HomeMy WebLinkAboutREVIEW & CALCS - 02-00066 - Legacy Townhomes - Two 4-PlexesGo, ,y ffi"*A*ny
STATE OF IDAHO
www.ci.rexburg.id.us
PO. Box 280
12 North Center Street
Rexburg, ldaho 83440
Phone (208) 359-3020
Fax (208) 359-3022
e-mail rexburg @ ci.rexburg.id.us
8/12/2002
William York
William York Engineering
2329 West Spring Hollow Rd.
Morgan, UT 84050
Dear Mr. York,
I have reviewed the plans for the Rees Apartments (Legacy Townhomes) and
have identified the foliowing discrepancies, additions or questions:
1.
2.
3.
4.
Provide storm pond calculations.
Get with the City of Rexburg Public Works Director and work out a
Development Agreement.
Identiff right-of-way lines.
Identify handicap parking spaces along with signs identifiing them and
the accessible routes into the buildings.
Identify trash facilitie s.
Please identify minimum design requirements for Rexburg, Idaho. Snow
Load - 35 lblsq. ft-, Wind - 80 mph, Wind E4posure - C, Seismic Znne -
3 and Frost Depth -36?
Provide minimum foundation reinforcement as per Section 1914.3.5 of the
t997 UnformBuilding Code (UBC).
Please remove all mention ofthe IRC in the plans. we are still using the
1997 UBC until 01/01i03.
Identify foundation being constructed a minimum of 36" below grade for
frost protection..
Please provide truss details as soon as you can get them from the supplier,
but before framing inspection.
Please provide detail of 2-hr. fue separation construction, Fire separation
must be maintained from foundation to roof sheathing. Identi$ the
separation between all units.
Please subr,nit a copy ofthese apartment plans to the State of Idaho
Electrical Bureau.
5.
6.
7.
8.
9.
10.
11.
12.
13. I have attached a copy of the Rexburg Madison county Fire Department
review to the back of this document. Please resolve any issues identified
by them.
Please provide me with 2 new copies of any corrected plans. If you have any
questions, please give me a call at 359-3020 ert. 324.
Val Christensen
Building OfFrcial
c.c. John Millar
Chris Huskinson
Sincerely,
REXBURG MADISON COI'NTY FIRE
P.O. Box 280
26 North Center
Rorburg, Idaho 83440
(208) 3s9-3010
1997 Uniform Fire Code
Plan Review
Building Name: THE IJEGACY TOWNHOMES
Building Address: 1500 WEST, REXBURG
DEPARTMENT
Plan Date: unknown
Review Date: 8-10'02
Stories: T$IO Type of Construction: V-N
Occupancy Classification: R-1 OR R-3 Existing Floor Area: N/A
New Construction Floor Area: APPROXIMiATELY 4256 SQUARE
FEET/BUTLDTNG
l-) .Required Fire Fl-ow (Appendix III-A): 1750 GPM/TWO HOURS
Cornrnents: NONE
2).Water Supply (Article 9, Section 903) Required: YES
Fire Hydrant, Location: ONE NEW HYDRAI{T SHOYIIN
Fire Hydrant Flows: IINKIiIO$IN
Fire Flow Test Location: N/A
Fire Flow Supplied By: N/A
Other Approved Water Source: NONE
Water Supply Acceptable: SEE COMMENTS
Fire Hydrant, l-,ocation Acceptable: SEE COMIIENTS
Water Supply Comments: DRAWINGS NOT TO SCALE, IMPOSSIBLE TO
DETERMINE IF HY:DRAI{T IS WITHIN PROPER DISTA}ICE OF PROPOSED
BUTLDTNGS. I4ORE THAr{ ONE IftDRjAMr r[AY BE REQUTRED. prrEASE PROVIDE AIT
ENGINEERI S ESTIIfATE OF THE FIRE FIJOW AVAILASLE FROM THE NEW
HERA}TT.
3. ) Fire Apparatus Access
Required: YES
Acceptable: Width: X
Complete Road Acceptable:
Roads (Article 9 Sect.i-on 902)
Length: X
YES
Surface: PAVED
Comments: NONE
4).Access Roads and Water Supply, fncluding Fire Hydrants Are
Requj-red To Be Installed And Made Serviceable Prior To And Durinq
Time Of Construction (Artic1e 9 Section 901_.3): yES
Cornrnents: IF NOT INSTAIJIJED PRIOR TO CONSTRUCTION, A STOP WORK ORDER
WILL BE ISSUED.
5).Installation Of Port,able Fire Ext.inguisher (Articl-e 10 Section
1-002) Required: YES LocaLj-on Acceptable: NOT SHO$IN
Type Provided Acceptable: NOT SIIOWN
ComMeNTs: EACH UNIT TO IIA\IE A MINII4TIM oF oNE 2AIOBC FIRE
EXTTNGUISIIER INSTALLED.
6).Automat,ic Fire Extinguishing Systems: (Article l-0 Section 1003
Required: NO Type Of System Being Installed:
Sprinkler System Monitoring Required (Art,j-cle 1-O Section 1003.3)
Required: NO Comments:
7).Standpipes (Articl-e 1-0 Section IOO4) Requi-red: NO
rTrzna Paarri rarl ..J.YV Comments:
B).VenLilating Hood And Duct Fire Extinguishing Syst.em (Article 10
Section A006.2) Reguired: NO Type Being Provid.ed:
Automatic Fuel Shutoff Shown (Art,icle l_0 Section 1006.2.4):
Portabre Fire Extinguisher shown (Article i-0 section i-006 .2.2) ,
Comments:
9) .Fire Alarm Syst.ems (Article l-0 Sect.j_on 1007)Requj_red: yES
Type Of Syst,em Required: Manual: Automatic: X Both:
Type Of System Being Provided: Manual: Automat.ic: X BoLh:
component,s of syst,em shown: smoke Detectors: x Heat. Detectors:
Manual Pull Station: Sounding Devices: Visual Dewices:
Door Holders:Duct Detectors: Flow A1arm:
Sprinkler valve Monitoring: Fire Alarm system Acceptable: sEEcot{Ir{ENTS
comments: ARE THERE ANg HANDTCAenED uNrrs rN THrs pRoJEcr? rF so,TIIE IIANDTCAPPED IINTTS NEED TO HAVE NONW/STNOBES INSTAIJI'ED.
10).other corrections That Are Required By special occupancy or
Condit.ions:
Pl-ans As Submitted Are Acceptable: NO, PLEASE ADDRESS ABOVE NOTEDITEUS.
Plans Checked
P]ease furnish
manner:
By: CHRIS HUSKTNSON
comments back to the plan
Written Comments: X New
Date:8-10-02
reviewer in the following
Plans: X
For:
Plan #:
Location:
From:
Structural Calculrtions
Legacy Townhomes
4-Plex
Legacy Townlrouses (one building)
William York Company, L.C.
24 July2002
2329 W. Spring Hollow Road
Morgan" Utah 84050 (801) 876-3501
Design Criteria 97 UBC:
RoofLoad;
Live Load (PSF)
Dead Load (PSF)
Floor Load;
Live Load (PSF)
Dead Load (PSF)
Seismic Zone:2
Wind Speed: 80 nph
E4posure: C
Material Properties & Assumptiqns
Concrete PSI (fc'): 2500 (found.), 3000 (slabs), 4000 (susp. slabs)
Concrete Reinforcement: ASTM ,,4.615 Grade 60 & 40
Site Conditions: Dry & Stable granular based, 1500 PSF Bearing Capacity, Granular Based
Backfill (KH:35 pcf), Slope not to exceed 204/o,Sethek from slopes is minimum of 25'
Dimensional Lumber: Hem or Doug Ftr #2 & BTR
Steel: ASTM ,{36
Use Simpson straps and tie downs, and meet nailing, reinforcement and other structural
requirements as noted on the drawing and within the pages of this document. These structural
calculations are based on conditions and assumptions listed above. If the conditions listed herein
are not mst or are different it shall be brought to the attention of the engineer. Roof Truss and
beam system to be engineered by the supplier. This engineering assumes that the building site is
dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause futwe
flooding, settlement, site instability, or other adverse conditions. Verification of and liability for
the soil bearing pressure, site stability, and all other site conditions, including site engineering as
required, is the responsibfity of others. These calculations and engineering are for the building
structure only and do not provide any engineering analysis of or liability/warranty for the non-
structural portions of the building, or the site itself. William York does not assume the role of
"Engineer of Record" on this project. The purpose ofthese calculations and engineering is to
help reduce structural damage and loss of life due to seismic activity and/or high wind conditions.
The contractor shall verify all conditions, dimensions and structural details of tlrc drawing.
Multiple use ofthese calculations is not permitted.
35
l5
40
l0
ril0rilttlrl{0
All exterior walls shall be sheathed wrth7ll6' APA rated structural wood panel. Block all
horizontal edges I %" nominal or wider. Sheathing shall extend continuous from floor to top
plate and be nailed at least 4' O.C. along sill plate. Nails shall be placed not less ttlelrtt/2" from
edge ofpanel and driven flush but shall not fractwe the surface of the sheathing. Extend
sheathing over gable end to wall joints & over rim joist between floors and nail to rim and wall
plates 6'O.C.
Shear Wall Schedule
type Sheathing
Typical 7/16" one side
SW-l 7/16" one side
SW-2 7/16" both sides
Nail Edge
8d 6. O.C.
8d 4'O.C.
8d 4" O.C.
Field Anchor Bolts
10" o.c. %" 32" o.c.
10" O.C. Yz" 32" A.C.
10" O.C. Y2" 32" O.C.
Typical braced wall; glue & nail or screw gypsum wallboard 7' O.C. & install CWB bnacing
The following general rcquirements shall be followed during constructionl
l. Contractor to verify all dimensions, spans, & conditions and notiS engineer of any errors,
omissions, or discrepancies prior to construction
2. Use Simpson A35 ties 16' O.C. between cantilevered joist and sill or top plate.
3. Use Simpson H2.5 ties each end of each truss.
4. Sheetrock to be glued and nailed/screwed @7" O.C. for all SW-4 walls & braced walls.
5. Foundation reinforcement: As per plan
6. Use 2:#4bars contimrous for all footings
2: # 4 bars each side of openings &2 # 4 bars top & bottom extend 36" beyond opening
8. Use /2" xl0" J bolts 32. O.C. all foundation walls
9. If discrepancies are found, the more stringent specification shall be followed.
10. All rrrultiple beams and headers to be nailed using 16d two rows 12' O.C.
I l. Contractor shall :Nsure that all materials are used per manufactures recommendations.
12. Site engineering and liability shall be provided by the owner/builder as required.
13. Connect beams & headers over 6 ft., to trimmers with appropriate connectors/hangers.
14. Contractor shall assure that footings are properly drained and that soil is dry and that footings
rest on undisturbed native soil 30" below finished gade and that building horizontal clearance
from footings to ascending slopes be a minimum of 25 feet.
15. The contractor shall conform with ail building codes and practices as per the 97 UBC.
16. Use balloon framing method when connecting floors in split level designs.
17. Nail all braced walls to floor joist using 2: lff 16' O.C. Add additional floor joist as reqd.
18. Use double floor joist for Cant. Shear wall sections under window or door trimmers.
19. Provide joist and rafter hangers as per manufacturers specifications.
20. Foundation steps shall not exceed 4 feet or Yzthe horizontal distance between steps. Horz.
rebar shall & 12" O.C. tlrough step downs and extend 48" either side of step
2l.lf garage return walls are less than 32" wide then extend headers across return walls with 2
king studs on either end extending from the top of the header to the bottom plate.
23. Use a minimum of 2-9 Yz" LYLs for all headers carrying girder loads.
24. Allow foundation 14 days to cure prior to backfill
25. Use I 1/8'wide timberstrand or equiv. for all rim joist
26. Provide solid blocking through structure down to footing for all load paths.
Plan: REES.4'4IZ84-
Date:23JULY2(t(r2
Location: LEGACY TOWNHOMES, REXBURG TDAHO
rynd Loading Calculations FrontExphojected Area tethod
Wlnd Design Coefficients Ge FactorP=Ce*Cg*Q*l neigtrt Ep.D Ery.Cf=Dgsign Pressure zero to t g 1.39 1.06Ce=Combined-Height, eposure, gust factor ZO 1.45 1.13Cg=Pressure Coefficient ZS 1.S 1.19g:Wind.Stagnation 30 1.54 I.Zgl=lmportance Factor
q fector
Wind (mph)
q (psD
ttt (8{lf =
l: 1.0
Expoeurc
tilind Speed =
Roof Slope *
Roof Angle (deg)-
cq=
P(Prf| s 6e'gq'0"'1
15+ft.
0-15 ft.
Horlzontal Force
Roof Uplift
P(Psf)=
Total Uplift (lbs)=
UPlift (pry=
Roof Diaphragm Shear
Total Shear (lbs)
Lefi Wall Length
Right Wall Length
Crldcal Wall Leqgth (ft)=
Left Walt Dead Load (ptf)=
Left Wall Critical Length (ft)=
Right Walt Dead Load (plf)=
Right Wall Criticat Length (ft)=
Left
Right
Shear Walt Loads (plf)
TotalLeft=
TotalRight =
c
80
5 t12
22.62
1.3
Section
Roof Height
WallHeight
Sine = 0.3846
Exp.B
0.62
0.67
0.72
0.76
Force (lbs|
10681
24046
34726
8 10 12-1082234 -1353257 -1624281
-1192117 -1490612 -178910S
110
31
Ce
1.13
1.06
70
12.6
16.4
1
widrh
76
76
24.09
22.60
Item
Roof
Walls
80 90
16.4 20.8
100
25.6
Height (ft}
5.83
14
Wind Load
24.09
22.60
Total
Calculate Uplfft, Force Regd to preyent OT (lb)Parnllength (ft) z
7.69
16368
7g
34726
56
56
271102
0
298573
0
-269'r63
-29863/
3
404675
445881
Helght
5.8
14
4
-544187
-595129
6
-81',1210
-893623
310
310
Pfan: REES.4'4;?84-
Date: 23 JULY 2002
Location: LEGACY TOWNHOMES, REXBURG IDAHOWind Loading Calculations
Projected Area llethod
Wind D,erign Cosfffcienb
P=Ce*Cq*q*l
P=Design Pressure
Ce=Combined Height, eposure, gust fac'tor
Cg=Pressure Coefficientqewind Stagnation
l=lmportance Factor
q factor
Wind (mph)
q (psO
qr (80) =
l. 1.0
Exposure
Wind 9peed =
Roof Slope s
Roof Angl€ (degF
cq=
P(Pr0 - Cercqrqs'l
15+1.
0-15 ft.
lforkontal Forcs
Slde Exp.
Ce Factor
Height Ep.D
zeroto 15 1.39
2A 1.45
25 1.5
30 l.U
Exp.C Exp.B
1.06 0.62
1.13 0.67
1.19 A.72
1.23 0.76
100 1'10
25.6 31
Height (ft) ce
5.83 1.13
14 1.06
28
Roof Uplift
P(Psf)=
Totral Uplift (lbs)=
Uplift (ptf;=
Roof Dhphragm thear
Total Shear (lbs)
Front Wall Length
Back WallLength
Crltical }Yall Length (fr;=
Front Wall Dead Load (ptf)=
Front WallCritical Length (fi)=
Back WallDead Load (plf)=
Back Wall Critical Length (ft)=
Panet Length (ft)
Front
Eack
$hear Wall Loads (ptf)
TotalFront=
TotalBack =
70 80
12.6 16.4
16.4
1
c
80
5 t12
22.62
1.3
24.09
22.60
Item Width
Roof 28
Walls 28
7.69
16368
79
12794
39
64
267747
0
346804
0
90
20.8
Section
Roof Height
WallHeight
Truss Span
Sine = 0.3846
Height
5.8
14
4-534352
€92851
Wind Load
24.09
22.60
Total
6-802020
-1039577
Force {lbs}
3935
8859
12794
I
-1069688
-1386302
Galculate Upllft, Force Reg,d to prevent OT (lbe)
23
-266684 -400018
-346126 -519488
't0 12
-1337357 -1605025
-1733027 -2079753
1U
100