Report (4) i I�v li gnI NI Sar► Lill M srzo tc Qo 37 8
RECEIVED
H u Tgir 16 SEP 2 3 2019
BUILDINGDUCTS MY O1~ TIGARD
Constructwo GIU I nS Since 1885 MATERIAL LIST ? .!€ ?I o DIVISION
UPPER FLOOR HUTTIG# 909012
PACIFIC LUMBER &TRUSS (Beaverton, OR)—Jim Andrew
Stonebridge Homes NW#2756-BW2 Lot: 2- Plan No.: 353mod-STD.
FILENAME: 909012-UPPER-FJ-Layout.dwg GENERATED: 09/17/2019 14:05:00
Designed By: Tim Taylor-Huttig Building Products
MARK TYPE QTY. SERIES DEPTH LENGTH
J5 I-JOIST 6 LPI 20Plus 11 7/8" 4'
J4 I-JOIST 1 LPI 20Plus 11 7/8" 9'
J3 I-JOIST 6 LPI 20Plus 11 7/8" 13'
J2 I-JOIST 14 LPI 20Plus 11 7/8" 16'
J1 I-JOIST 4 LPI 20Plus 11 7/8" 17'
N/A TYPE QTY. SERIES DEPTH LENGTH
- I-JOIST BLOCK 13 LPI 18 11 7/8" 24"
N/A TYPE QTY. SERIES DEPTH LENGTH
- RIM 5 1 1/4" 1.35E LSL 11 7/8" 20'
MARK TYPE QTY. DIMENSIONS GRADE LENGTH
B4 LP LVL BEAM 1 1 3/4" X 11 7/8" 2.0E 4'
B1 LP LVL BEAM 1 1 3/4" X 11 7/8" 2.0E 16'
B2 LP LVL BEAM 1 3 1/2" X 11 7/8" 2.0E 12'
B3 LP LVL BEAM 1 3 1/2" X 14" 2.0E 10'
CAMBER TYPE QTY. SERIES GRADE LENGTH
STD. IJC BEAM 2 5 1/2"X 18" 30F-E2 21'
STD. IJC BEAM 1 5 1/2" X 18" 30F-E2 22'
STD. IJC BEAM 1 7" X 18" 30F-E2 22'
MARK TYPE QTY. SERIES MANUFACTURER NOTES
H1 HANGER 1 HGU5.62-SDS x H=18" Simpson S.O.
H2 HANGER 1 HGU5.62-SDS x H=18"x RFC Simpson S.O.
H3 HANGER 2 HUCQ1.81/l1-SDS Simpson -
H4 HANGER 15 ITS2.56/11.88 Simpson -
H5 HANGER 20 IUS2.56/11.88 Simpson -
S.O. = SPECIAL ORDER ITEM
1 OF I
JLP SOLO START RIM BOARD JSOLID RW AS STARTER JOIST S..1 EOCKING AT INTERIOR SUPPORT II—JOIST EAR
>
OERRRPRRIR^PPORT J POST LOADS HANGER DETAIL
db./ ERRoU '''';';:::4.°14';': "e., ,.,"° m"'°i >a LP
' BUILDING PRODUCTS
,•._ ., 7,77.:-.4,%=., i iI�.t:M°�, �� , •. m..,� WIU o�
SEE INSTALLATION GUIDE FOR APPLICABLE DETAILS _Q I(DO
DESIGN LOADS �''a
nn r+cam ,uo.°w,o« ® M 0 0 0 0 n/HL>_ �'
LELif� U
ZZ
IIZII
N. d
N J
GENERAL NOTEB: Q=MO <
I. VERIFY ALL BEARING CONDITIONS AND LOCATIONS.
2. VERIFY ALL ROOF GIRDER POINT LOADS TRANSFER TO .............W.w.� J O a 0
FOUNDATION,SEE DETAIL'02. H. ; C .
O2
]. VERIFY PLUMBING LOCATIONS WITH FLOOR JOIST LAYOUT I I O�
PRIOR TO FASTENING JOISTS MEMBERS.
4 COLUMN CAPS BY OTHERS. I I ` O
NEV NOTES'. • ..._..._....... ('.,
11
•
N Q
•
O1 NOT USED. Y �i Q
° m a 1
i) z
Q
(n J
TM
co
w� F o
O Ca
G •
RE O o 0 W
'Itx
00 I LIC 7'x 18'300200 _ E LU
I1C 51/2%18 30F2.SE 8 (HOLD BEAM UP IN WALL ABOVE) "' UJ 009 m L.L
,,££r$89Add BTOABTAAdddd AU0ERA4YNY.Y£rr OPAEAT' �r P`sr6BI1PIII:€c€ta a€PII1I8r�sra 8I 99l5➢€a€ 0 M z
I H4(TYP.U.N 0) A' \ '/... 1 r !� -" ( I101 H5 .. J O O
. . MST CALL PROVIDED I O STAIPs\ '3 mY. ,F'1 F"W Z W W 11
Designed By:Tim Taylor-Huttig Building Products Lr !:ac,.'.!! L.LJ z Z LL>
MALS TYPE QTY. SERIES DEPTH LENGTH R '�E � 0< 0 Q
J5 I-JOIST 6 LPI 20PIus 11 7/8" 4' i 1 N N __ I N N J r'(;'Q UJ
J4 I-JOIST 1 LAI 20PIus 11 7/8" 9' I 'r a K N d 0_m 0
33 I-JOIST 6 LPI 20Plus 11 7/8" 13' i®* 24', o 0.
`(
J2 I-JOIST 14 LPI 20Plus 11 7/8" 16• a «
J1 I-JOIST 4 LPI 20PIus 11 7/8" I7' • ' !`-4 II -
z
N/A TYPE OTY. SERIES DEPTH LENGTH •
(101 HS • �i -i ' • DATE OF DESIGN •.O
- -JOIST BLOCK 13 LPI 18 11 7/8" 24" H2 a '', ! 1',
B3� ,.:,.�.'�L ! 09/17/2019
%AR££S£1MWff,RR,i'W 0£££Sl35E�'Yddd d££8898ddd Y° —11
N/A TYPE QTY, SERIES DEPTH LENGTH `x" '�'�_r -- --
IJC LD X 18 30F.2 10 DATE OF REVISION
- RIM 5 1 1/4" 135 LSL 11 7/8" 20' (HOLO BEAM UP IN WALL ABOVE) S. R ( START JOIST CO
Z,....,...BBD...-.,.....,,,.« .. 0
MARK TYPE STY. DIMENSIONS GRADE LENGTH .�....� " 1- LAYOUT HERE
B4 LP LVL BEAM I 1 3/4"X 11 7/8" 2.0E 4' ZJ 1 I d
0 DESIGNER J
82 LP LVL BEAM I 1 3/2"X 11 7/8" 2.0E 12' 1! A M TYT W
B2 LP LVL BEAM 1 31/2"X117/6" 2.0E 12'
LLJ
83 LP LVL BEAM I 3 1/2"% 14' 2.0E 10' H4 MP U N 0)\ C/J
aR: r m
CAMBER TYPE QTY. SERIES GRADE LENGTH B2 HUTTIG DESIGN NUMBER
STD, IJC BEAM 2 5 1/2"X 1830E-2.1E 21' -^-'--•--•----"— 909012
STD. IJC BEAM 1 5 1/2"% 18"" 30F-2.1E' 22' �"'
STD. IJC BEAM 1 7"X 18" 30F-2.1E 22' m.., PAGE
MARK TYPE OTY. SERIES MANUFACTURER N/A UPPER FLOOR JOIST FRAMING PLAN I oRI
H1 HANGER 1 HGU5.62-SDS x H=18" Simpson - SPECIAL ORDER HANGER
H2 HANGER 1 HGU5.62-SDS x 0.18"x RFC Simpson - SPECIAL ORDER ITEM FLOOR JOISTS TO BE 11-7/8•'LPI 20 Plus @ 24•'O.C.TYPICAL U.N.O. ORIGINAL PLAN DATE
H3 HANGER 2 HUC01.81/11-SDS Simpson - 50151...ea.eA...VAUID F.........----...-...,,PRODUCTS
«.<.,,.............B..,. 09ro32019
H4 HANGER 15 ITS2.56/11.88 Simpson - NOTE:THIS PLANTS VALID FOR ENGINEERED WOOD PRODUCTS ONLY AS PROVIDED BY HBP ®'
HS HANGER 20 IU52.56/11.88 Simpson -
CS Beam 2018 9 0.16 HUTTIG: 909012 9-17-19
kmBeanlEnOne 2018 9 0.1 SB Home NW 2756 11:35 ant
Materials Database 1572
Plan No.:353mod-5IT). I of I
Member Data
Description:UPPER FLOOR Member Type:Joist Application:Floor
JOIST(J1) Top Lateral Bracing:Continuous
Bottom Lateral Bracing:Continuous
Standard Load: Moisture Condition:Dry Building Code:IBC/IRC
Live Load: 40 PSF Deflection Criteria: L/600 live,L/360 total
Dead Load: 15 PSF Deck Connection:Glued&Nailed
Filename:909012-UPPER
Joist Design Includes CCMC Vibration Check
Subfloor:3/4"OSB
Ceiling: 1/2"gypsum Blocking:(See Requirements Below)
"7; / ,Zt,-,;Ae,01110PnWRAiNiSaMitilYklad..0%S. y
/ 710 8 8 812
9 °
16 7 4
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 2.000" 1.500" 358# -
2 7 10.500" Wall DFL Plate(625psi) 3.500" 3.500" 1130# -
3 16' 7.250" Wall DFL Plate(625psi) 2.250" 1.500" 399# -
Maximum Load Case Reactions
Used for applying pont toads(or ine loads)to camyiig members
Live Dead
1 274#(137p1f) 84#(42plf)
2 821#(411p1f) 308#(154p1f)
3 299#(150p1f) 100#(50p1f)
Design spans
7'9.375" 8'7.375"
Product: 11 7/8" LPI-20 Plus 24.0"O.C. PASSES DESIGN CHECKS
Blocking:(None)
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 722.'# 3755.'# 19% 13.04' Even Spans D+L
Negative Moment 931.'# 3755.'# 24% 7.88' Total Load D+L
I Shear 582.# 1485.# 39% 7.88' Total Load D+L
End Reaction 399.# 1027.# 38% 16.6' Even Spans D+L
Int.Reaction 1130.# 2330.# 48% 7.88' Total Load D+L
TL Deflection 0.0323" 0.2872" L/999+ 12.61' Even Spans D+L
LL Deflection 0.0257" 0.1723" L/999+ 12.61' Even Spans L
Vibration 0.0067" 0.0787" 8%
Control:Max Int Read.
DOLs:Live=100%Snov115%Roof=125%Wind=160%
Al product names are trademarks of then respective owners Huttig Building Products-TYT
Copyright(C)2018 by Simpson Strong-lie Company Inc.ALL RIGHTS RESERVED.
"`Passhg e defned as when the member,tborpist,beam or girder,shown on tho drawing meets appicable design velcro for Loads,Loading Condbons,and Spans toted on this sheet.The
desgn oust be reviewed by a quaffed designer or design professional as required for approval.This desgn assumes product nstalatron according to the manufacturers specifications.
CS Beam 20I 8.9 0.16 HUTTIG: 909012 9-17-19
kmBeamEn ne 2018 9.0_I SB Home NW 2756 11:32am
Materials Database 1572
Plan No.:353mod-STD. I of 1
Member Data
Description:UPPER FLOOR Member Type:Joist Application:Floor
JOIST(J2) Top Lateral Bracing:Continuous
Bottom Lateral Bracing:Continuous
Standard Load: Moisture Condition:Dry Building Code:IBC/IRC
Live Load: 40 PSF Deflection Criteria: L/600 live,L/360 total
Dead Load: 15 PSF Deck Connection:Glued&Nailed
Filename:909012-UPPER
Joist Design Includes CCMC Vibration Check
Subfloor:3/4"OSB
Ceiling: 1/2"gypsum Blocking:(See Requirements Below)
ei r Bigg --// y�'�%/ � a. / 7%� i /
. .all,�,�Fl,� .,,... ,. .,.�'i. ., s,,�i � '%r. ............ %.k
15 812
0
15 812
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 4.250" 1.500" 844# —
2 15 8.750" Wall DFL Plate(625psi) 2.000" 1.500" 84'ltt —
Maximum Load Case Reactions
Used for applying point loads(or he loads)to canyng members
Live Dead
1 614#(307p1f) 230#(115p1f)
2 614#(307p1f) 230#(115p1f)
Design spans
15'4.250"
Product: 11 7/8" LPI-20 Plus 24.0"O.C. PASSES DESIGN CHECKS
Blocking:(None)
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 3242.'# 3755.'# 86% 7.96' Total Load D+L
Shear 844.# 1485.# 56% 0' Total Load D+L
End Reaction 844.# 1008.# 83% 15.73' Total Load D+L
TL Deflection 0.3914" 0.5118" U470 7.96' Total Load D+L
LL Deflection 0.2847" 0.3071" U647 7.96' Total Load L
Vibration 0.0317" 0.0429" 74%
Control:LL Deflection
DOLS:Live=100%Snow=115%Roof=125%Wind=160%
AI product names are trademarks of ther respective owners Huttig Building Products-TYT
Copyright(C)2018 by Simpson Strang-To Company Inc.ALL RIGHTS RESERVED.
"Passng rs defned as when the member,floorpist,beam or girder,shown on thn drawng meets applcable desgn criteria for Loads,Loading Conditions,and Spans fsted on this sheet.The
desgn crust be reviewed by a quaffed designer or design professional as required for appmvaL This desgn assumes product nstalation according to the manufacturer s specluations.
CS Bea„2018.9.0.16 HUTTIG: 909012 9-17-19
kmBartnEn"ine 2018.9.0.1
MAuials D; e 1572 SB Home NW 2756 11:37am
Plan No.:353mod-STD. 1 of 1
Member Data
Description:UPPER FLOOR Member Type:Joist Application:Floor
JOIST(J3) Top Lateral Bracing:Continuous
Bottom Lateral Bracing:Continuous
Standard Load: Moisture Condition:Dry Building Code:IBC/IRC
Live Load: 40 PSF Deflection Criteria: L/600 live,L/360 total
Dead Load: 15 PSF Deck Connection:Glued&Nailed
Filename:909012-UPPER
Joist Design Includes CCMC Vibration Check
Subfloor:3/4"OSB
Ceiling: 1/2"gypsum Blocking:(See Requirements Below)
� �. >/i; Off'
K.,2222 v
12 6 12
12 6 12
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 4.250" 1.500" 671# —
2 12' 6.750" Wall DFL Plate(625psi) 1.750" 1.500" 671# —
Maximum Load Case Reactions
Usejfad Nn9 port (a hiebas)to ca)n manben
Live Dead
1 488#(2440f) 183#(92p1f)
2 488#(244p1f) 183#(92p1f)
Design spans
12'2.500"
Product: 11 7/8" LPI-20 Plus 24.0"O.C. PASSES DESIGN CHECKS
Blocking:(None)
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2049.'31 3755.'# 54% 6.39' Total Load D+L
Shear 671.# 1485.# 45% 0' Total Load D+L
End Reaction 671.# 989.# 67% 12.56' Total Load D+L
TL Deflection 0.1702" 0.4069" U860 6.39' Total Load D+L
LL Deflection 0.1238" 0.2442" U999+ 6.39' Total Load L
Vibration 0.0200" 0.0580" 35%
Control:Max End Read.
DOLs:Live=100%Snow 115%Roof=125%Wind=160%
apalc na aaelt lana¢°t�" See°"e Huttig Building Products-TYT
C,e ncff(C)21718 b/Sime m StragTe Canpary Inc.OIL RIGHTS RESFRVID.
g ��a;W,acre n,gnba,Flea pate�n Q fid,t,�n m ws na,,.g n,eRs ami de�y oica3 fa tom, cudlios,ad ted m tns sr .Tre deny,mat be,eserod by a mem
desig,e o obe9r pdaoo,o a rogeni to�pord.lIon daig,aauna poled irstolrtim accod,y to the moot tun s nogifiratios.
-.r"I Beam Hole Details
' '' :,/r; 7'. ..,", _,.., -.- 1"-• , ,,,,i,,,_,
Web Hole Details ,r=l;i:....,,./...,,,e,„„..• '': ,.;' ,
Roof Details
...,-,i12''01'„%,..',';'..,'''S'.:!.1\1•k,',.1„Il.„:„....,„„,„„..,.......... , , j,.,..,,,,lll..,!'" ."I- .-,4, rnm „.„-Nc....,-•,,,•.. .'''..:$AgigiiiiiimivIrrr--I--t 1
Lleagt-I"-t,',,,I- ',,,,:12*kk.toN....-.-er._,.',,".r----i-- 7
''*L'gifigl%joi.,441ri„
LP SOLIDSTART -;a1-- -_ " '''" . ,.: „,:,.... .'ii,•,k' . .,-01,1";------•••:- ' s--...-• --''.1,!'N'u,/:,:::::::::•17::;;;;;'''''' IT
II
Cleat 515t5.
c 5't 5 1 ENGINEERED WOOD PRODUCTS ' ....... oi-. it707... ,,,...,,,..,,,,,,..‘.,.. re II .0007) ,-,.... , ,,..11zt ., + i ...,.......„,„:„::: ..._ ,...... „.....T.,
Iing"8:Installation RecornTeast!ons
IMMEM-,,;:,.,-,,,..:'' '..: .,...„,„ A.....1.m. , i 4410 ,.r.., ',,,,,,, ,„f,-;:;:"' ,t, ,-"'-' 1.*:,,,ra---", : .- I .7 ,,.----- ,;;. •.; -
=1=Z;,=,m*---":::::::::,--,,,,.. '.,--, .....,r . , r 21 , • 0","po, WI :,,, ;,,;. ;•, T't. -, ,--•,,,..1,---- 7, ----.:-._
, I
illi, ,,,'••..-•,,. ,1..0.4o .,„
''''", "'"I: ::::.*..^",,z,==,:=7,L;;..,
krt.b.......,........., ,
''''''''''''''' ''''''''=';''''7`.."'"''''" --;';;;,== --- ,
1 ,"','":"'" ,,i ,,,,..*,,,er'.,-..• ilso.,,,,,, ...,:p,,..
:t1T-, 7-* ''":
III
..;.:„.. .1'._':'1'. -..;:! 11.,-'4,!:**"::,..77.1'''''''''''''4:::t!,,';':':::;::7'A::::"R-N''.'"m:::::::::::::::::i;i::::::.:i:::.:rr,.,::... <
, ;JO IIP /IM:0.4:...
Roof
. .. „' 40 1 „,„' i i i;',5.i:?,. ',.,..","'"".Z°........+. '',:&-.4''-'7.-. %''':::*,.'''''''''''''''' '7 i..' sal'''.arai ins . 4..,:mr-,,Iticm:=1411 R.,••,...,*.t.„91.,•••....'„.„,,,,,,,.- ,4 ,,,,,,„:,!::•.,,, -,,!,, :,,11„,,,,,,„,,,!,;,,:. ,y,, -„,i,,,,;„...•
Layout ItYRical) ' '<'.."','.." ' r ,,--",,,-" ,'- ,..,, '''' • ---''''' - --' - Ir OEM --,',.,7.7--, , , 541==alliw!T:=K4ttst 4,.4...,'"I',,,,V34 Xialk:;;:. '", 7:]i::::''''''' "=:;:z‘:--t
WARNING
' '-' l'';'''':" l' -:' 'AgIt;i4teift:*.':;t '.',',..o'•ml.t.11,,,,,t ---,,...;L:I"'''',,,, ''''. ,,,,,,,,,..:., -
' "1° -.-!...IL-,:i:::• ;,,,;--,..;', I-g;I:`,;',F-I-17:,.:II-::4,51.-1-1.,1.7,..-:*,,,"Ie',,- ,r''4_,t,zr'.,,LI - -- . --. !' tta-ttltlf",41,',i3,:1%.,' . ; ::*:--,-:--'-. 4.5:ici.tiof,, 'f,l„,/ <,/,,/„„,
i'„„..._:. ..",„„/.. .../, ;,-<. ,f,,*,,,k,s;.',,:,,,::_,..—„.„,'a,'''—,‘4''',';,,1,aito.k„,•,,'ii' f. „- --' '-:-"-;i'E'7,a'i"-.";-Z;:-'':"-I4z4t:'.I.:,S4•7,,-,':I,':':,,I-fI,;r:,;',,'I:F,-':,7',-1'F-:''t;-.-H4'7.;.'-":;.I;i'-'F:':':;'r::";'zi'''1"4.0'::'r74'::'T::7''.:T:•:9;V.,.,."-,,*..-P,4,,o,.4'f';,I,,t';f,,,,".#g4I-!-."/'.'-*-:l'i'_,77•'7'--'''-,'I• ;,,' .m.r...rS,"!.r'`''2•.'I,f'<''4..!.'0'1-''..l!!i:.';rk:..”i.tlijii...xlk„tf,'?', 'F1'.IIL4Ii../;..'"--'f';'-''4i'k<..'.l'*0','/:.,'7''''':'/'','p''. ',i1''„'',:„,,iv',A:r,r4,,'.„,.:,,'.'-1'.'..; ":',.',,,,:i,:ssi:or:o/r:trles„.,744.:,.,.111',,Ili'k::l,I7it:l"ii^Mg.:',i''T'.:'''.'7'4''..'...s.,.::::4:7:':4-P0.P-4.IP,40..I.,P-tI..l'L:,PI:*.-: <qI1.iN111g7'1.2.:"V"""1'I--,-;7V.:f-S,'i'-,7;f•',1:':1:4,:::'i:,,:;;71,,;'..,,4,-`-,:Tin,i„'O.i1t/r,,',,,,•*,T:.:-;:;.7',.I,'.;:',".I',17I,,4.',,T1,.•:;,'.7.•.".!'1„;'.:i;,„7i;i1,.=,,:-,-',_;'.)'T7:I°:,7.;,1%'i!;:::.I :,,;;;:i,',:-::.,::,'•;:7;i,:•,:,. .'i..,4I,,g:itHI'.7'...i,.':84.FI•',it'f,.i;.--'•iit-4t4„'rt.,;,H.:'.iIqF.Ii,''.,,ir.:..,'-';.5.,,14I7247'•'7<',•;--.:zf•1.
f;srp'7'4-1''zzr'?1',,,'.,•,zm(„-....L,,,g..li;4t1ik.r..1:' ,,i,,l..,iLL-ri.i21,mW'.,.:t,ms,::,ki 4*•I,,.::,.;. r:.z:.!,.:.7:,,_,•-iy':.r.kpp,].,.„:4”':,.•4'.,i..:,.,i,:IIiI,i:I,-:2*i,i'„....:I:!.,,:,,I:,,4-:.::,k:,:'_,I:,..,','_',.....,,,0„,-„„,„:7',.!:,.”.,",I‘,,,',.,,',.:,,'„.,•,4,_,4.:-._.t.....6:.„.,A1k01.,.,-
•.,,
.,., „:„...„-, is..„„..., ' '--',.:.'••••_.•,:',:;:i.,,;;;;:%;-:..1!"',4"te41 --4,''''”. giiiiiiit,:.. 1,1_!..S7' 1., i!: ,i.,_. 'L°7'7. ';;;,,, :f1; ;17 7,,i, ii ':i.,7,!. ,.......-.--,1_,„.,-,zq'.''1 .'L'''''''” "77111L'r T'' FLZ::::';',1;:t.'.:::.':777:;.:Fat:T:i.z.F.--,--
IF:""-Y-:::474-'1,4011 ..131!4=,..7 41,-,=,..,7, '----='-'' :::.i.i.:',..',......-4(?.5!:-.- .* ".'",i ,,,,:'.0.• .t:: iibb,-,7,- ii' .'f: r:: '''',.• ';.r; ;;'. ":,',; 't''. nr:•1 ;!.
;4 4, ,,,., ,.,,, n.,t.,.,,,,..,.. ,,,,„ 0 ,,,,,,,..:,:.,..Ill imi ,,,,.,........,..„,„.,....7„7„,,,,
..ws11...A. E. .,,, „,:i. 7: :.:i ;,,4-_, ';,,..•,',,,7. ;,:.ff,r.-2.).:,4 ,-, --
:,,iir-LA7,,,,*.;;N ‘..'. milif -- ''...,77.r.'\,',..',':',4 :•.°•'.-.••••,. .'
'""1-674.--", "••-.10,1, 4::,...N%tkz,,,:. *Is..7.',1,,,,;144, 1,a ,':'•'' iikj-1..„‘244,fikir,,- -te Mittit''',‘I.1?,. ''''''-' 81III '',:1:1111111tift-',•••:• ••:• ...., ,...,,,,. „::„...,::::::,,.., .,,,,:.!,_
>
fr ..,-.r" '''' -' '.:44141:k‘ "‘AIZill1„.„ 4 IP SolidStart LVL&LSt....,Blotail1,1,1..,,..,1" 1
7“,,,,..4.„...=,,,,,,,,„:,,,,E,,,,:t„
7 -- .
_ -_,-- - Stringer Details '.gl:'
'''''''''''''• *It-m- ' ' "'--.' ' „ Floor Lay..t(typi.i) 0,'";:or.T: ,'/7< riStilL
fI c';',:'_ • -TrAPPfi. Anii"4°"6 '1.:1,..... ."`%A./ef($\i . ,„„...:::/"7
..,..•;.4,,..,. -',' ,', 13„...„,„,....,„,..„,,,,,
Floor Details ''- '`', ,r, ,121.0.,...„ a:15,.....!.. ..-7,:-..„.--,---,, ';„'rs,i•,-.,-.7!°'':::::'z,-7.,z,:tr'"r.'...'"'"'•''-,ftAtk.‘,, „,----' 4t/ c...--=•••.• • 4-,-,. :[74,:.:;:Zifi:.4:- '„..,_„4,.,_',go,:::iiI, , - -,,,,,,, ,*ei.-- '''--7-7,•'.7'.
to , ,.„.„.•,, 'pg..-- .irzt-- --: ....,':„: " A„,...,.,14,...--„,,,.='-1-',- 'Itc==,-,,,V,Z=,------= :. .., -\:•..,,,
'41}tt‘ ,,,,=-::,„,,.....,=, --i.//0.,,........ k";.'.-''''''ZI ..,,, _ -,,,, .010t102I'M•\., •Mfg,.;,...,,,l..40"147,,t7J.,,,,,...'"'''''''. ..,:i-%:".`,..&ZOIt. :',, I': ,. :::"... ' 'r r''''4"--7-
-O.',.7..:-,-".,,-,1c=.-0-A.''-2'';'...T.1,,\'„--..."':''.E;-'.st1.'1I,'7,k-.,-n•''I1'I:'--1:I„"1,:1Z,!-.,,4,-..-"--"-:1"'117.-10b,',-'„.,',0,'-,,,i,."-,,'0,.a\)..1,--.,1-4,.,,,,,,,::'-,:L',1::'':.,',.',.,_''':'',.:'".''','L.'L.''_'',,.''''';',''%.,k'..„.'t',..N.',1.L.a._\_'-5'''\-„'iT-''i'P'‘.-.,.;'i''''t':1.'.I"-.i'04..'Ii,*t-1-1'f1-'0-,i1—-k-'N'..:-.)14'„^--''1,,..'4-).„.'1,.P.',G..';'q1!'?;'.-127."4-u,'—i'',":4',".Z:.:..v4:.:1.4..,'.---'-:',7e''..:i:.,.w'."'.,','':':".4:'g1't',r''4,'",:-',;N.4,';'',2'*...77',,.'',,"',..`':_'4'\',:'.;.,-'-':''-.''"'*,A''4IA'-,'lt'm'.."-:.-=l'I_''''',;:..',..,.':,k4.iti-,:...z*..1.f:,.,,:i,,,-1,,'.,.:,.i'„:';,'I'0,°';0.N._„,'•,' 1,:,-,-,I,,,\.-,,....,:.:..::%.-:,.....;,„.,t:<„,.:.i'.iaitt'''.ti'...iy,i"lam!i11z,N:..,,'it”Ti,*•s7,,1M,,•,iIaiItI,,'I,I.'Ir-.iI,,?r,:I,‘:/I,:,:,'Is f.i112, ...-''',:''.-.°,,.•4°.'=...4-.0•...1.:.=4w.!-...4,w.,7",r;P,itl.4....,,.,:.:„"::„„„eE'411,'.',„.0.‘I',-4',,-'-,-"',,.',.V.gF .1,.m..7
I•,,'•I'<,'.,'.,1..:44MP;-,7..',,1-a,;„,r1:11,7•,,.,,.,,4,1,,,,4,i,.“,,.t,-O,-,4g71:.14:1:47..:o.-.t.7,--4,--c..t,r=•,i,,1,:7r0,,l..„11=,-.._i1....1:...,1.111-!.,„,.....,„.„'"
maoo
. , g . N
40 .01 ' i ** 6:=23131
•
'•
' --,-L,--,:',I,II''''I''''-.-- ' , -'"' m-- 4,!,,. ,.,„:„„A kikallINIIIMIIIINEta‘ft• -.,..,. , ;;:;=,-,--"'"'-'"=:„ is„, r”.
Njo....o.." 111°.ltler!!•tn."7.',, -,.1..-'' ';'.,,d':,',-1:-.EI.: ;40,0!:::::., i igionsisinowikagr- 2.II '• 1;,:,=-=zEEE.3----':', ..,„, ,,,,_:, • ;,,,l!i,,, ,,7,..... ,:::,:=1-: ,,,,,,,,,..,,,:,..47:z\7;,:, on0,,,,,,,,.,,,,,,,_,,,„,„.
rill'''''''' -7-7 --.k,s(-7::=7.-;',';' ''i-,-1.,::-.:4:0 ,,,,00 ..:::. m:;,...„..::."':'''''''''' . •-:::.;._ !!=..1-zzrzg-411- 1,,,,,..4F.L2.„•,----- ,o. - .I' b,.4a,,,- '•,,,,
DTflr
7,1-',...'"..16._.....';,..,4 1.,..,7i:, z,..,.,•:, '';', • ii-f.Z'"' •-• ,?,.:..,,,,,,r,..„...' ', 0-,:fr i .i.,........- 7,,,T.'F',,,,,r: *Lriireza.....-..• .4,,,,,,.7....--,,,,,,,, -.....: si ,„,.
, -,,,,,;-::7, .r...t7....t.:Iii 7-7 ,77.r..:.: ------ ,L
met ollowing,..'d41°"' ':tr;?e:.
.2 ,, ,,,,,,,--7'.."''' ....,.. . es,..,......,.,";"'" El= 7:3=7.71 ,,: _,,-7,,,,Tr.7.7,..
''-'''''''''''- -''' ."- are NOT Ro',Mt.41 raevd7t ,r ,,,t, ,: ii 04•14,iiiir .,1‘,I(;;;;150, .::, li.f:4,,,,.. .,gr- :',.•
IIT-L:5:4:1:?44It:-7::;t4;1':I7`-f.I:',. ' ..4-0-:.0000.0 •mik :.4.-WAlt It,,41,ijr g ..',',0111;;:,.. ..„7'. '-.,,,,!t '-',,,I;Iit'''
,,,, ,,,,,,,,:,,,,,:,, '
_ , i' ' '
:Z. ':04;41I::IIIME'''' 7:;:.1:tr:L'''''''''''::.'''''3'''''''''''''''''''''''''.2::'i:''''-z-'7'e'''I--:z'''''17'7,:•:14.'44:1-'-:.'47...T.,,..t'-'7'..-..7,':5t,:,-7.,?;.:::.c."z. :: ,.,:•,'--;;I---s:;:°:°:'i'-''-‘:7:--- , „,r, ;,,It'=,=,,:„....,,,,,,,,,i,,,,,,..,
t
,,,,--..!.•:;?.-= ,:z.-...-.,,;:„ ,,,,,,,,;;I:c.-..:I.,-,/,'...:',`.,-.:Iz.1"-.',,:,-;..,;,,,,,,,.,.....,.=:,,,,,L7i,,...:,.=;,,,,,:::::4„,;;„7„,,,,,.z...-7,....,.:7-.. ,,,,,,,,,,,._.,..,,,,,,_, 1_,„........ ,:z,z, ,.,:,
ll 3 ri SW E-ilsor1 [-,„ 1 SrZo t6i-oo 3.78
Client: Date: 9/3/2019 ,7) x1
L . S O L I D S TA RT"Project: Designer: 9 "
otstcx sxcrwaftB Address: Job Name: 2756 C p c� (� n
Project#: EP 2.3 2019
A LP—LVL 2900Fb-2.0E 5.250" X 18.000" — PASSED Level:Level
CIT F rig t :,.
BUILDING DP
eI 5 'f(
11 1
s .a41 l 3-A4,-.4,44", a 3 t- ,
1 £ 2
Yi
fi
[[ ...„, „.... N,
. . `", �,< iv �.. 'te/. ag 1'6"
, , c.„=,
1 Hanger(HGU5,25-SDS) 2 SPF
/ 20 / 1f4"
t "20' /
Member Information Reactions PATTERNED lb(Uplift)
T
Type: Girder Application: Floor Brg Live Dead Snow Wind Const
Plies: 1 Design Method: ASD 1 6123 3947 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 6291 4033 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection IL: 240 Deck: Not Checked
Importance: Normal
Temperature: Temp<=100°F
Bearings
Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb.
1- 5.250" 49% 3947/6123 10070 L D+L
Hanger
Analysis Results 2-SPF 5.500" 84% 4033/6291 10324 L D+L
Analysis Actual Location Allowed Capacity Comb. Case
Moment 47165 ft-lb 101" 64657 ft-lb 0.729(73%)D+L L
Shear 9146 lb 181 3/8" 17955 lb 0,509(51%)D+L L
LL Defl inch 0.410(U563) 10'3/16" 0.481(L/480) 0,850(85%)L L
TL Defl inch 0.674(U343) 10'3/16" 0,962(U240) 0.700(70%)D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Load Deflection:Instant=0264",Long Term=0.396"
3 Fill all hanger nailing holes.
4 Girders are designed to be supported on the bottom edge only.
5 Top braced at bearings,
6 Bottom braced at bearings,
ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1,15 Wind 1.6 Const.1.25 Comments
1 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL
2 Uniform 7-8-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR
3 Uniform 7-8-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
4 Part,Uniform 0-0-0 to 10-8-0 2-4-0 Near Face 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
5 Part.Uniform 10-B-0 to 20-0-0 3-4-D Far Face 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
Self Weight 27 PLF
•
Notes Manufacturer Info Stone Bridge Homes NW
lints component analysts is basso on the toads, ` 4230 Galewood Si Suite 100,Oregon.
Louisiana-Pacific •Corp 87035
geometry end other conditions as entered by me user 414 Union Street,Suite 2000 503-387-7577
and listed in Uls repos.The user is responsible to
the accuracy of me input and me applicability m Nashville,TN 37219
ensure
the ecmal conditions of the structure for which this (888)820-0325 •
mpo t intended,This analysis is vaild only for the www.lpcorp com
component
listed.
APA.PR-L280,ICC-ES:ESR-2403, ti 01.STONE BRIDGE
Copyright 2016 All nems reserved by Loua aria Parodic
corp 0r4 Limon st smu 2000,biashvtle TN 37210 This design is valid until LADBS:RR-25783,Florida:FL15228 �. (�O(�ES I\/1 f
10/31/2020 , I ' I I �t v v
LP SolidStart Design Version 3,104(Build 18 11,115)Powered by iStruct'"
Client: Date: 9/3/201 s Page 2 of 10
IPS O L I D S TA RT°Project: Designer
a. DESIGN SOFTWARE Address: Job Name: 2756
Project#:
B LP-LVL 2900Fb-2.0E 5.250" X 18.000" -PASSED Level:Level
Ni„'-.-,.1,V,‘ ry ,-� 2
1, 1
_ , - 1 . *x
X\
.< I
r
1 Hanger(HGUS5.50/14) 2 SP
21° / //5 V4"
21' f
Member Information Reactions PATTERNED lb(Uplift)
Type: Girder Application: Floor Brg Live Dead Snow Wind Const
Plies: 1 Design Method: ASD 1 0 3759 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 0 8462 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection TL: 240 Deck: Not Checked
Importance: Normal
Temperature: Temp<=100"F
Bearings
Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb.
1- 4.000" 24% 3759/0 3759 Uniform D
Hanger
Analysis Results 2-SPF 5:500" 69% 8462/0 8462 Uniform D
Analysis Actual Location Allowed Capacity Comb. Case
Moment 42175 ft-lb 15'7" 58191 ft-lb 0.725(72%)0 Uniform
Shear 8411 lb 191 3/8" 16160 lb 0,521(52%)D Uniform
LL Defl inch 0.000(U999) 0 999.000(L/0) 0.000(0%)
TL Defl inch 0.541(0451) 117 13/16" 1,016(L/240) 0.530(53%)D Uniform
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Load Deflection:Instant=0,541",Long Term=0.812"
3 Fill all hanger nailing holes.
4 Girders are designed to be supported on the bottom edge only,
5 Top braced at bearings.
6 Bottom braced at bearings.
ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1,15 Wnd 1,6 Const.1.25 Comments
1 Part.Uniform 0.0-0 to 15-10-0 Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL
2 Point 15-7-0 Neat Face 10070 lb 0 lb 0 lb 0 lb 0 lb BEAM A
Self Weight 27 PLF
Notes Manufacturer Info Stone Bridge Homes NW
This component analysis is based on the loads.
Louisiana-Pacific c Corp 4230 Gatewood St Suite 100,Oregon
97035
Aeooby and other oond�lions as entered by the user 414 Union Street,Suite 2000 503-3
and hated In this report_The beer is responsible to Nashville,TN 37219 503-387-7577
ensure the accuracy of Ile input and the which
to
the actual conditions of the structure for,,which this (888)820-0325
omponent is intended.This aywww,Icorsis is valid only for the .
product bated,
. p P.com ""'
copydem 201e al hones d by Louisiana pacac APA:PR-L28R ICC-ES:ESR-2403, sit. STONE BRIDGE
Corp.414 Union St Suite 2000 Nashville TN 37215 This design is valid until LADES:RR-25783,Florida:FL15228 HOMES N W
10/31/2020 HOMES' ' v v v.
-
LP SolidStart Design Version 3.1.,04(Build 18,11 115)Powered by iStruct*"
Client Date: 9/3/2019 Page 3 of 10
LPSOL IOSTA 1'fT"Project: Designer:
OESiGN SOFTWAREM R Address: Job Name' 2756
Project#:
C LP-LVL 2900Fb-2.0E 5.250" X 18.000" - PASSED Level:Level
„)iI ) a )_f likt 311. r ,° - :::,,Htimini Iljt
72-,14,-,..,=„- ' I ,I t i js 3 3.,
5
2y
j)i 111 in ll ,,ini3 1 Oji ,, 1T 'i,1 �
fP1
'.k.'-:,L4' V , ',..vo,^.,.-ft-,,,,,,,- ,' - ' '''' ,....-f-.;ii,,,,,A4ikt.,:° :'';, ';,-,!:' .liaTI'l X lir '
1 SPF
2 SPF
/ 20'6" f H�5114a
20,6"
Member Information Reactions PATTERNED lb (Uplift)
Type: Girder Application: Floor Brg Live Dead Snow Wind Const
Plies: 1 Design Method: ASD 1 5885 3852 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 5885 6041 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection TL: 240 Deck: Not Checked
Importance: Normal
Temperature: Temp<=100°F
Bearings
Bearing Length Cap. React D/L lb Total Ld.Case Ld,Comb.
1-SPF 5.500" 79% 3852/5885 9737 L D+L
Analysts Results _... 2-SPF 5.500' 97% 6041/5885 11926 L 0+1
Analysis Actual Location Allowed Capacity Comb, Case
Moment 46220 ft-lb 10'3" 64657 ft-lb 0.715(71%)D+L L
Shear 8578 lb 1'10 5/8" 17955 lb 0.478(48%)D+L L
LL Defl inch 0.418(L/567) 10'3 1/16" 0.493(L/480) 0,850(85%)L L
TL Defl inch 0.691(tJ343) 10'3 1/16" 0.986(L/240) 0,700(70%)D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Load Deflection:Instant=0.273",Long Term=0.410"
3 Girders are designed to be supported on the bottom edge only.
4 Top braced at bearings,
5 Bottom braced at bearings
ID Load Type Location Trib Wdth Side Dead 0,9 Live 1 Snow 1.15 Wind 1.6 Const,1,25 Comments
1 Uniform 7-8-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR
2 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL
3 Uniform 1-3-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF G ROOF
4 Uniform 7-8-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
5 Point 20-2-0 Top 2189 lb 0 lb 0 lb 0 lb 0 lb GIRDER
Bearing Length 0-3-0
Self Weight 27 PLF
Notes Manufacturer Info_ Stone Bridge Homes NW...
TMs component analysis is based on the loads, Louisiana-Pacific Corp 4230 Gatewood St Suite 100,Oregon.
geometry end ather conditions as entered by me user 414 414 Union Street,
and listed in this report.me responsible to Suite 2000 503-387-7577
ensure the accuracy of the input and the apcucanioty to Nashville,TN 37219
the actual condnans at the zVuaMre lo,wn;m This (888)820-0325 __..
component os intended,Ths analysisia valid onlyr the www.lpcorp.com
product hand,
Copyright 2016 an denrs reserved by iodistana Padfic APA:PR-L280,ICC-ES:ESR-2403, of STONE BRIDGE.
corp,414 Omen St sure J
2000.Nashville.TN 37210 LACBS:RR-25763,Flonda:FL15228 ! HOMES
NW
This design is valid until .--.""".!,.
10/31/2020 .....
LP SolidStert Design Version 3_1 04(Build 18,11.115)Powered by!Struct'"
III,
Client: Date: 9/3/2019 Page 4 of 10
LP SOLID
ST A!1RT'Project: Designer:
DESIGN SOFTWARE R Address: Job Name: 2756
Project#:
D LP—LVL 2900Fb-2.0E 7.000" X 18.000" - PASSED Level:Level
II
RIM; 2
111111110111M111111111 hlowigui,:iVI It6I
. „..„., ,,..,........,,,,,,„,,,„,,,„,,,,,,,,,,„,„............„,,,,,,,,..„,,....,..„..,.,,,...4WO: 7,X..At,OPY:1...401 r,:-'-',.::—",!:.5,,,,,,,Ly-r„:":„+-1.-- , ,-.,,.
1
kFt' Lp E` gP1.p 4 LP y
1 SPF r=
2 SPF
{ 2I'8" �.
21"8"
Member Information Reactions PATTERNED lb(Uplift)
Type: Girder Application: Floor Brg Live Dead Snow Wind Const
Plies: 1 Design Method: ASD 1 9070 5708 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 7734 5207 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection TL: 240 Deck: Not Checked
Importance: Normal
Temperature. Temp<=100°F
Bearings;
Bearing Length Cap, React D/L lb Total Ld.Case Ld.Comb.
1-SPF 5.500" 90% 5708/9070 14778 L D+L
Analysts Results 2-SPF 5,500" 79% 5207/7734 12941 L D+L
Analysis Actual Location Allowed Capacity Comb, Case
Moment 68476 ft-lb 101 7/8" 86209 ft-lb 0.794(79%)D+L L
Shear 12111 lb 1'10 5/8" 23940 lb 0,506(51%)D+L L
LL Def)inch 0,518(U484) 10'8 3/16" 0.522(L/480) 0.990(99%)L L
TL Dell inch 0.857(U293) 10'8 1/2" 1,045(L/240) 0,820(82%)D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Load Deflection:Instant=0.339",Long Term=0.508"
3 Girders are designed to be supported on the bottom edge only,
4 Top braced at bearings;
5 Bottom braced at bearings
ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1,15 Wind 1.6 Const.1.25 Comments
1 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL
2 Part.Uniform 0-0-0 to 8-10-0 7-8-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR
3 Uniform 7-8-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
4 Uniform 12-10-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
5 Part.Uniform 8-10-0 10 21-8-0 1-6-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR
Self Weight 36 PLF
Notes Manufacturer Info Slone Bridge Homes NW
-
This component analyss is based on the load. Louisiana-Pacific Corp 4230 Galewood St Suite 100,Oregon
geometry and aa,condibens as entered by me use 414 Union Street,Suite 2000 97035other
Nwre ted in gas report me use.is esponsihle to Nashville,TN 37219 503-387-7577
en
me accuracy or me input and me anplica5 to
the actual cendinons of the swcmre for which this (888)820-0325 _..............
component ts Intended,This atysis is Viild only forme www,lpcorp,com
product bt d APA:PR-L280,ICC-ES:ESR-2403, •.1 STONE BRIDGE.
Copyright lata All rights reserved ePaeiheHOMES NW'
cont-ala union St soli mn0,uamwae TN nra LAOBS RR-25783,Florida:FL15228
This design is valid until , s
10/31/2020
LP SohdStart Design Version 3 1.,04(Build 18:11.115)Powered by iStructr"
Client: Date. 9/3/2019 Page 5 of 10
LP SOLID Designer:
4, OESISN sorrwABE START1 Address: Job Name: 2756
Project#:
E LP—LVL 2900Fb-2.0E 3.500" X 11.875" — PASSED Level:Level
�' � l€a
.s
NIMMIIIM(1111111 1ii1 l'
M �... ,. ,,,,,,,oma It /8
1 SPF 2 SPF
12 / i--/3 1/2"
/,._
17
Member Information Reactions PATTERNED lb(Uplift)
Type: Girder Application: Floor Drg Live Dead Snow Wind Const
Plies: 1 Design Method: ASD 1 1220 1151 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1220 1151 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection TL: 240 Deck: Not Checked
Importance: Normal
Temperature: Temp e=100°F
Bearings
Bearing Length Cap. React D/L lb Total Ld.Case Ld,Comb,
1-SPF 3.500" 46% 1151/1220 2371 L D+L
-- ---- ---- ---- ---- - 2-SPF 3.500" 46% 1151/1220 2371... L D+L
Analysis Results
Analysis Actual Location Allowed Capacity Comb, Case
Moment 6581 ft-lb 6' 19902 ft-lb 0,331(33%)D+L L
Shear 2126 lb 1'2 5/8" 7897 lb 0.269(27%)D+L L
LL Deft inch 0.092(L/1497) 6' 0.289(U480) 0,320(32%)L L
TL Defl inch 0,180(L1770) 6' 0.577(U240) 0.310(31%)D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Load Deflection:Instant=0.087",Long Term=0,131"
3 Girders are designed to be supported on the bottom edge only,
4 Top braced at bearings.
5 Bottom braced at bearings.
ID Load Type Location Trib Wdth Side Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const.1.25 Comments
1 Uniform 4-4-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF FLOOR
2 Uniform Top 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL
3 Uniform 1-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
Self Weight 12 PLF
Notes Manufacturer Info Stone Bridge Homes NW '
mss component analysis is based on the leads Louisiana-Pacific Corp 4230 Gatewood Sl Suite 100,Oregon,
geometry end other conditions as entered by the user 97035
and listed in Nis report to
The user Is res onbble 414 Union Street,Suite 2000
v e Ne accuracy or the Npa and me , _t,, Nashville,TN 37219 503-387-7577
1,14 svtabr sssititoss or ns sbmgs t&v.1se&*4e. (888)820-0325
omp [ mended This alysis is valid only for the www.I eo com
monde ii t d. APA:PR-LP280,ICC-ES:ESR-2403, STONE BRIDGE
Co61 Tote NI ,NdbyL,Teienapee,6coil]
, . HOMES NW
Co,rp ne Union St Suite]000,Nashville,TN]]219 This design is valid until LADES.RR-25783,Florida FL1522B ra
10/31/2020
LP SolidStart Design Version 311,04(Build 18,11.115)Powered by iStrucV"
.._. ..
Client: Date: 9/3/2019 Page 6 of 10
LP SOLIDSTARTPizire:sts: Designer:
Job Name: 2756
DESIGN SOFTWARE
Project#:
_
H1 LP—LVL 2900Fb-2.0E 3.500" X 9.500" — PASSED Level:Level
11 1 ii-olipp oilli 1 ill iiiiri
i mi 11 .1ri
,,.1.,:,, ,..:' ,,..2, !!,,t,A.4„, .y.„,?,,,,,,,,,,,,,,,,,, ,'.",°( ,;,
11 idi L' .-!3'.1 ,I,' 01 -,_,-,,,,,
11i,.i. ,:iirtistro ,1 li .,111 Hi!
4„,u...L.1,L;, =,,--1,,,,k44-'''- 1 '''''TT''''''‘'"--
- ,
1/21
Hg 1/2"
1 SPF 2 SPF
/ ' /
alf"
Member Information ReactionsrgPATTERNED lb(Uplift)
Brg
Type: Girder Application: Floor Live Dead Snow Wind Const
Plies: 1 Design Method: ASD 1 1421 728 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1421 728 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection IL: 240 Deck: Not Checked
Importance: Normal
Temperature: Temp<=1000F
Bearings
Bearing Length Cap. React D/L lb Total Ld,Case Ld.Comb.
1-SPF 3.500 41% 728/1421 2149 L 0+L
2-SPF 3.500r 41% 728/1421 2149 L DI-
Analysis Results
Analysis Actual Location Allowed Capacity Comb. Case
1 Moment 1508 ft-lb 110" 13057 ft-lb 0.115(12%) D+L L
Shear 952 lb 11/4 6318 lb 0,151(15%)D+L L
LL Defl inch 0.007(L/5385) 110" 0.080(L/480) 0,090(9%) L L
TL Defl inch 0.011(L/3561) 110" 0.160(L/240) 0.070(7%) D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stability. .
2 Dead Load Deflection:Instant=0.004",Long Term=0,005
3 Girders are designed to be supported on the bottom edge only,
4 Top braced at bearings.
5 Bottom braced at bearings.
ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1,15 Wnd 1.6 Const,1.25 Comments
1 Uniform 20-10-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
2 Uniform 5-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
Self Weight 10 PLF
Manufacturer info Stone Bridge Homes NW
Notes
mu component onoiyes is booed i/re i,ds Louisiana-Pacific Corp 4230 Gatewood St Suite 100,Oregon
ocony 0,01 01500 bon65 entered by 0/00 Un 97035
414 Union Street,Suite 2000end listed fl IriS roped Tb ,ser 5 reep,r9ule 00 503-387-7577
Ire oppIr lily to Nashville,TN 37219
en".e the"'cur"or"fretl'Isrl'unctlure tor which this (888)820-0325
nemOttit cord/Ions
'Th.a,udsw..,,al,a.Ny Is,We www.lpcorp.com
APA.PR-L280,ICC-ES;ESR-2403. LI 14 STONE BRIDGE
LADBS:RR-25783,Florida FL15228 ilk F_IC)MES NW
cc:,,, ,°"49,^4'Union cAM" it9 reserved by Lou,s,ana Pools
SI suite 2500 NaawIle TN 31219 This design is valid until
10/3112020
LP SolidStart Design Version 3,1,04(Build 18,11,115)Powered by tStruct.
Client Date: 9/17/2019 Page 1 of 1
g �'b Project: Designer
U.,% isDesign M Address: Job Name 2756
Project#:
H2 LP-LVL 2900Fb-2.0E 3.500" X 9.500" - PASSED Level:Level
rirFl/ !-Ili'l.' 1 1IIjII EI 4 }) 1 : f 3 k 1.El Lf i f[I § l 1i 11(1
I - t
hl , , E 1, l
1 n
,i 1 '
b
9 1/2`
_
'aµz
1 SPF 2 SPF
�., / I I 13 1/2'
$ 7
Member Information Reactions UNPATTERNED lb (Uplift)
Type: Girder Application: Floor Brg Live Dead Snow Wind Const
Plies: 1 Design Method: ASD 1 1785 933 0 0 0
Moisture Condition Dry Building Code: IBC/IRC 2015 2 1785 933 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection TL: 240 Deck: Not Checked
Importance: Normal
Temperature: Temp<=100°F
Bearings
Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb.,
1-SPF 3,500" 52% 933/1785 2718 L D+L
?. 2-SPF 3,500" 52% 933/1785 2718 L D+L
Analysis Results
Analysis Actual Location Allowed Capacity Comb, Case
Moment 5170 ft-lb 4'3" 13057 ft-lb 0,396(40%)D+L L
Shear 2065 lb 1'1/4" 6318 lb 0,327(33%)D+L L
LL Defl inch 0,091(L/1063) 4'3 1/16" 0,201(U480) 0,450(450%L L
TL Defl inch 0,138(L/698) 4'3 1/16" 0,402(U240) 0,340(34%)D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stability,
2 Dead Load Deflection:Instant=0,047",Long Term=0„071”
3 Girders are designed to be supported on the bottom edge only,
4 Top braced at bearings.
5 Bottom braced at bearings.
ID Load Type Location Trib Width Side Dead 0:9 Live 1 Snow 1.15 Wind 1,6 Const,1,25 Comments
1 Uniform 9-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
2 Uniform 5-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
Self Weight 10 PLF
Notes Manufacturer Info Stone Bridge Homes NW
rms component anaryss is eased vn me loads, Louisiana-Pacific Corp 4230 Galevrood St Suite 100,Oregon
geometry aon aNer coeddions az entered by the aser 50335
503-
414 Union Street.Suite 2000 -3
eno rsled in ura.epon.me asnd s rapponsim.m 387-7577
re me a«urecy or me inval and me app0�aniry m Nashville,TN 37219
the oacNel conditions or me structure ror wnron Inis (888)820-0325 _.
ponent r a a..Tm:anayss s vai d Dory ar the mew Ipeorp.com
Product Itsted
uel STONE BRIDGE
C py ignl 2016 All ghls reserved by Louisiana Pa<i(c APA:PR-1280,ICC-ES:ESR-2403,
li
Cop,414 o SI Sole 2000,Nashville,TN 37210 This design is valid until LADBS:RR-25783,Florida:FL15228 is, HOMES NW
10/31/2020
Version 18:80,245 Powered by iStrucP°
Client: Date: 9/3/2019 Page B of 10
L . S O L D S TA RT'Prejecl: Designer.
DESIGN sopTysARB Address. Job Name: 2756
Project#:
H3 LP-LVL 2900Fb-2.0E 5.250" X 9.500" - PASSED Level:Level
,
�,,,, ate...:
t I( 1' 1 ��(i
i
91
1 SPF 2 SPF
111'6"
Member Information Reactions PATTERNED lb(Uplift)
Type: Girder Application: Floor Brg Live Dead Snow Wind Const
Plies. 1 Design Method: ASD 1 2813 1483 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 2813 1483 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection TL: 240 Deck: Not Checked
Importance: Normal
Temperature: Temp<=100°F
Bearings
Bearing Length Cap. React D/L lb Total Ld.Case Ld,Comb;
1-SPF 3.500" 55% 1483/2813 4296 L D+L
2-SPF 3,500" 55% 1483/2813 4296 L D+L
Analysis Results
Analysis Actual Location Allowed Capacity Comb, Case
Moment 10493 ft-lb 5'4" 19586 ft-lb 0,536(54%)D+L L
Shear 3474 lb 1'1/4" 9476 lb 0;367(37%)D+L L
LL Deft inch 0.188(11653) 54" 0.255(L/480) 0,740(74%)L L
TL Dell inch 0.287(11427) 54" 0.510(L/240) 0:560(56%)D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Load Deflection:Instant=0,099",Long Term=0.148"
3 Girders are designed to be supported on the bottom edge only.
4 Top braced at bearings,
5 Bottom braced at bearings.
ID Load Type Location Trib Width Side Dead 0,9 Live 1 Snow 1,15 Wind 1.6 Const.1.25 Comments
1 Uniform 12-7-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
2 Uniform 5-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
Self Weight 14 PLF
Notes Manufacturer Info Stone Bridge Homes NW
TMs <omvonem anayu.ra ea:ed on me mono,
LouisianaPaoftc Corp _ 4230 Gatewood St Suite 100,Oregon
seomevy and ONer Gond lions as entered ar Ue user 414 Union Street,Suite 2000 97035
and listed In ass report The user a responsible to593-3877577
stay*pa m ce y es ow mal.oar*.aA14,P1411Y111A Nashville,TN 37219
Iha coral�o�ian6" of ow snucmre Iu''atnsh 11 x. (888)820-0325
component is ntended.:rhis analysis Is rd enly for the www,I corp,com
product listd APA:PR-L280,ICC-ES:ESR-2403, '11* STON E BRI DGE
Capyr ghl 1016 NI rtgfe ed nyt riapa<IO< 'HOMES NWcorp,ria Vdon sf sv a 2000 NasllmUe TY a�21e This tlesign is valid umil LADES:RR-25783,Florida:FL15228
10131/2020
LP SolidStart Design Version 3,1 04(Build 18.11.1151 Powered by iStructTM
Client Date. 9/3/2019 Page 9 of 10
So
L I D S T A RT°Project: Designer:
DESIGN SOFTWARE 1 /i R 1 Address: Job Name: 2756
Project#:
H4 LP—LVL 2900Fb-2.0E 3.500" X 9.500" - PASSED Level:Level
11111 j, t t € nn;f;, lti 111 /111,1111 3 Hie!
I#
o I
Imp ..
91/2,
1 SPF 2 SPF
'1' /31/2"
s'8"
Member Information Reactions PATTERNED lb(Uplift)
Type: Girder Application: Floor Brg Live Dead Snow Wind Const
Plies: 1 Design Method: ASO 1 1758 911 0 0 0
Moisture Condition: Dry ° Building Code: IBC/IRC 2015 2 1758 911 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection TL: 240 Deck: Not Checked
Importance: Normal
Temperature: Temp<=100°F
Bearings
Bearing Length Cap, React D/L lb Total Ld,Case Ld.Comb.
1-SPF 3.500" 51% 911/1758 2669 L D+L
2-SPF 3.500" 51% 911/1758 2669 L D+L
Analysis Results
Analysis Actual Location Allowed Capacity Comb.. Case
Moment 3858 ft-lb 3'4" 13057 ft-lb 0.295(30%)D+L L
Shear 1852 lb 1'114" 6318 lb 0.293(29%)D+L L
LL Defl inch 0.044(L/1691) 3'4" 0.155(L/480) 0.280(28%)L L
TL Defl inch 0.067(L/1114) 3'4" 0.310(L/240) 0.220(22%)D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stabtltty
2 Dead Load Deflection:Instant=0.023",Long Term=0.034"
3 Girders are designed to be supported on the bottom edge only.
4 Top braced at bearings,
5 Bottom braced at bearings.
ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1,15 Wind 1.6 Const.1.25 Comments
1 Uniform 12-7-0 Top 15 PSF 30 PSF 0 PSF 0 PSF D PSF ROOF
2 Uniform 5-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
Self Weight 10 PLF
Notes Manufacturer Info Stone Bridge Homes NW
rola wmgoaeet enaryas �s based on me mads. Louisiana-Pacific Corp 4230 Galewood St Suite 100,Oregon
geometry aid other rondfions as entered by the"ser 414 Union Street,Suite 2000 97035
and rated n mis rev°n,rhe user is rey,a"able m 503-387-7577
esu
.e me aavra�y or m.ma,t end me eagiisamrry m Nashville,TN 37219
Ne Actual lend Sons err Ne aWclere ler which this (B88)820-0325 - -----
od� �nlenaed,nh alysia is"ai d Dory to,me wwwlpcorp.corn
or°au t r a APA:PR-L280,ICC-ES.ESR-2403, 1r STONE BRIDGE
Corn 414 Urta All rights rved by e°T,.,aea Pay h` HOMES N W
Corp 414 U oa OS su l zogo.Nasnv�Ne.TN ants This design is valid unlit
LADBS:RR-25783,Florida:FL15228 aR,
10/31/2020
LP SolidStart Design Version 3,1,04(Build 18 11.115)Powered by iStructr"
Client: Date: 9/3/2019 Page 10 of 1C
LPSOLID STARTaProject: Designer:
DESIGN sOFTwAnE Address: I Job Name: 2756
Project#:
H5 LP-LVL 2900Fb-2.0E 3.500" X 14.000" - PASSED Level:Level
1$ J
( Ei
E
1
17
mai.--'•
.,
�cam'..
1 SPF z
�/3 1/2"
9'3"
Member Information Reactions PATTERNED lb(Uplift)
Type: Girder Application: Floor Brg Live Dead Snow Wind Const
Plies: 1 Design Method: ASD 1 3885 2007 0 0 0
Moisture Condition: Dry Building Code: IBC/IRC 2015 2 3885 2007 0 0 0
Deflection LL: 480 Load Sharing: No
Deflection IL: 240 Deck: Not Checked
Importance: Normal
Temperature: Temp<=100°F
Bearings
Bearing Length Cap, React D/L lb Total Ld.Case Ld.Comb.
1-SPF 5,500" 72% 2007/3885 5892 L D+L
Analysis Results2-SPF 5500" 72% 2007/3885 5892 L D+L
Analysis Actual Location Allowed Capacity Comb, Case
Moment 11393 ft-lb 4'7 1/2" 27029 ft-lb 0.422(42%)D+L L
i
Shear 3902 lb 1'6 3/4" 9310 lb 0.419(42%)D+L L
LL Defl inch 0.078(L/1300) 47 9/16" 0211(L/480) 0.370(37%)L L
TL Dell inch 0.118(U857) 47 9/16" 0.423(U240) 0.280(28%)D+L L
Design Notes
1 Provide restraint at supports to ensure lateral stability.
2 Dead Load Deflection:Instant=0.040",Long Term=0.061"
3 Girders are designed to be supported on the bottom edge only,
4 Top braced at bearings.
5 Bottom braced at tteafings
ID Load Type Location Trib Wdth Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const,1.25 Comments
1 Uniform 28-0-0 Top 15 PSF 30 PSF 0 PSF 0 PSF 0 PSF ROOF
Self Weight 14 PLF
Notes Manufacturer Info Stone Bridge Homes NW
This component .e iyos a based on the lends, Louisiana-Pacific Corp 4230 Gatewood Sr Suite 100,Oregon
geometry and other conditions as entered by the user 97035
and listed in this repos:The user is r. 414 Union Street,Suite 2000 503-387-7577
responsible Me le to
re the accuracy of the Input and the applicability la Nashville,TN 37219
ensure (888)820-0325
be actual structure which conditions of the slrUCre tnie ;,
component is tended.This analysis is vafid only for the www,l cof corn
productfisted, P P�
Copynahl 1016 All dgnls reserved by i t paeino APA:PR-L280,ICC-ES:ESR-2403, t pi all,STONE BRIDGE
Corp.atau sl suite zoos Naanv,pe rrrarns LADES:RR-25783,Florida'FL15228 ' HOMES NW
This design is valid until d
10/31/2020
LP Solidstart Design Version 3.1.04(Build 18.11,115)Powered by iStruct'o