HomeMy WebLinkAboutLetter of Design CertificationRil:IIO$rrl aumilÊ $T$rrll$
Version 2 0 I 6. 4. 2 5 (4/2 5 / I 6)
January 23,2017
East Bank, LLC Pro.iect Name: Fuse Architecture+Constmction#4A & 4B
17 Cheyenne Ave Buildings: A->25'-0"x42'-0"x22'-0"(RCG,1.0:12)
Ca¡bondale, CO 81623 B->96'-4"x40'-0"x15'-8"(RCG,3.0:12)
Attn.: Bruce Upton
Project Location: Glenwood Springs, CO 81601
Project #: U16O08054
This Letter of Design Certification ensures that the materials fumished by the metal building supplier are designed
in accordance with the infomation specified to the metal building supplier on the ordet documents and summarized
by the loading information listed below. The Project Engineer of Record (not the metal building supplier) is
responsible for verifying that the building code and design loads meet any and all applicable local requirements.
The Professional Engineer whose seal appears on this Letter of Certification is employed by the metal building manufacturer
and does not serve as or represent the Engineer ofRecord for this project and shall not be construed as such.
DESIGN LOAD CRITERIA:
Structulal Loads Applied in General Accordance with:
Risk Cateqory:
rBC20rst/
II - Standard Buildines
Ground Snow Load: 57 .2 psf
Roof Live Load: 20.0 psf
Ultimate Design Wind Velocity:
Snow Exposure Factor,Ce: 1 00
Reducible As Pel Code.
Snow Imp. Factor, Is: 1.00
'Wind Exposure: B
tts mph/
Is Roof to rneet UL 90 Reouirements?: No
Seismic Criteria:
Design Sds / Sdl:
Seis. Imp. Factor, Ie:
Seis. Design Category:
3.0
3.0
Ss: 0.330 S1: 0.083
0.33 8/0. I 33
1.00.
C/
. 20Yo of flat roof snow included in seismic calc's.
Analysis Procedure: Equiv. Lat. Force Procedure
Basic SFRS: Not Detailed for Seismic
Site Class: I)
Snow Wind
Enclosure
Enclosed
Enclosed
Seismic
Ct RPs
4,00
4.0
Mezzanine Infonnation:
Floor l)ead Load: N/A
A
B
3.0
3.0
1.0 1 .00 40.00 =r 0. 1g
* 0.18
3.00 0.113 3.31
1.0 1.00 40.00
Floor Collateral Load: N/A
3.00 0.113 8.9
* Primaty Strttctural Not Included
Floor Live Loacl: NIA
Clane Infortration:
No çranes on building.
Roof-Top Unit Information
No roof-top units on building.
The design ofstructural nrembers supporting roofglavity loads is controlled by the more critical
effect ofrooflive load or roofsnow applied in accordance with the governing building code.
DESIGN STANDARDS REFERENCED:
. AISC Specification for Structural Steel Buildings - Steel Construction Manual, 14th Edition, O 2010.
. AISI North-American Specification for the Design of Cold-Fonned Steel Structules, O 2007 Edìtion.
. IBC codes are desìgned in accoldance with ASCET- I 0 Edition.
. MBMA Low Rise Building Systenis Manual, Latest Edition. ' AWS Latest Edition of Structural Welding Code.
. No buyout shuctural componeÍìts provided on this project.
RooflDead
(psfl*
Collateral Dead
P¡i (psf) ' Sec (psÐ
Rr::il0
$Trrl BUrlHnË ST$Ttt$
Fuse A.rchitecture{Construction #4A. & 4B
I/ersiott 201 6.4.25 (4/25/l 6)
Rl ol- R9t/nÑT-Page:
Datc:
GENERAL INFORMATION FOR COLUMN BASE REACTIONS
O ron REVTEW e ron coNSTRUCTToN
Project Name:
Projcct Number:
Customer:
NBG Engineer:
East Bank, LLC
u160805Ä'
Jacob Larnbelt
Colurnn base reactions are included in this packet for a building designed by tlte metal br.rilding uranufactuler'
Thsse reactions l'esult fì'om fi'ame analysis done by a qualifiecl Engineer f'ol' this specilìc job. They reflect all
ioading to which the building nTay be subject. per the appropriate building cocle and loading inlbnnation
provided to the metal briilding manufactnrer at the clate of design. Reaction packets urarked "FOR REVIEW"
ale subject to change and are usually plovided at the request of the customer', althougli the Engineer believes
he/she is working with undeflned, incomplete or assumed infbr-ruation.
Reactions ale provided by load case in order to aid the foundatiou engineer ir-r deternrining tltc appropt'iate
load factors ancl conlbinatiolls t0 be used ì,vith either Working Stress or Ultinrate Strength clesign nrethods.
Wind load cascs arc givcrr fol' cach ptirrrary wi¡rd dilection.
For ASCET-10 based building codes, the unfactol'ed load case reactions due to wind are gcnerated using the
ultimate design wind speed (Vult).
Sign conventions for cornputer genelated fi'alle rcactions are as follorvs ancl should be t¿rken ìn thc sensc of
the frarne sketch given on the reactions sheets.
GLOBAL X
( + to right)
GLOBAL Y
( * uprvard)
GLOBALZ
( * counter-clockwisc)
---------> +x +Y +7,
A¡chor bolt dianrcter, grade, location and plo.jection is plovided orr the Atrchor- Bolt l'lirn. A¡rchor bolt
cnbed¡re¡t lengths and tlpes al'e not plovided by the metal building lrânufachÌr'er'. This lni'ormation is
closely l-elated to the cotnplete foundation clesign wliich should bc cionc by a }ìegisterecl Profcssional
Engitreer fantiliat.with the local site conditions and constt'tlction p|acticcs.
A
I
u1 600E054 R'f of R9
Rff:IIO
fiËIX Hillurfr SrSTrrS
Version 20 I 6.4,2 5 (4i2 5 i I 6)
EnEcTIoN ÞRA\,YING
CoVËR 9HEET Lonr¡s
Informølíon tç be verilied on Ereclion Drawins Co$er Sheet:
Project Name: Fuse,trchitectu re*Col¡struction #4Â & 48
Proj ectNunrber: UI600805,L
Customer: Ëast Bank LLL:
NIIG [ngineer; Jacob Lambcrt
Date: li23l2}17
Buru¡rxç Lo¡ps
DESIGN CODE:
ROO}'LIVE LOAD:
IBC 2015
20.00 PSF
REDUCIBLA ÀS PËR CODT'.
GROïJ}ÌD SNOW LOAD: 57.20 PSF
SNOV/ IMPORTÂNCE FACTOR, I": 1.00
ULTIMATE DESIGN V/TND SPEED:
WìND EXPOSURE: Il
115 mplr
IJL9O? NO
Classic Roof:Const. No. 161 : Classìc Rool u'/ 'lranslucenl PanelConst. No. 167
CFR Roof-Corxt. ¡qo, 552; CFR Roof $i T¡ånsìucollt Panel-Coml, No. -i90
Coüposiro CFR Roof-Const. No. -5.524; \4.16 II RooÊConst. N*o. "1.ì2
SEISMIC INFOIIMATION: Ss: 0.330 51: 0.083
Design Sds I Sdl 0.338/0.133
RISK CATb,GORY:
II - Standald Iluildings
SNOW EXP. FACTOR, Ce 1.00
Site Class:
Sçi¡uriu Dvsi gu Catvgur'.y.
p.
C
Equiv. Lat. F'orce Prucedure
\o{ Dctailed f<rr Seismic
Suorv
Ct Cs
i Roof Dcad i Collateml Deacl
I
i,.....(n:Ð1......i..1t.(i::Ð.....!.qr".(lll).i
4.0
4.0
Scisrrric lrrrp. Faclur, Iv;1.OO
ån¿lroÄX&cedure:
Basic SFRS:
NOTES:
l) COLL¡\TERA.L DÐAD LO.A.DS. UNLESS OTÉIER\I{SE NOTED. .{RE ASSL]I\,ÍED TO BË LINIFOR¡'írY
DISTRIBUTED. \VIIEN SUSPENDED SPRrlrKLER SYSl'llMS. LTCHTTNCì, rrVAC EQUIPMËN]'. CEILTNGS, ElC.,
.ARE SiJSPEh:DED FROÀ.I ROOF
'iEh,{BER,S"
CONSULT THE À,{.8,S. IF THESE CONCENTR¡\TËD I-OADS EXCËED
5OO POI,I\¡DS (USING THE WEB À.IOI-INT DETAII,). OR ]t)(] POUNDS {t-iSING THË ITI-A\¡GIJ ]!ÍOI-;I$ DËTAII,),
OR lF IÌ.¡DivIDIi.A.l. i\,ltl\dßERs ,{1ìE I-OAD}iD SIGMFIC¡\NI'1,Y \{OIìE T}Ì..$i OrtlI;Rs.
2) ffiE DESIGIi 0F STRUCTUR{L I\,IËI,ÍBERS StjPpORTIi'lG IjRÅVITY L0ADS IS CONIROLLËD
AY TIIE MÕRE CRITICAL ËIIFECI' OT ROOF LI\.T LOAD T)Iì ROOF SNOW LOAD. ¡1S
DETERMINËD BY TFIE ¡.PPLIC.ABLE CODË.
ßUILDII{G.SPtrCIFIC LOADII{G D{I¡ORI,TATION:
Wind Seisnúc
CsPs (ps$.Pl:le.
A
i Enclosure R
3.û 3.0 1 .0 1.00 40.00 :
r .0 1.00 40.00
Enclosed ,i. 0. l8
Inclosocl
3.00 0.1i3 3.3
3.00 0.1 13 8.9B
*Prinr¡ y Structurul Not Include¿|
..r.'.**.rq¡HÊüA
of Bgul 6008054
3.0 3.0
Excellence.front the ground up
* 0,18
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Job Nane: Fuse Àrchitecture + Constructio¡
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Job {r U1600805-A
Frame ; Framel-ine D By: Bc\jacob.lambert
Job Nane: Fuse Àrchitect-ure I Construction
*** DES¡GN SUMMARY . FRAME REACTIONS BY IOAD CASE *+*
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13 - SEISI'{TC TO RTGHT
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LoÀD CÀSE
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coLj2
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14 - SEISMIC TÔ LEFT
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Jot¡ #: Ul600B05A
fråme : Frame.lj-nes c By: Bc\jacob.fambert
Job Name: Fuse ÀrchiLecture l. Construction
*** DESIGN SUMMARY - FRAME REÂCTIONS BY LOAD CÀ58 ***
Page:
Date:
File:
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I Member (kj.ps)( kips )
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( kip- ft )
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1 . DEAD I T-OAD CASE
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2 - COLLÀTERAL
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9 - LONG
1
0
0
I r,oÀD cAsE
I colo1
I COLO2
WÍND 1 TO BACK
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0
LOAD CASE
c0L0 1
coL0 2
3 _ ROOF LIVE
1
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'1
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0
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I LOAD CÀSE 10 . LONG. WTND 1 TO FRONT
I C0L0L 1 -6I COL02 -1 -2
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toÀD cAsE
coL0 r
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4 - SNOW I toÀD CASE 11 - LONG^ WIND 2 TO BÀCK
I COt01 1 -B
I col02 -1 -51
16
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LOÀD CASE
coL0l.
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5 I41ND CASE I TO RTGHT
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-32
I toÀD cÀsE
I col,o1
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12 - LÕNG
0
0
0
0
LOAD CASE
coL0r.
coLq2
6 _ I^IIND CASE 1 TO LEFT
5 -1
5-1
0
0
I LOÀD CAS¡I
I COt 01
I coL02
13 - SRISMIC TO RIGHT
-4 -5
-3 5
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0
LOAD CÀSE
coL0 I
coL0 2
? - I¡J]NÞ CASE 2 TO RTGIJT
-5 -13-3 1
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14 - SETSÌ.,IIC TO LEFT453 -5
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t.J16008054 R5 of R9
.lolr #: Ui600805AFranê : Frarneline 2 By: BG\jacol:-lambert
Job Nâme: Fuse Àrchilecture + CÕnstructíon
*** DASIGN SUMMARY : FRAME REACTIONS BY LOÀD CÂSB **ì
Þagte :
Date:
Fil-e:
0r-25-7't
F91
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PORTAL FR-AME REACTTONS ÀRE ORTHOGONÀL
TO AND MUST BE COMBINED WITH THE
APPROPRIATE MÀIN FRAMË REACTIONS
2¡,, r1Ê
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(kips) (kips) (kip-ft)
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LOAD CÂSE
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coL0 2
1 _ DEAD
-1
2
2
0
0
I LOAD CÀSE
I coI,01
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8 - [,¡TND CASE 2 TO T,EFT
34
3 -9
0
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coLo2
2 . COILÀTERÀI
1
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j LoAD CÀSE
I co].o1
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LONG. I,ûIND 1 TO BACK
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3 - ROOF I-IVE
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4 - SNôf!¡I LOÀD CASE 11 - LONG. TIIND 2 To BÀCR
I col01 -2 -6
I cor,02 -2 -210
0
0
0
0
LOÀ,D CÀ58
coL0 1
coL02
5 - I,¡I ND CASE 1 TO RIGHî
-3 -B
-3 4
I LOAD CÀSE 12 - LONG. WÍND 2 TO T'RONT
I COt01 2 -7
I COL02 2 -'1
0 0
0
LOAD CÀSe
coL0 1
coL02
6 _ 9IIND CASE Ì TO LE}'î232-1
I LOÀD CÀSE
I COL01
I COL02
13 _ SEISMIC TO RIGHT
-2 -4
-24
0
0
LOAD CASE
coL0 1
coL02
7 - }IIND CÀSE 2 TO RTGHT
-3 -9
11
I LOAD CÀSE
I COto1
I côr,02
14. SEÍSMIC']'O LEFT24
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*** DESIGN SUMMARY - FRAME REACTTONS BY IOAD CÀSE ***
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LOÃD CÂSE
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coL0 2
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2-5
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0
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LO¡\D CÀSE
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COLO ]
col,0 2
14 - SEISI,{IC TO L¿I-T
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0
tJ1 6008054 R7 of R9
Job #: U16O08054
Frame ; Erarne]ines 3-5 By: Bc\jacob-Ianbert
Job Name: Fuse Architecture + Construction
*** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CÀSE ***
*o,,Ûâ
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1
-1
J T,OAD CÀSË
I COLoi
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3
3
0
9 - LONG. f{IND 1 TO BACK
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LOÀD CASE
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11
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I co1,01
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LOAD CÀsE
coL0 1
coL02
4 - SNOW
9
-9
I LOÀD CASE
I col01
I col02
12 - LONC, IqTND 2 TO FRONT-2 -Bi -9
0
0
0
0
LOAD CASE
col0 1
coL)2
5 _ WIND CASE 1 TO RTGHT
-6 -B
-2 -2
13 - SEISMIC TO RIGHT-2 -2-2- 2
0
0
I r,oÀD cAsE
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cot01
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6 - I4TND CASE 1 TO LEFT
2-26 -B
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I COLo2
14 ..CEISMIC TO LEFT
?2z-20
0
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coL0 1
coL0 2
7 . VùI¡ID ÇÀSE 2 TO RiGHT
-2 -6
I toAD c.qsE
I COl,0 ì
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1
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16 - ÀI,TERNATE SNOW 2
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Frame : Frameline 5
Job Nâme: Fuse ÀrchitechLure+Construclion
Job *: Ul600B05A
Bv: BG\iãcol).1ambert
I Member:
Page: _Date: 01-25-17
Fif e r Ii22
*** DESIGN SUMMARY. FRAME REÀCTIONS BY LOAD CASE ***
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lÞ''x¿, gÐ
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l_3, 0Ð
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ÊÐLüT
a
aotß.{.tûL*1
X Y z(kips) (kips) (kip-ft)
x Y(kips) (kips) (kj-p-ft)
LOÀD CASE
coi,01
Ç0f,02
coL03
coL04
1 - DEAD
0
0
o
1
2
2
1
toÀÐ c,csE
coL01
COLO2
cot03
coL04
8 * WIND CASE 2 TO tE!'To-20 -40 -50 -3
0
0
0
0
LOAD CÀSE
coL0 1
COLO2
cor,03
coL0 4
2 COLI,ÀTERAL
0
0
0
0
LOÀD CASE
coL01
ctJt.02
coL03
coL0 4
9 _ LONG l,,l1ND I TO B?\CK
-2
-6
-6
-2
1
1
1
1
-2
-2
-l
0
0
0
o
LOÂD CÀSE
coL0 1
coL02
c0L03
COLO 4
3. ROO]i LIVE I LOAD CÀSE 10 - LONG
I cotO1
l cOL02
tcor,03
I C0104
I'TND ]" TO FRONT
-2
-6
-6
-2
2
5
5
?
0
0
0
0
LOAD CASE
coL0 I
coL02
COLO 3
COLO 4
4 - SNohr
3
9
9
3
LOAD CASE
COLO 1
COLO 2
COLO 3
col-0 4
t 1 - Sl.il SI,l1C TO RIGiIT
01
0 -1
0 -1
01
0
0
0
0
LOAD CÀSE
coLLl l
coL\2
coL0 3
coL0 4
5 - VlIl'¡D CASE Lt'O Rlcllir
0 -l
0 -5r0 -30Ì
LOÂrJ CÀSE
COLOl
cot02
coL03
cot0 4
12 - SEISI{IC TO IEFT
0 -1
01
01
0 -1
o
0
0
0
LOAD ÇÀ58
c0L0 1
coLj2
coL03
coL04
6 - IIIND CAS!Ì ] TO LEÍ'T
0 -10-20 -40-2
LO¡CD CÀsE
COL{) 1
coL02
coL03
coL0 4
13 - ÀI,TERN¡IîE SNOW 1
03
0 11
c5
01
0
0
0
0
LOAD CÀSE
cot0 l
coL12
coL03
cot.0 4
? - I4IND CAST 2 TO RIGHT
0
c
û
0
-z
-6
4
-1
0
0
0
c
LOAD CÀSE
coL01
coL0 2
ccL03
cc1,04
14 - ÀL'l'BRl.lÀTE SNOi{ 2
01
05
0 11
03
0
0
0
0
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