HomeMy WebLinkAboutPermit Building 2019-09-10SPRINGFIELD
,b
OREGON
web Address: www.springfi eld-or.9ov
City of Springfield
Development and Public works
225 Fifth Street
Springfield. OR 97477
541-7 26-37 53
Email address: Dermitcenter@sprinqfield-or.qov
Project: Restoration of Commercia! Bldg
TYPE OF WORK
Catcaory of Construction: Commercial Type of work: Replacement
Submitted ,ob value: $169,000.00
Dcscription of worki Restoration of commercial building damaged by snow
JOB SITE I'IFORt,IATION
worksite Address
157 S 47TH ST
Sprinqfield, OR 97474
Owner:
Address:
HOWSCHMIO LLC
3180 RIVERPLACE DR
EUGENE, OR 97401
LICENSED PROFESSIONAL INFORiiIATIO
Business Name
ANG Engineering Group - Primary
License
Engineer
License Number
67110PE
Phone
541-345-7720
PENDING INSPECTIONS
lnspection
1999 Final Building
8999 Final Fire
1260 Framing
1020 Zoning/Setbacks
1110 Footing
1120 Foundation
1450 Insulation
1530 Exterior Shearwall
Inspectlon Group
Struct Com
Fire
Struct Com
Struct Com
Struct Com
Struct Com
Struct Com
Struct Com
tnspcqtion Status
Pending
Pending
Pending
Pending
Pending
Pending
Pending
Pending
SCHEDULING INSPECTIONS
permtts Grptre if work is not started wtthtn l8o Days of lssuancc or if work is suspended for 18o Days or long€r depending on
the lssulng aCency's PolicY'
a|| provtstons of laws and ordlnances goveming this tyPe of work wlll be colnplled wlth whcthe] sPeclfied hereln or not'
Granting of a permtt does not presume to giva authodty to viol.te or cancelthe P.ovlslons otany othcr state or local law
rogulating constructlon or thc P€rform.nce of consttucdon.
aTTEiTIOt{: Oregon taw requlres you to follow rules aaropte.d by the oregon udllty tlotitlcauon c€nter. Thos€ rules are set
torth in oaR 952-oo1-oo10 dtro{gh oaR 952-oO1-OO9O. You m.y obtaln coPies ot th€ rules by calllng the c.nt€r at (5o3)
232-1947.
all percons o, cnducs p€dorming work under this pe.mlt are requlred to bc llcens€d unless €x€mpt€d by otts 701'olo
(structural/llcchanlcal), oRs 479.540 (Elect lcal), and oRs 693'olo-o20 (Plumblng)'
ftrnted on: 9/10/19 Page 1 of 2 ci\mvReport5/rcpo'tt/poductio'vo1 STANDARD
Building Permit
Commercial Structural
Permit Number: 811-19-oo1a41-STR
IVR Number: 811044202902
Permit lssued: September 10, 2019
Parccl
1702324202t00
Various inspections are minimally required on each project and often dependent on the scope of work. Contact
the issuing jurisdiction indicated on the permit to determine required inspections for this project.
Schedule or track inspections at www.buildingpermats.oregon'gov
Call or text the word "schedule" to 1-888-299-2821 use M number: 811044202902
Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store
Permit Number: al l-19-OOlA41-STR Page 2 ot 2
Fae Descrlptaon
Technology Fee
Plan Review - Minor, City
Structural building permit fee
Structural plan review fee
State of Oregon Surcharge - Bldg (l2ok of applicable fees)
Quantity Fee Amount
$118.68
$141.00
$ 1,3 53.04
$879.48
$ 162.36
$2,654.56Total Fees:
C: \my Reports/re portt/productDn/0 r STANDARD
1
PERMIT FEES
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Structural Permit Application Lffi225 Fifth Stre€t 0 Spriryfi€ld. OR 97477 . PH(541)726-3753 . FAX(541|126-3689
This permit is issued under OAR 918-{60-0030. Permits expire if work is rot start€d rithin 180 days of tsSuance or if work is
suspended for 180 days.
LOCAL GOVERNMENT APPROVAL
This project has final land-use approval
Signature:Dale
This projecl has DEQ approval
Signature:Date
Zoning approval verified: ! Yes E No
Property is u/ithin flood plain: !Yes ENo
CATEGORY OF CONSTRUCTION
E Residential E Govemment E Commercial
JOB SITE INFORMATION AND LOCATION
Job site address: 157 5 47th Street
Cityr Springfreld State: Oregon 7.1P,q74?8
Lot no
Taxlot: 17-02-32-42-02100
PROPERTY OWNER
Name: HOWSCHI\rID LLC
Address: 3180 Riverplace Drive
City: Eugene State: Oregon ZIP:97401
Phone Fax
E-mail e l;-E
Building Owner 1 applicalion
Sign here:_ -*,E This insbllaiion is berng made on residentral or farm property ouned
by me or a member of my immediate famil,v, and is exempl from
licensing requirements under ORS 701.010.
CONTRACTOR INSTALLATION
Business name: Pierce Restoration
address: QO&:t \o\\ tbi \\t SCrt\ao66io.
city: S\r+V\od.:\State zlPq'l{)q
Phone:S{l -tl<4 \j3 \Fax:
E-mail
CCB license no
Print name: fff af Q- F Ca?,,g(
Signature
SUB.CONTRACTOR INFORMATION
\amt CCB Liccnse #Phon€
Electrical
Plumbing
Ilechanical
)L^^.5ft" DL - [rcet^"- l:d,.
TRok -@ (sler.e- -saa unu.t)1,1--
erJ "'^li---)"!^^:ffiJP{a"rg\r3\rl
DEPARTMENT USE ONLY
tctPermit ncr
Date;q
FEE SCHEDULE
l. Valuation information
(a) Job description: Restoration of Commercial Bldg. Damaqed by snow
Occupancy B business
Square feet: 3640
Cost per square foot: $46.43
Type of Hest: roof top package unit u/ith natural gas & heat pump
Energ Path:
I new Ealleration L] addition Restoration
G) Foundatiotr-only permit? E Yes E tlo
Total valuation:s 169,000
2. Building fees
(a) Permit fee (use valuation lable)s 1353.04
(b) Investigative fee (equal to [2a])s
s
(d) Enter l27o surchatge (.12 x t2a+2b+2cl)$ 162,36
(e) Subtotal of f€es abov€ (2a through 2d):s 1515.40
3. Plan revierv fees
(a) Plan review (65% x permil fee [2a])s 879.48
(b) Fire and life safety (65% x permit fee [2a])S
(c) Subtotal offees above (3a and 3b)s 879.48
,1. Nliscellaneous fees
(a) Seismic fee, l% (.0t x permit fee [2a])S
(b) Tech fee, 5% (.05 x pemit fee[2a]+PR fee [3c])s 111,63
JOTAL fe€s and surcharges (2ef3c+4a+b):s 2506.51
Lasr edited 5-5-2019 Bjones
Construclion t)?e: V-B
Other information:
(c) Reinspection ($ per hour):
(number ofhours x fee per hour)
Subdivision:
Reference:
un9n0
EGONOR
,|
\r
LPINE
Alpine, an ITW Company
8801 Folsom Blvd., Suite 107
Sacramento, cA 95826
Phone: (800)877-3678 (91 6)387-01 1 6
Fax: (916)387-1110
sacseals@itwbcg. com
Customer: Empie Wood Producls Job Number: SK-17131
Job Descliotion: commercial sprinolield
Address:
Design Code: IRC 2012 lntellivlEW vesion: 18.02.01
JFel#i 1Wt\rW65980004
Wind Slandatd: ASCE 7-10
Wind SDeed lmDh): 135
Bool Load (psl): 25.00 7.00 0.00-10.00
Floot Load (pst): None
This package contains general notes pages, 1 kuss drawing(s) and 2 detail(s).
Reviewed by Steve Shegedin
Mortier Ang Engineers 81712019.
Design Approved.
(see correction to quantity)
T1'1 200.19.1321.50223
Printed 7/1S,201 I 1 i31 :22 PM
Sile lnlormation:Paoe 1:
Job Endineerino Criteria:
Item Seal #Truss Item Seal#Tluss
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI '1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
lnstitute. The lruss component designs conform to the applicable provisions of ANSlffPl 'l and NDS, the National Design
Specification for Wood Construction by AF&PA. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no dutyto
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for veriflcation of that information remains with others neither employed nor conlrolled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss componenl
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSUTPI 'l Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual componenl, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasleners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope ofthe agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copyof this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters Bl, 82,
87 and/or 810 (Building Component Safety lnformation, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for laleral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for lhe temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required localions for laleral restraint or bracing depicted on these drawings are for the permanenl laleral support of
the lruss members to reduce bucklirig lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters 83, 87 and/or 810, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate lnformation:
Alpine connector plates are made of ASTM A653 or ASTI,4 41063 galvanized steel with the following designations,
gauges and grades: w=wave, 209a, grade 40; H=High strength, 20ga, grade 60; S=Super strength, 18ga, grade 60.
lnformation on model code compliance is contained in the ICC Evaluation Service report ESR-1 118, availablJ on-line at
www.icc-es.orq.
Page 1 of 2
General Notes (continued)
Key to Terms:
lnformation provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
informalion on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
L/# = user specifled divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
l\4ax BC CSI = Maximum bending and axial Combined Stress lndex for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress lndex for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress lndex for Webs for of all load cases.
NCBCLL = Non-Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a lruss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity (wind or seismic)
Ioad cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non-gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non-gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Wldth of non-hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
References:
AF&PA: American Forest & Paper Association, 'l 1 1 1 '19'h Street, NW, Suite 800, Washington, DC 20036;
wvwv.afan dpa.orq
2. ICC: lnternational Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group lnc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043;www.aloine itw.com
4. TPI: Truss Plate lnstitute,218 North Lee Streel, Suite 3'12, Alexandria, VA22314:www.toinst.orq
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, Wl 53719;www.sbcindustrV.co
Page 2 of 2
SEQN:73830 MONO K.*zg Job Number: SK-17131
commercial sprn96eld
cusr: R6598 JRef: 1W MW65Sa000,fI1
DtuNo: 200.19.1321 50223
c\l 47t19!2019
3"8
13 6"3 242"11 2611"2 338',14 40 5"5 471"13 5311"8 60 8'
65"6 9"12 68"8 6'8'8
12
6 9"12 68"8 69"12 68"8
a2
E I
1.5X4
H I
=6X6 L
2X5
=5X5(")
= 8X8
B G K
c D N :a.*;_rl
(a)l*,\,\12
w18
o
12X14
L
Z
B1
U
= 3X5
T S
2X4
RQ
=H0610
608
65'6 9"12 68"8 68^8 6 9"12 68"8 69"12 68^8
6',8"8 13 6"3 20 211 2611"2 33',8"14 405'5 471^13 5311',8 60'8"
Loading Criteria (psr)
TCLL] 25.00
TCDL: 7.00
BCLL: 0 00
BCDL: 10.00
oes fo: az.oo
NCBCLL: 10.00
Soflit: 204
Load Duralion: 1-15
Spacing: 24.0 "
Wind Criteria
winri Std: ASCE 7-10
Speed: 135 mph
Risk Caiegory: ll
EXP:C Ka:NA
Mean Height 21.96 ft
TCDL:3.5 psl
BCDL: 5.0 psf
l,4WFRS Parallel Dlsl:0 to h/2
C&C Dist a:6.07 fi
Loc. from endwall: Any
GCpi:018
Wind Duration: 1 33
Snow Criteria (Ps.Pr n PsF)
Pg:25 0 Ctr 1.1 CAT: lll
Pt:21.2 Ce: 1.0
Lu: - Cs: 1.00
Snow Duralion: 1.15
Code / Misc criteria
Bldg Code: 1RC 2012
TP Std: 2007
z 2529 l- l- 11068 n32 1117
o 2529 t- /- 11068 n31 l-
Wlnd reactions based on MWFRS
Z B€ Widlh = 5.5 lvin Req = 2.7
O Brg Width = 5.5 [,4in Req = 2.3
Beadngs Z & O are a rigid su.face.
l\,{embers not listed have forces less than 375#
Maximum Top Chord Forces Per Ply(lbs)
Chords Tens.Comp. Chords Tens. CompFr/RT:20(0)i 10(0)
Plale Type(s): Single Roller
WAVE, HS VIEW Ver: 18 02.01A.0205.20 AB
B-C
CD
D.E
E-F
FG
1897
315S
3914
391.1
4221
4W1
- 3887
- 6640
- 8300
,8295
,8992
8756
G-H
H-l
I,J
J.K
K.L
4098
4103
2745
2746
1fi2
- 8753
- 8755
- 5902
,58S8
- 3352
Top chord 2x6 DF-L#2(g)
Bot chord 2x8 DF-L #1&8e1.(g) :B1 2x8 DF-L #2(g):
Webs 2x3 DF-L Slandard(g) :W1, W6, W14, W16, W17,
W18 2x4 DF-L Standard(g):
:W2, W4, W19 2x4 DF-L #1&Bet.ig):
rlt Beadng Leg 2x4g DF-L Slandard(g):
:Rt Bearing Leg 2x4g DF-L Standard(g):
Lumber shall be dried to a maximum rnoislure content
of 19% prior 10 inslallation.
Bracing
(a) Continuous lateral restrainl equally spaced on
Deflection
Max JTVERT DEFL: LL:0.91" DL:0.93". See detail
DEFLCAtlB10l4 lor camberrecommendations
Provide for adequate drainage of roof.
AdditionalNotes
WARNING: Furnish a copy ofthis DWG to the
installalon conlractor. Failure to follow provisions of
BCSI in handling and installation oftrusses can resull
in senous injunes Do not permil inexperienced and
uninstructed people to install trusses. See
"wARNING' note below BCSI reconmends
retaining a regislered professional engineer for the
design of temporary bmcing
Truss must be installed as shown wilh top chord up.
Maximum Bot Chord Forces Per Ply {lbs)
Chords Tenscomp Chords Tens. ComP
Y.X
V.U
U.T
3993
6708
6708
8338
9000
2011
-3250
3250
- 3986
-4274
T.S
S.R
R-Q
Q'P
P,O
77Uvu
5837
5837
322
Plating Notes
Connectors in qreen lumber (s) desisned uslng
NDSITPI re.l!clion faclors
All plates are 5X7 except as noted.
(")2 plate(s) require special posiUoning. Refer to
scaled plate plot delails for special positioning
lvlaimum Web Forces Per Ply (lbs)
Weos Ter . Co np Webs Ten,. Comp
Z,AA 't 180
1175
4310
1051
3072
745
1867
475
n0
2461
-2010
-2M7
- 1430
- 1436
-471
- 853
- 360
H
T
l-
R
K
L
N
-T
-t
R
-K
-L-o
-o
- 413
- 487
-217
-ffi1
,3U35
- 808
-w4
-3613
Loading
Bottom chord checked for 10 00 psf non-concu rrent
Y.B
B.Xx-c
C.V
V-E
EU
Wind loads based on |WFRS with addilional C&C
End vedicals exposed lo wind pressure Defleclion
meets Ul80.
"WARNING* READ AND F-OLLOW ALL NOTES ON THls DRAWING!.*IMPORTANT" FURNISH TH]S DRAW NG TO ALL CONTRACIORS NCLUD NG THE INSTALLERS
Trusles reourre enreme care rn fabr.atrno handino sh Do no. tr sla h']o and oraolo Rere' ro and fo lod rhe la "<l "drr on of BCS (Buldrro
Comooneni Saferv lnformalion ov TPI and SBCA) i6r safet\ dricr,ces o-flor to oerfoiinino these tunctions. lnsLallers shaLl orovide temDorarv-
ora{-iho oer BCS 'Un e,s noted othen^ise loo (hoio shal hiie orooerli attaLred strucuidl sSedlh no dlo bollor cl-ord shall have a orooedv
dltachEd r o d Le,l no Lo.atonsshownforoermanenrlateralre:1,;int6freosshalha.eb'acr.lor,rs'al.dDcrBCSlse.IorsB3 87 o'810.
rs aool caole ADolr' o ires to ea 'h face of r'1., ano poqrr 01 r. c1o^n above aid on rhe Jo nfDeuils. Ll ess roled olheM :e Rel€ ro
draviihqs r60A Z'rbr'slandard plaie posrl ons
Aloine . oivision ol ITW BLrloino Comoonents Grouo rn.. snal nolberesoonsblelo,dr.oe!ialro_nomhisdrawinoar/rdlL,eIoDuidtlernisl.n.onfomrn.-A n ANSI/TP llorlorn.ndino shoorno rn sta! atron and orac no of trussesA seal on this dr;wino or c over Daoe
listinq th is drawinq. ind icales acce ptan ce of proles sionaf enq inee rinq res pons'ibility solely lor the de siqn sh olin. The suilabilityand Use of lhis drawins for any structure is the responsibiliVof the Suilding Designer per-ANSlfTPl I SEc.2.
,4LPINE
N F
9575
OREGON
and thesawebsiles: ALPINE: u^fr a
8801 Folsom Bvd Suile 1
Sacramenro, cA 95826
68"8
=8X10=5xs(')
68"8
F,
3"8
1.a
Defl/CSlCriteria
PP Defleclion in loc L/dea L/#
vERr(LL) 0.913 F 797 24O
VERT(TL): 1.8a9 F 393 180
HORZ(LL): 0156 A -
HORZ(TL): 0315 A -
Creep Factor: 1 5
Max TC CSI: 0.690
Max BC CS!: 0 829
N,4ax Web CSI: 0 942
Maximum Reacrions (lbs)
Gravity Non Gravity
Loc R' /R /Rh /Rw /u /RL
-w7
-3U7
- 2144
-2744
-'t521
270
1222
1055
1352
1436
1891
1808
3554
61395 Highsay l0r Soulh
coos BAY oR 97.1200rs2
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3
IVIORTIER ANG
ENGINEERS
CIVIL I STRUCTURAL I FIRE
Structu ral Calcu lations
Restoration of Gommercial Building
Damaged by Snow
157 S 47th St., Springfield, OR 97478
Prepared For: Pierce Restoration
\Nork Order'.22182
Date: 21 June 2019
Project Abstract:
This project consists restoration of a commercial building at above address
Calculations is done for new design, under lateral and vertical loading.
1355 OAK ST., STE. 2OO _ EUGENE, OREGON 97401
Page 1
P: (541) 484-9080
Table of Contents
Structu ral Calculations
Restoration of Gommercial Building
Damaged by Snow
157 S 47th St., Springfield, OR 97478
Prepared For: Pierce Restoration
WorkOrder:22182
Date: 19 June 2019
{\'^.-J
PageSubject
G e n e ral P roj ect I nform atio n
Vertical Force Resisfrng Sysfem
Lateral Force Resisfing Sysfem
1355 OAK ST., STE. 2OO _ EUGENE, OREGON 97401
3-9
11 - 12
13-19
20-34
Page 2
P: (541) 484-9080
ffi
A/l i scel I a n e ou s Stru ctu ral
413012019
I lVain St I
St. Vincent de Paul
- Maln Street Thrift...
U.S. Seismic Design Maps
OSH PD
157 S 47th St, Springfield, OR 97478, USA
Latitude, Longitude: t14.0449599, -122.95188000000002
un Pro Shooting
upplies,LLC
Dairy Queen Grill & Chill
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Woodside Senior Living
Jenna Village
United States
Postal Service
9 Aster St
NIap data O2019 Google
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Oate
Design Code Reference Documenl
Risk Category
Site Class
4/30/2019,9:06:21 AM
ASCET-10
I
D - Stif Soil
TyPe
ss
s1
Sr.rs
sur
Sos
sot
Type
sDc
PGA
PGAM
TL
SsRT
SsUH
SsD
S1RT
Sl UH
S,I D
PGAd
uRs
cnt
Value
o.717
0.378
0_879
0.621
0.586
0.414
Value
D
1.227
'1.645
0.341
1.159
0.395
0.717
0.841
1.5
0.378
0.454
06
0.5
0.852
0.832
Description
I\,,|CER ground motion. (for 0.2 second period)
MCER ground motion- (for 1.0s period)
Site-modified spectral acceleration value
Sile-modifi ed spectral acceleralion value
Numeric seismic design value ai0.2 second SA
Numeric seismic design value at 1-0 second SA
https://seisrnicmaps.org
Page 3 1t2
Description
Seismic design category
Site amplificataon factor at 0.2 second
Site amplmcafun factor at '1.0 second
MCEG peak ground acceleration
Sile amplification factor at PGA
Site modified peak ground acceleration
Long-period kansition penod in seconds
Probabilistic risk-targeted ground motion. (0.2 second)
Factored uniform-hazard 12% probability ofexceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilislic dsk-targeled ground motion. (1.0 semnd)
Factored uniform-hazard (27o probability ofexceedance in 50 years) spectral acceleration-
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
l\,,lapped value of the risk coefficieni at short periods
Mapped valire ofthe risk coeflicient at a period of 1 s
4130t2019
MCER Response Spectrum
U.S. Seismic Design Maps
15
15
o
6
.^\
U)
1.00
0.75
0.50
0.25
0.00
0.6
0.4
0.2
0.0
50
Design Response Spectrum
10
Peiod, T (sec)
-
sa(s)
10
Peiod, T (sec)
-
sa(g)
50
D SCLAII\4ER
While the informalion presented on this website as believed to be correct, SfAOC 4OSHPD and its sponsors and conlribulors assume no responsibi|ty or
liabilily for its accuracy. The materiaT presented in this web applicalion should nol be used or relied upon for any specific applicalion without competent examination
and veriflcation of its accuracy, suitabilily and applacability by engineers or olher licensed professionals. SEAOC / OSHpD do not intend that the use ofthis
information replace the sound judgment of such compelent professionals. having experience and knowtedge in lhe lield of practice, nor to substitute for the
standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Llsers ofthe information from
lhis website assume all liabilily arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsibte
for b!ilding code approval and inlerpretation for the building site described by lalitude/longilude location in the search results ofthis webstie.
https://se smicmaps org Page 4
2t2
luA MORTIER ANG
ENGINEERS
STRUCTURAL I CtVtL J FtRE PROTECTTON
1355 OAK STREET, STE 2OO
EUGENE, OR 97401
P: 541{84-9080 I F: 541-484€859
work Order ZZL82 Project:157 S 47TH ST,SPRtNGFtETD, OR 97478 oate:512/2O79
Project Design Loads and Criteria
2014 0SSC/2012 |BC/ASCE 7-10
Use, Occupancy, Construction, and Risk Gategory
2014 OSSC - Chapter 3 and Chapter 6
Type V B
B
I
construction Type (ossc ch 6)
occupancy (OSsC Ch 3i
Risk category (Table 1604.5)
Occupants
Any Material
All Other Struct
People
Vertical Deflection Criteria
2014 OSSC - Table 1604.3
L
Ll24O
60 or 3/4"Ll240*
r/600
SorW D+L
SorW D+L
.L
3/4" limit shallapply to D+t if siCnificant Dt
is applied after stud installation-
Notes
Notes
L/360
Supporting Brittle ceiling
Supporting Non-Brittle Ceiling
Not Suppo(ing Ceiling
3/4" limit shall apply to D+t if significant DL
is applied after stud installation.L/180 Ll12O
L/36O ot 3/4"L/24O+
3/4" is a soft limit intended to accornmodate commonly available slide clips and deflection track at exterior CFS walls
Lateral Deflection Griteria
L/180L/24O
Ll24O
2014 OSSC - Table 1604.3
Wind
L/360 |
L/24O
Notes
With Stucco/Plaster
With Other Brittle Finishes
with Flexible Fanishes
wind load deflection checked with 0.42 load factor
0-6 (ASD)x 0.7 (Conversion to 50 year MRI)
structural Drift (ASCE 7-10)Wind Seismic Notes
Ll12O
sll+oo o.o2olx h,"see Table 12.12-1
There are no current restrictions on wind story drift limits. Story drift limits for \dind based on recommendations by SK Ghosh
Page 5
Floor Beams and Deck
Typical
Perimeter
Supporting Masonry
Roof Beams and Deck L
N/A
L|400
L/360
Out of Plane Walls
All other structures
ws MORTIER ANG
ENGINEERS
STRUCTURAL I CtVtL I FtRE PROTECTTON
1355 OAK STREET. STE 2OO
p, s+r+ea-eo#irltii?E :;33J
22LA2 157 S 47TH ST,SPRINGFIELD, OR 97478 Date 5l2lzo7e
Dead/Soil/Hydrostatic Loads
ASCE 7-10 Chapter 3
Floor Assembly
Wall Assemb Exterio
Total
Other Assembl
Totr
Live Loads
psf
psf
psf
psf
psf
Roof Assembl
Total
Wall Assembl lnterio
Total
Other Assembl
Total
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
Total Roof Dead Load 77
0 77
2x6 studs@16"0.c.1.5
5/8" gypsum board 2.2
15/32" plywood wall sheathing 2.2
M isc.3.1
lnsulation 1
10 0
0 0
ASCE 7-10 Chapter 4
50
#N/A
sN/A
#N/A
sN/A
L,niform Load
psf
psf
psf
psf
psf
psf
psf
psf
Concentrated Load
2000
#N/A
SN/A
#N/A
sN/A
lbs
lbs
lbs
lbs
lbs
lbs
lbs
lbs
Page 6
Total
Offices
I'A STRUCTURAL I CIVIL I FtRE PROTECTTON
1355 OAK STREET, STE 2OO
EUGENE, OR 97401
P: 541-484-9080 I F: 541-484-6859
Work orde. 22LAz Project:157 5 47TH ST,SPRtNGFtETD, OR 97478 Date sl2l20t9
Snow/Rain Loads
ASCE 7-10 Chapter 7 & Chapter 8 + 2007 sEAo snow Load Analysis for Oregon
Balanced Snow Load ASCE 7-10 Chapter 7.3 and 7.4)
psf (ps)
pcf (Y)
-(ts)
- (c,)
0.9 - (c")
ft (hb)
Roofslope
Roof5lope
Roof Slope Factor
Roof Slippery & Unobstructed
Flat Roof Snow Load
Sloped Roof snow toad
Rain on Snow Surcharge
Balanced snow toad (W Ros)
0.0
1.00
11.9
5
psf(p,)
psf (p.)
psf
psf
Unbalanced Snow Load (ASCE 7-10 Chap ter 7.6)
11 o
15.43
1.00
11.9
o.77
1.00
Fully Exposed
Calculations for Hi and Gable Roofs onl Curved, Folded Plate, Sawtooth, Barrrel Vault, or Domed roofs require hand calculations in
accordance with ASCE 7-10 7.6. tf Eave to Ridge Dist. s 20 ft, see discussion in 7.6.1 for alternate unbalanced snow load pattern
#Drv/0!:1(s)
ft
psf
30 h (w)
psf
psf
SEAo Minimum Snow Load Case 2007 SEAO Snow Load Anal is for O on
Eave To Ridge Dist.
No Unbalanced Loading Req'd
No Unbalanced Loading Req'd
lnverse of Roof Slope
No LJnbalanced Loading Req'd
No Unbalanced Loading Req'd
psf Rain on Snow Surcharge
Min Bel. snow Load (W RoS)
Unbalanced
W < 20 lt $ith
rcof mflcr rystern
lMin Flat Roof 5now Load
Min snow load per SEAO Snow Load Analysis is ls*2opsfwith an additional Spsf rain on snow, if roof pitch is shallow, roof is not slippery and
runoff is obstructed.
Balan(jed
psf
I*p!
:h. Jsr3"ll
t "r/'60.3 P'Uoba,nDccd
Olhcr
pr
0.0
0.0
0.0
0.0
520
25.0
I
I
Page 7
MORTIER ANG
ENGINEERS
Ground Snow load
Snow Density
Snow lmportance Factor
ThermalFactor
Terr- Exposure Category
Roof Exposure
€xposure Factor
Height of Balanced Snow toad
:72
degrees
No
B
16.9
Not : Unbalanccd loads need not b€ consider€d
for e> 30.2" (7 oD 12) o. for 0<2.38'(1,2 on 12)
p,
luA MORTIER ANG
ENGINEERS
STRUCTURAL I CrVtL I FrRE PROTECTTON
1355 OAK STREET, STE 2OO
EUGENE, OR 97401
P: 541-484-9080 | F: 54'1-484-6859
22ra2 Project:157 S 47TH ST,SPRtNGFtETD, OR 97478 Date:sl2120t9
Seismic Loads
ASCE 7-10 Chapters 11-14
Site Parameters (ASCE 7-10 Cha ter 11
Site Class
1 Second Spectral Acceleration
1 Second Site Coefficient
1 Second SpectralAcc. W Site Eff
1 Second Design spectGl Acc.
LonB Period Transition Period
Seismic DesiSn Category
Short Period Spectral Acceleration
Short Period Site Coefficient
Sho( Period SpectralAcc. W Site €ff
Short Period Design SpectralAcc.
(sDc)
I (s5)
- (F.)
c (s"J
c {sos)
c (s1)
' (F")
c (sM,)
c {so,)
sec (TJ Oregon TLvalues are typically 16 sec
Seismic Force Resisting System (ASCE 7-10 - Cha t 12\
D
0.378 o.717
7.644 1..225
o.627 0.879
o.474 0.5 86
N-S Basic Seismic Force-Resisting System (ASCE 7-10 Chapter 12.2)
Footnotes
Response Modifcation Fctr
Deflectaon Amplific. Fctr
HeiSht timit
(R)
- (cd)
ft
ASCE 7-10 Detailing Sectjon
Overstrength Factor
Seismic lmportance Factor
(oo)
- (1,)
83sac Seismic Force-Resistans system {Table 12.2.1
6.5
Verticaland Horizontal lrregularities (ASCE 7-10 Tables 12.3-1 and 12.3-
Redundancy (ASCE 7-10 Chapter 12.3.4)
ls the structure located in seismic design category B or C?
Does the structure meet the requirements of 12.3.4.2 (b), regular and having multible bays of MLFRS?
Does the structure meet the requirements of 12.3.4.2 (a) - See table 12.3-3?
Redundancy Factor (p)
Equivalent Lateral Force Procedure (ASCE 7-10 Cha r 12.8)
Confirm that Eq. Lat. Force Procedure as permitted per Table 12.6-1
Structural System
Building Period Coefficient
StructuralHeight
Seasmic Response Coeffi cient
- (c,)
ft (h")
x w lbs (q)
Building Period Exponent
Approximate Euilding Period
- (x)
sec (T.)25
See seismic analysis section for detailed seismic load calculations including vertjcal and horizontal distribution
N/A 74.7,74.5
3
4 1.00
55
15. Light Frame (Wood) Walls Sheathed With Wood Structural Panels Rated For Shear Resistance or Steel Sheets
No
Yes
Yes
0.02 0.75
0.224
0.090
Yes
AII other structural systems
Page 8
D
16
rl
t-{l MORTIER ANG
ENGINEERS
STRUCTURAL lCrVrL I FtRE PROTECTTON
1355 OAK STREET, STE 2OO
EUGENE, OR 97401
P: 541-484-9040 I F: 541-444-6459
Work Order:22t82 157 S 47TH ST,SPRtNGFIEI-D, OR 97478 Date sl2/2019
E-W - Basic Seismic Force-Resisting System (AscE 7-10 chapter 12.2)
74.4
2.52
1.00
NP
9. Ordinary Reinforced Masonry Shear Walls
(R)
'(cd)
ft
ASCE 7-10 Detailing Section
Overstrength Factor
Seismic lmportance Factor
- (oJ
- (1.)
Basic Sei3mic Force-Resisti System (Table 12.2.1)
Vertical and Hori2ontal Irregularities (ASCE 7-10 Tables 12.3-1 and 12.3-2)
Redundancy (ASCE 7-10 Chapter 12.3.4)
Redundancy tactor ' (p)
uivalent Lateral Force Procedure (ASCE 7-10 Chapter 12.8):
Confirm that Eq. lat Force Procedure is permitted perTable 12.6-1
ls the structure located in seismic design category B or C?
Does the structure meet the requirements of 12.3.4.2 (b) - regular and having multible bays of MLFRS?
Does the structure meet the requirements of 12-3.4-2 (a) - see table 12.3-3?
Structural system
Building Period Coeff icient
StructuralHeiBht
Seismic Response Coefficient
-(q)
ft (h^)
x w lbs (Ct)
Euilding Period Exponent
Approximate Building Period
See sersmic analysis section for detailed seismic load calculations including vertical and horizontal distribution.
No
Yes
Yes
1
o.150.02
o.21.723.L
0.29
All other structural systems
Page I
Response Modifcation Fctr
Deflection Amplific. Fctr
Height Limit
- (x)
sec (T.)
Yes
Wind Loads o,, l,lain Wind-Force Resisting System
Rigid Buildings of A Heights (Directional Procedurc)
Buildlng with Gable, Hip, Monoslope or Mansard Roof
per ASCE 7 -10 section 27.4 bySNS revised 1/2018
input in shaded cells
Prolecl : Howard Restoration
Job : 22142
Oate: 5l2Al2O19
Building Width - Parallel to Ridge
Euilding Width - Normal to Ridge
Eave height
Mean roof height
RooI slope wind normalto ridge
Basic wind speed
Exposure Calegory
Wnd directionality faclor
Topographic tactor
Velocity pressure exposure coelficient
feet
teel
feet
teot
/12 =
mph 26.5.1
ta e 26.61. page 194
26.8.2
60
60
23
0
120
B
0.85
1.00
1.00
0.85
wind lgltra! to ndge UB=
wind paGllqlto ridge UB =
1.00
1.00
h
h
0.0 degrees
B,C or
&
K,
D
0.65
20.3
table 27.3-1 page 205
eq 27.3-1
EnclosureClassification EnclosedoreartiallyEnclosed
lnlernal pressure co€ffi cienl
Reduction tactor for large volume buildings R,
Gusl effect factor G
E 26.10
q"
GCd = 0.18 table 26.11-l page 201
26.11.1.1
26.9
Extemal pressure coefficient, q pet figwe 27.4-1 page 207
case 2
Leelyard Wall - wlnd normal to ridge
Leeward Wall - wind parallelto ridge
Side Wall
Eave - windward
0.8
-0.50
-0.50
-o.1
0.8
wind normal to ridge with slope > 10 degrees :
h/L= 0.38 Roof- Mndward
Roof - l€eward
n.a
n_a
na
wind normal to rldge with slop€ < 10 degrees '
ho/L= 0.38 Roof - 0 to h/2 trom odge
h.l2= 12' Roof - h/2 to hfrom edge
2h.= 46' RooI - h to 2h from edge
Roof - >2h trom edge
-0.90
-0.90
-0.50
-0.30
-0.18
-0.18
-0.18
-0.18
wind parallel to ridge:
h/L= 0.38
6l2 = 12'
2h= 46'
Roof - 0lo h,/2 from edge
Roof - h/2 to h from 6dge
Root - h to 2h Irom edge
Roof - >2h from edge
-0.90
-0.90
-0.50
-0.30
-0.18
-0.18
-0.18
-0.18
pet eq27.4-1
lntemal pressure q(GCF) = +/- 3.7 psf lntemat pressure
Windward Wall
Leeward Wall - wind normal to ridge
Leeward Wall - wind parallello ridge
Side Wal
wind normalto ddge wjth slop6 > 10 degrees :
Eavo - windward n/a al underside Roof - windward
(includes root pressure) Roof - teeward
negativeposilivenegatvepositive
LOAD CASE 1 LOAD CASE 2
Design Wind Pressure p = qGCp - qi(Gcpi) psf positive wind pressure on exlerior surface is loward building interi
n.a
n.a
n.a
n.a
n.a
n.a
wind normal to ridge with slope < 10 degreosi
Eave - windward 29.4 al underside
(includes rcof pressure)
-19.2
-19.2
-'t2.3
-8.9
Roof - 0 to h/2 from edse
Roof - h/2 to h from edge
Roof - h to 2h frcm edge
Roof - >2h from edge
-11.9
-'1 1.9
-5.0
,1.5
-6.8
-6.8
-6.8
-6.8
0.s
0.5
0.5
0.5
wind parallel to rjdge :
Eav6 - windward 29 at underside
(includes roof pressure)
-'19.2
-19.2
-12.3
-8.9
Roof - 0 to h/2 from edge
Roof - h/2 to h ftom edge
Roof - h lo 2h from edqe
RooI - >2h ftom edge
-11.9
-11.9
-5.0
-1.5
-6.8
-6.8
-6.8
-6.8
0.5
0.5
0.5
0.s
10.2
-12.3
-12.3
-15.8
'17.5
-5.0
-5.0
-8.4
10.2
-12.3
-12.3
-15.8
17.5
-5.0
-5.0
-8.4
n_a
n.a
,:zJ,.Vt{ I E I:'aL'PASSEDHEMBER REPORT
Level. Wallr Header
1 piece(s) s Ll2" x ,.2" 24F-v4 oF Glulam @ Garage dOOr
OveGllLengih: 12'6"
All locatrons are measured from the outslde Face of left support (or left canUlever end). All dlmensions are horizontal
Design Results LOf Load: Combination (Pattem)
[{ember Reaction (lbs)7975 @ 1 1/2'10725 (3.00)Passed (74olo)1.0D+1.05(AllSpans)
Shear (lbs)6380 @ 1', 3"11409 Passed (48%)1.15 1.0O+1.05(AllSpans)
Pos l"loment (Ft lbs)23936 @ 6',3',30360 Passed (79%)1.15 1.0 D-r 1.0 S (AllSpans)
Live Load Defl. (in)0.267 @ 6', 3',0.408 Passed (L/551)l.0D+ 1.0S(AllSpans)
Total Load Defl. (in)0.454 6', 3"0.613 Passed (U324)1.0D+ 1.0 S (AllSpans)
. Deflection oiteria: u (U360).nd n (U2a{).
. Top Edse Eracins (Lu): Top comprelsion edge must be bBced at 12 6" o/c unless debiled otheBis€
. Bottom Edge Eracing (Lu): Bottom compr6sion €d9€ must be breed at 12' 6" o/c unl€ss detailed otherwise.
. C.iti6l positive mom€.t 6dju$ed bY a volurn€ h<tor of 1-00 th.t rds Glculated uing l€ngth t = !Z' 3'.
. The effe.ts of pos,ti!€ or negative c;mber hav€ not been acco$t€d ior whs Glcuhting defl€dion.
. rhe specified stutam is assumed lo have its strong raminatons at th€ bottom of the beam. Install with PrcPer side up as indicated by the manubcturer
. Apprkable Gldlations are based on Nos.
Supports
Lo.ds to supports (lbs)
t.00'2.23"l2ss 4687 79J5 't.
3.00"2.23-3288 4687 7975
Loads Location (side)(o.e0)(1.1s)
0 Selfweight (PLf)0 to 12'6"16.0
r - Unform (xF)0 to 12'6"30'17.0 250
;;
E
l'4ember T)?e : He.der
Boilding U* : Residential
Bu ding Code : IBc 2015
D€sign t4ethodology : ASD
r Notes
v/eyerhaeus€r waGnts that tie sting of its
rdaH to dl€ softlvare. Ue of this software
responsible to assur€ that this Glcllation is
weyerhaeus€r faciliies are third-paLy certifr
and/or te$ed in accodance with applicable,
p.oducts wilt b€ in acordance with Weyerh!&ser product deign oiterB and puuistEd desiqn valu€.- Weyerhaels€r expr€ssly dishims any otns wa.rantis
is rct intended to ci.@nvent the ieed ror a d6i9n professional as d€te.mined by the authonty having ju sdictjon. The designer of reqd, build€, or ftaffi is
compatibte will ti€ oveEl proje.t. Accessoties (Rrm Board, Blo.king Pan€ls and Squash Bl(k) are not designed by this software. Ptoducts manura.turcd at , .
€d d sustainabt€ roresrry s;niards. WeyefiaeEr Engineercd Lu;ber prcducts have ben evaluated by lcc-Es underevalualo. rcports EsR_1153 and EsR'1387
ASTM standards. For cunent code evallation reports, weyerhaeuser prcduct liteGtur€ and irlsbllation details refe. to
The product applic.tion, input dsign loads, dimensions and support information h.ve been provided by FodewEB Soitwarc OpeGtor
eww.weyedeuer-@m/woodprodu.ts/doornr€nt-library
A p""'*Bt! FoRlsTRr rNr'rAlrvt
ForteWEA Software Operator 5/2812019 11:06:43 PM UTC
ForteWEB v2.0, Engine: w.3.2.309, Data| w.2.0.2
File Name: stud
Pa.'P 1 / 1
]3y thatt
(s41) 484-9080 Page 11
3 00"
r.00"
aitut{ I E lu.t MEMBER REPORT
Roof, man-door header
1 piece(s) 6 x 6 Douglas Fir-Larch No. 2
&erall Lengih: 3 6'
All locations are measured from the outside face of hft support (or left cantilever end). All dimensions are horizontal
Design Results Loadr Combination (Patt€h)
tlember Reaction (lbs)2218 @ 0 s1s6 (1.s0)Passed (43olo)1.0D+ 1.0 S (AllSpans)
Shear (lbs)7419 @ 1',3941 Passed (38o/o)1.15 l.0D+ 1.0 S (AIlSpans)
lloment (Ft-lbs)1941 @ l'. 9"1993 Passed (97%)1.15 l.0D+ 1.0 S (AllSpans)
Live Load Defl. (in)0.026 @ 1' 9'0.tt/Passed (L/999+)1.0D+1.0S(AllSpans)
Total Load Defl. (in)0.043 @ l',9',0.175 Passed (L/973)1.0D+1.0S(AllSpans)
PASSED
i;
. Denection o'teria: u (V360) and rL (U240).
. Iop Edge &acing (ru): Top @mp.6sion €dge must be brd€ed at 3' 6" o/c unress &railed othemie.
. Bofm Edge Bfacing (Lu): Eottom (ompressio. €dqe rnust be kaced at 3' 6" o/. unt€ss d€iailed ouEMis€.
. Appli€able calcutations are ba*d on NDS.
toads to Supports (lb.)
I50 1.50"906 1312 1214
1.50'1.50'r.50"906 1112
Vertical Loads (o.s0)(1.15)
0 ' self weight (Prf)0to3 6"
1 - Unifom (PSF)30 174 254
and/or tested in a.cordan e with applicable ASTY srandards. Fo. <urent code eva uation repo(s, Weyehaelser proauct titerature and instalatio. deiails retur totw.weye haeosercom/woodprod!<ts/doome.alib.ary.
The produ<t appliGtion, input d6ign oads, dlmensions and slpport nformauon have ben provided by FoneWEB Software
A q*"'*BL!
'oRESTRY
NrTrAIrvE
FodeWEB Soitwar€ Operator
6l2L/2019 4t51t2& PM WC
ForteWEB v2.1, Engine: V7.3.2.309, Data: W.2.0,2
File Name: Beams
p^..a1t1
Mortie. lrq Enqinss
(s41) /la+9080
nryes@modierana.c!m
work order 22182
Page 12
ll
Memb€r Ttpe : tleada
Building Use : Residentjal
Building code : IBc 2015
Deslgn Methodology : ASD
Supports
1.50'
0 to 3' 6"
Weyerhaeuser Notes
Y.A
TVIORTIER ANG
ENGINEERS
crvrl I STRUCTURAL l FrRE
1355 OAK STREET, STE 2OO
EUGENE, OR 97401
Pi 541-484-9080 | F: 541-484-6859
woRKoRoeR 2ZlgA PROJECi ENGR: JB
? Loctt\'/16 . -
) Lo"tL
t o ?sP.
') Roo F DeqJ l-ocrJ iiL ?si.
Page 13
oerc0510212019
) De'd, L oct) oF ..gt-qJ "Pcll,
t/A t\4ORTIER ANG
ENGINEERS
ctvtL I STRUCTURAL I F|RE
1355 OAK STREET. STE 2OO
EUGENE, OR 97401
P: 541-484.9080 I F: 541-484-6859
IVORK OROER PAOJECI ENGR JB oerc,1510212019
.)Se\s*tic-*w e+RooF leyet.J,_
doe
Rooe It?sF x 6o,s P*< 6oF3
+
6s ?s? ^ zs.? P* x go.{
+
t o ?s F x -t-b'? Fi * ko tr++6o.rF*i- 60 ft.'---= L--'-
+
to ?s tr xlft.t 2 x 4s.5 ft.
i 6't.?*r tsl?s -1- 4?.te k\fs +21 .56 rc\es t
1.Bz <its
rsa.zs k\Ps .
Page 14
tiiS
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SIRUCTURAL ICIVIL I FIRE PROTECTION
-z
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,
Page 17
5050r
t'.4 MORTIER ANG
ENGINEERS
clvrl I STRUCTURAL I FIRE
1355 OAK STREET, STE 2OO
EUGENE, OR 97401
P: 541-484-9080 I F: 541-484{8sg
woRRoRoER:221E7 Ao -o'l * aio r"t io 'eNca, g\l j otlDATE:L
Dou6le Plo.le Lo.3 (ic e
DF.L te J
lb
o. tLtB"x 3.S" nnit.t
7 t8 !. L
Sloqo,ernt
JL/
23 tlcrL j 3 0C
23n s d
I
o.8t
Z (1t e)(,,qQl(o,t )35zo tu
A 5D tensio^ i^ <k onJ
338e u(o',) (+zzo)z OK
SQt 9l,.'1 1
Page 18
5i"ke.
\-a -
Wood Shear Wall Design
per 2014 OSSC & At&PASPDWS-2008 lnput in shaded boxes by
221A2
5t3/2019
Sos = 0.5a6
Sk€ngth DesiBn Load Combination DL
4: 1.2 D +W+L
s: (1.2+0.2so,)0 + E+L
5i 0.9 D + W
7: (0.9 0.2sod0 + E
1.2
1.37
0.9
0.78
End Post Lookup table
I
2
3
5
6
Strength Check
(1)21 4
(2) 2x4
(1) 2x6
(2)2x6
4!5
6x6
s.25
10.5
8.2s
16.5
19.25
30.2s
1700
17CE
1700
1700
1700
1700
1700
(in')
E
{ksi)
l-RFD resistance factor for sheathing unn thear 080
slud spacing. 160124 j6 in
nail spacing al intemediat€ framing members. 6 or 12 12 in
unblocted sh€ar wiall adiustmenl factor C"b 0.6
used fo{ shear walltype 0
Common NailSi 8d: 0.131" dia x 2.5"
10d: o-148" dia x 2.25"
Wall0irnensions
Comments
Def e.t oi cakul.t on
N-S
segment
lengths
tuming
length height h/b
unit weight
{plr)
5
3x framing
abuttane
edges?
orStrap
(ft)(ft){ft)(psf)(plr)
475
510
10E
(n)(n)
(kiplin)
13
8
D
B
4
L
13.33
10.33
0.96
o.77 10 80
0 0 0
10 130 6,(14 0K
00K
0.53
o.t1
0.95
0.19
11.45
55.89
6,(
0
0
io|/ol iDrv/o1E.W 000
60.5 50.5 15 o.25 10 150 84 1!o(
,Drv/o! {orv/o! flDrv/o!
0.49 0.26 39.91
13.33
45.5
wr MORTIER ANG
ENGINEERS
clvrL I STRUCTURAL I FtRE
1355 OAK STREET, STE 2OO
EUGENE. OR 97401
P:541.484-9080 | F: 1-4a4-6859
woRKoRoeR2Alt 2-PROJECT:ENGR:DATE:
> \tFhf,* @. ofi Hr @ 61ss locer.tiayrl^
a\4) *{t tF} tesS.t"-< = -.1s.2 flse'
qF liF* r.s.rrce- rc.2
a S?4ci,,t oF str{J
R.oo e- Tvr.u.
?s c r 2F*. x-
'oF*-. ' ",riwh
,- 11s2 Po.rzrl,
O.6 x.r?(ie* ?o>a.?- o.6a1152 fouztl
= 691.2 forr7l: f^)
4 De-C/-t Loet oF RsoP: -
fi ?S F *--r*
- 1020 foU.r(t.
4 O,6D = o.G). 1o2O Porrn4l
= 612 for{oar.,
I rue+ Ltll\tf^ 691.2 ?oqz> - 612 fourzA
79.2
z2\\?ttF ui+A trJx*'tNaieq 4si'ftlqtLZ 4er paunt=16tt,
Page 20
T?arJs .S?cta.vb
;a 3o P-t-.---g, Rooe rtl>' os\r-+',
tlS IUORTIER ANG
ENGINEERS
ctvtL i STRUCTURAL I FrRE
1355 OAK STREET, STE 2OO
EUGENE, OR 97401
P: 541-484-9080 lF: 541{844859
WORK OROER:z ENGR:OATEPROJECT:
r.tet u(l\F*ftrac on sill anchor drte;o .t?tle+iI Ryggt
1/2" Dia. rite'rf uP @ 4c" a.c '
2 .,\er'rJ vF(iF-+ tile,ssq-re _1e.2 FsF.
\tf lilit F.ozxe- >- - 19.2 BFx ;o F* xAF* '
= zs04 eo*/7l Ctr.
0'6 x q?r\ e* W€=o. dx.
1382.4
2304 Touor7a
to.rxr G9
) DecU Loctl oE Roop*'^
s.trrut3 S?crafr3r.
17 ?sF ^ o {i.'xBoel-.+ lRose .-iy c^Surh
= zo4o focmr C.Uf -
z) o.€o -o'(x 2040 Po.\t?).
1224 Po.rrl 6o)
z) Ne+- vf lier=1382.4
I EO
(orraa - 122+ fo't'':n.t,
frvt,tt gq)
3.25"
dJe- r$r, t)'p riren trs *l hro,n=-ryfu\..2
Page 21
,a)llJ]{ I E lltt PASSED
Wall Height: 15'Member Height: 14' 7 1/2"O. C, Spacing: 84.00"
Design Results TDF
Slenderness 2l 50 Passed (54olo)
Compression (lbs)7915 18{21 Passed (43olo)1.15 1.0D+1.0S
Plate Bearing ( bs)7915 16758 Passed (48olo)1.0D+1.0s
Lateral Readion (lbs)701 1.60 1.0D+0.6W
Latera, Shear (lbs)657 4620 Passed ( 14olo)1.60 1.00+0.6W
Lateral Moment (ft-lbs)2563 @ mid-span 4835 Passed (53o/o)1.60 1.0D+0.6W
Lateral Deflection (in)0.69 @ mid-span 1.46 Passed (U2s4)1.0D+0.6W
Bending/Compression a-12 L Passed (72olo)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S
MEMBER REPORT
Level, Wall: Stud
3 piece(s) 2 x 6 M-12 F.amer Series'" Lumber @ 84" OC
Supports
Dbt 2x Douglas Fir-Larch
Base 2X Douglas Fir-Larch
. L.t6ai(leflediori citeria: wind (V120)
. Axial load ec.€nvidty for this dsign is zerc.
. Applkabh akulatioG arc bas€d on NDs.
. A beiring are. f.ctor of 1.083333 has be€n apd-r€d to bas plate beanng cap ity.
. The cotomn sbbiriry frcro. (Xr = 0.6) applied to this drlign assurn€. nailed built-up columns per NDS secton 15.3.3. Also refs to Weyefia€ls€is U.5. Wall
Gude fc mLlupl€-memtr€r ccrne.ton rcqLtremerts.
Blilding Code : IBC 2015
osjgn t4€tiodoLogy : AsD
J:- -'
Dtuwing 's Can@ptual
Max Unbraced Length
10d x 3' Box (End)I
10d x 3" Box (End)
. Nailed connection at the to, of the member is assumed to be nailed through the bltlom 2x Plate prior to placenent of ti€ top 2x of the double top plate assemb y
Vertical Load (0.eo)(1.0o)(1.r5)(1.60)
1 - Poiit ilb)80 24
Lateral Load spacin9 (1.60)
1 ' Uniform (PSD 84.0!"22-8
. aSca/sEI 7 Sec. 30.4: Exposlre Gtegory (B), lvlean Roof Height (33),lopographic Fador (1.0), !v nd Dredona V aactor (0.85 Basic wind Speed (115), R sk category(ID, Etrecuve wind arca
determin€d usinq tull m€mb€r span and trib- wirlth,
. I8C Table 1604.3, footnote f: Defl,e.tion dEks are p€rfo.m€d using 42olo of this lat€rai wind l@d
Notes
and/or tested in ac.odance witn'appitcable ASIPI srandards. For curent code evaluation repods, weyerhaeuser product literature and installation details rcfer to
M.weyedE€u*..com/w@dproducts/document-library'
The produ<t appliGtDn, input design Ioads, dim€neons a.d suppo.t informatron have b€en povided bv FortewEB Soft\,are Or€rator
A qt" **t FoR'SIRY rNrTrArrvE
FortewEa Software Operator 6/19/2019 5:28:44 Pl'l UTc
ForteWEB v2.1, Engine: \r7.3.2.309, Data: V7.2.0.2
File Name: stud
P^ cl11
lay Bh.tt
(5rl) a84-9080 Page 22
I
1'.
Lateral Connections
LProiect information
Customer company: Pierce Restoration
Customer conlact name:
Customer e-mail:
Comment:
2. lnpul Dala & Anchor Parameters
General
Design method:ACl 318-14
Unils: lmperial 0nils
Anchor lnformation:
Anchor type: Bonded anchor
Material: F1554 Grade 36
Diameler (inch): 0.625
Effective Embedmenl depth, h6, (inch): 9.750
Code report: ICC-ES ESR-4057
Anchor calegory: -
Anchor ductility: Yes
h-h (inch): 11.13
c* (inch): 24 08
C-. (inch): ,l.75
S." (inch):3.00
Company:MAE Date 5t28t2019
Engineer:JB Page 1t5
Projecl:Howard Restoration
Address
Phone:
Project descriplion:
Location:
Fastening descripiion:
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch)i 16 00
Stale: Cracked
Compressive slrength, fc (psi): 3000
W".v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement Not applicable
Reinforcement provided at corners: No
lgnore concrete breakout in tensiont No
lgnore concrete breakout in shear: No
Hole condition: Dry concrete
lnspeclion: Periodic
Temperature range, Shorvlong: 150/l 1 0'F
lgnore 6do requirement Nol applicable
Build-up grout pad: No
Anchor Designerfr
Software
Version 2.7.6990 0
Recommended Anchor
Anchor Name: SET-3G - SET-3G w/ 5/8"O F'1554 Gr. 36
Code Report ICC-ES ESR-4057
I I
lnput data and results musl be checked for agreement wlth lhe existing circumslances the slanda.ds and guidetines musl b€ checked for ptausibitity
' _ .' : - T - al r .. _ . 5956 W Las Positas aoulevard Pleasanton, CA 94584 Phoner 925.560 9OO O F ax g?5 U7 3A7 1 www.strongtie.c.m
Strong{Ii:e
Page 23
SIMPSPN
E-mail:
n
d li,
Load and Geometry
Load factor source: ACI 318 Seclion 5.3
Load combination: L, = 0.9D + 1.0E
Seismic design: Yes
Anchors subjected to sustained tension: No
Ductility section for tension: 17-2.3.4.3 (d) is salisfled
Duclility section for shear: 17.2.3.5.3 (c) is satisfied
Oo factor: 3.0
Apply entire shear load at front rowi No
Anchors only resisling wind and/or seismic loads: Yes
Company:IVAE Date:5t28t2019
Engineer:JB Page 2t5
Project:Howard Restoration
Address:
Phone:
E mail
lb seismic load, with overstrength factor
( wind load is less )
0rb
Anchor DesignerrM
Software
Version 2.7.6990 0
Service level loads:
D E Strenoth level loads
N. Ib]:
v", [b]
v"y [b]
0
0
0
8463
0
0
2821
0
0
<Figure 1>z
\.
Y
lnput data and resutts must be checked for agreement with the erstng circumstances, lhe slandards and guidelines must be decked for plausibility.
: - ps.n Si..J.g,T,. Cc,nroa.! ,a. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925-560.9000 Fax:925.A47.3AT www.stongtie.cofl
Shong{Ite
Page 24
F{l-,l;Ir{;rn
i.l
0rb
,/
Anchor DesignerrM
Software
Version 2.7.6990.0
7.25
Company:MAE Date 5t2812019
Engineer:JB Page:3/5
Project:Howard Restoration
Address
Phone
E-mail
<Figure 2>
Shong'ais
lnpul data and results .nust be checked for agreement with the existing circumstances, the standards and guidelines must be checked for ptausibitity
S n'.s." S r' trrr: T '? C.. nr ., r. L, 5956 W Las Positas aoulevard Pleasanton, CA 94588 Phoner 925 560 9Oo O F ax: 925.U7 .381 1 www.strongtie. com
Page 25
s[Em
3. Resultino Anchor Forces
Anchor Tension load
N- (b)
Shear load x,v* (rb)
Shear load y,
v.", (b)
Company MAE Date 5/28/2019
Engineer:JB Page 4/5
Project:Howard Restoration
Address
Phone
E-mail
Shear load combined,
iry,.,r+ry".vr ( b)
Anchor DesignerrM
Software
Version 2.7.6990.0Shong{ie
8463.0 00 00 00
Sum 8463 0 00
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi):0
Resultant tension force (lb): 8463
Resultant compression force (lb): 0
Eccentricity of resullanl tension forces in x-axis, e'N" (inch): 0.00
Eccentricily of resullanl lension forces in y-axis, e'Ny (ihch): 0.00
4. Steel Strenoth ofAnchor in Tension lsec. 17.4.1)
N., (rb) 6 dN- (b')
13110 475 9833
5. Concrete Breakout Strenoth of Anchor in Tension (Sec. 17.4.2)
N5 = k"t-.'!f chetl. (Eq. 17.4.2.2a)
k. )-a f" (psi) h"/ (in) Nb (lb)
17.0 1.00 3000 9.750 28344
0.7S{N"r = 0.75Q @N"/ AN-lY"atY. NY"p.NND (Sec, 17.3.1 & Eq. '17 .4.2.1a]
,4n" (in'z) Arv- (in'? ca.,. (in) Y.a.u Y"l
00 00
N, (b)d 0.75lN"r (lb)
639.84 855 56 7 .25 0.849
6. Adhesive Strenoth of Anchor in Tension (Sec. 17.4.51
* * = r*,"1.a,,a.t"^K*(f "/ 2,500)'au *c
rr.. (psi) kna.r"* K*r aNsa,s
1 .00
f: (psi)
1 000 24348
a.(psi)
0.65 4772
'1.00 3000 0.24 1417
N,, ( b)
h"/ (in)Nb, (rb)
1.00 1417 0.63 9.750 27121
0.75QU. = 9.75414*, Awo)Y"a.N.Y"p x"No" lSec. 17.3.1 & Eq. 17.4.5.1a)
AN" (in'z) Amo (in'?) cN, (in) c,,.i, (in) Y.a a.\j 0.7sdN, (rb)
280.60 307.10 8.76 7.25 0 948 1.000 27121 0.65 11455
Page 26
Fil[ttrT.Tfl
1
1356 1.00 1.00
No.= )..r.zrd.ht (Eq. 17.4.5.21
7a r. (Psi) d, (in)
tnputdata and resutts must be ch€cked for agreemenl 9/tth the e)dsting circumstances, the standards and guidelines must be checked for plausibility
.t -.r,:!r Srrn!,Ti: Cu,ir!: -, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax:925.U7 .3a71 w' 1 /.strongtio com
Anchor DesignerrM
Software
Version 2.7.6990 0
I l. Results
ll. lnteraction of Tensile and Shear Forces {Sec. D.7}?
Tensaon Factored Load, N", (lb) Design Strength, oN" (lb)
Company I\,1AE Date 5t28t2019
Engineer JB Page 5/5
Project Howard Restoration
Address
Phone
E-mail
Ratio Status
Shong:Iie
Steel
Concrete breakout
Adhesive
8463
8463
8463
9833
4772
11455
0.86
0.96
0.74
Pass
Pass (GoYerns)
Pass
SET-3G 5/8'O Fl554 Gr. 36 with hef= 9.750 inch meets the selected design criteria-
'12. Warninos
- Per designer input, ductility requirements for lension have been delermined to be satisfied - designer to verify
- Per desjgner input, ductility requirements for shear have been determined to be satisfled - designer to verify.
- Designer must exercise own judgement to determine if this desian is suitable.
- Refer lo manufacture/s product literalure for hole cleaning and installation inskuclions.
lnput data and resulls must be checked foragreement wilh the existing circumslances, the standards and guidetines must be checked for ptausibitity
: , 5956 W Las Posilas Boulevard Pleasanlon CA 9458a Phone:925.560.9000 Fax:925 a4t 3871 www.srongtie com
Page 27
SIMPSON
l,lrl MORTIER ANG crvrl ISTRUCTURAL I F|RE
1355 OAK STREET, STE 2OO
EUGENE, OR 97401
P: 54'1-484-9080 | F: 541-484-68s9
woaxoaoeagelft2 "o,."" lr+s h+tTST.,SfirQ Fetr;08*ENGR:J b olle, of/11/2o11
) gllehoV peylS4 Fcr 3o\va6e_ Joor_.-
+ Booz- o,o\rth= \,<F!.
2 cDVl.r f>esr.1.a- z_+.? ?S?.
I frooe-c:o\zt> *rq\tr* ?eJ\.>q:* -L1.2 Fre.
jI','tb '
q \^F tiei- Fo>c<-- :r(-a7s e x Sr*+sr+) x go?b'
. 46oYLY,
0-6x q?ri€f Fa:c<-- o.6x. /< eorJl-
= -Q*€ q Ib.
17tsex 7o?*x ? F+{6*o )u.
o-6D ^ o'€KQo*o)L
_ 2QQI \L
Page 28
ENGINEERS
9RosF Qer.tr Ldcrli-_:
dcf 'tt ttFl-: 4?{h ).u - 24 4r'4L
= ,16 lb.
WA
IVORTIER ANG CIVIL I STRUCTURAL I FIRE
1355 OAK STREET, STE 2OO
EUGENE, OR 97401
P: 541484-9080 | F: g'1484-6859
woRKoaDER22.1?2 PRC,,Ecr: lt+ c &ii s r..s ?:i':aqsl t tr ENGR: 3-B *'.'d{ / f?/col I
g) cAec\?- F(nc< o:/i Arn1c\ov)^_-
sAec}..- €.cz--ue-- 2+{-fJFx 8't} x l&'f F-}. .
=_ 32_\7-z'lL.
P o'6K 9z\3.o lu = \le-a-)b.
Page 29
ENGINEERS
2 <n\>
SIMFSON
l.Project info.mation
Cuslomea company:
Cuslomer contacl name
Cuslomer e-mail:
Comment:
2. lnpul Data & Anchor Parameters
General
Design method:ACl 318-14
Unitsr lmperial units
Anchor lnformation:
Anchor type: Concrete screw
Malerial: Carbon Sleel
Diameter (inch): 0.500
Nominal Embedment depth (inch): 3.250
Effective Embedment depth, h"r (inch): 2.350
Code report: ICC-ES ESR-2713
Anchor category: 1
Anchor duclility: No
h." (inch):5.00
c* (inch);3.56
C-r" (inch): 1.75
S.. (inch):3.00
Company:Mortrer Anq E nqrneers Dale 6/19t2019
Engineer JB Page 1t5
Project
E-mail
Anchor DesignerrM
Software
Version 2.7.6990.0
Project description:
Location:
Fastening description
Base Material
Concrete: Normalweight
Concrete thickness, h (inch): 16-00
State: Cracked
Compressive strength, f" (psi): 3000
Vcv: 1.0
Reinforcemenl condition: B tension, B shear
Supplemental reinforcement Not applicable
Reinforcement provided at corners: No
lgnore concrete breakout in tension: No
lgnore concrele breakout in shear: No
lgnore 6do requirement: Not applicable
Build-up grout pad: No
Recommended Anchor
Anchor Name: Titen HD@ - 1/2'g Titen HD, hnom:3.25" (83mm)
Code Report: ICC-ES ESR-2713
tnput data and results must be check€d lor agreement with the exisling circrrmstances, the standards and guidelines must be checked lor plausibility
-,.': , S,,rng-Tre C.nrpr.y r.:. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone:s25 560.9000 Fax:925.847 .3A71 www.stmngti€-com
Strong{ie
Page 30
Address:
Phone:
l
F!#lil
-iE
@
Anchor DesignerrM
Software
Version 2.7.6990-0
Company:Date 6119t2019
Engineer:Page:2t5
Project:
Address:
Phone:
E'mail:
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combinalion: not set
Sejsmic design: No
Anchors subjected to sustained tension: Nol applicable
Apply entire shear load at front row: No
Anchors only resistang wind and/or seismic loads: Yes
Slrength level loads
Nd [b]:316
vm, [b]: 0
V*y [b]: 1927
<Figure 1>
1927 tb__..-f
otb Y
hpt,1 data and resulls musl be checked tor agreemenl with the existing circumstances, the siandards and guidetines must be checked forptausibitity:_i.,, S 1rT,ij nrc._., 5956w Las Positas Boutovard Pleasanton, CA 94588 Phone: 925 560.9000 Fax:925.847.3871 !/r,1 /w.srrongte.com
Page 31
z
316 tb
I
x
SIMPSON
!
Anchor DesignerrM
Software
Version 2.7.6990.0
4.00
Company:6t19t2019
Engineer:Paqe 3/5
Project:
Address:
Phone
E-rnail:
<FigLrre 2>
Strong{ffe
tnput data and resutts must be checked for agreement wth the exisling orcumstances, the standards and guidelines must be checked tor plausibality
: ^i;:. SilrgT"Corr,lr.j.r 5956 W Las Positas Eoulevard Pleasanton, CA 94588 Phone: 925.560.9000 F ax:925 A47 3471 www.slronglie.com
Page 32
SIMPs()N Date:
>
Anchor Designer
Software
Version 2.7.6990.0
Company:6/'19/2019
Engineer:Page 4t5
Project:
Address
Phone
E-rnail
3. Resultino Anchor Forces
Anchor Tension load,
N," (b)
Shear load x,
v"", (b)
Shear load y,
v""y (rb)
Shear load combined.
./(v,",F+(v,,,F (rb)
316 0 00 1927.0 1927.0
Sum 316 0 00
Maximum concrele compression strain (9oo): 0.00
l,4aximum concrele compression stress (psi): 0
Resultant tension force (lb)i 316
Resultant compression force (lb): 0
Eccentricily of resultant tension fo.ces in x-axis, e'N, (inch): 0.00
Eccentricily of resultant lension forces in y-axis, e'Ny (inch): 0.00
Eccentricily of resultanl shear forces in x-axis, e'v, (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0 00
4. Steel Strenqth of Anchor in Tension [Sec. 17-4.'l)
N- ( b) I l,^i,., (tb)
20130 0.65 13085
5. Concrete Breakout Strenoth ofAnchor in Tension {Sec. 17.4-2)
Nb = k,,,."\f,hdl5 \Eq 17.4.22a)
k" )-, f. (ps ) h./ (in) Nr ( o)
17.O 1.00 3000 2.350 3354
SN"t = Q lAr.t" / AN".)97.a.r 9'",r y"p.rvNo (Sec. 17 .3.1 & Eq. 17.4.2.1a)
A^/. (in'?) Ark" (in'?) c".* (in) Y"a.u Y".tl Nb (rb)
192? 0
/Mb (b)
1927.O
49.70 400 1 .000 1 .00
8. Steel Strenoth oI Anchor in Shear (Sec. 17.5.11
%, (lb) 0,..,,, 0 0,,,,,,0v,.,lb)
1.0 060 4473
1.000 3354
Nb (rb) 0 tv.p ltb)
065 2140
'1 0 49.74
'l'1. Results
lnteraction ofTensile and Shear Forces (Sec. '17.6.1
49.70 1.000 1 000 1.000 3354 0.70 2348
lnput data and results must be checked foragreemenl wilh lhe existing circumsrances, lhe standards and guidelines must be checked forptausibitity
. i- 5956W. Las Positas BoLrlevard Pleasanlon, CA 94588 Phone:925 560.9000 Fax:925 847.3871 \ iww.stronstie com
Page 33
SIMPSON Date:
Strorgryie
1
49.70
10. Concrete Prvout Strenoth of Anchor in Shear (Sec. 17.5.3)
|Vcp = !k.eN.b = fk.p(AN"/ AN*\?od.Nvc r Y'"p,vNo (Sec. 17.3 'l & Eq. 17.5.3.1a)
k"p A!" (in'z) .A,r- (in,) y"aN ,y" n v,cp
Anchor DesignerrM
Software
Vers on 2 7.6990.0
Company Date 6t19t2019
Engineer:Page:5t5
Project:
Address
Phone:
E-mail
StatusTensionFactored Load, N@ (lb) Design Strength, eN" (lb) Ratio
Strong{ie
Steel
Concrete breakout
316
316
13085
2140
aa2
0.14
Pass
Pass (Governs)
StatusShearFactored Load. V* (lb) Design Strength, oV" (lb) Ratio
Steel
Pryout
1927
1927
4473
2348
o.43
0.82
Pass
Pass (Governs)
Statuslnteractioncheck N*J,N,CombinedRatio Permissible
5ec.17.6..2 0.00 O.A2 A2.1o/o
112"9J Titen HD, hnom:3.25" (83mm) meets the selected design ctiteria.
'1 0 Pass
12. Warninos
- Desiqner musl exercise own judgemenl lo determine if this design is sr-litable.
- Refer lo manufacturer's product literature for hole cleaning and installation inskuctions
tnput data and resutts must be checked for agreement with the existing circumstances, lhe standards and guidelines must be checked lor piausibility
- .:.:: - 5956W. Las Positas Boutevard Pleasanton CA 94588 Phone 925 560.9000 Fax 925.847 3871 www.strongtie.com
Page 34
FIM"ftrm
,4LPINE
Reviewed by Steve Shegedin
Moftier Ang Engineers 817 12019.
Design Approved.
(see correction to quantity)
Alpine, an ITW Company
8801 Folsom Blvd., Suite 107
Sacramento, CA 95826
Phone: (800)877-3678 (91 6)387-01 1 6
Fax: (916)387-1110
sacseals@itwbcg.com
This package contains general notes pages, 1 kuss drawing(s) and 2 detail(s)
Job Number: SK-1?131Customet: Ettrpite Wood Prodocls
Job DescriDlion: commercial sDrinofield
Addrcss:
lnte iVlEW Version: 18.02.01
JFer#r 1WMW65980004
Design Code: IRC 2012
Raof Load (psf): 25.00 7.00' 0.00-10.00
Floot Load (psl): None
Wind Standard: ASCE 7-10
Wind Speed (mph): 135
T11200.19.1321.50223
Printed 7/1912019 1:31:22 PM
Site lnlormation:Paoe 1:
Job Enoineerino Criteria:
llem Seal#Truss llem Seal#Truss
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
lnstitute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AF&PA. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of lhese drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual componenl, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal conneclor plates with integral teeth
shall not be placed in environments that will cause the moisture content ofthe wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasleners.
The Truss Design Engineer shall not be responsible for items beyond lhe specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of lhe lruss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss componenl installation, construction means and methods, site and/or worker safety in
the installation of lhe truss components and/or its connections.
This document may be a high quality facsimile of the original engineering documenl which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of lhis engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed accordang to the provisions of BCSI chapters B'1, 82,
87 and/or 810 (Building Component Safety lnformation, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters 83, 87 and/or 810, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plales are made of ASTM ,A653 or ASTM 41063 galvanized steel with the following designations,
gauges and grades: W=Wave, 209a, grade 40; H=High Strength, 209a, grade 60; S=grp"r
",r.ngth,
18ga, grade 60.
lnformation on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available onJine al
WWW.ICC-ES .9rq
Page 1 of 2
General Notes
General Notes (continued)
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Boftom Chord standard design Live Load in pounds per square foot.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value.
Udefl = ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point 0oint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress lndex for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress lndex for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress lndex for Webs for of all load cases.
NCBCLL = Non-Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc)
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identifled location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity (wind or selsmic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non-gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square fool.
U = maximum Upward design reaction, in pounds, from all specified non-gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustmenl.
W = Width of non-hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
References:
'l . AF&PA: American Forest & Paper Association, 1 1 1 1 1gih Street, NW, Suite 800, Washington, DC 20036;
www.afandDa.oro.
2. ICC: lnternational Code Council;www.iccsafe.orq
3. Alpine, a division of ITW Building Components Group lnc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043;www.alp ineitw.com
4. TPI: Truss Plate lnstitute, 2'18 North Lee Street, Suite 312, Alexandria, Y422314;www.tpinst.orq
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, Wl 537'19; www.sbcindustrv.co
Page 2 ol2
Key to Terms:
lnformation provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reaclions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
SEON: 73830 MONO Ply
,
Job Number: S(r7131
comme.cial spnn96eld
Cusl R6598 JR€f lwMw65sa0oG{1
DMNo: 200.19 1321.50223
cY / 07119n01929
F
6',8"8 13 6"3 20 2-11 26'1',t"2 33',8"14 405',5 471'13 5311',8 60 8-
65"6912 68"8 68'8
'12
69l T'-68"8 6 9"12 68',8
a2
2X5
5X5(")= 3X5
E
3X4 1.sx'r
H
r=6X8
K
= 8X8
B
L
D
N
r
o
tl
vt2
Z
B1
= 8X8
=6x8=H0612
T S
2X4
RO
=H0610
'12x14
38
60'8'________________
6',5"6',9',12
1363'r
6',8'8 68"8 6912 68"8 69"
1"8 ' 60',8'68"8 20 2"11 471"13 531
3"8
Loading Criteria Fs!
TCLL: 25.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Oes LO: :ZOO
NCBCLL 1O,OO
Soml: 2OO
Load Durationr 1.15
Spacing: 24 0'
Wind Critsria
Wind Sld: ASCE 7-10
Speedr 135 mph
Risk Calegory: ll
EXP: C Kzt: NA
Snow Criteria (Pq.Pr'n PSF)
Pg: 25 0 Ct: 1.1 CAT: lll
P1-.212 Ce: 1 0
Defl/CSl Crireria
PP Defleciion in lel/.lef l#
VERTiLL): 0913 F 797 24O
VERT(TL): 1.e"49 F 393 '180
HORZiLL): 0.156 A -
HORZ{TL)j 0.315 A -
C.eep Faclor: 1.5
Max TC CSI: 0 690
Max BC CSI: 0.829
Max Web CSI: 0 942
Maximum R€actions (lbs)
Gravity Non-G.avity
Loc R+ /R- /Rh /Rw /U /RL
I Lu: - cs: 1 0o
I
snow Duration: 1 1s
z 2529 l- t- 1106A n32 t117
o 2529 t- t- t106A fi37 t-
Wind reactions based on MWFRS
Z ArgWidrh=55 MinReq=27
O Arg Widlh = 5.5 Min Req = 2.3
Bearings Z & O are a rigid surface
[,{embers nol listed have forces less than 375#
Maximum Top Chord Forces Per Ply (lbs)
luean Heighl:21 96 fl
TCDL: 3 5 psl
BCDL'5 0 psi
MWFRS Pa.allel Dist 0 to h/2
C&C Disl a 607ft
Loc. ftorn endwall:Any
Code / Misc Critelia
Bldg Coder IRC 2012
TPt Srd. 2007
FTlRT:20(0Y10(0)Chords Tenscomp. Chords Tens. Com
GCpi:018
Wind Duration: 1.33
Plale Tlpe(s): Single Roller
B
C
D
E
WAVE, HS VIEW Ver: 18.02.01A.0205 20 ,B
-c
.D
,E
G
1897
3159
3914
3914
421
4497
- 3887
- 6640
- 8300
- 8295
- 8902
,8756
G.H
H-t
l-J
J.K
K.L
4098
4103
2745
27AA
't$2
- 8753
- 8755
- 5302
- 5898
- 3352
Lumbor
Top chord 2x6 DF'L #2(g)
Bor chord 2x8 DF-L *l&Ber (q) B1 2r8 DF M(
Webs 2x3 OF-L Standard(g):W1, W6 W14,W1
W18 2x4 DF-L Standard(g):
:W2, W4 W19 2x4 DF-L #1&Bet.(g):
:Lt Bearing Leg 2x4g OF L Standard(g):
:Rl Beaing Leg 2x49 DF-L Slandard(g)l
9):
6, W17
Defl€ction
Max JT VERT DEFL: LL: 0.S1' DL: 0 93'. See detail
DEFLCAMB10l4 for camber recommendations.
Provide lor adequate drainage of roof.
Addition3lNotes
WARNING: Fumish a copy of this DWG lo the
inslallalion conlractor. Failure to follow provisions of
BCSiin handling and inslallation oftrusses can resull
in serious injunes. Do nol permit inexperienced and
uninslructed people to install trusses See,WARNING' nole below. ECSI recommends
retaining a regislered professional engineer for the
design of lemporary bracing
Truss must be inslalled as shown with lop chord up
Maximum Bot Chord Forcos Per Ply (lbs)
Chords Tens.Comp Chords Tens Comp
Lumber shall be dried to a maximum moisture content
X
U
x
U
T
3993
6708
6708
8338
9000
- 2o1l
-32fi
-32fr
- 3986
-4274
T-S
s-R
R-O
Q.P
P-O
nv
5837
5837
3Z'
-36r'7
-w7
-2744
-274a
- 1521
of 196/0 pior lo installation.
Bracing
(a) Continuous lateral restrainl equally spaced on
Plating Notes
Conneclors in green lumber (g) designed using
NDS/TPI reduction factors
All plales are 5X7 ercepl as noted
('-) 2 plate(s) requne special positioning Refer to
scaled plale plot details forspecial posilloning
Maximum Web Forces Per Ply (lbs)
s. Comp
z-AA 1180
1',175
4310
1m/
{72
745
1867
475
n0
-2534
-2$1
-m1a
.z.ts7
,14:10
,1436
- 871
- 853
- 360
H.T
T,t
t-R
R.K
K,P
P.L
L-O
N,O
270
172
1055
'1352
1436
1891
1808
355r
- 413
- '.87
- 217
-$7
- 3035
- 808
- 3844
- 3513
Loading
Boltom chord cfiecked for 'l 0.00 psf non-concunent
Y-A
B.Xx-cc-v
V.E
E,U
Wind loads based on MWFRS wilh additional C&C
memberdesign.
End verlicals expos€d to wind pressure Deflection
meets U180.
-WARNING* READ AND FOLLOW ALL NOIES ON THIS ORAWING!*IMPORTANT FURNISH THIS DRAWJNG TO ALL CONIRACTORS INCLUOING THE INSTALLERS 61395 Hlhtray rOr Sourir
coos BAY oR 97{?00r52
,4LPINE
Trusses requrre ertrere care rn labncalrno na.dinq sh pprnq, rrstatlnq ard bra(rnq RelertoaldlortowthetatestedironotBCstrB t.indCompolerfSa'ery lllo'malron bv TPlard SBCAr 16r safew o"iacices otor to oenor?n'no itreiin,nziion. inst,i"n it'i iii,i"nir1--"".i",-'
brac ng pe.BcS'- Un ess roled olhetuise,top clo.d shall h:,ne properli attach'ed stru.tu;atsheathrno and Donom chord shafl have a rjioo€.1,attached iq,d cqrlnq Localronsshownrorpem,nen'ale.alreat.AinlO'webssha'lhavebracrnqIns-Ialledoe/BCS|secrionsB3 B7 orBt01as aoplca_blq. APp, p ales lo eacr'race oIku.s and positio4 as sros,r above ard on ihe JorlfDelails, uhlels noied otrerurse. ReIer todrawrngs rtioA-Z ror standard ptate posrirons
Alpine a d,Y's.on of ITW Bu ldlnqeomponenls C'oJp hc sharl nor be resoonsrble for ar! dev'arron from lh s d,awrno.anv fartJre to buitd lheItss r'1 conromance *rlh ANS /l Pl I or lor ra')dl nq shioDirq installalidn and braliro bf trussesA seal on this d6wiio o. cover badelrstrng this 9rawing, ihdicales accaptance oJ pro-lessional ehgineering responsjbility solely for the desiqn shovin. The sluifabilityand use or thrs drawing ror any slructure is the responsibility of the Buildiilg Designer peiANSl/TPl 1 SEc.2.
w18
NG f'
OREGON
e a.d th6s6 web sles: ALPINE M
8801 Folsom Blvd Suite 1
Sacramento. CA 95826
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