HomeMy WebLinkAboutBP, CO & DOCS - 04-00251 - Parkside Townhomes - ClubhouseCITY OF REXBURG
4
0
7
7
INSPECTION CAR[ d
ro
m
BUILDING I -J
ISSUED TO:
NAME: Parkside Plat B 04002
FQk THE CONSTRUCTION OF: Clubhouse Par kside .)p'I3 ADDRESS- 889 Parkside Dr
GENERAL CONTRACTOR: Owner
This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the
City of Rexbug. It is specifically understood that this Permit does not allow any Variance to the regulations
of the Cityof Rexburg or Zoning Codes unless specifically approved by the City Council and explained on
the Building Permit Application as approved bythe Building Inspector.
Date Approved issued By
Building Inspector
THIS PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE
THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING A CERTIFICATE OF OCCUPANCY
1) A complete setof a rod d d i
- Date Approved I
OTHER
D ate improved
� Fire &pertm ent Fines -�
PLUMBING
-- _ Date _pproved
1. Sewer Se rvi ce . Conn
2. Wate Se rvice Connt
3. R - -
4. Grou Rough -In
5. Final -
W
v
W
N
m
m
N
N
G
N
N
N
Go
D
1
VF a rawngs along with the permit must be kept No work shall be done on any pwt of For Inspections Call 359 - 3020 eKt. 341
on the premises during construction. the building beyond the point indicated
Z ) The permit will become null and void In the event of any deviation from the in each successive inspection wthout
NOTICE! 2l Hour NetiCe
accepted drawings. approval. No structural framework of A C ERTIFICATE OF OCCU PANCY CAN NOT
3) No foundation, structural, electrical, nor plumbing work shall be concealed any underground workshall be covered BE ISSUED PRIOR TO FINAL. ELECTRICAL
without approval & PLUMBING INSPECTION
t
n g
ation
ing'
tio
r�l
ll
a l k
I 9.
M ec h anica l
OTHER
D ate improved
� Fire &pertm ent Fines -�
PLUMBING
-- _ Date _pproved
1. Sewer Se rvi ce . Conn
2. Wate Se rvice Connt
3. R - -
4. Grou Rough -In
5. Final -
W
v
W
N
m
m
N
N
G
N
N
N
Go
D
1
VF a rawngs along with the permit must be kept No work shall be done on any pwt of For Inspections Call 359 - 3020 eKt. 341
on the premises during construction. the building beyond the point indicated
Z ) The permit will become null and void In the event of any deviation from the in each successive inspection wthout
NOTICE! 2l Hour NetiCe
accepted drawings. approval. No structural framework of A C ERTIFICATE OF OCCU PANCY CAN NOT
3) No foundation, structural, electrical, nor plumbing work shall be concealed any underground workshall be covered BE ISSUED PRIOR TO FINAL. ELECTRICAL
without approval & PLUMBING INSPECTION
���BURC`s CITY °F CERTIFICATE OF OCCUPANCY
REX
�.
America's Family Community Department of Community Development
fHFD $'
19 E. Main St. / Rexburg, ID. 83440
Phone (208) 359 -3020 / Fax (208) 359 -3022
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and Occupancy:
Type of Construction:
Design Occupant Load:
Sprinkler System Required:
Name and Address of Owner:
Contractor:
Special Conditions:
Occupancy.
0400251
International Building Code 2003
895 Freedom Ln
Apartment Clubhouse
Type V -N, Unprotected
Clubhouse
No
Georgetown Development Inc
2230 N University Parkway
Provo, UT 84604
Owner
Assembly, less than 300, without a stage
This Certificate, issued pursuant to the requirements of Section 109 of the International Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
vies inspected on the date listed vies found to be in compliance mith the requirements of the code
for the group and division of occupancy and the use for Mich the proposed occupancy vies
classified.
Date C.O. Issued: January 20, 20
C.O Issued by:
Building Official
5PM)
There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved
said future changes.
Water Department Nmrp
State of Idaho Electrical Department
Site A
�•
Name
MOi 4g d. l L �3L _•
City /State/Zip
Telephone/Fax/Mobile
CONTRACTOR
Name IEOpl�ETASjil.) DEt/fi.. empA it
Mailing Address 2 I1f !) =99-217 jo icy { S T91G '7 6-
City/State/Zip Z0 —VD , L JJ R g6D4
012MMiW � �� a/ . M
PROJECT INFORMATION DEPARTMENT APPROVAL
Property Zone: Is existing use compatible with zoning, (screening parking, etc)
When was this building last occupied A
Architect/ Engineer Firm SDf tN MWJQ Z (, Plan Name CL }- aj5E T �
Subdivision LUIV Lot Block
C ircle One Residential ommerci Educational Government Remodel Other
Circle One New House Addition/Remodel to House dew Commerc' ommercial Remodel
Circle One Basemen on Finished / Unfinished Other: None/ Patio Carport/ Awning N/A
Lot Square Footage— Lot Width ! g ! '�
Garage Square Feet Number of Stories f Height of Building
What will structure be used for: Home Home Business Apartment ommerci OtheI kh,nE f PaY-
Main Level Square Feet qG 5 Upstairs Square Feet , Basement Square Fee
Will there be an apartment?
Total Estimated Building V
Signature of Applicant
If so, how many units '!
Are you in a flood plain /{/ A �) ? j �
Code Building Permit Fees
Zone
Building Type
Commercial Building Plumbing bid
Commercial Building HVAC bid
Commercial Building Square footage
(Parks, Fire, and Police)
Plan Check Fees
Plumbing Permit Fees
Digging Permit Fees
Water & Sewer Fees
Front Footage Fee
Impact Fees '
TOTAL $
Signature of Inspector
Issued by �
p Aiv x a o
CITY OF REXBURG
APPLICATION FOR PLUMBING PERMIT
OWNER
Name
Address 5# A, Tel. x1.0772
Lot Blk. --/0 Add.
PLUMBER
Name WAlQ —,r &499a&
Address Tel o 1 1 74o
FEES
Plumbing Permit • • • ................. $
Sewer Inspection .................... $
Inspection of Pipe ................... $
Inspection of Fixtures • • • ............. $
NATURE OF INSTALLATION
Use
Rough Plumbing
Septic Tank
Fixtures
Water Piping
Complete
Sewer
DESCRIPTION OF WORK
Bath Tubs
Urinal
Showers
Sink Trap
Laundry Trays
Water Heater
Wash Basin
Other
Toilet
Slop Sinks
Kitchen Sinks
Floor Drain
Drinking Fountains
Lawn Sprinklers
Water Softeners
Dish Washing Mach.
Clothes Washer
Received: Date
By—
INSPECTOR'S RECORD
W
W
Rough Plumbing
Sewer
Other
Finish Plumbing
TOTAL $
E
S
INSP. NAME
SUBCONTRACTOR LIST
Excavation &
Earthwork: ELI, y z/zs g
Con crete: -6Q&,MQ V,QZ
Masonry: X2A��71E�
Roofing: —ILA QE
Insulation: ton i c
Drywall : �f�/�► 1�� -41
Painting: Rey �WX -rz - ,- PAS
Floor Coverings: yc�
Plumbing: rL�r
Heating:
Electrical Y - MC&7,,r Af c��'I r.•
SPECIAL CONSTRUCTION
(Manufacturer or Supplier)
Roof Trusses:
Floor / Ceiling Joists:
Cabinets: A
Siding /Exterior Trim:
Other:
EXISTING FENCE
@— —
TRASH RECEPTICAL
FUTURE PHASE 3
S
PATIO
UTILITY DEDICATION
Parkside Development, L.C., owner of the parcel of land which is shown upon the plat of Parkside plat B
US HT�Y 20 R. 0, W. planned residential development consents to the preparation and recordation of this plat and hereby
offers and conveys to all public utility agencies and their successors and assigns a permanent
easement and right —of —way as shown by the areas marked "utility easement" "private drives" or
"common areas" on the plat for the construction and maintenance of the subterranean electrical, telephone,
natural gas, sewer and water lines and appurtenances, together with the right of access thereto.
N
N
CLUBHOUSE /POOL
899 W. GEORGETOWN SQUARE NORTH
AREA: 4,615 SO FT
x
Ld
3
20'
S
�
S
METER -
LOCATION
5' CONC. WALK
T S O
FIRE HYDRANT E
E— E
DRAINAGE
GEORGETOWN SQUAREWEST O
(890 WEST)
6 3' ILVCATCH BASIN
UP
21 I 30'
LAJ
N
O Q �Z
o w
P W
\ ° LLJ
i
i
i
i
E
DRAINAGE
24'
Q
Z�
Q
Z Z
E— ^^
V
DTI
W
RETENTION POND
UNDE
CATCH 8 °SIN
I
— 41 I I
C
40
I
PLANTER
C
vC
®� ko
6 �ko
r
IN
�P.. 4 I
Cn
0
0 Cn
I W >
Cqa
i
IF- DRAWN BY.
N d
om
c
v<
Q
a
J
n
E
iA F 4 1
I-
M
Lil
�I
RL
SCALE: 1"=30'
=
0 10 20 30 40 50
LiJ
O
N
"
Li.l
(n
M
r
IZ
1-1 70
°N
U
N d
om
c
v<
Q
M
J
n
E
V Z men!!!-
I-
M
Lil
�I
RL
SCALE: 1"=30'
=
0 10 20 30 40 50
39
38
i
—> Z
z CO
US HWY 20 R. 0. W.
NEW 6' CEDAR FENCE---,
DRIVEWAY
1W.1171
ON I I I
(k-
a �mll
LAWN
l �mm al
mmmmllm�ffi
L.j
Uf
-cr
C3
T IS SIMILAR TO PHASE 1 V)
Zl- t—
Li
CLUBHOUSE LANDSCAPE PLAN
" 11111111111
-1
PATIO
F.M
STREES @ 5'-0' O,C, SOUND/WINDBREAK
X.
Aik
LAWN
SNOW RETENTION - AREAS'
GEORGETOWN SQUAREWEST
(890 WEST)
:D
C2%
Z
L3
ce
r
ui
L3
z
LJ
r
F-
LAJ
1-4
CD
CD
cl-
- 1
III
V)
D
0 C
L'i
M
D a-
LLJ
O
=30' IR I
0 10 20 30 40 50
cq
J
m NN N
LAWN
C) � � �
c)
z
M cl) 0
cv 0.
DRAW BY:
\ �
�+. 1.
�.
��
\ } / J
� "af
�s1�,i- 3"175
f
ry � '
W
E
I
i
1
+ri
�, y ✓_
+"�Y
i� V J
���
�x�
PE
m
N
N
Q
0
0
0
a
z N
^
M
w
LLJ
0
m
U
N
W E
S
I w
W
CIS
o Q
n
SCALE: 1"=20'
v �
�
O
ko
o
U
zu- W
Q °o0
ko
oom
~
��
V) F
W
,-ZO
�<�
Z O
,y
fl
IILLJ
r
oa } _
MZ jr
uj a
V) a
(�
l �
w>
wwm�
d a 0p
tJ
<D3
Of
°zmaf
o
(�
O
J �
O
UO=V
ow�a
N
Z ]F
!�\
t��w
M aw
r
M
`'J
0w¢�
lI j J
<Mr
Ofoar
¢�Z<
omao
<
a
V)��
0
DRAWN BY:
(nma<
W () . o
mwa
JPH
- x
DATE:
Q3 -U
I) Hi
/nz
W
CIS
o Q
n
SCALE: 1"=20'
- i �!
�'60o
kw�!
GIE 0
1,wt
12/15/03
Val Christensen
Building Official
City of Rexberg
P.O. Box 280
Rexberg, Idaho
83440
Dear Val,
I have. reworked the drawings for the-Parkside, -Clubhouse, In answer to the deficiencies
listed:
I See sheet no. I for the site plan. Also included in the set is the over all site plan
for all phases, and a purposed plan for phase 2.
2. The plans have been stamped and a set of stamped calculations: are included.
3. The manufacturer's certificates will be sent as soon as possible, when it is
determined who they will be, per our phone conversation on 12/11/03.
4. See sheet numbers 2 & 8a for the I hr fire wall separation call out, and the
construction of that wall. Also see sheet no. 2 for the door schedule naming
those doors as I hr fire rated.
5. See sheet no. 6 for the location of the exit signs.
6. The truss details will be provided by the truss manufacture. As soon as it is
determined who that will be.
7.&8. Please find the Com-Check compliance certificate attached.
9. 1 have attached a separate letter for the Fire Department, addressing their issues.
If you have any other comments or questions please feel free to contact me at 801-374-077
Sincerely,
Jim Hansen
draftsman/designer
Georgetown Development Inc.
2230 N. University Pkwy., Suite 7G Provo, UT 84604
Phone 374-0772 Fax 375-0502
4
U RG�O9Z Cil
R s ,� ge`►SHEO
P.O. Box 280
12 North Center Street
Rexburg, Idaho 83440
Phone (208) 359 -3020
STATE OF IDAHO Fax (208) 359 -3022
e -mail rexburg@srv.net
REXB UR G- MADISON COUNTY
EMERGENCY SER VICES
26 NORTH CENTER STREET
REXB URG, IDAHO 83440
208- 359 -3010
208 - 359 -3006 FAX
2000 International Fire Code Plan Date: 4 -03 -01
Plan Review Review Date: 12 -18-03
SECOND REVIEW
Building Name:
Building Address: UNKNOWN
Stories: ONE Type of Construction: V -B
Occupancy Classification: A -3
Existing Floor Area: N/A
New Construction Floor Area: APPROXIMATELY 4,500 SQUARE FEET
1. Required Fire Flow (Appendix B): 1750 GPM/TWO HOURS
Comments: FIRE FLOW MAY BE REDUCED IF STRUCTURE HAS AN
APPROVED AUTOMATIC FIRE SUPPRESSION SYSTEM INSTALLED.
2. Water Supply (Section 508, Appendix C) Required: YES
Fire Hydrant Location: THREE PROPOSED HYDRANTS
Fire Hydrant Flows: UNKNOWN
Fire Flow Test Location: N/A
U
Fire Flow Supplied By: N/A
Other Approved Water Source: NONE
Water Supply Acceptable: YES
Fire Hydrant Location Acceptable: YES
Water Supply Comments: UNKNOWN HYDRANT FLOW, PLEASE PROVIDE
ENGINEERS CALCULATION FOR FLOWS.
3. Fire Apparatus Access Roads (Section 503, Appendix D) Required: YES
Acceptable Width: X Length: X Surface: OK
Complete Road Acceptable: YES
Comments: NONE
4. Access Roads and Water Supply, including fire hydrants are required to be installed
and made serviceable prior to and during time of construction (Section 501):
Comments: IF NOT INSTALLED PRIOR TO CONSTRUCTION AND MADE
OPERATIONAL, A STOP WORK ORDER WILL BE ISSUED.
5. Installation of portable fire extinguishers (Section 906) Required: YES
Location shown: YES Type provided acceptable: YES
Comments: NONE
6. Automatic fire extinguishing systems (Section 903) Required: NO
Type of system being installed: NOT SHOWN
Sprinkler system monitoring (Section 907) required:
Comments: NONE
7. Standpipes (Section 905) required: NO
Type required:
Comments:
8. Ventilating hood and duct fire extinguisher system (Section 609) required: NO
Y
• y
Type being provided:
Automatic fuel shut -off required:
Portable fire extinguisher shown:
Comments:
9. Fire alarm systems (Section 907) required: YES
Type of system required: Manual: Automatic: X Both:
Type of system being provided: Manual: Automatic: Both:
Components of system shown: Smoke Detectors: Heat Detectors:
Manual Pull Station: Sounding Devices: Visual Devices:
Door Holders: Duct Detectors: Flow Alarm:
Sprinkler Valve Monitoring:
Fire Alarm System Acceptable: NO, ADDITIONAL SMOKE DETECTORS ARE
REQUIRED IN OCCUPANCY AS PER NFPA 72. PLEASE PROVIDE
ADDITIONAL SMOKE DETECTORS IN CONVERSATIONIMEETING AREA.
10. Other corrections that are required by special occupancy or conditions: NONE
Plans as submitted are acceptable: NO
Plans checked by: CHRIS HUSKINSON Date: 12 -18 -03
Please furnish comments back to the plan reviewer in the following manner:
Written Comments: X New Plans: X
JIM -
PLEASE PROVIDE HYDRANT CALCULATIONS AND ADDITIONAL
SMOKE DETECTORS AND YOU SHOULD BE SET TO GO.
CHRIS
( l i ly ([.lG 0 ex 0 lL//
STATE OF IDAHO !/
www.ci.rexburg.id.us
P.O. Box 280
12 North Center Street
Rexburg, Idaho 83440
Phone(208)359 -3020
Fax(208)359 -3022
e -mail rexburg @ci.rexburg.id.us
10/10/2003
John Dester
arks cre 1r: =ite7G
Provo, UT 84604
Dear John,
The energy code compliance documents that you provided me for the Rexburg, Idaho
'ieare for Spanish Fork Utah and are from an outdated software. Please provide
a new checklist using COM Check (available at energycodes.com). Be sure to pick the 2000
IECC and Rexburg, Idaho from the drop down lists. If you have any questions, please give me a
call at 359 -3020 ext. 324.
Sincerely,
Val Christensen
Building Official
WATER DESIGN, INC. - POOL CALCULATIONS
BY: BEN
P ROJECT:
Parkside Recreation
Rexberg, Idaho
CHECKED:
POOL CONTRACTOR:
Aquatech Pools
DATE: 9/27/04
JOB NO. 04 -150
Page 1 of 4
POOL SIZE: AREA: # OF SKIMMERS:
Length (ft) 36 calculated 1 .537 5
Width (ft) 18 615 Qty: 2
Depth (ft) 3 to 4.5 to 3 Model: Pentair Bermuda NSF Approved
PERIMETER: # OF INLETS: Adjustable
calculated 7.083333
106.25 feet Use 8 13.28 feet c.c.
Gross Volumes:
Volume Calculation:
Pool: 3833 Cu,F,t.
Average Step Riser: 10.5 9.8 Inches
3800.7 ft x 7.48 = 28429 Gallons
Bottom Step Riser: 10.5 9.8 Inches
Less Fillets: = 0 Gallons
Less Steps & Benches: 36.25 32.3 Cu. Ft.
_
Net Volume = 28429 Gallons
Less Fillets: 0 Gallons
FLOW RATE & TURN -OVER: Min Flow Rate = 65 GPM Max Flow = 88 GPM
28429 GALS. = 59.22758 GPM 28429 GALS. =1 7.31 Hr. T.O.
8 HR.X 60 MIN. 65 GPM.X 60 MIN.
FILTER: Type: Hi Rate Sand Qty: I Model: Pentair Triton TR -100C (30" dia)
Filter Area (each filter): 4.91 Total Filter Area: 4.91
Filter Rate: 13.2 GPM /SF Min Flow 4.91 x 13 GPM/SF = 63.83 Min.
18 GPM /SF > Flow/Filter Area > 13 GPM /SF Max Flow 4.91 x 18 GPM /SF = 8838 Max
SKIMMER FLOW: 65 GPM X 80% = 26 GPM per SKIMMER
(25 GPM min - 55 GPM max) 2 SKIMMER
INLET ORIFICE Dia.= (Q/47.16) ^1 /2 0.415 inch dia, Adjust inlets to
Q = 65 GPM = 8.125 x')2= 13.28 7/16 " dia.
8 INLETS Head Loss thru Orifice (feet of loss) = 12.17 ft.
MAIN DRAINS:
# of Main Drains: = 2 Capacity at 1.57sec = 196 GPM /DRAIN
Brand of Drains: = Hayward (velocity at max filter flow)
Model # of Drains:= SP1031 -9" x 9" Square Use 2.5 " Line between Drains 5.75 ft /sec
Open Area of Cover: = 42 Use 2.5 " Suction line to Pump 5.75 ft/sec
FLOWMETER: BlueWhite Flow Meter Model: F30200P Sensor: N/A
Flow Range for Flowmeter: CAPACITY (Range): 40 -150 GPM
65 gpm x,95 = 62 GPM FACE PIPING: = 2 in. diameter
65 gpm x 1.05 68 GPM Vel. in FacePiping: = 8.99 ft/sec (at max allowed filter rate)
HEATER SIZING: Avg Day Temp (F): 70
UNDERWATER LIGHTING REQUIREMENTS:
Indoor = Minimum 30 Lumens /SF
Avg Night Temp (F): 70
Elevation Factor = EF Avg Temp (F): 70
Area 615 x 30 = 18450 Lumens Reqd
EF: 1.25 Desired Pool Temp (F): 86
Outdoor =
Area 0 x 15 = 0 Lumens Reqd
(Surface Area x Constant x Temp Rise x Elev. = BTU/hr Req'd)
Number of Lights 2 Size of Light 500W
615 x 15 x 16 x EF = 184,500
x Lumens per Light 10250
Model: Pentair PowerMax Size (BTU /hr): 400,000
= Total Lumens 20500 > 18450
Heat Time in Hours (with heater size given) = 9.5
Lum Provide > Lumens Reqd = So OK
Heat Time in Hours at Max Load (with heater size given) = 17.6
LIGHT MODEL: U.L. Listed - 500Watt Pool Light
WATER DESIGN, INC. - POOL CALCULATIONS Page 2 of 4
CHEMICAL FEED TYPE: Solid Feed
OZONATOR (MFG): None
Estimated Requirement:
Model: n/a
28429 Gal./3333 = 8.53 # /Day or Gal./ Day
Elec Reqmt: n/a
CO2 FEED SYSTEM:
USE (Model) : Bio -lab MA35 Sanitizer
USE (Model) : n/a pH
Model: None
MAX. CAPACITY: 12.5 # /Day, Gal. /Day or ppm
Elec Reqmt: n/a
Max. Capacity > Estimated Requirement 12.46 >8.53 so OK
Switch -over: n/a
CHEMICAL CONTROLLER:
AUTOMATIC LEVEL CONTROLLER:
Model: None
Model: None
Elec Reqmt: n/a
Elec Reqmt: n/a
Sensing: n/a
Sensor Reqd: n/a
POOL CONTROL SYSTEM / TIMERS:
POOL COVER:
Model: None
None
Elec Reqmt: n/a
VACUUM LINE:
Options: n/a
Size: 2 " dia.
CULINARY LINE: 1 "dia.
To Fill Funnel at suction side of pump
BATHER LOAD:
SANITARY FIXTURES REQUIRED:
for depth < 5 ' 615 sq. ft. /(1 o sq. ft. /person) =
61.5 People
Males: 30.5 Females:
30.5
for depth> 5' 0 sq. ft. /(24sq. ft./ person) =
0 People
# of W.C.s 0 # of W.C.s
0
Total Bathers =
61 People
# Showers 0 # Showers
0
Total Bathers / 2 = # of Each Gender =
30.5 /GENDER
I# Lavatory 0 # Lavatory
# Urinals 0 See spa Cales for Reqmt
0
# W.C.s / 9 Urinals > verify:
BY: BEN
PROJECT:
Parkside Recreation
Rexberg, Idaho
CHECKED:
POOL CONTRACTOR:
Aquatech Pools
PIPING HEAD LOSS ANALYSIS:
DATE: 9/27/04
PAGE 3 of 4
JOB NO. 04 -150
LINE
PIPE
FITTINGS
TOTALS
Se ent
Flow
Size
Velocit
L/P
90 Ell
Equiv.
Len h
45
Equiv.
Len th
Tee-
Branch
Equw
Len
I,.F e-
u
Equiv.
Length
V alve
Equiv.
Length
Fittings
Total
Total
Equiv.
Length
HL /100'
Total
Head
Losses
Skimmer #1
26
2
2.66
36
3
9
2
1 5
1
17
0
0
0
0
54
90
1.41
1.27
Skimmer #2
0
2
0.00
0
0
0
0
0
0
0
0
0
0
0
0
j 0
0.00
j 0.00
Skim Junct
52
2.5
3.40
33
4
10
0
0
1
20
0
0
1
1.4
61.4
94.4
1.72
1.62
Return Junct
65
2.5
4.25
33
4
10
0
0
1
20
0
0
1
1.4
61.4
94.4
2.59
2.45
Main Drain
65
2.5
4.25
56
6
10
0
0
2
20
0
0
1
1.4
101.4
157.4
2.59
4.08
Face Piping 1
65
2 1
6.64
20
6 1
9
0
0
0
0
2
7
2
1.15
70.3
90.3
7.68
6.94
INLET LOOP ANALYSIS: T
Total Flow 6
65 GPM
8.125 GPM
Pipe E
Equiv T
Tee T
Total
(inch 9
90 L
Lengt 4
45 E
Equiv E
Equiv E
Equiv H
Head Loss FT
Inlet # F
Flow e
es) L
Length E
Ells h
h F
Fitting L
Length L
Length L
Lenth p
per 100 FT. L
Loss R
Running Loss
1 32.5 2 1
18 1
1 9 2 5
5 7 4
44 2
2.13 0
0.94 0
0.94
2 24.4 2 1
17 1
1 9 7
7 3
33 1
1.25 0
0.41 1
1.35
3 16.3 1.5 1
15 5
5 2
20 2
2.39 0
0.48 1
1.83
4 8.13 1.5 1
15 5
5 2
20 0
0.66 0
0.13 1
1.96
5 0 1.5 1
10 5
5 1
15 0
0.00 0
0.00 1
1.96
6 0 1.5 1
10 5
5 1
15 0
0.00 0
0.00 1
1.96
7 0 1.5 1
10 5
5 1
15 0
0.00 0
0.00 1
1.96
8 0 1.5 1
10 5
5 1
15 0
0.00 0
0.00 1
1.96
9 0 1.51 1
101 5
5 1
151 0
0.00 0
0.00 1
1.96
10 0 1 1.51 1
101 5
5 1
151 0
0.00
TOTAL DYNAMIC HEAD ANALYSIS:
SUCTION SIDE OF PUMP: H
HEAD LOSSES
Skimmer #1 a
Skimmer #2 0.00
Skimmer Line n/a
Skimmer 1.00
Main Drain 4.08
H &L Strainer 0.00
PRESSURE SIDE OF PUMP:
Filter 4.00
PAGE 4 of 4
JOB NO. 04 -150
PUMP SELECTION:
USE Pentair Whisperflo WFE -4
H.P. 1
220V Single Phase
@ 65 GPM - 68 Ft TDH Available
Backwash Valve 8.00
Dirty Filter (8.7PSI) 19.00
Heater 7.00
Return Line 2.45
Face Piping 6.94
Inlet Loop /Branches 196
Inlet Orifice 12.17
TOTAL (TDH): 66.59
,.
IF
PAGE 4 of 4
JOB NO. 04 -150
PUMP SELECTION:
USE Pentair Whisperflo WFE -4
H.P. 1
220V Single Phase
@ 65 GPM - 68 Ft TDH Available
Backwash Valve 8.00
Dirty Filter (8.7PSI) 19.00
Heater 7.00
Return Line 2.45
Face Piping 6.94
Inlet Loop /Branches 196
Inlet Orifice 12.17
TOTAL (TDH): 66.59
,.
IF
,.
IF
AQUATECH
8435 South 255 W.
Sandy, LIT 84070
(801) 569 -0120
To:
City of Rexburg Building D ept.
12 No, Center Street
Rexburg, ID 83440
We are sending you:
below:
XX Concept Drawings Prints XX Plans
Copy of Proposal Letter Change Order Sample
Construction Agreement Submittals XX Other
Copies
2
Date
10/4/04
No.
5
I Description
1 Pool and spa plans and specifications
1
4
Pool engineering data
1
3
Spa engineering data
These are transmitted as check
For Approval
XX For Your Use
As Requested
For Review & Comment
FOR BIDS DUE
Resubmit
Submit
Return
Other
As we discussed on the phone, here are the pool and spa plans to be added to
your plan file for the above referenced building permit.
If you need additional information, or if we can be of further assistance, please let
us know.
Thanks
Received by: Date:
CC:
Signed: _7im Pk/7y
LETTER OF TRANSMITTAL
Date: 10/4/04 1 Job No
Attn: Kathy Winter
Re: Clubhouse Parkside - Permit #04 00251
QAttached
Approved as Submitted
Approved as Noted
Return Corrections
Shop Drawings
9/29/00 cmb
-- ?K -C ! L.11 amo u, T
up - 7" c,aous toe wuo—
I
I
L
I
I
I
I
I' j
,r
9 iA L
1.
II
I I;
24
Ila
� I
QI
�
i
N
ri l
�.
?54603 E 2" P -NX
>I
•
N
0
/
O
^� 876
838 O
O
a
�N UG 1 /p -'C(
�...._... 0 _.__/ - -
— --
� i '('R
o�
7.2 1 #2 -AL Xt.P � uGj• -
— — — — —
2
852
PARKSIDE DR,I
g
I
N
�
N
I
I
O
o
•
;
D
I N
'
a`
l
O
A
154 780
:GC ; a $ G "350-
;
G 4-208
I
I
?ss50 - -
- - - - - _ _ _ Y s "' ' D - _
�4MA #I -AL x
E ? s 47o1
1 -2" PVC ®� 1 -2" PVC
�2" PdC
3
CL 0: a
0a
C N
W N
,Verify fusf3astze
W
E
:27 X26 25 X24 23; ,22 :.2 1 ... ?Q:19. : ..:..:...:..
.. _
...... ,
a
'
...........
I.......
I N
I
-- ?K -C ! L.11 amo u, T
up - 7" c,aous toe wuo—
I
I
L
I
I
I
I
I' j
,r
9 iA L
1.
II
I I;
24
Ila
� I
QI
�
i
N
ri l
�.
?54603 E 2" P -NX
>I
a,
0
o
W
0
CL
0
N
O
U Ck:
O
a
CO
�w
✓� O
O
o
D
a`
O
O
o
WO
000
O x
y
CL 0: a
a,
0
o
W
0
CL
.-
N
U Ck:
O
CO
�w
✓� O
O
D
o
Y 0
O )
33
O x
y
0a
C N
W N
W
E
U
Structural Review for:
Parkside Clubhouse
Location:
Rexburg, Idaho
Job #:
2003 -805
Engineered by:
DWP
Coder
2000 IBC
Loadings
-8.8
Ground Snow Load:
4,8
Elevation=
4926 ft
A d - -
-. 4.5
S
63'.
Po
43
Ps
507 psf
Roof Snow Load:
-7.3
Ct=
11'
Roof Exposure Ce
0, 9 Full
1
_1i
Roof Pitch =
8/12
Pp
351 psf
Roof Dead Load:
DL= 1 15. psf
Floor Loadings:
Dead Load= 10. psf
Live Load = 100 psf 40 psf
Wind Loadina•
Basic Wind Speed V = 90, mph
Directionality Factor K = 085
Importance Factor l = _.. 1
Exposure Category = B
Enclosure Classification = Enclosed
Mean Height of roof = 20 it
Horizontal Loads:
(Values fnr Rnnf Heinht = 3n' and Frnnew. R1
Transverse
Longitudinal
PenWend= 14.4
Pw fiend= 128
Pmof end = 9.9
P.n intend,= 8.5
Pvrwl intend, = 11.5
-15.4
Proof Interior= 7.9
-8.8
Vertical Loads:
(Values for Roof Heiaht = 30' and Exposure B)
Transverse
Longitudinal - .:.
Longitudinal
P.11 end= 12.8
Pwind roof end =
5.6
Pwind roof end =
-15.4
Pleeromend=
-8.8
Pin roof end=
-8.8
Pwiid roof interior
4,8
Pwlnd roof intend,
-10.7
Plee roof imenor =
-7 5
Pin roof interior =
-68
Povemang and=
-65
Povednang end=
-23,.1
Pove,nana imedor =
-7.3
Povern.nq interior =
48.4
Height(Exposure Adjustment: 1.00
Horizontal Loads:
(Adiusted Values)
Transverse.
Longitudinal - .:.
Pavan end= 14.R
P.11 end= 12.8
Proof entl 9 9..9
P.11 interior = 8.5
Pwall interior =' 11..5
-15.4
Proof interior = 7.9
-8..8
Vertical Loads:
(Adiusted Valueel
Transverse
Longitudinal
Pwind roof end=
5.6
Pwndroofend
-15.4
Pin roof end
-8..8
Plee roof end
-8.8
l roof intendr
4 . 3
Pwind roof intenor
-10.7
Pies and imeuor'
-7..5
Pleeroorirdenor=
-6.8
Povemang end
4.5
Povemang end=
-23..1
Poyernang interior=
-7.3
Pavernang interior=
-18.4
-1-
Loadings (continued)
Seismic Loading:
Spectral Accel (short period) S = 05
Spectral Accel (1 sec. period) S, = 015
F = ...... 1.4
F„ =
2
SMs —
0.7
SM1 =
0.3
S —
04667
Sol =
02
Seismic Design Category =.
D
R=
6 Structural Sheathing
R =
2 Sheetrock
R=
__8 -: Steel Frames
Height of bldg. h„ (ft) =
25`
Bldg.. Period Coeff C =
002
Fundamental Period T. (sea) =
0 2236
4th Floor Ceiling Height h =
0 ft
3rd Floor Ceiling Height h 3 =
0 f
2nd Floor Ceiling Height h =
0. ft
1st Floor Ceiling Height h, =.
10 ft
—2—
PREFACE
THIS ENGINEERING REPORT IS VALID ONLY FOR THE FOLLOWING
PLAN AND LOCATION:
Parkside Clubhouse
Building 10 Phase 2 Parkside subdivision in Rexburg, Idaho
THIS ENGINEERING PACKET IS TO BE USED ONLY ONCE FOR THE ABOVE
MENTIONED LOCATION AND IS NOT TO BE COPIED OR REPRODUCED
WITHOUT WRITTEN CONSENT OF LEI CONSULTING ENGINEERS.
A SOIL BEARING PRESSURE OF 1500 PSF IS ASSUMED SINCE NO SOILS
REPORT WAS AVAILABLE.
IF THE VALUES AND ASSUMPTIONS STATED IN THIS REPORT ARE INCORRECT,
OR IF CHANGES IN THE FIELD ARE NOTICED WHICH ARE DIFFERENT FROM
THOSE STATED IN THIS REPORT, THE ENGINEER MUST BE NOTIFIED IN ORDER
FOR THE NECESSARY CORRECTIONS TO BE MADE. IF THERE EXISTS ANY
DISCREPANCY BETWEEN THE CALCULATIONS AND THE DRAWINGS, THESE
CALCULATIONS SHALL SUPERSEDE. THE ROOF TRUSS SUPPLIER SHALL
ENGINEER THE ROOF TRUSS SYSTEM. THEREFORE, THE ENGINEERING OF THE
ROOF TRUSSES IS NOT CONTAINED IN THIS REPORT. THIS ENGINEERING
REPORT DEALS ONLY WITH THE STRUCTURAL PARTS OF THIS BUILDING AND
DOES NOT PROVIDE LIABILITY TO THE NON - STRUCTURAL PARTS
THE OWNER AND /OR BUILDER IS RESPONSIBLE TO SEE THAT PRODUCTS ARE
APPLIED CORRECTLY AND IN ACCORDANCE WITH MANUFACTURERS'
SPECIFICATIONS AND THE REQUIREMENTS OF THE UNIFORM BUILDING CODE.
SEE LVL MANUFACTURER'S SPECIFICATION GUIDE FOR ALL CONSTRUCTION
INFORMATION ON MULTIPLE PLY BEAMS, NOTCHES, HOLES, BEARING ETC.
IF PLANS ARE STAMPED IN CONJUNCTION WITH THIS ENGINEERING PACKET,
CERTIFICATION PERTAINS ONLY TO THE STRUCTURAL ELEMENTS OF THE PLANS„
-3-
Summary
Floor Joists: FJ1: 9 1/2" TJI /150 @ 16" o.c. as noted on plans
FJ2: Not Used
3/4" T &G flooring to be nailed with 8d nails @ 6" o.c. edge, 12" o.c. field
Deck Joists: DJ1: 2x10 DF -L #2 @ 16" o „c. as noted on plans
Roof.
Trusses by others
7/16” roof sheathing to be nailed with 8d nails @ 6" o.c. edge, 12" o „a. field
Overbuild to be 2” x 8" Timber @ 24" o „c.
Other:
All bearing headers to be (2) 2x10 (DF L #2 or better) unless noted otherwise
All exterior sheathing to be Shear Wall #1 unless noted otherwise
All glulam beams are to be 24F -V4 unless noted otherwise
Strap end lengths for shear walls (see also Simpson Coiled strap specs.):
CS16 = 14” CMST14 = 34" CMSTC16 = 25"
Beams
Beam
Number
Size
Type
RB1
2
2 x 10
Timber
RB2
2
91/2"
Microllam
RB3
2
117/8"
Microllam
RB4
2
2 x 10
Timber
RB5
1
3 1/8" x 9,,
Glulam
RB6
2
91/2"
Microllam
MB1
1
5 1/8" x 12"
Glulam
MB2
1
3 1/8" x 9"
Glulam
MB3
1
3 1/8" x 9,,
Glulam
-4
■ �j�� °�/ Floor Joists
TJ- B " e 6 r. 7603 00a io 9 1/2" TJ! ®IPt'O(TM) -150 @ 16" O/c
User .2 121120031:49:231oM
Pagel Engine Versim1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
7❑, , 2 ❑
Product Diagram is Conceptual.,
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Residential - Living Areas (psf): 100 0 Live at 100 % duration, 10.0 Dead
SUPPORTS:
Maximum
Design
-
Input
Bearing
Shear (Ibs)
Width
Length
1 Stud wall
350"
2, 25"
2 Stud wall
3.50"
2.25"
Vertical Reactions (Ibs) Detail Other
Live /Dead /Uplif rrotal
767 / 77 / 0 / 843 A3: Rim Board 1 Ply 1 1/4" x 9 1/2" 0 8E TJ- Strand Rim Board®
767 / 77 / 0 / 843 A3: Rim Board 1 Ply 1 1/4" x 9 1/2" 0 8E TJ- Strand Rim Board®
-See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board
DESIGN CONTROLS:
- Deflection Criteria: STANDARD(LL:U480,TL:L1240).
- Allowable moment was increased for repetitive member usage.
- Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
- Bracing(Lu): All compression edges (top and bottom) must be braced at 77" o/c unless detailed otherwise Proper attachment and positioning of
lateral bracing is required to achieve member stability .
TJ -Pro RATING SYSTEM
-The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span
Rating) decking.. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None.. A structural analysis of
the deck has not been performed by the program. Comparison Value: 1.32 -
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,
and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS..
- Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above.
PROJECT INFORMATION:
2003 -805 Parkside Clubhouse
Copyright C 2003 by Tres Joist, a Weyerhaeuser Business
TJI0 and TJ -Beam& are registered trademarks of Trus Joist.
e -I Joist^, pro^ and TJ -Pro° are trademarks of True loiet
u : \structural \T11 \2003 \2003 -805 Parkside Clubhouse. sms
OPERATOR INFORMATION:
David Ploeger
LEI Consulting Engineers and Surveyors, Inc.
3302 N, Main St
Spanish Fork, Utah 84660
Phone 801-798-0555
Fax :801- 798 -9393
dave @lei -eng com
_F
Maximum
Design
Control
Control
Location
Shear (Ibs)
813
801
1120
Passed (71 %)
Lt, end Span 1 under Floor loading
Vertical Reaction (Ibs)
813
813
1016
Passed (80 %)
Bearing 2 under Floor loading
Moment (Ft -Lbs)
2252
2252
2839
Passed (79 %)
MID Span 1 under Floor loading
Live Load Defl (in)
0 265
0.277
Passed (L/501).
MID Span 1 under Floor loading
Total Load Defl (in)
0 292
0.554.
Passed (L/456)
MID Span 1 under Floor loading
TJPro
51
30
Passed
Span
- Deflection Criteria: STANDARD(LL:U480,TL:L1240).
- Allowable moment was increased for repetitive member usage.
- Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
- Bracing(Lu): All compression edges (top and bottom) must be braced at 77" o/c unless detailed otherwise Proper attachment and positioning of
lateral bracing is required to achieve member stability .
TJ -Pro RATING SYSTEM
-The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span
Rating) decking.. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None.. A structural analysis of
the deck has not been performed by the program. Comparison Value: 1.32 -
ADDITIONAL NOTES:
- IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,
and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS..
- Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above.
PROJECT INFORMATION:
2003 -805 Parkside Clubhouse
Copyright C 2003 by Tres Joist, a Weyerhaeuser Business
TJI0 and TJ -Beam& are registered trademarks of Trus Joist.
e -I Joist^, pro^ and TJ -Pro° are trademarks of True loiet
u : \structural \T11 \2003 \2003 -805 Parkside Clubhouse. sms
OPERATOR INFORMATION:
David Ploeger
LEI Consulting Engineers and Surveyors, Inc.
3302 N, Main St
Spanish Fork, Utah 84660
Phone 801-798-0555
Fax :801- 798 -9393
dave @lei -eng com
_F
Shingles
Roof Pitch=
Angle=
Cs=
Increase for DrifWalley=
Effective snow load (psf)=
Length (ft)=
Trib. Area mar
Trib. Area flaaf
wroof (plf) = (w /reduction)
wfloor(P10 _
Point Load (lb)=
a (ft)=
b (ft)=
Add. uniform load (plf)=
WT IWO =
Left Reaction (lb)=
Right Reaction (lb)=
Vmaa (Ib)=
Location of Mmax (ft)=
Mmaa (ftib)=
S (Timber) (in')=
Sraq (Glu -lam) (in')=
S raq (1.3E T- strand) (IF?)=
S (Microllam) (in')=
S (Parallam) (ir?)=
Beam Type (t,g,ts,m,p)
Size Factor=
Smq
it (in)=
b (in)=
I (in
S (in - )=
E (psi)=
Fv (psQ=
f (psi)=
Location of Max Deflection=
Deflection (in)=
Allowable Deflection (in)=
RBI
R52
8
8
33.7
33.7
0.970
0.970
1.000
1.000
34
34
5
6
21
25
0
0.
937
1115
0
0
2.5
3'
2.5
3
937
1115
2342 3346
2342 3346
2342 3346
2.5
3.0
2927
5019
39
67
15
25
21
35
14
23
12
21
t
m
1.000
1.000
39
23
9.25
9.5
3
3.5
197.9
250.1
42.8
52.6
Section OK
Section OK
1600000
1800000
180 285
127
151
Shear OK
Shear OK
2.50
3.00'.
0.042
0.072
0.333
0.400
Deflection OK
Deflection OK
RB3 RB4
RB5
RB8
MB1'
8 '.
8
8
81.
33.7
33.7
33.7
33.7
0.970
0.970
0.970
0.970
1.000'.
-1.000
1.000
1.000.
34
34
34
34
1237.5
134
- 937
803
1238
- 669
2810
4015
6497
o 669
2810
4015
6497
669
2810
4015
6497
5.0
3.0
5.0
5.3
1673
4216
10037
17054
22
56
134
227
8
,21
50
85
m 12
30.
71
120
8
19
46
79
W 7
17
42
71
t
9
m
9''..
1.000
1.000
1.000
- 1.000
22
21
AR
sr;
42.8
42.2
52.6
Section OK
Section OK
Section OK
1600000
1800000
1800000
180
123.0
Section OK
1800000
190
36 150 181 158
Shear OK Shear OK- Shear OK Shear OK
5.00 '. , 3.00 5.00 5.25-
0.095 0.080 0.401 0.255
0.667 0.400 - 0.667 0.350
Deflection OK Deflection OK Deflection OK Deflection OK
190
285
Multi- Loaded Beam[ 2000 International Building Code (97 NDS) 1 Ver: 6, 00.2 ,
By: David W Ploeger, , LEI Consulting Engineers on:
12 -01 -2003: 1:27:16 PM
Project: 2003 -805 - Location: RB3
Summary:
( 2) 1,75 IN x 11.875 IN x 9 0 FT / 1.9E Microllam - Trus Joist - MacMillan
Section Adequate By: 0.3% Controlling Factor. Section Modulus / Depth Required 11.85 In
* Laminations are to be fully connected to provide uniform transfer of loads to all members
Center Span Deflections:
Dead Load:
DLD- Center=
0.07
IN
Live Load:
LLD- Center-
016
IN = U696
Total Load:
TLD- Center=
0.22
IN = U483
Center Span Left End Reactions (Support A):
Live Load:
LL- Rxn -A=
2345
LB
Dead Load:
DL- Rxn -A=
1063
LB
Total Load:
TL- Rxn -A=
3408
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -A=
1.30
IN
Center Span Right End Reactions (Support B):
Live Load:
LL- Rxn -B=
5058
LB
Dead Load:
DL- Rxn -B=
2226
LB
Total Load:
TL- Rxn -B=
7283
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -B=
2.77
IN
Beam Data:
Center Span Length:
L2=
90
FT
Center Span Unbraced Lenqth -Top of Beam:
Lu2 -Top=
60
FT
Center Span Unbraced Length -Bottom of Beam:
Lu2- Bottom=
9.0
FT
Live Load Duration Factor:
Cd=
1.00
Live Load Deflect. Criteria:
U
360
Total Load Deflect Criteria:
U
240
Center Span Loading:
Uniform Load:
Live Load:
wL -2=
0
PLF
Dead Load:
wD -2=
0
PLF
Beam Self Weight:
BSW=
13
PLF
Total Load:
wT -2=
13
PLF
Point Load 1
Live Load:
PL1 -2=
4778
LB
Dead Load:
PD1 -2=
2047
LB
Location (From left end of span):
X1 -2=
6.0
FT
Trapezoidal Load 1
Left Live Load:
TRL- Left -1 -2=
105
PLF
Left Dead Load:
TRD- Left -1 -2=
45
PLF
Right Live Load:
TRL- Riqht -1 -2=
105
PLF
Right Dead Load:
TRD- Right -1 -2=
45
PLF
Load Start:
A -1 -2=
00
FT
Load End:
B -1 -2=
60
FT
Load Length:
C -1 -2=
60
FT
Trapezoidal Load 2
Left Live Load:
TRL- Left -2 -2=
665
PLF
Left Dead Load:
TRD- Left -2 -2=
285
PLF
Right Live Load:
TRL- Right -2 -2=
665
PLF
Right Dead Load:
TRD- Right -2 -2=
285
PLF
Load Start:
A -2 -2=
6,0
FT
Load End:
B -2 -2=
9.0
FT
Load Length:
C -2 -2=
30
FT
Properties For: 1.9E Microllam- Trus Joist - MacMillan
Bending Stress:
Fb=
2600
PSI
Shear Stress:
Fv=
285
PSI
Modulus of Elasticity:
E=
1900000
PSI
Stress Perpendicular to Grain:
Fc_rerp=
750
PSI
Adjusted Properties
Fb' (Tension):
Fb'=
2545
PSI
Adjustment Factors: Cd =1,00 CI=O 98 Cf =1,00
Fv':
Fv'=
285
PSI
Adjustment Factors: Cd =1 00
Design Requirements:
Controlling Moment:
M=
17385
FT -LB
6 03 Ft from left support of span 2
(Center Span)
Critical moment created by combining
all dead loads and live loads on span(s) 2
Controlling Shear:
V=
6417
LB
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
81.97
IN3
S=
82,26
IN3
Area (Shear):
Areq=
33,77
IN2
A=
41.56
IN2
Moment of Inertia (Deflection):
Ireq=
252.51
IN4
1=
488.41
IN4
-7-
Shingles W MB2 MB3
Roof Pitch=
8
8'
Angle=
33.7
33.7
Cs=
0.970
0.970
Increase for Drift/Valley=
1.000 `
1.000
Effective snow load (psf)=
34
34
Length (ft)=
8 +'
11.5
Trib. Area r „r
0
0'
Trib. Area floor
9 =
3.5
w = (w /reduction)
0
0
Wfi. r(PIO =
- - 450
175
Point Load (lb)=
a (ft)=
4 -
5.75'
b (ft)=
4
Add. uniform load (plf)=
wT(Plf) =
450
175
Left Reaction (lb)=
1800
1006
Right Reaction (lb)=
1800
1006
V...(lb)=
- 1800
1006
Location of M,,,,, (ft)=
4.0
5.8
M...(ftlb)=
3600
2893
S (Timber) (in')=
48
39
S r , q (Glu -lam) (ir?)=
18
14
S r , q (1.3E Tstrand) (in')=
25
20
S r , q (Microllam) (in')=
17
13
S r , q (Parallam)(In')=
15 -
12
Beam Type (t,g,ts,m,P)
9 ',,
9
Size Factor=
1.000
1.000
Sreq
18
14
d (in)=
9 ',,
9'.
b (in)=
3.125
':3.125.
(in
189.8
- 189.8
S (in')=
42.2
42.2
Section OK
Section OK
E (psi)=
1800000
1800000
F,.(psi)=
190
190
fv (Psi)=
96
54
Shear OK
Shear OK
Location of Max Deflection=
4.00 '..
'.. 5.75'..
Deflection (in)=
0.121
0.202
Allowable Deflection (in)=
0.267
0.383
-
Deflection OK
Deflection OK
Shear. Waus I seismic I Wind
Front panel 3.5 ':218 272 55 (382 +6865 4550 25400':
panel 3.5 1218 272 TAROO...d TAMIL -end
panel 4.5 280 350 96 70
panel 5 '.280 350
panel s 5 280 350 SWS SWS.I.M,
Sheathing panel 280 350 319 77
panel 280 350 Use SW2 Use SW1
Transverse panel 280 350
panel 280 350
panel 10 280 350
panel 11 '.280 350
panel 12 280 350
panel 13 280 350
panel 14 280 350
panel 15 ; 280 350
panel 16 280 350
ASW= 21.5 Use SW2
Use STHD14 /14RJ holdowns each side of panel as noted on plans
Shear Walls I Seismic I Wind
Rear
panel
4.5
252
315
9
348
290 ::8043
4550 25400',
9
panel
3
168
210
9
TAROOaandTAWOn
Ond
9
'9
panel
3 .168
9
210
2299
96
'70
0
0
panel
3 .168
0
210
0
0
Sheathing V
panel 5
panel
4,5
252
1280
315
350
0
SWS Wn
SWS
277
57
0
Use SW1
Use SW1
panel 7
Transverse w panel 8 ',
280 350
280 350
panel 9
0
280
350
0
0
panel 10
4
280
350
0
0
panel 11
4
280
350
panel 12
3 :280
350
panel 13
280
350
panel 14
280
350
panel 15
280
350
panel 16
-280
350
ASW=
29
Use SW2
Use STHD14 /14RJ
holdowns
each
side of
panel as noted on
plans
Sei smic
rMa., SWS p R F
0.108 110 1.000 6 2371
Sei
rmaxi SWS p, R F
0.054 82 1.000 6 2371
1659
1659
V SWS DL
h
h'
Uplift
6865 319 100
9
r9
2699
100
9
19
2699
100
9
9
2649
230
9
'9
2299
230
9
9
2299
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
i0
0
0
0
c
a
0
C7
c
t
Check
V SWS DL.
h
h'
Uplift
8043 277 100
10;10
2548
100
10`10
2623
100
10
:10
2623
100
10
r 10
2623
100
10'10
2548
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
i0
0
c
`u
0
c
cn
0
Rear of weight S
panel 1 7.5 '..
280
350
327
348
`:332 7978
4550 50800 .
conversation
panel 7 '.
280
350
TAROOr -end
TAWall.and
TAROOf -and
rooms
panel :280
350
4125
0
'98
112
panel 4
280
350
panel
8
280
350
Sheathing
panel 5
panel
280 -
280
350
350
Sheathing
panel 5
panel
SWSwlnd
SWSamsmi
272
272
280
116
Transverse
panel 7
panel `.
280
280
350
350
101
Transverse
Use SW1
Use SW1
187
280
panel 6,25 :
280
350
Use SW1
Use SW1
panel
,'280
panel 10 7.75 :
280
350
panel 10
panel 11
280
350
panel 12
280
350
350
panel 13 '.
280
350
280
350
panel 14 '..280
350
;..
280
350
panel 15 1280
350
panel 14
280
350
panel 16 !
280
350
panel 15
..4280
350
ASW= 28.5
Use SW2
panel 16
'280
Use STHD14114RJ
holdowns
each
side of
panel as noted on
plans
Shear Walls Seismic I Wind
Length SWt SW2 TAROOMM. TAW.1
Left
panel
4.67
262
327
350
250 7757
4550'.. 50800.:
panel
6280
350
TAROOf -and
TAW -end
panel 3
4125
238
298
112
70
panel
8
280
350
Sheathing
panel 5
panel
3.5
3.5
218
218
272
272
SWSwmd
SWSaeismi
236
101
Transverse
panel 7
panel
3 1
:
187
280
233
350
Use SW1
Use SW1
panel
,'280
350
panel 10
280
350
panel 11
'+
280
350
panel 12
280
350
panel 13
;..
280
350
panel 14
280
350
panel 15
..4280
350
panel 16
'280
350
ASW=
32.92
Use SW1
Use STHD14114RJ
holdowns
each
side of
panel as noted on
plans
rmaxi SWS pi ' R Fz Vfinal
0.095 166 1.000 6 4741 3319
Seismic
rmaxl SWS pi R Fx Vfinal
0.074 144 1.000 6 4741 3319
c
0
t7
9
c
d
0
0
v
c
3
280
236
Check t
DL h
9 1657
9 1714
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
D 0
D 0•
10 1819
10 1666
10 1868
9 1721
9 1946
9 1946
9 1971
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Right
panels
11.5
280
350
':10 677
0
250 .7757
4550 50800'.
230
panel 2
7.5
280
350
0 0
entl
TA wall en panel3
0 0
panel3.
12.25
280
350
0 0
70
0 0
- panel
fl28O
350
0 0
[TA;RI
0 0
Sheathing
panels
panel
280
280
350
350
0 0
Sws nd
SWSselsmi
254
109
Transverse
panel 7
panel
.280
280
350
350
Use SW1
Use SW1
panel 9
11.5 f
280
350
panel 10
-
280
350
panel 11
!280
280
350
-
panel 12
'280
280
350
panel 13
280
350
panel 14
280
350
panel 15
280
350
panel 16
1.280
280
350
ASW=
30.5
Use SW2
Use STHD14 /14RJ
holdowns
each
each
side of
panel as noted on
plans
Shear Walls
_
Seismic
I
Wind
Right of Pool
panel 1
5
280
350
':10 677
0
216 !2911
4550',. 254001
230
pane12
6
280
350
0 0
TARow -and
TAwan -end
0 0
panel3.
12.25
280
350
0 0
0
84
0 0
panel 4
0 0
280
350
0 0
0 0
Sheathing
panels
panel6
:
280
280
350
350
0 0
SWS
SWS
125
71
Longitudinal v
panel 7
panel8
":
:280
280
350
350
Use SW1
Use SW1
panel 9
J
280
350
pane110
280
350
panelll
280
350
-
panel12
'280
350
panel 13
280
350
panel 14
280
350
panell5
280
350
panel16
280
350
ASW=
23.25
Use SW1
Use STHD14 /14RJ
holdowns
each
side of
panel as noted on plans
0.124 155 1.000 6 4741 3319
rmax , SWS p R F„ Vflnal
0.227 102 1.000 6 2371 1659
c
0
v
c
k
c
0
c7
c
254
9 1714
9 1914
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0.
Check uplift
V SWS DL
h
h' Uplift
2911 125 230
10
':10 677
230
10
':10 562
230
10
10 -157
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Right - pool equip
panel 1 16 ..
280
350
0 45 ,1010
4550: 5000 0.625 29 1.500 6 467
490
Seismic
0
panel
280
350
TARoot -end TAww -end
Ai Wii rM., SWS p R F,
Vfnai
Front & Rear of
panel 1
panel
280
350
0 49
,6 963 4550
5000 y 0.833 39 1.500 6 467
490
:0
panel !
280
350
280
350
TARom -end
TAwan -end
0
panel
280
350
SWS.,
SWSaeiamm
280
350
Sheathing VI
panel 6
280
350
63
31
panel
!280
panel 7
280
350
Use SW'I
Use SW1
Longitudinal 7
panel
280
350
SWS,
SWSsetsmm
panel 9 -
280
350
280
350
82
41
panel 10 '=
280
350
panel
-
280
350
panel 11
280
350
Transverse 71y
panel
280
panel 12
280
350
panel 9
panel 13 '.280
280
350
panel 14
280
350
280
350
panel 15
280
350
panel 11
280
350
panel 16 :
280
350
panel 12
280
ASW= 16
Use SW1
panel 13
No Uplift
280
350
Shear Walls
Uplift
Length
Seismic
-
Wind
0
Seismic
0
0
SWl
SW2
TARo,i, TAwaii-int. V.
Ai Wii rM., SWS p R F,
Vfnai
Front & Rear of
panel 1
12
280
350.
4
,6 963 4550
5000 y 0.833 39 1.500 6 467
490
:0
pool equip.
panel 2
1
280
350
TARom -end
TAwan -end
0
0
panel 3
-
280
350
28
42
panel
!280
350
panel
280
350
SWS,
SWSsetsmm
Sheathing 7
panel 6
280
350
82
41
panel
-
280
350
Use SW1
Use SW1
Transverse 71y
panel
280
350
panel 9
280
350
panel 10
280
350
panel 11
280
350
panel 12
280
350
panel 13
280
350
w
E
panel 14
280
350
i
panel 15
:280
350
0
panel 16
280
350
c
ASW=
12......
Use SW1
Use STHD14
/14RJ
holdowns
each
side of panel as noted on plans
63
B -295
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Check uplift
V SWS DL In h'
Uplift
983 82 100 8 ''.8
55
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
:0
0
0
0
0
0
0
0
0
0
N
Shear. Waus I seismic I Wind
Front panel 3.5 ':218 272 55 (382 +6865 4550 25400':
panel 3.5 1218 272 TAROO...d TAMIL -end
panel 4.5 280 350 96 70
panel 5 '.280 350
panel s 5 280 350 SWS SWS.I.M,
Sheathing panel 280 350 319 77
panel 280 350 Use SW2 Use SW1
Transverse panel 280 350
panel 280 350
panel 10 280 350
panel 11 '.280 350
panel 12 280 350
panel 13 280 350
panel 14 280 350
panel 15 ; 280 350
panel 16 280 350
ASW= 21.5 Use SW2
Use STHD14 /14RJ holdowns each side of panel as noted on plans
Shear Walls I Seismic I Wind
Rear
panel
4.5
252
315
9
348
290 ::8043
4550 25400',
9
panel
3
168
210
9
TAROOaandTAWOn
Ond
9
'9
panel
3 .168
9
210
2299
96
'70
0
0
panel
3 .168
0
210
0
0
Sheathing V
panel 5
panel
4,5
252
1280
315
350
0
SWS Wn
SWS
277
57
0
Use SW1
Use SW1
panel 7
Transverse w panel 8 ',
280 350
280 350
panel 9
0
280
350
0
0
panel 10
4
280
350
0
0
panel 11
4
280
350
panel 12
3 :280
350
panel 13
280
350
panel 14
280
350
panel 15
280
350
panel 16
-280
350
ASW=
29
Use SW2
Use STHD14 /14RJ
holdowns
each
side of
panel as noted on
plans
Sei smic
rMa., SWS p R F
0.108 110 1.000 6 2371
Sei
rmaxi SWS p, R F
0.054 82 1.000 6 2371
1659
1659
V SWS DL
h
h'
Uplift
6865 319 100
9
r9
2699
100
9
19
2699
100
9
9
2649
230
9
'9
2299
230
9
9
2299
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
i0
0
0
0
c
a
0
C7
c
t
Check
V SWS DL.
h
h'
Uplift
8043 277 100
10;10
2548
100
10`10
2623
100
10
:10
2623
100
10
r 10
2623
100
10'10
2548
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
i0
0
c
`u
0
c
cn
0
Rear of weight S
panel 1 7.5 '..
280
350
327
348
`:332 7978
4550 50800 .
conversation
panel 7 '.
280
350
TAROOr -end
TAWall.and
TAROOf -and
rooms
panel :280
350
4125
0
'98
112
panel 4
280
350
panel
8
280
350
Sheathing
panel 5
panel
280 -
280
350
350
Sheathing
panel 5
panel
SWSwlnd
SWSamsmi
272
272
280
116
Transverse
panel 7
panel `.
280
280
350
350
101
Transverse
Use SW1
Use SW1
187
280
panel 6,25 :
280
350
Use SW1
Use SW1
panel
,'280
panel 10 7.75 :
280
350
panel 10
panel 11
280
350
panel 12
280
350
350
panel 13 '.
280
350
280
350
panel 14 '..280
350
;..
280
350
panel 15 1280
350
panel 14
280
350
panel 16 !
280
350
panel 15
..4280
350
ASW= 28.5
Use SW2
panel 16
'280
Use STHD14114RJ
holdowns
each
side of
panel as noted on
plans
Shear Walls Seismic I Wind
Length SWt SW2 TAROOMM. TAW.1
Left
panel
4.67
262
327
350
250 7757
4550'.. 50800.:
panel
6280
350
TAROOf -and
TAW -end
panel 3
4125
238
298
112
70
panel
8
280
350
Sheathing
panel 5
panel
3.5
3.5
218
218
272
272
SWSwmd
SWSaeismi
236
101
Transverse
panel 7
panel
3 1
:
187
280
233
350
Use SW1
Use SW1
panel
,'280
350
panel 10
280
350
panel 11
'+
280
350
panel 12
280
350
panel 13
;..
280
350
panel 14
280
350
panel 15
..4280
350
panel 16
'280
350
ASW=
32.92
Use SW1
Use STHD14114RJ
holdowns
each
side of
panel as noted on
plans
rmaxi SWS pi ' R Fz Vfinal
0.095 166 1.000 6 4741 3319
Seismic
rmaxl SWS pi R Fx Vfinal
0.074 144 1.000 6 4741 3319
c
0
t7
9
c
d
0
0
v
c
3
280
236
Check t
DL h
9 1657
9 1714
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
D 0
D 0•
10 1819
10 1666
10 1868
9 1721
9 1946
9 1946
9 1971
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Right
panels
11.5
280
350
':10 677
0
250 .7757
4550 50800'.
230
panel 2
7.5
280
350
0 0
entl
TA wall en panel3
0 0
panel3.
12.25
280
350
0 0
70
0 0
- panel
fl28O
350
0 0
[TA;RI
0 0
Sheathing
panels
panel
280
280
350
350
0 0
Sws nd
SWSselsmi
254
109
Transverse
panel 7
panel
.280
280
350
350
Use SW1
Use SW1
panel 9
11.5 f
280
350
panel 10
-
280
350
panel 11
!280
280
350
-
panel 12
'280
280
350
panel 13
280
350
panel 14
280
350
panel 15
280
350
panel 16
1.280
280
350
ASW=
30.5
Use SW2
Use STHD14 /14RJ
holdowns
each
each
side of
panel as noted on
plans
Shear Walls
_
Seismic
I
Wind
Right of Pool
panel 1
5
280
350
':10 677
0
216 !2911
4550',. 254001
230
pane12
6
280
350
0 0
TARow -and
TAwan -end
0 0
panel3.
12.25
280
350
0 0
0
84
0 0
panel 4
0 0
280
350
0 0
0 0
Sheathing
panels
panel6
:
280
280
350
350
0 0
SWS
SWS
125
71
Longitudinal v
panel 7
panel8
":
:280
280
350
350
Use SW1
Use SW1
panel 9
J
280
350
pane110
280
350
panelll
280
350
-
panel12
'280
350
panel 13
280
350
panel 14
280
350
panell5
280
350
panel16
280
350
ASW=
23.25
Use SW1
Use STHD14 /14RJ
holdowns
each
side of
panel as noted on plans
0.124 155 1.000 6 4741 3319
rmax , SWS p R F„ Vflnal
0.227 102 1.000 6 2371 1659
c
0
v
c
k
c
0
c7
c
254
9 1714
9 1914
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0.
Check uplift
V SWS DL
h
h' Uplift
2911 125 230
10
':10 677
230
10
':10 562
230
10
10 -157
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Right - pool equip
panel 1 16 ..
280
350
0 45 ,1010
4550: 5000 0.625 29 1.500 6 467
490
Seismic
0
panel
280
350
TARoot -end TAww -end
Ai Wii rM., SWS p R F,
Vfnai
Front & Rear of
panel 1
panel
280
350
0 49
,6 963 4550
5000 y 0.833 39 1.500 6 467
490
:0
panel !
280
350
280
350
TARom -end
TAwan -end
0
panel
280
350
SWS.,
SWSaeiamm
280
350
Sheathing VI
panel 6
280
350
63
31
panel
!280
panel 7
280
350
Use SW'I
Use SW1
Longitudinal 7
panel
280
350
SWS,
SWSsetsmm
panel 9 -
280
350
280
350
82
41
panel 10 '=
280
350
panel
-
280
350
panel 11
280
350
Transverse 71y
panel
280
panel 12
280
350
panel 9
panel 13 '.280
280
350
panel 14
280
350
280
350
panel 15
280
350
panel 11
280
350
panel 16 :
280
350
panel 12
280
ASW= 16
Use SW1
panel 13
No Uplift
280
350
Shear Walls
Uplift
Length
Seismic
-
Wind
0
Seismic
0
0
SWl
SW2
TARo,i, TAwaii-int. V.
Ai Wii rM., SWS p R F,
Vfnai
Front & Rear of
panel 1
12
280
350.
4
,6 963 4550
5000 y 0.833 39 1.500 6 467
490
:0
pool equip.
panel 2
1
280
350
TARom -end
TAwan -end
0
0
panel 3
-
280
350
28
42
panel
!280
350
panel
280
350
SWS,
SWSsetsmm
Sheathing 7
panel 6
280
350
82
41
panel
-
280
350
Use SW1
Use SW1
Transverse 71y
panel
280
350
panel 9
280
350
panel 10
280
350
panel 11
280
350
panel 12
280
350
panel 13
280
350
w
E
panel 14
280
350
i
panel 15
:280
350
0
panel 16
280
350
c
ASW=
12......
Use SW1
Use STHD14
/14RJ
holdowns
each
side of panel as noted on plans
63
B -295
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Check uplift
V SWS DL In h'
Uplift
983 82 100 8 ''.8
55
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
:0
0
0
0
0
0
0
0
0
0
N
Anchor Bolts
Bolt Size
112 in
Base Shear V
6865 Ibs
Bolt Capacity
530 Ibs /bolt
Number of bolts required
12,95
Wall Length
47 ft
Bolt Spacing
44 in
Spacing to be used
32 in
Use 1/2" anchor bolts @ 32" o.c„ as noted on plans
Rear
Bolt Size
Base Shear V
Bolt Capacity
Number of bolts required
Wall Length
Bolt Spacing
Spacing to be used
1/2 in
8043' lbs
530 Ibs /bolt
15.18
38'. ft
31 in
24 in
Use 1/2" anchor bolts @ 24" o.¢.r as noted on plans
Bolt Size
Base Shear V
Bolt Capacity
Number of bolts required
Wall Length
Bolt Spacing
Spacing to be used
rooms
112_ in
7978 Ibs
530 Ibs /bolt
1505
29 ft
24 in
24 in
Use 1/2" anchor bolts @ 24" o.c„ as noted on plans
Bolt Size
Base Shear V
Bolt Capacity
Number of bolts required
Wall Length
Bolt Spacing
Spacing to be used
12 in
7757 Ibs
530 Ibs /bolt
1464
88`, ft
73 in
32 in
Use 1/2" anchor bolts @ 32" o „c„ as noted on plans
-13-
Bolt Size
112: in
Base Shear V
7757. Ibs
Bolt Capacity
530 Ibs /bolt
Number of bolts required
1464
Wall Length
20 ft
Bolt Spacing
17 in
Spacing to be used
16 in
Use 1 /2" anchor bolts @ 16"
o „c„ as noted on plans
Bolt Size 112 ` in
Base Shear V 3414' Ibs
Bolt Capacity 530 Ibs /bolt
Number of bolts required 6.44
Wall Length 53' ft
Bolt Spacing 99 in
Spacing to be used 32 in
Use 1/2” anchor bolts @ 32" o.¢,, as noted on plans
Bolt Size
112 ' in
Base Shear V
1010' Ibs
Bolt Capacity
530 Ibs /bolt
Number of bolts required
191
Wall Length
16! ft
Bolt Spacing
101 in
Spacing to be used
32 in
Use 1/2" anchor bolts @ 32" ox. as noted on plans
Bolt Size
Base Shear V
Bolt Capacity
Number of bolts required
Wall Length
Bolt Spacing
Spacing to be used
1008 Ibs
530 Ibs /bolt
1,90
12 ft
76 in
32 in
Use 1/2" anchor bolts @ 32" ox. as noted on plans
-14-
Anchor Bolts
Bolt Size
112 in
Base Shear V
6865 Ibs
Bolt Capacity
530 Ibs /bolt
Number of bolts required
12,95
Wall Length
47 ft
Bolt Spacing
44 in
Spacing to be used
32 in
Use 1/2" anchor bolts @ 32" o.c„ as noted on plans
Rear
Bolt Size
Base Shear V
Bolt Capacity
Number of bolts required
Wall Length
Bolt Spacing
Spacing to be used
1/2 in
8043' lbs
530 Ibs /bolt
15.18
38'. ft
31 in
24 in
Use 1/2" anchor bolts @ 24" o.¢.r as noted on plans
Bolt Size
Base Shear V
Bolt Capacity
Number of bolts required
Wall Length
Bolt Spacing
Spacing to be used
rooms
112_ in
7978 Ibs
530 Ibs /bolt
1505
29 ft
24 in
24 in
Use 1/2" anchor bolts @ 24" o.c„ as noted on plans
Bolt Size
Base Shear V
Bolt Capacity
Number of bolts required
Wall Length
Bolt Spacing
Spacing to be used
12 in
7757 Ibs
530 Ibs /bolt
1464
88`, ft
73 in
32 in
Use 1/2" anchor bolts @ 32" o „c„ as noted on plans
-13-
Bolt Size
112: in
Base Shear V
7757. Ibs
Bolt Capacity
530 Ibs /bolt
Number of bolts required
1464
Wall Length
20 ft
Bolt Spacing
17 in
Spacing to be used
16 in
Use 1 /2" anchor bolts @ 16"
o „c„ as noted on plans
Bolt Size 112 ` in
Base Shear V 3414' Ibs
Bolt Capacity 530 Ibs /bolt
Number of bolts required 6.44
Wall Length 53' ft
Bolt Spacing 99 in
Spacing to be used 32 in
Use 1/2” anchor bolts @ 32" o.¢,, as noted on plans
Bolt Size
112 ' in
Base Shear V
1010' Ibs
Bolt Capacity
530 Ibs /bolt
Number of bolts required
191
Wall Length
16! ft
Bolt Spacing
101 in
Spacing to be used
32 in
Use 1/2" anchor bolts @ 32" ox. as noted on plans
Bolt Size
Base Shear V
Bolt Capacity
Number of bolts required
Wall Length
Bolt Spacing
Spacing to be used
1008 Ibs
530 Ibs /bolt
1,90
12 ft
76 in
32 in
Use 1/2" anchor bolts @ 32" ox. as noted on plans
-14-
width of footing (in)=
depth of footing (in)=
Height of wall (in)=
width of wall (in)=
Roof Pitch=
Angle=
Cs=
Effective snow load=
Trib. Area, ,
Trib. AreaFlOOa=
Trib. Areanoorf=
wroof (A
wffoorz (P
wfloom (PiO=
P.. (Plf)=
Pother (A
PT (A=
Req.Soil Bearing (psf)=
Footing Reinforcement:
Note for footing rebar:
3' Foundation Wall:
M
33.7
0.970
34
1334
(2) #4 bars cont.
None
Use #4 bars @ 24" o.c. vertical, (3) #4 bars horizontal
Use 1/2" anchor bolts @ 32" o.c. w/ 2'W'W /16" plate washers
I FOOTING / SHEAR WALL SCHEDULE
(not all are necessarilv used)
fists
Designation
Po st Size
P1
Double Stud (Trimmer)
Designation
P2
Triple Stud (Trimmer)
Edge
P3
44
1
P4
6x6
6"
P5
3 1/2" x 3 1/2" Parallam Post
2
P6
3 1/2" x 5 1/4" Parallam Post
4"
P7
5 1/4" x 5 1/4" Parallam Post
3
P8
Four Studs (Trimmers)
3"
otings
4
Designation
Footing Size
Reinforcement Crosswise
FT1
20 "x10" xcont,
(2) #4 bars cont. None
FT2
18 °x10 "xcont
(2) #4 bars cont None
FT3
24 "x24'xl0"
(3) #4 bars each way
FT4
30'x30 "x10"
(3) #4 bars each way
FT5
36'x36'x12"
(4) #4 bars each way
FT6
42" x42'xl2"
(5) #5 bars each way
FT7
48'x48 °x12"
(5) #5 bars each way
FT8
dear Walls
Spacing
Designation
Material
Nails
Edge
Field
1
7/16" OSB or CDX plywood
8d
6"
12"
2
7116" OSB or CDX plywood
8d
4"
12"
3
7116" OSB or CDX plywood
8d
3"
12"
4
7/16" OSB or CDX plywood
8d
6"
12"
(each side)
5
7/16" OSB or CDX plywood
8d
4"
12"
(each side)
6
7/16" OSB or CDX plywood
8d
3"
12"
(each side)
7
1/2" Sheet Rock or better
5d cooler
7"
7"
-17-
7/16"
OSB SHEATHING
WITH 8d '
NAILS
@ 6" O.C. BLOCK
ALL
FREE
EDGES
WITH 2x4
BLOCKS
ROOF
TRUSS
A35 CLIPS
@
l?,N O C
DOUBLE
TOP
PLATES
STUD
WALL
®
DRAG STRUT TRUSS DETAIL
Epn6h FOik, Uf 81660
SCALE:
1' =1'
���� 801.79BL566 Fu601•TB&9783
-17-