d HD 11 '-4' ± H - d o �=
GALV NAILS, PRE DRILL CLEAR a 2 m a
12'-4"
mco WITH 5/32"0 BIT, TYP (0 o (DE
PT 2x6 co G� x U
BASE GIRT m x
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(-A
24' - 1
W cc
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SECTION A — MAIN BUILDING SECTION SCALE: 3/16"=1' ¢ ¢ '1' "
23ox
MTS12 STRAP °a
4t BOTH SIDES 18" MIN
LAP W •
,�
STRAP GLB TO POST
MIN 1 '-0" LAP !i II WITH MSTC52 AROUND
POST WITH A MIN OF
12" y (2) 16d NAILS 1-„ TRUSS lin 1 '-4" ON EACH SIDE
OF GLB. to
r� NAIL L4x4x 1/4 TO
+ + w..-w_
GLB WITH (5) 20d PO
�- 5.5x10.5 BOTH SIDES. SPACE GLBW
+ r + + GLB TRUSS WITH 6x 1 ill
►4j OF'16d NAILS U U t♦� BLOCK USING (1) "' 'DRAWN BY:3 16d . a sPB
AI TYP ''' 1,' ( ) 0— 5/8"0 BOLT THRU DBL 2x6 TRIMMER ,lt `�� !. F� y
TOENAIL 'A1 1 NAILS TYP L4x4 ANGLES AND NAILED TO POST WITH
�' Ei�+'�.6. .4PE r APPROVEDC W B
r� FASTEN DBL 7x6 N
(3) 16d TRIMMERS TO POST TRUSSES. 20d HD GALV. AT 8" a_ DATE:
NAILS TYP BEYOND WITH 20d AT w C/C STAGGERED, GOREGON p 7-3-19
TRUSS 8" C/C STAGGERED. 2x6 FULL HEIGHT c �
�%c �Y 9 �� SCALE:
2x6 PURLIN BLOCK HEADERs. AS NOTED
PROJECT . REV
EXPIRATION DATE: 12/31/'9 `16550 . 0 i
SHEET S 4
DETAIL 4 — PURLIN CONNECTION SCALE: 1"=1' DETAIL 5 — TRUSS TO GLB SCALE: 1/2"=1' DETAIL 6 — GLB TO POST SCALE: 1/2"=1' No.
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16'x9' 0/H DOOR , -
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IMMENN C•I
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FRONT ELEVATION SCALE: 3/16"=1' RIGHT ELEVATION SCALE: 3/16"=1' c
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&41. jp,ams..-Ar- <•••, 1,„
APPROVED BYSI:13
VDATE: C W B
0OREGON p''' 7-3-19
,
9 -1-
<4i SCALE:
,
Ad g,*-
2>-) AS NOTED
D
Alat PROJECT . REV
.
EXPIRATION DATE: 12/31/f, \--
16550 0
SHEET s5
BACK ELEVATION SCALE: 3/16"=1' LEFT ELEVATION SCALE: 3/16"=1' No.
•
Job Number: 24 stock OTC Ply: 1 SEON:14844 / T1 COMN Cust:R435 JRef: 1W524350008
24'Stock Oty 30 FROM:ER DrwNo: 321.17.1010.38598
Truss Label: 24-4 STOCK AA / RTT 11/17/2017
54"14 12' 17'7"2 24'
HH
6,4"14 I 5'7"2 { 5,T"2 6,4"14
6X8
-r
C
12 w
4
3XB DT 3X7
4,1K
, \ 4,
j E
0 I . /
III
I i H G F
�5X7(A6R) =3X5[61 =H0508 =3X5[131 ;5X7(A6R)
1 24'
8'3"475"8 75"B -I 8'3"4
8'3"4 15'8"12 24'
Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs)
TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.2 CAT:II PP Deflection in loc Udell U# Loc R /U /Rw I Rh /RL /W
TCDL: 7.00 Speed: 120 mph Pf:25.0(specified) Ce:1.0 VERT(LL): 0.238 F 999 240 I 2804 /900 /1063/- I 129 15.5
BCLL: 0.00 Enclosure:Part.Enc. Lu: - Cs:used VERT(TL): 0.397 F 896 180 E 2804 /900 /1063/- /- /5.5
BCDL: 1.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.071 F - - Wind reactions based on MWFRS
EXP:B
Des Ld: 33.00 - HORZ(TL):0.095 F - - I Min Brg Width Req= 3.0
Mean Height:16.58 ft E Min Brg 0.00 TCDL:3.0 psf Code/Misc Criteria Creep Factor:2.0 Width Reg= 3.0
Soffit: 0.00 BCDL:0.6 psf Bldg Code: IBC 2015 Max TC CSI: 0.664 Bearings I&E are a rigid surface.
Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.943 Members not listed have forces less than 375#
Spacing:84.0" C&C Dist a:3.00 ft Rep Factors Used:No Max Web CSI:0.725 Maximum Top Chord Forces Per Ply(lbs)
Loc.from endwall:Any FT/RT:6(0)/2(0) Chords Tens.Comp. Chords Tens. Comp.
GCpi:0.55 Plate Type(s):
Wind Duration:1.60 WAVE,HS VIEW Ver:17.01.01A.0723.12 A-B 3948-6322 C-D 3644 -5460
Lumber B-C 3644-5460 D-E 3948 -6322
Top chord 2x6 DF-L 1800f-1.8E Maximum Bot Chord Forces Per Ply(lbs)
Bot chord 2x6 DF-L 1800f-1.8E
Webs 2x4 DF-L Standard Chords Tens.Comp. Chords Tens. Comp.
Plate Shift Table A-H 5818-3496 G-F 4103 -2302
H-G 4103-2302 F-E 5818 -3498
JT Plate Chord JT Plate Chord
No Size Shift Bite No Size Shift Bite
[6] 3X5 2.25 L 1.25 [13] 3X5 2.25 R 1.25 Maximum Web Forces Per Ply(lbs)
Webs Tens.Comp. Webs Tens. Comp.
Loading B-H 922-1574 C-F 1640 -888
Truss checked for 60#live and 0#dead movable H-C 1640 -888 F-D 922 -1574
load along Bottom Chord,non-concurrent with any
other live loads.
Purlins
In lieu of structural panels or rigid ceiling use purlins , P PROFS,
'1
to brace TC @ 24"OC,BC @ 59"OC. ss�
GIN
Wind
Member design based on both MWFRS and C&C. 11/C1 (678329 PE4 O2
Uplifts based on an elevation at or above 1000 ft.
In lieu of purlins on the bottom chord at 59"o/c,
the bottom chords of trusses placed each side
of supporting poles may be braced with
H-brace blocking:
OREGON
(H)2X6 DF-L#2 or better continuous reinforcing
member(match pole width).Attach to each truss p�
ply with 16D common nails(0.162"x3.5")at 12"o/c. ty 14,ZO
SSell Ta0q
A i Renewal 6/30/2018
11/17/2017
HErace sec5m view
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Oregon Truss
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17900 SE Wallace Rd.
Trusses require extreme care in fabricating,handling shipping,installing and bracing..Refer to and follow the latest edition of SCSI(Building Dayton OR 97114
Component Safety Information,by TPI and SBCA)for safety actices prior to performng these functions. Installers shall provide temporary (503)58148787 Ext
bracing per SCSI.Unless noted olherwise,top chord shall have proper) attached structural sheathingand bottom chord shall have a propert
attach€d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCI sections 83,B7 or 810;
as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to A LPI N E
drawings 160A-Z for standard plate positions.
Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN OW COMPANY
truss in conformance with ANSI/IPI 1,or for handling,shipping,installation and bracing of trussesA peal on this drawing or cover pag
listing this drawing indicates acceptance of Drofessronal en ineenng responsibility solely or the des11'a�n shown. The suitability 8351 Rovana Circle
and use of this drawing for any structure is the responsibility-of the Building Designer per ANSI/TP 1 609.2.
Sacramento,CA 95828
For more information see this job's general notes page and these web sites: ALPINE: www.alpineiiw.com;TPI: www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org
Job Number: 24 stock OTC Ply: 1 SEQN:14783 / T2 / GABL Cost:RR435 JRef: 1W5Z4350008
24'Stock Qty: 1 FROM:ER DrwNo: 320.17.1147.48082
Truss Label: 24-4_STOCK_GE AA / RTT 11/16/2017
5"5 :,1(;"2
1 5'8"6 _I 6.4,Fgo"6 12' _I 171.10 I17 "10 24'
5'8"6 8 5 5'190 5'1"10 58" 5'816
if 6X8(R1)
T 12 .,
4 p
3X4X5(=.)1,1" i� �3XE
5(""
B C
3X4
F
.�.� �Q
A G
S J I H
�6X6(A6R) =3X5 =H0508 3X56X6(R)
1 24' A
I- 8'3"4 I 7'5"8 8'3"4 -I
8'3"4 15'8"12 24'
Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefUCSI Criteria A Maximum Reactions(lbs)
TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.2 CAT:II PP Deflection in loc Udefl L/# Loc R I U /Rw /Rh /RL /W
TCDL: 7.00 Speed: 120 mph Pf: s 25.0 ce1.0 VERT LL: 0.235 H 999 240
( � ifld) Ce: { } S 2805 /900 /10631- /129 /5.5
BCLL: 0.00 Enclosure:Part.Enc. Lu: - Cs:used VERT(TL): 0.392 H 908 180 G 2805 /900 /1063/- /- /5.5
BCDL: 1.00 Risk Category:H Snow Duration:1.15 HORZ(LL): 0.075 H - - Wind reactions based on MWFRS
EXP:B
Des Ld: 33.00 HORZ(TL):0.100 H - - S Min Brg Width Req= 3.0
NCBCLL:0.00 Mean Height:16.58 ft Code/Misc Criteria Creep Factor:2.0 G Min Brg Width Req= 3.0
Soffit: 0.00 TCDL:3.0 psf BldgCode: IBC 2015 Max TC CSI: 0.681 Bearings9
BCDL:0.6 psf S&G are a rigid surface.
Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.954
Spacing:84.0" C&C Dist a:3.00 ft Rep Factors Used:No Max Web CSI:0.832 Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply(lbs)
Loc.from endwall:Any FT/RT:6(0y2(0) Chords Tens.Comp. Chords Tens. Comp.
GCpi:0.55 Plate Type(s):
Wind Duration:1.60 WAVE,HS VIEW Ver.17.01.01A.0723.12 A-B 4011 -6438 D-E 3215 -4977
Lumber B-C 3444 -5673 E-F 3444 -5673
In lieu of purlins on the bottom chord at 59"o/c, C-D 3215-4977 F-G 4011 -6438
Top chord 2x6 DF-L 1800f-1.8E the bottom chords of trusses placed each side
Bot chord 2x6 DF-L 1800f-1.8E of supporting poles may be braced with
Webs 2x4 DF-L Standard H-brace blocking: Maximum Bot Chord Forces Per Ply(lbs)
(H)2X6 DF-L#2 or better continuous reinforcing Chords Tens.Comp. Chords Tens. Comp.
Plating Notes member(match pole width).Attach to each truss
All plates are 1.5X4 except as noted. ply with 16D common nails(0.162"x3.5")at 12"o/c. A-J 5944-3559 I-H 4540 -2645
J-I 4540-2645 H-G 5944 -3558
(**)2 plate(s)require special positioning.Refer to
scaled plate plot details for special positioning Fl
(H)fir/ Maximum Web Forces Per Ply(lbs
)
requirements. fir
Webs Tens.Comp. Webs Tens. Comp.
Purlins H.5,eu„eeSen dew C-J 713-1443 D-H 1532 -682
In lieu of structural panels or rigid ceiling use purlins J-D 1532 -682 H-E 713 -1443
to brace TC@24"OC,BC@59"OC.
Wind Maximum Gable Forces Per Ply(lbs)
Member design based on both MWFRS and C&C. �go PRQF�S Gables Tens.Comp. Gables Tens. Comp.
Uplifts based on an elevation at or above 1000 ft. '� t� 720 -815 O-Q 610 777
Additional Notes Q\� ��G F�� •O 610 -777 Q-F 720 -815
83294PE 591 -754
Building designer is responsible for lateral forces, 7
including bracing for horizontal wind forces.Laterally I se"/
brace end wall and face of truss.Bracing shown or
noted is designed only to restrain members against
buckling due to gravity and in-plane wind loads.
r
.�r� OREGON
rliLY 14,20�
4 et
4S'a•
Tar``
Renewal 6/30/2018
11/17/2017
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17900SE Wallace Rd.
Trusses require extreme care in fabricatin , ndlin shipping,installin and bracing. Refer to and follow the latest edition of BCSI(Building Dayton OR 97114
Component Safety Information,by.TPI and SBCA)fOr safety pactices prior to performing these functions. Installers shall provide tempora
(503)581-F1787 Ext
bran r BCSI.Unless noted otherwi top chord shall have proper) attached structural sheathing and bottom chord shall have a pro
attachedri id ceiling. Locations shown torpermanent lateral restraint Of webs shall have bracinginstalled per BCSI sections$3,B7 or 13
as applicaB5le. Ap 7y plates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE'
drawings 160A-Z fir standard plate positions.
Alpine,a division of ITW Buildinng_qComponents Group Inc.shall not be responsible for any deviation from this drawin any failure to build the me ra y
truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracingof trussesA seal on this drawing orQQ ver pageAN
listing this drawing,indicates acceptance of prd essionaengineering responsbility solely {ire des n Sho1M. The sLttabiliity
and use of this drawing for any structure is the responsibilit�of the Building Designer perANSUTPI 1 Sec.2. 8351 Rovana Circle
For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;WI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.ic safe.org Sacramento,CA 95828
190 OAKLAND ST JOB 16 S-5-1,
RICHLAND, WA 99352 SHEET 1 OF
PHONE: (509)-736-7552
113 FAX: (509)-736-7557 CALC BY � DATE 7- a- j1
www.berkey.biz CHECK BY DATE
Project Description-:..
• Building Width =:24 ft • Eave Ht = 12 ft
Building Length = 22 ft
Pole Building Design for
Karl.Petersen
Criteria
2014 OSSC .. . .
2000 Post Frame Design Manual
2010.ND.S
ASCE 7-10
.25 :psf Snow Load
115 mph Wind, _. .Exp.
.......8 •
.. .. . .
Seismic Zone : D1
Risk Category: I
Concrete
fc'=.....:2500 •. . ._.. ...._........ ,.
•
•
Soil
S,,- 1500 : psf Vertical Soil Pressure
........ . S = 100 .psf/ftLateral Soil.Pressure
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A $'i • •54PE� v
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"G OREGON C
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I EXRJRATI DATE . : 2/31/./11:. .
Snow Loads Wind Loads
Basic Wind Speed = 115 mph
Pg = 25 psf
Exposure = B
Is= 1.0 TABLE 1.5-2,ASCE 7-10
1 = 1.00
Ce = 1.2 TABLE 7-2,ASCE 7-10
A = 1.00
h = 14.00
Ct = 1.2 TABLE 7-3,ASCE 7-10 a = 3.00
2a = 6.00
Roof Pitch 4/12 8= 18.43 degrees
0.322 radians Horizontal Pressures FIGURE 28.6-1,ASCE 7-10
Exp = B 0.316 sine A= 26.3
0.949 cos e B = 8.7
Pf= Pg(0.7)(Is)(Ce)(Ct) 0.900 cost e C = 17.5
= 25.2 psf D = 5
SLOPE FACTOR Vertical Pressures
E = 25.2
Cs = 0.94 FIGURE 7-2,ASCE 7-10 F = 16.5
G = 17.5
Ps = (Pf)(Cs) H = 12.6
= 23.63 psf
Overhangs
EOH = 35.3
Pmin = 20 psf GOH = 27.6
24 psf Controls
Lateral Control - Wind Seismic
L = 22 ft Overhang = x= 0.0 ft DLroof= 5 psf
Overhang = y= 0.0 ft DL psf
= 5
span = s = 24 ft pitch = m = 4/12 Area of Roof:
Ht= 12 ft Aeavewall = (Ht-0.5)(L) AR = (s+2y)(L+2x) = 528 sf
= 253 sf
Area of Walls:
Aroof= (L+ 2x)(m(s/2)) = 88 sf
Aw= 2[(L)(Ht)+((s)(Ht)+(m(s2/4)]= 1200 sf
htroof= m(s/2) = 4.00 ft
Wtroot=AR(DLroof) = 2640 lbs
Wind Forces
Wtwalls=AW(DLwalls) = 6000 lbs
VA = (26.3)(Ht)(2a) = 1894 lbs
Wt=Wtroof+Wtwaus= 8640 lbs
VB = (8.7)(m(s/2)(2a+x) = 209 lbs
Seismic Parameters:
Vc = (17.5)(Ht)(L-2a) = 3360 lbs le = 1.0 Table 1.5-2,ASCE 7-10
R = 2.5 Table 12.2-1,ASCE 7-10
VD = (5)m(s/2)(L+x-2a) = 320 lbs Ss = 0.8 USGS Seismic Hazard Curves
Fa= 1.18 Table 11.4-1,ASCE 7-10
SMS= (Ss)(Fa) = 0.9 Eq 11.4-1,ASCE 7-10
ZVWIND= 5782 lbs SPS = (2/3)Sms= 0.6 Eq 11.4-3,ASCE 7-10
Cs = (Sps)(Ie)/R = 0.3 Eq 12.8-2,ASCE 7-10
Vseismic= CsW= 2175 lbs Eq 12.8-1,ASCE 7-10
2.17 Kip < 5.78 Kip
Wind Controls
Lateral Model 2 Bays Diaphragm Stiffness Assembly# 9
29 ga. Steel (11) Overlap Purlins w/o
Shear Stiffness c= 4700 lbs/in
Shear Modulus G = 4700 lbs/in
Allowable Shear Va = 160 plf
Cp = (G(bh))/(s(cosO) = 5405 lbs/in
s = 11.00 ft bh = 12.00ft
Bay 1 2
Width 11 ft 11 ft
Stiffness Properties Frame Loads
Frame 1: Kp= 7722 lbs/in Frame 1: R1 = 842 lbs
Frame 2: Kp = 465 lbs/in Frame 2: R1 = 1212 lbs
Frame 3: Kp = 7722 lbs/in Frame 3: R1 = 593 lbs
C
Frame Stiffness
Frame 2 Cantilevered Post Frame 1 29 ga. Steel (11)
Post Size 6x 6 N = 3 C= 3700 lbs/in G = 3700 lbs/in
E = 1100 ksi I = 108 in4 Va= 110 plf w= 24 ft
Hp= 132 in Ht= 12ft
Kp = N(3EI/Hp3) = 465 lbs/in Kp= (Gw)/Ht= 7722 lbs/in
Frame 3 29 ga. Steel (11)
C = 3700 lbs/in G = 3700 lbs/in
Va = 110 plf W= 24ft
Ht= 12ft
Kp= (Gw)/Ht= 7722 lbs/in
I
a
DAFI Input
Number of Bays 2
Roof Stiffness
Bay 1 9728
Bay 2 9728
Frame Stiffness Loads
1 7722 lbs/in 842 lbs
2 4651bs/in 12121bs
3 7722 lbs/in 593 lbs
7
16550
FRAME FRAME APPLIED HORIZONTAL LOAD RESISTED FRACTION OF
NUMBER STIFFNESS LOAD DISPLACEMENT BY FRAME APPLIED LOAD
1 7722 .00 842 .0 . 1718526 1327.0 1. 5761
2 465 .00 1212 .0 .2217133 103.1 .0851
3 7722 .00 593 .0 .1575832 1216.9 2 .0520
DIAPHRAGM DIAPHRAGM SHEAR SHEAR
NUMBER STIFFNESS DISPLACEMENT LOAD
r
1 9728.00 .0498608 485 .0
2 9728.00 .0641301 623 .9
a
Page 1
g
Diaphragm Shear Diaphragm Chords
Vp =(ch,i/Ch)(Vh)/(cos 01) Md = (Vh)(L)/4 = 3431 ft-lbs
= 329 lbs Chord Force
Vh = 623.9 lbs XPe = Md/bx
1 = bh/cosO = 12.65ft '
P'22 p= Vp/I = 26.0 plf P13
bx Ridge
P3 No-
P2 -P2
P1._r_ _i,110.
Use only the outer 3 purlins
Purlin Spacing =z= 24.0 in W= 24 ft
bx= W-2(z/12) = 20.00ft
ZPe= Md/bx= 172 lbs
•
a = 1.5 in b = 5.5 in A — a
— b = 8.25 2
purlin In
Pi = (W/bx)(IPe)/3 = 69 lbs
(fT)max= P1 /Apurtin = 8.3 psi
Post Design End-to-End Shearwalls
Out of Plane Forces Lateral wind force: Reaction for
fixed-pinned posts on gable ends = ZR
Hp= 132 in s= 11.00ft
R1 = 3/8(VW(EE) _
w= 118 plf
AEE= 336 sf AA= 84 sf
Mactuat=w(Hp)2/8 = 1792 ft-lbs
FEE = 2717
Post Size 6x 6
Distribute Force to 1 Walls
E = 1100 ksi I = 108 in4
Total length of controlling shear element:
S = 36 in' Fb= 575 psi
LEE = 22 ft Trib = 24 ft
CD = 1.6 Fb = 920 psi
Span = s = 24 ft
Mmax = 2760 ft-lbs
VEE =(Trib/s)FEE = 2717 lbs
2760 ft-lbs > 1792 ft-lbs OK
V EE=VEE/LEE = 123.5 plf
Shearwall Type =29 ga. Steel w/Stitch
Allowable Shear = 160 plf
123.5 plf < 160.0 plf OK
SHEAR WALL CHOICES
29 ga w/o stitch screws 110 plf
29 ga with stitch screws 160 plf
7/16" OSB with staples 395 plf
•
. /0
Non-Constrained Post Embedded in Earth
Base Soil Lateral Bearing = S = 100 pcf
Embedded Element Width t = b_ 2.00 ft
Required spacing for increase in PFDM 8.3.11
6b = 12.0 ft
USE INCREASE w= 118 plf
S' = 266 pcf L= 11.00 ft
Va= (5/8)wL = 814 lbs
Ma = 1792 ft-lbs
d2= (6Va+(8Ma/d))/S'b
Actual d = 4.00 ft
dmin = 3.99 ft
3.99 ft < 4.00 ft OK
Uplift Frame 1 Shearwall
Trib, = 11.00 ft Total length of controlling shear element:
Trib2 = 12.00 ft L = 24 ft
Area =A= 132 sf V = 1327
Uplift Pressure= G = 17.5 psf v = V/L = 55.3 plf
Uplift= PUP= 2310 lbs Shearwall Type = 29 ga. Steel (11)
Soil Cone Allowable Shear = 110 plf
dT= 3.50 ft = 35 ° 0.61 rad 55.3 plf < 110.0 plf OK
r= 1.00 ft AP= 0.25 sf
Vs=((n(dTtanq +r)^2(dT+ I./tang:))/3)-(rrr^3/3tancp)-dTAP Frame 3 Shearwall
= 59 cf
Total length of controlling shear element:
V soil= 110 pcf
L = 24 ft
HD=Vs(Vson) = 6.50 kip
V = 1216.9
2.31 kip < 6.50 kip OK v = V/L = 50.7 plf
Shearwall Type = 29 ga. Steel (11)
Allowable Shear = 110 plf
50.7 plf < 110.0 plf OK
p
43
POST FOOTING DESIGN
MATERIAL PARAMETERS: P
Base Allow.Soil Press.= 1500 psf
Adjust.Allow.Soil Press. = 2700
Concrete Strength:fc'= 2500 psi
Post Width= 6 in
Post Depth= 6 in
FOOTING PARAMETERS: CALCULATIONS:
Diameter=b= 2.0 ft
Thickness=t= 6 in
Actual Soil Pressure=q= (DL+LL)/(rrb2/4)
= 1204 psf OK
Column Width=h1 = 6 in
Depth to Base= 48 in Punching Shear(Vu 2) = q[(rr(b/2)2)-((h1+h2)/12)2j
Column Depth=h2= 6 in = 3611 lbs
AXIAL LOADS Allow. Shear(0Vc) =(85)(4)SQRT(Fc 9(4)(h,+h 2)(h 2)/2
Dead Load=DL= 660 lbs = 24480 lbs OK
Live Load=LL= 3120 lbs
Actual Conc. Bearing= (1.4DL+1.7LL)/(h1 h2)
= 173 psi
Allow. Conc. Bearing = (0.85)(0.7fc'SQRT2)
= 2975 psi OK
CONSTRUCTION SPECIFICATIONS:
2 ft.dia.x 6 in. CONCRETE FOOTING
2 ft.dia.x 48 in. DEEP HOLE(BELL OUT AS REQ'D)
ti
2500 psi CONCRETE
BEAM-COLUMN
AXIAL LOADS & STRESSES: BENDING LOADS & STRESSES:
P1= 3780 LBS Max Moment(M1)= 0 Ib-ft
P2= 0 LBS Max Moment(M2)= 1792 lb-ft
P3= 2835 LBS Max Moment(M3)= 1344 Ib-ft
D + S, fc= 104.99 psi Load Case (16-9) D + S, fb= 0.00 psi
D + W, fc= 0.00 psi Load Case (16-11) D + W, fb= 597.24 psi
D+0.75(S+W), fc= 78.74 psi Load Case (16-10) D+0.75(S+W), fb= 447.93 psi
TRUSS MEMBER PARAMETERS:
Length: 11.00 ft S= 36.0 in^3
Ke: 0.8 1= 108.0 in^4
Effect. Length = 8.8 A= 36.0 in^2
SPECS: CALCULATIONS
GRADE: #2 HF Le/d= 17.6
Width: 6 in. Fc*= 920
Depth: 6 in. FcE = 1065
d = 6in. KcE = 0.30
Fc= 575 psi c'= 0.8
Fb = 575 psi CP = 0.739
E = 1100000 psi Fb'= 920
ADJUSTMENT FACTORS:
wind C o = 1.60 snow CD = 1.15
CF = 1.00
INTERACTION EQUATION
LOAD CASES: [fc/F'c]2+ [fbi/(Fbi'(1-fc/ FcE7)] 5 1.0 STATUS
CASES (16-7&12) By Inspection OK
CASE (16-9) D+S 0.046 0.000 0.046 OK
CASE (16-11) D+W 0.000 0.649 0.649 OK
CASE (16-10) D+0.75(S+W) 0.013 0.526 0.539 OK
N
SPECIFICATION:
USE 6 in x 6i #2 HF
Boise Cascade Single 5-1/8" x 10-1/2" BOISE GLULAM® 24F-V4/DF P'AiS D
RB01 (Roof Beam)
BC CALC®Member Report Dry I 1 span I No cant. July 2, 2019 16:04:37
Build 7192
Job name: File name:
Address: Description:
City, State,Zip: Specifier: � � ��
Customer: Designer: Stephen Brown
Code reports: PR-L313 Company: Berkey Engineering
<10
12
11 1 l l 1 : 1 :__o. + :_ T 1 W 1 1 1-------,----,---9
— — —
B2
B1
16-00-00
Total Horizontal Product Length=16-00-00
Reaction Summary (Down / Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
B1, 3-1/2" 435/0 1650/0
B2, 3-1/2" 435/0 1650/0
Load Summary Live Dead Snow Wind Roof Tributary
Live
Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125%
0 Self-Weight Unf. Lin. (Ib/ft) L 00-00-00 16-00-00 Top 13 00-00-00
1 Conc. Pt. (lbs) L 08-00-00 08-00-00 Top 660 3300 n1a
Controls Summary Value %Allowable Duration Case Location
Pos. Moment 15782 ft-lbs 72.9% 115% 4 08-00-00
End Shear 2069 lbs 18.9% 115% 4 01-02-00
Total Load Deflection L/300(0.621") 59.9% n\a 4 08-00-00
Live Load Deflection L/372(0.501") 64.5% n\a 5 08-00-00
Max Defl. 0.621" n\a n\a 4 08-00-00
Span/Depth 17.8
%Allow %Allow
Bearing Supports Dim.(LAW) Value Support Member Material
B1 Column 3-1/2"x 5-1/8" 2084 lbs n\a 17.9% Unspecified
B2 Column 3-1/2"x 5-1/8" 2085 lbs n\a 17.9% Unspecified
Cautions Disclosure
For roof members with slope(1/4)/12 or less final design must ensure that ponding instability will not Use of the Boise Cascade Software is
occur. subject to the terms of the End User
For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow surcharge License Agreement(EULA).
load. Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
• Notes - expert to assure its adequacy,prior to
anyone relying on such output as
Design meets Code minimum (U180)Total load deflection criteria. evidence of suitability for a particular
"Design meets Code minimum (L/240) Live load deflection criteria. application.The output here is based on
Calculations assume member is fully braced. building code-accepted design
BC CALC®analysis is based on IBC 2015. properties and analysis methods.
Installation of Boise Cascade
Design based on Dry Service Condition. engineered wood products must be in
accordance with current Installation
Guide and applicable building codes.To
obtain Installation Guide or ask
questions, please call(800)232-0788
before installation.
BC CALC®, BC FRAMER®,AJSTM,
ALLJOIST®,BC RIM BOARDTM,BCI®,
BOISE GLULAMTm,BC FloorValue®,
VERSA-LAM®,VERSA-RIM PLUS®,
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