HomeMy WebLinkAbout19-3048 2322 Bisbee Place City Approved Plans 8'1
8
Office
11
6"
If 11 ,
7
Great Rom/Entry
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8'1
6
611
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Pantry
Bathroom^ 81 I1
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'dden
1
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6" MIN.
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DUCT
Drawn: O
Approved:
Date:
Job Number:
CITY APPROVED PLANS '
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
if 811
811
11 6" MIN.
8 Loft ���_' uT
891 z rth
1 11
Master Suit
Master
8 WIC
Drawn:
Approved:
Date:
Job Number:
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Mike Shetler
HVAC Load Calculations
for
Precision Heating
RHVACRESIDENTIAL
HVAC LOADS
Prepared By:
Steven Shoemaker
Precision Heating
Sunday,August 18, 2019
Rhvac is an ACCA approved Manual J, D and S computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Rhvac -Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Pioneer Heating&A/C Mike Shetler
Twin Falls, ID 83301 Page 2
Project Report
General Pro1ect Info ffrlation
Project Title: Mike Shetler
Designed By: Steven Shoemaker
Project Date: Sunday, August 18, 2019
Client Name: Precision Heating
Company Name: Precision Heating
Company Representative: Steven Shoemaker
Tesign Data
Reference City. Twin Falls AP, Idaho
Building Orientation: Front door faces North
Daily Temperature Range: High
Latitude: 42 Degrees
Elevation: 4150 ft.
Altitude Factor: 0,859
Outdoor Outdoor Outdoor Indoor Indoor Grains
Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference
Winter: 2 1.18 80% n/a 70 n/a
Summer: 95 61 14% 50% 75 -36
Check Figures
Total Building Supply CFM: 1,940 CFM Per Square ft.: 0.709
Square ft. of Room Area: 2,736 Square ft. Per Ton: 935
Volume (ft') (Above Grade). 41,082
Volume (W) (Total): 41,082
Building Loads
Total Heating Required Including Ventilation Air: 95,541 Btuh 95.541 MBH
Total Sensible Gain: 39.482 Btuh 100 %
Total Latent Gain: -4,382 Btuh 0 %
Total Cooling Required Including Ventilation Air: 39,482 Btuh 3.29 Tons (Based On Sensible + Latent)
Notes _
Rhvac is an ACCA approved Manual J, D and S computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at
your design conditions.
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
C:\Users\mrste\Desktop\Shetler Down Stairs\Downstairs Shetler.rh9 Sunday, August 18, 2019, 5:14 PM
Rhvac -Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Pioneer Heating&A/C Mike Shetler
Twin Falls, ID 83301 Page 3
Miscellaneous Report
System 1 Outdoor Outdoor Outdoor Indoor Indoor Grains
Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference
Winter: 2 1.18 80% n/a 70 n/a
Summer: 95 61 14% 50% 75 -36.33
Puct Sizing Inputs
Main Trunk Runouts
Calculate: Yes Yes
Use Schedule: Yes Yes
Roughness Factor: 0.00300 0.01000
Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft.
Minimum Velocity: 0 ft./min 0 ft./min
Maximum Velocity: 900 ft./min 750 ft./min
Minimum Height: 0 in. 0 in.
Maximum Height: 0 in. 0 in.
j)utside Air Data
Winter Summer
Infiltration Specified: 0.220 AC/hr 0.110 AC/hr
151 CFM 75 CFM
Infiltration Actual: 0.020 AC/hr 0.000 AC/hr
Above Grade Volume: X 41,082 Cu.ft. X 41,082 Cu.ft.
828 Cu.ft./hr 0 Cu.ft./hr
X 0.0167 X 0.0167
Total Building Infiltration: 14 CFM 0 CFM
Total Building Ventilation: 150 CFM 150 CFM
---System 1---
Infiltration & Ventilation Sensible Gain Multiplier: 18.90 = (1.10 X 0.859 X 20.00 Summer Temp. Difference)
Infiltration & Ventilation Latent Gain Multiplier: -21.22 = (0.68 X 0.859 X -36.33 Grains Difference)
Infiltration &Ventilation Sensible Loss Multiplier: 64.24 = (1.10 X 0.859 X 68.00 Winter Temp. Difference)
Winter Infiltration Specified: 0.220 AC/hr(151 CFM), Construction: Semi-Tight
Summer Infiltration Specified: 0.110 AC/hr(75 CFM). Construction: Semi-Tight
Duct Load Factor Scenarios for System 1
Attic Duct Duct Surface From
No. Type Description Location Ceiling Leakage Insulation Area [T]MDD
1 Supply Open Crawl - 0.12 8 739 No
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
C:\Users\mrste\Desktop\Shetler Down Stairs\Downstairs Shetler.rh9 Sunday, August 18, 2019, 5:14 PM
Rhvac -Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Pioneer Heating&A/C Mike Shetler
Twin Falls, ID 83301 Page 4
Equipment Data - System 1
Cooling
System Type: Standard Air Conditioner
Outdoor Model: 186BNA060*0**A*
Indoor Model: CAP**6024AL*+TDR
Tradename: EVOLUTION SERIES AC
Outdoor Manufacturer: BRYANT HEATING AND COOLING SYSTEMS
AHRI Reference No.: 9377084
Capacity: 53,000
Efficiency: 14.5 SEER
Heating
System Type: Natural Gas Furnace
Model: 987MA6610OV21
Tradename: BRYANT
Manufacturer: BRYANT HEATING & COOLING SYSTEMS
Description: Natural Gas or Propane Furnace
Capacity: 98,000
Efficiency: 97 AFUE
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
C:\Users\mrste\Desktop\Shetler Down Stairs\Downstairs Shetler.rh9 Sunday, August 18, 2019, 5:14 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Pioneer Heating&A/C Mike Shetler
Twin Falls, ID 83301 Page 5
System 1 Room Load Summary
Htg Min Run Run Clg Clg Min Act
Room Area Sens Htg Duct Duct Sens Lat Clg Sys
No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM
---Zone 1---
1 Bedroom 3 173 6,562 99 6.6 - 3,210 0 170 170
2 Bathroom 60 2,590 39 11-4 348 574 0 30 30
3 WIC 35 1,988 30 11-4 263 434 0 23 23
4 Hidden Room 32 1,877 28 11-4 246 406 0 21 21
5 Panty 76 2,937 44 5 - 659 0 35 35
6 Kitchen / Dining / 635 14,749 223 7.7.7.7 - 7,056 0 373 373
Living
7 Laundry 295 9,977 151 8,8 - 4,466 0 236 236
8 Great Rom / Entry 613 17,379 263 8.8.8 - 6,258 0 331 331
9 Audio/Visual 23 1,514 23 11-4 199 328 0 17 17
10 Bedroom 2 195 7,325 111 8 - 3,509 0 186 186
11 Office 564 17,135 259 8.8 - 9,339 0 494 494
12 1/2 Bath 36 1,873 28 4 - 411 0 22 22
Ventilation 9,637 2,834 -3,183
Duct Latent -1.199
System 1 total 2,736 95,541 1,299 39,482 -4.382 1.940 1,940
System 1 Main Trunk Size: 15x20 in.
Velocity: 886 ft./min
Loss per 100 ft : 0.056 in.wg
Duct size results above are from Manual D Ductsize except where indicated otherwise.
Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room.
See the Manual D Ductsize report for duct velocities and other data.
' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize.
Cooling System Summary
Cooling Sensible/Latent Sensible Latent Total
Tons Split Btuh Btuh Btuh
Net Required: 3.29 112% /-12% 39,482 -4,382 39,482
Actual: 4.42 75% /25% 39,750 13,250 53,000
Equipment Data
Heating System Cooling System
Type: Natural Gas Furnace Standard Air Conditioner
Model: 987MA6610OV21 186BNA060'0"`A*
Indoor Model: CAP"6024AL'+TDR
Brand: BRYANT EVOLUTION SERIES AC
Description: Natural Gas or Propane Furnace
Efficiency: 97 AFUE 14.5 SEER
Sound: 0 0
Capacity: 98,000 Btuh 53,000 Btuh
Sensible Capacity: n/a 39,750 Btuh
Latent Capacity: n/a 13,250 Btuh
AHRI Reference No.: n/a 9377084
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
C:\Users\mrste\Desktop\Shetler Down Stairs\Downstairs Shetler.rh9 Sunday, August 18, 2019, 5:14 PM
Shetler Upstairs
HVAC Load Calculations
for
Precision Heating
Fji e ofto re
m sivAc R$SIDBN`RAL
HVAG LOADS
Prepared By:
Steven Shoemaker
Precision Heating
Sunday,August 18, 2019
Rhvac is an ACCA approved Manual J, D and S computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Rhvac -Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Pioneer Heating&A/C Shetler Upstairs
Twin Falls, ID 83301 Page 2
Project Report
General Project Information
Project Title: Shetler Upstairs
Designed By: Steven Shoemaker
Project Date: Sunday, August 18, 2019
Client Name: Precision Heating
Company Name: Precision Heating
Company Representative: Steven Shoemaker
lbesign Data
Reference City Twin Falls AP, Idaho
Building Orientation: Front door faces South
Daily Temperature Range: High
Latitude: 42 Degrees
Elevation: 4150 ft.
Altitude Factor: 0.859
Outdoor Outdoor Outdoor Indoor Indoor Grains
Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference
Winter: 2 1.18 80% n/a 70 n/a
Summer: 95 61 14% 50% 75 -36
Check Figures
Total Building Supply CFM: 1.537 CFM Per Square ft.: 0.808
Square ft. of Room Area: 1,901 Square ft. Per Ton: 768
Volume (ft') (Above Grade): 22,816
Volume (ft3) (Total): 22,816
Building Loads AW
Total Heating Required Including Ventilation Air: 60,423 Btuh 60.423 MBH
Total Sensible Gain: 33,684 Btuh 100 %
Total Latent Gain: -3.984 Btuh 0 %
Total Cooling Required Including Ventilation Air: 33.684 Btuh 2.81 Tons (Based On Sensible + Latent)
Notes
Rhvac is an ACCA approved Manual J, D and S computer program.
Calculations are performed per ACCA Manual J 8th Edition. Version 2, and ACCA Manual D.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions.
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
C:\Users\mrste\Desktop\Shetler Down Stairs\Shetler Upstairs.rh9 Sunday, August 18, 2019, 9:42 PM
Rhvac -Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Pioneer Heating&A/C 1 Shetler Upstairs
Twin Falls, ID 83301 ' Page 3
Miscellaneous Report
System 1 Outdoor Outdoor Outdoor Indoor Indoor Grains
Input Data REP Dry Bulb Wet Bulb RelHum Rel.Hum Dry Bulb Difference
Winter: 2 1.18 80% n/a 70 n/a
Summer: 95 61 14% 50% 75 -36.33
Duct Sizing Inputs
Main Trunk Runouts
Calculate: Yes Yes
Use Schedule: Yes Yes
Roughness Factor: 0,00300 0,01000
Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./l00 ft.
Minimum Velocity: 0 ft./min 0 ft./min
Maximum Velocity: 900 ft./min 750 ft./min
Minimum Height: 0 in. 0 in.
Maximum Height: 0 in. 0 in.
K)utside Air Data
Winter Summer
Infiltration Specified: 0.260 AC/hr 0.140 AC/hr
99 CFM 53 CFM
Infiltration Actual: 0.000 AC/hr 0.000 AC/hr
Above Grade Volume: X 22,816 Cu.ft. X 22,816 Cu.ft.
0 Cu.ft./hr 0 Cu.ft./hr
X 0.0167 X 0.0167
Total Building Infiltration: 0 CFM 0 CFM
Total Building Ventilation: 150 CFM 150 CFM
---System 1---
Infiltration & Ventilation Sensible Gain Multiplier: 18.90 = (1.10 X 0.859 X 20.00 Summer Temp. Difference)
Infiltration & Ventilation Latent Gain Multiplier: -21.22 = (0.68 X 0.859 X -36.33 Grains Difference)
Infiltration & Ventilation Sensible Loss Multiplier: 64.24 = (1.10 X 0.859 X 68.00 Winter Temp. Difference)
Winter Infiltration Specified: 0.260 AC/hr (99 CFM). Construction: Semi-Tight
Summer Infiltration Specified: 0.140 AC/hr (53 CFM), Construction: Semi-Tight
Duct Load Factor Scenarios for System 1 ]
Attic Duct Duct Surface From
No. Type Description Location Ceiling Leakage Insulation Area [T]MDD
1 Supply Attic 16B 0.12 8 491.4 MDD
1 Return Attic 16B 0.12 8 194.9 MDD
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
C:\Users\mrste\Desktop\Shetler Down Stairs\Shetler Upstairs.rh9 Sunday, August 18, 2019, 9:42 PM
Rhvac -Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Pioneer Heating&A/C Shetler Upstairs
Twin Falls, ID 83301 Page 4
Total Building Summary Loads
Component Area Sen Lat Sen Total
Description Quan Loss Gain Gain Gain
1D-cv-o: Glazing-Double pane, operable window, clear, 370 14,344 0 15,610 15,610
vinyl frame, U-value 0.57, SHGC 0.56
12F-Osw: Wall-Frame. R-21 insulation in 2 x 6 stud 4075 18,012 0 4.051 4.051
cavity, no board insulation, siding finish, wood studs,
U-value 0.065
1613-38 Roof/Ceiling-Under Attic with Insulation on Attic 1901.3 3,362 0 2,472 2,472
Floor (also use for Knee Walls and Partition
Ceilings), Vented Attic, No Radiant Barrier, Dark
Asphalt Shingles or Dark Metal, Tar and Gravel or
Membrane, R-38 insulation, U-value 0.026
20P-38: Floor-Over open crawl space or garage, Passive. 1901.3 3,878 0 570 570
R-38 blanket insulation, any cover, U-value 0.03
Subtotals for structure: 39,596 0 22,703 22,703
People: 0 0 0 0
Equipment 0 0 0
Lighting: 0 0 0
Ductwork 11,190 -801 6,012 5,211
Infiltration: Winter CFM: 0, Summer CFM: 0 0 0 0 0
Ventilation: Winter CFM: 150, Summer CFM: 150 9,637 -1183 2,834 -349
AED Excursion: 0 0 2.134 2,134
Total Building Load Totals: 60,423 -3.984 33.684 29,700
Check Figures
Em—
Total Building Supply CFM: 1,537 CFM Per Square ft.: 0.808
Square ft. of Room Area: 1.901 Square ft. Per Ton: 768
Volume (ft3) (Above Grade): 22.816
Volume (ft3) (Total): 22,816
Building Loads � i
Total Heating Required Including Ventilation Air: 60,423 Btuh 60.423 MBH
Total Sensible Gain: 33.684 Btuh 100 %
Total Latent Gain -3,984 Btuh 0 %
Total Cooling Required Including Ventilation Air: 33,684 Btuh 2.81 Tons (Based On Sensible + Latent)
dotes _ T
Rhvac is an ACCA approved Manual J, D and S computer program.
Calculations are performed per ACCA Manual J 8th Edition. Version 2, and ACCA Manual D.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
C:\Users\mrste\Desktop\Shetler Down Stairs\Shetler Upstairs.rh9 Sunday, August 18, 2019, 9:42 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Pioneer Heating&A/C ` Shetler Upstairs
Twin Falls, ID 83301 Page 5
Equipment Data - System 1
Cooling
System Type: Standard Air Conditioner
Outdoor Model: 187BNA036*0**B*
Indoor Model: CNPV*4221AL*
Tradename: EVOLUTION SERIES AC 2-STAGE
Outdoor Manufacturer: BRYANT HEATING AND COOLING SYSTEMS
AHRI Reference No.: 9395803
Capacity: 36,000
Efficiency: 16 SEER
Heating
System Type: Natural Gas Furnace
Model: 987MA6008OV21
Tradename: BRYANT
Manufacturer: BRYANT HEATING & COOLING SYSTEMS
Description: Natural Gas or Propane Furnace
Capacity: 78,000
Efficiency: 97 AFUE
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
C:\Users\mrste\Desktop\Shetler Down Stairs\Shetler Upstairs.rh9 Sunday, August 18, 2019, 9:42 PM
CONfi ACT0 . SHETLE HO FS �' ZONE: R-2 SCALE:I•
LOT-334, BLK-I, SETTLERS RIDGE SUBDV. SEWER #: 19639 GENERAL NOTES:
STREET., CITY, DAHO WATER #: 9329 HEIGHT.
FLOOR HEIGHT 15"MIN.ABOVE CURB
LOT SIZE: 29,143 SF 2. ALL WORK PERFORMED SHALL MEET
CODE COMPLIANCE: 2012 IRC CURRENT ADOPTED CODES OF
NEW CONSTRUCTION mm CCONFDLICTINNGILDING NOTES,DTIHE MORE SE OF
SINGLE FAMILY DWELLING ^w STRINGENT REQUIREMENT SHALL
MAIN FLOOR = 2,168 APPLY).
3. VERIFY ALL UTILITIES BEFORE DIGGING,
SECOND FOOR = 1,113 (DIG LINE DIAL 811 OR I-SOO-342-1525
ATTACHED GARAGE = 2,143 4. SITE AND STRUCTURE SHALL BE KEPT
COVERED PATIO AREA = 1,100 SF CLEAN.SUBCONTRACTOR TO
VERIFY ALL DIMENSION.IN CASE OF
ERRORS OR DISCREPANCIES
ENFR(xY NOTE:
CONTACT OWNER OR OWNER'S
REPRESENTATIVE,BEFORE
PROCEEDING.DO NOT SCALE.
FOR ENERGY COMPLIANCE USE PRESCRIPTIVE METHODS 5. DO NOT DRAIN-STORM WATER ONTO
FOR VENTED CRAW SPACES: ALL PARTS OF THE // ADJACENTLINES
LOTS.
S, 6. STRING LINES SHALL BE PROVIDED
1, R-30 MIN IN FLOORS HOUSE MUST BE 03 �/ OVER PROPERTY PINS
2, R-20 MIN IN WALLS OUTSIDE OF \�s= ^�i� /6\; AT TIME OF IN5PECTION5.
3, R-35 MIN IN ATTIC SPACES OVER LIVING AREAS EASEMENTS, \< -N�
4-35 MIN LOUD-E WINDOWS INCLUDING
FOR CONDITIONED CRAWL SPACES: 5O' MIN.
FOOTINGS
I. R-19 MIN AT FOUNDATION PERIMETER \�`b \, CANYON RIM
2. R-20 MIN IN WALLS ' \ SETBACK. TO BE
3. R-38 MIN IN ATTIC SPACES OVER LIVING AREAS
4. 35 MIN LOW-E WINDOWS DETERMINED BY MAX HEIGHT OF HOUSE
FOR BASEMENTS R-13 MIN a BASEMENT WALLS LEE GLAESEMANN TO BE 25'AT 50'FROM
DO NOT DRAIN STORM WATE IF CLOSE CANYON RIM AND
SHEET SCHEDULE: ONTO ADJACENT LOTS �Py� ^„ 100'FR M RIM.P TO HOUSE
Al - COVER SHEET, SITE PLAN CA FROM RIM. HOUSE
o�a,,o ��� CANNOT BE ANY CLOSE
A2 - FOUNDATION PLAN oQ� THAN THIS TO RIM
A3 - FLOOR PLAN, FRAMING NOTES AND DETAILS y�o�
A4 - SECOND FLOOR PLAN FQ
A5 - SECOND FLOOR ROOF PLAN $ �'�•
A& - FIRST FLOOR ROOF PLAN / FLOOR JOIST PLAN �, \ SLOPE GRADE AWAY
AT - ELEVATIONS \\ FROM FND. 6" IN 10' MIN.
AO - ELEVATIONS FINAL GRADING TO BE
SLOPE GRADE AWAY pooA
FROM FND. io" IN 10' MIN. MAINTAINED AFTER NORTH
FINAL GRADING TO SE LANDSCAPING
MAINTAINED AFTER
LANDSCAPING
C) s�
DRAINAGE WATER Off ' \ o USE BEST MANAGEMENT PRACTICE
FFE 15"ABOVE 2
< I
RETENTION AREA �� ;-�,_6„ TO CURB MIN 1 s� TO RETAIN 0_F3_OF STORM
AS NECESSARY �� . . . i old, WATER ON PROPERTY
Do NOT RAIN STORM b ELEVATI N AT 39% IMPERVIOUS
6 ---_ I •\ 0
WATER INTO ADJACENT LOTS ai FF 15 — ---__ z
BERMS / SWALE TO 5E o \ o
ELEVATION AT
MAINTAINED CURB 0'-m' uz jI \'\ w s w
AFTER FINAL INSPECTION
039 \ a W z 4
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BISBEE PLACE 7'S °
3,- m
•B'MAN ------ 0
pl- Ol NI.9"ON3 \\ N�
A VMV 30V21S 3d0IS
5� a
STRING LINES TO BE
PROVIDED OVER 90
PROPERTY PINS AT TIME
OF INSPECTION
b
rua s
m
DO NOT DRAIN STORM WATER 0 .
ONTO ADJACENT LOTS
e„
CITY APPROVED PLANS PAG
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
H #:
lilLaj
E.
APOR REDAROER HAVING
�OR'IANGE RATING OF ID OR LESS
I,'GYP BD TYP FINISH
VINYL SIDING OVER 085
�5 WRAPED AS SHEAR WALL MIN.R-20 INSULATION Te OM FLOORING
2X6®Ib'-
i947•5
Gl'9•Ib'O.G.
�@ 2-P.T.SILL PLATE
1 D- C-1 C-1 6•X 24'CONCRETE FOMDATION WALL
•4 RE VE BAR RT.4'O.C.
MIN-•4 REBAR OR
T- F53.25 r - F53.0 Q
2X4 PONY WALL a 16'OC.
\ \ W/P7,PLATE
,ry.9 / 7HI TO R-30
2 �10J 1
2'-Ou MI 12'
a FC3.25 \ \ HD-1 EXCAVATIO :
Ill,reba 24"BELOW FROST
is zxL d DEPTH MIN. 1
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24' (2)CONT°4 BARS VISQUEEN
nin. ,nih �r C-2 IN b'XIb'FOOTING IN GRAWLSPAGE
ena aisto.n x. F .D •y (7rP)
52.0 - 11_411 I1_ ,Jn
C-1 I �'F
C-2 a C-2 TYP FOOTING DETAIL INSULATED FLOOR
1. - r- ----- - - - - - - - N.T.S.
L VERIFY ALL FOOTINGS, TIE
C-32.5
-
_ DOWNS, FRAMING, AND SHEAR 1/2'DRYWALL
FS3.7 ,� 2.4 STUDS m 16'O.C.
6 WITH ENGINEERING SPECS R-13INSULATION
UD111 2 6C LU N - l/16'O.S.B.SHEATHING
- r - - - - - - - - - RRIER
BEFORE BEGINNING ANY WORK. VINYLORAPOR ETAL.H
VINYL OR METAL HORIZONTAL SIDING
1 - - r I
2X4 P.T.SILL PLATE
/ I ID-9 W 1/2'DIA ANCHOR BOLT 4'O.G.
- - - - - - - - - - - - -
T
T
- - - - - SIM SON 12 ATTACHED TO COLUMN CONSTRUCTED OF(6)2X6 4'CONCRETE FLRV.
/ , \
6'X 24'CONCRETE FOUNDATION WALL
/' \ •4 REBAR VERT.4'O.G.
/ \ 30'CLEAR BELOW FLOOR
J015TS MIN.OVER DIG COMPACTED GRAVEL III --I 14 2-"4 REBAR VERT,4'O.C.
CRAWL AS NEEDED ABOVE UNDISTUFI EARTI-r
/ \ °,' -III • • f
FOOTING
REBAR HORZ.
C-2 1 CzARAGE WALL DETAIL
B I\ / I♦ II I I
\ / I
I
HD- A CHEDTO COLUMN CONSTRUCTED WITH(6)2%6 Dd S
FOUNDATION NOTES: O OL
0-
,�',�' \\\\ \^ LU C ED IT z -__-_ • D9 I. VERIFY BOTH GARAGE DOOR BLOCK OUT SIZE m u. w Q
\ \ / I r - WITH MANUFACTURER/SUPPLIER. Q Lu Lu �
- - 2. PROVIDE EXPANSION JOINTS IN ALL FLATWORK p O Q
AS NECESSARY. d
k-2 - F54.0 3. ALL FLAT WORK TO BE 4' ./- ABOVE COMPACTED w w 7
GRAVEL SLOPE g"PER 12"TO GARAGE DOORS
OR AWAY FROM FOUNDATION WALLS. _ Q
IV- 4. ALL SINGLE STORY FOUNDATION WALLS TO BE y 11
FS5.0 MIN.6"X 24'W/(2)"4 BARS SPACED EQUALLY, Lu U
RUNNING CONTINUOUS. FOOTINGS ARE 16'X 8'W/ I A w
\ \ / 1 (2)"4 BARS RUNNING CONTINUOUS, lu (ll J
\\ \\ HD-8 \\ 5. VERTICAL•4 BARS 64'-0'OC,IN STEM WALL AS N w
SHOWN IN DETAIL, r ALL FOUNDATION WALLS SHALL BE MIN 3,000•/50 Is)
Z
\ \ \ \ 1 s SIMPSON STNDI4 STRAPS 1 IN COMPRESSIVE STRENGTH 928 DAYS.ANY w O ~
\\ \\ \\ \\ oR EQu1VALENT 1 PORCHES,PARKING SLABS,STEPS AND GARAGE Q N <D W
\ \ PF METHOD '6, \ \ FLOOR SLABS SHALL BE MIN.3,500"/SQ IN W > W
\ \ MIN 12'ANCHOR BOLTS 109 \ \ O
\ \ MIN T'EMBEDMENT \ \ 1 COMPRESSIVE STRENGTH 9 28 DAYS. z w p p
51MPSON 5TND14 STRAPS a m
WASHERS AND NUTS SHALL BE > PF METHOD 7 bXlO'A.B.0 4'0'O.C.MAX.EACH SECTION OF O O p 3
\\ \\ OR EQUIVALENT
\ \ INSTALLED ABOVE SOLE f'I=AT-E MIN 12'ANCHOR BOLTS SILL PLATE MUST HAVE MIN.(2)ANCHOR BOLTS. U = Q c0
MIN 7 EMBEDMENT I HD-1 MAX DISTANCE FROM END OF ANY SILL PLATE
WASHERS AND NUTS SHALL BE 1 SECTION TO ANCHOR BOLT SHALL BE 12'.
INSTALLED ABOVE SOLE PLATE 1
0. PONY WALLS TO BE 2X4 16'O.G.WITH PRESSURE (J Lw
_______________ TREATED SILL PLATE,AND DOUBLE TOP PLATE. Z Q
I I
\\\ S. ROOF/SECOND FLOOR BEARING PONY WALLS p\\ / /' ,e?. ----------------------- TO BE SOLID BLOCKED IF RUNNING
PERPENDICULAR TO JOISTS,AND FRAMED TO SUB <12
FLOOR WHEN RUNNING PARALLEL TO JOISTS.\ 10.ANY NAILS THAT PENETRATE CONCRETE OR
\ \ \ \ FOUNDATION PLAN NOTES PRESSURE TREAT LUMBER TO BE HOT DIPPED
GALVANIZED OR EQUAL. d a E
\ \ \ \IMPSON STNDI4 STRAPS ,.0 11. FOUNDATION VENTING,I SQFT/150 SQFT OF CRAWL
\\
\ \g U
• 1.VERIFY ALL FLOOR OPEINGS FOR MECHANICAL SHAFTS, SPACE WITH VAPOR BARRIER. VENTS MAX 36' � >\ OR EQUIVALENT e , STAIRS,ETC.WITH ARCHITECTURAL AND MECHANICAL FROM EACH CORNER. a M 0 E
fta
\ \ ` DRAWINGS. 12. PROVIDE CONTINUOUS CRAWLSPACE VAPOR
2.SEE ARCHITECTURAL DRAWINGS FOR COLUMN WALLS AND BARRIER OF 6 MIL VISQUEEN. 0
OPENING DIMENSIONS.
13. COORDINATE EXACT LOCATION OF SIDEWALKS ® M E
3.FIELD VERIFY ALL DIMENSIONS. AND CONCRETE PADS WITH OWNER.
4.ARCHITECT TO VERIFY REQUIRED BEAM CLEARANCE
\ \
5.COORDINATE LOCATION OF DEPRESSED SLABS,SLOPED Z'0 0
SLABS,AND FLOOR DRAINS ARCHITECTURAL AND
MECHANICAL DRAWINGS. a '�
\ •/ 4 6.SEEARCHITECTURAL AND CIVIL DRAWINGS FOR EXTERIOR
CONCRETE WORK AT DOORS,SIDEWALKS,ETC.
CITY APPROVED PLANS 7.SEE ARCHITECTURAL DRAWINGS FOR CONTROL JOINT FRAMING PLAN NOTES
LOCATION. PAGE #:
8.ALL SPOT FOOTINGS SHALL BE CENTERED UNDER COLUMNS
(UNO). 1.VERIFY ALL FLOOR OPENINGS FOR MECHANICAL SHAFTS,
9.SEE DETAIL 7/S-601 FOR TYPICAL CONTROL/CONSTRUCTION STAIRS,ETC.WITH ARCHITECTURAL AND MECHANICAL
PLANS MUST BE ON JOB SITE JOINTS IN CONCRETE SLAB ON GRADE. DRAWINGS.
lO.SEE DETAIL 5/5-601 FOR SLAB REINFORCING WHERE 2.SEE ARCHITECTURAL DRAWINGS FOR COLUMN WALLS AND
OPENING DIMENSIONS.
CONTROL JOINTS ARE DISCONTINUOUS.
11.SEE DETAIL 6/S-601 FOR ADDITIONAL REINFORCING AT 3.ALFIELWALLS TO BE
DIMENSIONS. E. L/
FOR ALL INSPECTIONS MISCELLANEOUS OPENINGS IN CONCRETE WALLS. 4.ALL BLOCKING
1TEM W LL NOTED ALLC IL
12.SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS FOR ALL S.PROVIDE BLOCKING M TCH WIDTH
ALL COILS
POINT LOADS TO MATCH WIDTH AND DEPTH OF POST ABV.
WALLS AND OPENINGS. 13.ALL WALLS TO BE 2%6 NO.2 STUDS @ 16"O.C.U.N.O.
H #:
OF
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FIRST FLOOR LIVING AREA 21(o8 salft
SECOND FLOOR LIVING AREA 1113 salft
RV GARAGE AREA 1205 soft
GARAGE AREA 1142 5cgft
ENCLOSED COVERED PATIO 4rv3 soft
SECOND FLOOR PATIO 463 5CIrt
COVERED PORO-4 114 sclft
ENERG T' NOTE: GENERAL NOTES:
mee vee FOR ENERGY COMPLIANCE USE PRESCRIPTIVE I. DESIGNER ASSUMES NO RESPONSIBILITY FOR
METHODS STRUCTURAL INTEGRITY,VERIFY ALL STRUCTURAL
° FOR VENTED CRAW SPACES: SPECIFICATIONS W/MANUFACTURER TRUSS
III o° I. R-30 MIN IN FLOORS VENDOR OF ENGINEER.
III o ePa 2. R-20 MIN IN WALLS 2. WINDOWS MARKED AS EGRESS SHALL MEET
9 e 3. R-BB MIN IN ATTIC SPACES OVER LIVING AREAS REQUIREMENTS OF THE 2012 IRC.MIN.SIZES= (40'X
4. .35 MIN LOW-E WINDOWS
III e � 4a'SINGLE VENT OR SLIDER)(36'X 60'SINGLE
FOR CONDITIONED CRAWL SPACES: HUNG)(30'X 46'CASEMENT).
III QP ro I. R-19 MIN AT FOUNDATION PERIMETER 3. COORDINATE ALL INTERIOR AND EXTERIOR FINISH,
PROVIDE SAFETY Q x 2. R-20 MIN IN WALLS MATERIALS,COLORS,AND QUALITY WITH OWNER
GLAZING ON ANY 3. R-38 MIN IN ATTIC SPACES OVER LIVING AREAS 4, COORDINATE KITCHEN DESIGN AND LAYOUT WITH
WINDOW WITHIN 36" 2•.9' 3'-6' 3'-b' T-•II G 0' 4. .35 MIN LOW-E WINDOWS OWNER.
OF THE PLANE OF THE ��a� FOR BASEMENTS R-13 MIN e BASEMENT WALLS 5. BATH AND RANGE HOOD FANS INDICATED SHALL
STAIR WALKING S �pP - -- -�— - - VENT TO OUTSIDE AD MEET ALL REQUIREMENTS OF
SURFACE TYP. �° TE p II = THE 2012 IRC.AND BE SMOOTH PIPING WITH MIN 50
e
LEGEND 6. VENT DRYER EXHAUST TO DUCT IN WALL AND
Ie'-6• 's °5•-a• VENT OUTSIDE.
e T. ALL WINDOW AND EXTERIOR DOOR HEADER ARE
u �" PosT ,Qp9 O (2)2XIO'S OR EQUIVALENT UNLESS OTHERWISE
EGRESS WINDOW SYMBOL NOTED,
ti �fc0 E
W x 5•PATio DOOR 8. THE UPC REQUIRES A CRAWL SPACE ACCESS
® SMOKE DETECTOR WITHIN 20 FEET OF ALL UNDER FLOOR CLEANOUTS.
5'- °�,° 9. TYP'X'SHEETROCK ON CEILINGS AND WALLS
CARBON MONOXIDE DETECTOR BETWEEN GARAGE AND LIVING SPACES INCLUDING
BONUS ROOMS.
10.WALL HEIGHTS ABOVE FINISHED FLOOR OF LIVING
•�"" 2m MI I.LABLED ® FAN UNIT AREA:
SELF LOSING HINGES
TEMPERED GLASS
0� FAN 10'-11/5"
/ SD/ 15x24 MIN CRAWL 5PAGE P,0
ACCE55 REQUIRED WITH N
co 20 FT OF ALL TINDER FL�OR (�
CLEANOUT5
l��� se � - '-a• 3'-2 mM1me VERIFY ALL FOOTINGS,
FIRE CALK ALL �
0� PENETRATIONS FRAMING, AND SHEAR WIT
° ENGINEERING BEFORE
,®e r PROVIDE IMPACT - BEGINNING ANY WORK.
(2) ING2X8 LL +. 0 PROTECTION PER
(2.2X8 O R a e� IRC CODE
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within a 36"horizontal path from the supply register of a N w 0
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forced air heating or cooling system and shall be installed wF � 0
FIRE CALK ALL die mry° outside of the direct airflow from those registers. o f
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installed within 36"horizontal path from the tip of 0 N N W
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73/4"RISE MAX Smoke alarms shall be at least 3' �y IN
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HANDRAIL34"-38" smoke alarms and smoke detectors shall be
installed on the highest portion of the ceiling a s
or on the sloped portion of the ceiling within uu,
e m a 12" vertically down from the highest point. a M e E
mrym ° FIRE CALK ALL Please reference NFPA 72 Chapter 29.vv 0
'0 PENETRATIONS S i
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m £= R315.1 Carbon monoxide alarms. For new Q r
construction, an approved carbon monoxide
¢� � alarm shall be installed outside of each separate a W
o� sleeping area in the immediate vicinity of the Vo �w
I,+° m nirNPR� bedrooms in dwelling units within which
fuel—fired appliances are installed and in dwelling
units that have attached garages.v PAGE #
MIN.(pJN 2x4 NAILER ALONG LL
CITY APPROVED PLANS �9 ?. NFPA (Chapter 29) Smoke alarms shall not be installed in the X
u 1-R'STAIR following locations unless this would prevent placement of a
STRINGER smoke alarm.
PLANS MUST BE ON JOB SITE 1*Ionization smoke alarms shall not be installed less than 20'
horizontally from a permanently installed cooking appliance.
MIN 36'LANDING 2.1onization smoke alarms with an alarm silencing switch shall
not be installed less than 10'horizontally from a permanently
FOR ALL INSPECTIONS v installed cooking appliance.
3.Photoelectric smoke alarms shall not be installed less than H
STAIR DETAIL 6'horizontally from a permanently installed cooking appliance. OF
N.iS.
E.
Smoke alarms shall be at least T away from bathroom
doorway,unless this would prevent placement of a
smoke alarm required by NFPA 72
PRE ENGINEERED
SLOPING FLAT TPolSSE9
PARAPET WALL RUBBER MEMBRANE ROOF OVER
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Smoke Detector location: a
Smoke alarms and smoke detectors shall not be R-38 IN
CxENERAL NOTES: SUL.MIN.
11'-Im�• ,,,-,},
installed within 36"horizontal path from the tip of
the blades of ceiling-suspended fan. 1. WALL HiE1r HTa: C TILE ER TRLLSEE6
STEEL BEAR BY OTHERS
Smoke Detector location: \ 101-1 Iva°
Smoke alarms and smoke detectors shall not be installed DETAIL ® 12'-1 11V
within a 3611 horizontal path from the supply register of a " \ 1rz'DRYWALL SEE PmsT
2-STUD$+I6'O.C.FIRST FLOOR
forced air heating or cooling system and shall be installed R-10 MIN INSULATION
•i4 O 0 T/16'OSF.SHEATHING
outside of the direct airflow from those registers. p�` _ SIDING —E OSB DECKING
/J GLUED AND NAILED
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`/ 6 6TID5+Ib'OL.FIRST FLOOR PAGE #:
R-10 MIN INSULATION j•TW OSB DECKING
l/I6'OSB.SHEATHING GLUED AND NAILED
PLANS MUST BE ON JOB SITE B'°'"� 000 SERIES BCI66.OL.
FOR ALL INSPECTIONS 74
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CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE 45
FOR ALL INSPECTIONS SHEEI #:
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GOOF FFAI INCH NOTES:
D D W°u
Wnll 127 - Top Plnte
2 - Top Plnte
I, TRUSS DESIGN AND LAYOUT SHALL BE PROVIDED AT FRAMING
INSPECTION.
2. PROVIDE MEANS TO RESIST UPLIFT AT EACH LOCATION SHOWfJ
ON TRUSS DESIGN DETAILS.
3. PROVIDE COLLAR TIES FOR HAND FRAMED ROOF RAFTERS. Prod°ets en"ee o"tr,e sn"e
4. COORDINATE EXACT LOCATION OF ATTIC ACCESS WITH msto.11 dingo"°tly.sons s;de of the wml p"°�ded they
AVAILABLE HEADROOM IN ATTIC ABOVE HATCH. PROVIDE MIN min nunn2z truss.enr °"P°O"�'9°red ns sh°"".
30'HEADROOM ABOVE HATCH PER 2012 IRC.
5. GARAGE TRUSSES TO BE DESIGNED TO:
D 30" TOP CHORD LIVE LOAD
wnu 128 Top Plnte
1 TOP CHORD DEAD LOAD
10" BOTTOM CHORD DEAD LOAD 3
eO MPH WIND
6. HOUSE TRUSSES TO BE DESIGNED TO:
&0" TOP CHORD LIVE LOAD 100 o DURATION
15" TOP CHORD DEAD LOAD
10° BOTTOM CHORD DEAD LOAD III BM-5 _
90 MPH WIND H2.5T 3V
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position that is plainly legible, visible from the street or frontage road fronting the
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3. FIELD VERIFYALL DIMENSIONS. E E
4. ALLWALLSTO BE SW-1 UNLESS NOTED OTHERWISE. TECHNICALAPPR-L ME
HD-7 (2)2X6 COLUMN7 i / 5. PROVIDE BLOCKING IN STEM WALL BELOW ALL COLS AND
POINT LOADS TO MATCH WIDTH AND DEPTH OF POST ABV.
13. ALLWALLSTO BE2X6 NO.2 STUDS@ 16"D.C.U.N.O.
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°A � CITY APPROVED PLANS 3. STEEL BEAMS OTEDCO
UNLESS OTHERWISE
COLUMNS
SE NOTED CONTRACTOR SHALL FOLLOW LOCAL
i BUILDING CODE,IRC AND TBC PRESCRIPTIVE BUILDING
REQU I REMENTS,AS APPLICABLE.ENGINEER'S DESIGN ASSUMES
c CONTRACTOR COMPLIANCE WITH THESE APPLICABLE
HD-6 PLANS MUST BE ON JOB SITE PRESCRIPTIVE MEASURES. PLAN VIEW
5
a;
°¢ �scnLE LOOR MARKUPSLOOR MARKUPS FOR ALL INSPECTIONS SHEET 01 OF
1 2 3 4 5
1 2 3 4 5
CLIENT
MARKS AND SYMBOLS LEGEND SHETLER HOMES
2183 CANYON TRAIL WAY
TWIN FALLS ID
SECTION MARK
SHEET NUMBER NOESIS ENGINEERING
SERVICES,P.C.
WH-x INDICATES HEADER TYPE,SEE S-602
SW-x INDICATES SHEAR WALL TYPE,SEE S-602
F_X_ INDICATES FOOTING AND TOP OF �� 1
D \�\ TOC_ ANDCONC.S FOOTING(TOC6 SEE PLAN D
BM-2 1 AND SCHEDULE ON 5-601
6—_E er OTERB
HD-_ HOLD DOWN,SEE SCH ON 5-601
C-2
C-2 I 1680 WOODRUFF PARK
SIMPSON MSTC66-18 STRAP
L PosT BY ID
FRAMING PLAN NOTES AHO FALLS, O 83401
BM-2 � (208)932-2720(PHONE)
T9� I 1. VERIFY ALL FLOOR OPENINGS FOR MECHANICAL SHAFTS, PN 8/7/2019
.TEAL BEAM BY olE __ _ _ _ I STAIRS,ETC.WITH ARCHITECTURALAND MECHANICAL D6Aw BY M
DRAWINGS. DB R oar 8/7/2019
2. SEE ARCHITECTURAL DRAWINGS FOR COLUMN WALLS AND
SW-2 SW-4 DSE 8/7/2019E
OPENING DIMENSIONS.
3. FIELD ALLSTALL DIMENSIONS.
i 4. ALL WALLBTCKINGIO BE SW-1 UNLESSTEMW WALL
BELOW
ALLC COILS
E. TECHNICALAPPI—L ME
S. PROVIDE BLOCKING IN STEM WALL BELOW ALL COLS AND
POINT LOADS TO MATCH WIDTH AND DEPTH OF POST ABV.
13. ALLWALLSTO BE2X6 NO.2 STUDS@ 16"O.C.U.N.O.
"T
FOUNDATION PLAN NOTES W Z
' LL
STEAL BEAR BY OTERB —
H -- -- -------------- 1. VERIFY ALL FLOOR OPEINGS FOR MECHANICAL SHAFTS, O
STAIRS,ETC.WITH ARCHITECTURAL AND MECHANICAL \�
\ C 3 DRAWINGS. Q.
2. SEE ARCHITECTURAL DRAWINGS FOR COLUMN WALLS AND
SIMPSON MST37-24 STRAP I OPENING DIMENSIONS.
3. FIELD VERIFY ALL DIMENSIONS. W
4. ARCHITECTTO VERIFY REQUIRED BEAM CLEARANCE W Q
5. COORDINATE LOCATION OF DEPRESSED SLABS,SLOPED U
SLABS,AND FLOOR DRAINS ARCHITECTURAL AND
C MECHANICAL ARCHIAND DRAWI O O J C
6. SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR EXTERIOR
CONCRETE WORK AT DOORS,SIDEWALKS,ETC. JM J
SW-2 I 7. SEE ARCHITECTURAL DRAWINGS FOR CONTROL JOINT W Q Cs,O LOCATION.
• I 8. ALL SPOT FOOTINGS SHALL BE CENTERED UNDER COLUMNS Z W LL
(UNO). wQMn /�II''''L�
9. 51 $ON TC66-1 TRAP O ER R'J99 9. SEE DETAIL 7/S-601 FOR TYPICAL CONTROL/CONSTRUCTION = "I V
I JOINTS IN CONCRETE SLAB ON GRADE.
STR UST GN W JOIST (�(') Q
C-2 AND PUN RIM D I 10. SEE DETAIL LJOINSAEDI SLAB ONTINUOUS.REINFORCING WHERE
`\ LTOB OM OIST M1� i CONTROL JOINTS ARE DISCONTINUOUS.
SEE
n Ii DETAIL FOR REINFORCING AT
R; MISCELLANEOUS
OPENINGS INCONCRETE WALLS.
OJ N12. SEE
ARCHITECTURAL DRAWINGS FOR DIMENSIONS FORALL
WALLS AND OPENINGS.
4 LL Lu
O Q J
W
L4)
O / ' GIRDER
SIMPSON MST37-24 STRAP
m I ,
j
T SIMPSON MST60 STRAP
B� I B
a
\ SW-3 \
w ``\ SW-4 HD-6 SW-3 HD-6
Y `
'^ SIMPSON MST60 STRAP
SIMPSON HST35TRAP �
E \ I �SSONAL fN
�\�GENSFO c�tiF
\ J ENGINEERS LIMIT OF SCOPE/LIABILITY EN
-1 6 3 0
\`\ ENGINEER'S DESIGN COVERSTHE FOLLOWING SCOPE,NOTALL
TYPICAL DETAILS AND SCHEDULES INCLUDED ARE APPLICABLE TO
< `rT Q
\�\ THIS PROJECT AND SCOPE: -9N� OF
1. EXTERIOR TALL WALL GRAVITY AND LATERAL ANALYSIS
RESULTING IN SHEAR WALL AND HOLDDOWN
A CONSTRUCTION REQUIREMENTS A
3 2. EXTERIOR SHEAR WALL AND HOLDDOWN CONSTRUCTION
> REQUIREMENTS
3. STEEL BEAMS AND COLUMNS
CITY APPROVED PLANS UNLESS OTHERWISE NOTED CONTRACTOR SHALL FOLLOW LOCAL
BUILDING CODE,IRC AND IBC PRESCRIPTIVE BUILDING
REQUI REMENTS,AS APPLICABLE.ENGINEER'S DESIGN ASSUMES
CONTRACTOR COMPLIANCE WITH THESE APPLICABLE
PLANS MUST BE ON JOB SITE PRESCRIPTIVE MEASURES. PLAN VIEW
FOR ALL INSPECTIONS
a 2NDEFLOOR MARKUPSNDEFLOOR MARKUPS S-101
SHEET H 1 OF 5
1 2 3 4 5
1 2 3 4 5
CLIENT
CONCRETE FOOTING SCHEDULE MAX. SHETLER HOMES
REINFORCING CROSSWISE REINFORCING LENGTHWISE DESIGNN LOAD CONCRETE WALL SCHEDULE 2183 CANYON TRAIL WAY
DIAGRAM MARK WIDTH LENGTH DEPTH Na. SIZE LENGTH SPACING No. SIZE LENGTH SPACING �T'O'F' HOLDDOWN SCHEDULE TWIN FALLS ID
REINFORCING
FS1.5 V-6" 1'-6" 10" 2 #4 V0 EQ 2 #4 1'-0' EQ 2,700 LB ALLOWABLE TENSION NES MARK THICKNESS VERTICAL HORIZONTAL TOP AND BOTTOM WALL TYPE COMMENTS
FSL75 1'-9" 1'-9.. 10" 2 #4 V-3" EQ 2 pq 1'-3' EQ 3,675 LB MARK HOLDDOWN TYPE FASTENERS NOTE: LOADS PER RANKING CW-6 6" #4 BARS AT I8"O,C. 4
4 BARS AT I6"O.C. (1)#4 BAR 'A'
COLUMN SHALLAPPLVFORCE FS2.0 2'-0" T-0" 10" 3 #4 V-6" EQ 3 #4 1'-6' EQ 4,800 LB MANUFACTURER(DF) CW-B 8" #4 BARS AT I8"D.C. #4BARSAT12 O.C. (1)#4 BAR 'A' NOESIS ENGINEERING
I NCENTERUNLESS OTHERWISE FS2.25 2'-3" 2'.3" 10" 3 1 I'll EQ 3 #4 111' EQ 6,075 LB HD-1 SIMPSON HOU2-SOR.S CONE•:5/8"O J OR L ANCHOR BOLT,MIN 7"EMBEDMENT 3,075 LBF 20 CW-10 10" #4 BARS AT I6"0.C. #5 BARS AT I5"O.C. (1)#5 BAR 'A' SERVICES,P.C.
NOTED FS23 2'1" 2'-6" 10" 3 #4 THU" EQ 3 44 2'-W EQ 7,500 LB WOOD:(6)1/4"X 2 2/2"SIBS(M I N 3"WOOD TH GEN ESS)
FS2.75 2'-9" T-9" 10" 3 #4 HD-2 SIMPSON LSTHDB CONE.: HOLODOWN LSTHD8J FOR RIM JOIST 2,230 LBF CD ENDWAL
2'-3" EQ 3 qq 2'-3' EQ 9,075 LB 10
WOOD: 1616d SINKERS W 8"GONE.WALL
F53.0 2'-6"
1 1 /
3'-0" 3'-0" 10" 4 JW EQ 2'i' EQ 10800 L8 4 #4 20)16d SINKERS W/8"CONE 1
REINFORCING REINFORCING F53.25 3'-3" 3'-3" 10" 4 p4 2'-9" EQ q #4 2'-9' EQ 12,67518 .WALL HD-3 SIMPSON STHD30 CONE.: HOLDDOWN STHD10J FOR RIM JOIST 3,145_BF®ENDWAL 13 CONCRETE FOUNDATION WALL NOTES: ABBREVIATIONS: \\ 1
D 1. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. E.F. EACH FACE /!>♦
CROSSWISE LENGTHWISE F53.5 3'-6" 3'-6" 10" 4 44 31 EQ 4 44 3'-0' EQ 14,70018 WOOD:(
HO-0 SIMPSON$THO14 CONE.: HOLDDOWN $THD141 FOR RIM JOIST 4,210 LBF @ ENDWAL 13 2. CONCRETE FOUNDATION WALLS NOT DESIGNATED ON PLANS SHALL BE REINFORCED AS FOLLOWS: I.F. INSIDE FACE t
FS3.75 T-9" 31 10, 5 #4 31 EQ 5 44 T-3" EQ 16,875 LS WOOD:(24)16d SINKERS W/8"GONE.WALL O.F. OUTSIDE FACE
"}I FS4.0 4'-0" WHO" 10" 5 #4 T-6" EQ 5 , 3'-0' EQ 19,20D LB HITS SIMPSON HDU4-5052.5 CONC.:5/8"O HEAVY HEX BOLT,MIN 7"EMBEDMENT 4,565 LBF 24 THICKNESS VERTICAL REINFORCING HORIZONTAL REINFORCING
)DEPTH FS4.25 4'-3- 4'-3" 10" 5 #4 1..g" EQ 5 44 T-9' EQ 21,6751B WOOD:(10)1/4"X21/2"SDS(MIN 3"WOOD THICKNESS) 6" 94 BARS AT I8"O.C. #4 BARS AT I6"O.C.
.I/. 1.... #4 BARS AT 18"O.C. #4 BARS AT 12"O.C.
F54.5 4'-6" 4'-6" 12" 5 #5 4'-0" EQ 5 p5 4'-0' EQ 24,3001B HD-6 SIMPSON HDU5-SDS2.5 CONE.:5/8"0 HEAVY HEX BOLT,MIN 12"EMBEDMENT 5,645 LBF
26 30 #4 BARS AT 16"O.C. #5 BARS AT IS"O.C.
F54.75 4'-9" 4'-9" 12" 5 #5 4'-3" EQ 5 #5 4'-3' EQ 27,075 L8 WOOD:(14)1/4"X21/2"SDS(MIN 3"WOOD THICKNESS) 1680 WOODRUFF PARK
>< FSS.O V-0" 5'-0" 12" 5 #5 4'-6" EQ 5 #5 4'-6' EQ 30,000 LB HD-7 SIMPSON HDUSdD52,5 CONC.:7/8"0 HEAVY HEX BOLT,MIN 12"EMBEDMENT 12' #4 BARS AT 18'O.C.E.F. #4 BARS AT 16'O.C.E.F.
FOR FULL LOAD CAPACITY 7,870 LEE 43 IDAHO FALLS,IDAHO 83401
Y``N SN FS5.25 5'-3" 5'.3" 12" 5 #5 4'-9" EQ 5 #5 4'-9' EQ 33,075 L0 WOOD:(20)1/4"X 2 1/2"SDS(MIN 4.5"WOOD THICKNESS) MIN 8"GOING.WALL (208)932-2720(PHONE)
`NXD FS5.5 V-6" 5'4" 12" 5 #5 5'1" EQ 5 #5 51-V EQ 36,300 LB 110-8 SIMPSON HDUll-SDS2.5 CONE,: 1"0 HEAVY HEX BOLT,MIN 18"EMBEDMENT FOR FULL LOAD CAPACITY 11,175 LBF 05 WALL REINFORCING PLACEMENT TYPES: N< -u 1� PIN 7/23/2018
WOOD:(30)1/4"X21/2"SIBS(MIN 7.25"WOOD THICKNESS) MIN B"GONG.WALL
F55.75 5'-9" 5'-9" 14" 6 MS 5'-3" EQ 6 p5 5'-3' EQ 39,675 LB 4 oRAw er oAre
FS6.0 6'-0" 6'-0" 14" 6 #5 51-V EQ 6 #5 5'-6' EQ 43,200 LB HD-9 SIMPSON HDUI4-SDS2.5 LONG: HEAVY HEX ANCHOR NUT IN HOLDDOWN KIT 14,445 LBF 51 DB R 7/23/201E
WODD:(36)1/4"X21/2"SDS(MIN 7.25"WOOD THICKNESS) 4 Dssweo er 7/23/2018
VERTICAL VERTICAL
REINFORCING REINFORCING
WALL(OR COLUMN)SHALL FC3.3 V-4" CONT 8" 1 #4 1'-0" 12"D.C. 2 44 CONT EQ 1,800 LB/FT HORIZONTAL HORIZONTAL
APPLY FORCE IN CENTER FELS V-6" CONT 8" 1 #5 1'-2" 12"D.C. 2 p4 CONT EQ 2,000 LB/FT NOTES: REINFORCING REINFORCING
UNLESS OTHERWISE NOTED FC1.75 V-9" CONT 8" 1 1 #5 V-3" 12"D.C. 2 44 CONT EQ 2,400 LB/FT 1. ALLOWABLE LOADS HAVE BEEN INCREASED FOR EARTHQUAKE OR WIND LOAD DURATIONS WITH NO FURTHER INCREASE ALLOWED.REDUCE WHERE
FC2.0 2'-0" CONT 8" 1 05 1'-6" 12"O.C. 2 #4 CONT EQ 2,7001B/FT OTHER LOADS GOVERN.
REINFORCING 2. USE ALL MANUFACTURER SPECIFIED FASTENERS. W z
REINFORCING FC2.25 2'r CONT 10" 1 #5 1'4' 12"O.C. 2 " CONE EQ 3,000 LB/F7 3, SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. IL
CROSSWISE LENGTHWISE FC2.5 2'-6" CONT 10" 1 #5 2'-0" 12"O.C. 2 #4 CONT EQ 3,300 LB/FT
4. SOME SCHEDULED HOLDDOWNS MAY NOT BE USED,SEE FOOTING AND FOUNDATION PLAN FOR HOLDDOWN MARKS. 11/2" O
.1' FC2,75 T-9" CONT 10" 1 #5 2'-3" 12"D.C. 2 " CONT EQ 3,700 LB/FT 5. I N FORMATION PROVI DIED H ERE 15 DESIGN ED BY N ES AND MAY ON LY BE USED BY PERM ISSION. c-
a IDEPTH FC3.0 3'-0" CONT 12" 1 Jt5 2'-6" 12"O.C. 2 44 CONT EQ 4,000 LB/FT 6. TH IS SCH EDO LE WAS ADOPTED AS PART OF NES STAN DARDS IN JULY 2018,FU ILL CALCU LATION PACKAG E ON FILE IN N ES MAIN OFFICE. TYPEW TYPE'B' TYPE'C' TYPED'
/ } FC3.25 T-3" CONT 12" 1 #5 2'-9" 12"D.C. 2 p4 CONT EQ 4,300LB/FT (z�HOLDDOWNSCHEDULE
FC3.5 T-6" CONT 12" 1 #s TEO' 12"O.C. 2 #4 CONT EQ 4,600WET s-6o1 r3�CONC.WALL SCHEDULE LL
!t-4,6'N �. �J 5-601 /Y, w Q
BAR AT CORNER U
C TO MATCH VERT WALL ` O O J
REINFORCING :,. CONTROLOR C
CONCRETE FOOTING NOTES: ° .. _ J
(2)#4 x 4'-0"BAR$AT EACH CORNER CONSTRUCTION JOINT
1. COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE 3,000 P51 - Y CO Q
2. PLACE ALL FOOTING REINFORCING IN THE BOTTOM OF THE FOOTING WITH 3"CLEAR CONCRETE COVER(UNO). (2)BARS AT INTER. OF DEPRESSED SLAB WHERE .. __ Z �f w L�
3. TOP REINFORCING,WHERE OCCURS,SHALL BE PLACED INTHETOP OFTHE FOOTING WITH 2"MINIMUM CONCRETE COVER. TO MATCH VERT CONTROL/CONSTRUCTION JOINTS DO a,2 _ �l
WALL REINFORCING NOT EXTEND FROM CORNER //I��T Z
4. IF FOOTINGS EARTH-FORMED,FOOTINGS SHALL BE fi"LONGER AND WIDER THAN SCHEDULED. � ,, -t = (17 V
a 5. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. (Y') Q
m 6. SOME SCHEDULED FOOTINGS MAY NOT BE USED,SEE FOOTING AND FOUNDATION PLAN FOR FOOTING MARKS. - DEPRESSED CONCRETE (n
CORNER BAR(S) _,4 i'4
fd 7. THIS SCHEDULE ASSUMES A SOIL BEARING PRESSUREOF I,5DO ESE 4_.": a` SLAB
.Ii S. INFORMATION PROVIDED HERE IS DESIGNED BY NES AND MAY ONLY BE USED BY PERMISSION.
9. THIS SCHEDULE WAS ADOPTED AS PARTOF NESSTANDARDS IN JULY2018,FULLCALCULATION PACKAGEON FILE IN NES MAIN OFFICE. Q O V)
�i�CONC.FOOTING SCHEDULE (2)#4x4'-0"BARS WHERE Q LJL
5-601
N JOINTS
CONCRETE WALL, CTERSEC/BUT
DO NOT CONTINUE
CONCRETE NOTES SEE PLAN AND SCHEDULE INTERSECT BUT DO NOT CONTINUE
_ BEYOND INTERSECTION ��.
1. MATERIALS,UNLESS NOTEDOTHERWISE:
A. NORM AL WEIGHT AGGREGATES ASTM 03 w
B. REINFORCEDSTEEL ASTM A615 GRADE60(FY=60 KSL) f CONTROL OR N
USE GRADE 40(FY-40 KSL)FOR BENT DOWELS WITH BAR AT INTERSECTION ° CONSTRUCTION JOINTS
SPACING INDICATED REDUCED BY 1/3, TO MATCH VERT WALL
O CONCRETE WALL,SEE
C. DEFORMED BAR ANCHORS IDEA) ASTM A496 PLAN AND SCHEDULE REINFORCING (2)#4x4'-D"BARSWHERE
3 i D. HEADED STUD ANCHORS(NSA ASTM A308 CONTROL/CONSTRUCTION JOINTS
E. ANCHOR RODS ASTM F1554 GRADE 36 WITH ASTM A563 HEAVY HEX STEEL COLUMN,SEE PLAN
NUTS WITH HARDENED WASHERS DO NOT EXTEND FROM CORNERS
m F. ADMIXTURES: BEND NORMALWALL REINFORCING - - OF CONCRETE BLOCKOUTSAT - AND SCHEDULE
m I. AIR-ENTRAINING ADMIXTURES COMPLY WITH ASTM C260(WHEN USED). OR PROVIDE BAR OF SAME
II. CALCIUM CHLORIDE SHALL NOT BE ADDED TO THE CONCRETE MIX. BUILDING COLUMNS
G. TYPE/II CEMENT COMPLYING WITH ASTM C150 SHALL BE USED FOR ALL CONCRETE. SIZE AND SPACING WITH LAP CORNERBAR
3 H. THE WATER/CEMENT RATIOS SHALL MEET THE REQUIREMENTS OF ACI 318. ASPER GENERAL STRUCTURAL
I. PROVIDE AIR ENTRAINING AS RECOMMENDED BYACI 318, NOTES,TYPICAL I
J. NOALUMI HUM CONDUITOR PRODUCT CONTAINING ALUMINUM ORANYOTHE MATERIAL INJURIOUS TO CONCRETE SHALL BE (2)BARSATCORNER CONCRETE BLOCKOUT
O0 EMBEDDED IN CONCRETE. TO MATCH VERT WALL -'
2. COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS:AT REINFORCING
A. FOOTINGS 3,000 P51 -
B. INTERIORSLABSON GRADE 3,000 PSI �s�LOCATION REQUIRING ADDITIONAL SLAB REINFORCING B
B C. WALLS 3,000 PSI 5-601
D. ALL SITE CONCRETE 4,000 PSI
3. ONLY ONE GRADE OR TYPE OF CONCRETE SHALL BE POURED ON THE SITE AT ANY GIVEN TIME.
4. THECONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN,DETAILING,CARE PLACEMENT AND REMOVAL OF ALL FORM WORK AND SHORING. CORNER BARS
A. SUPPORTING FORMS AND SHORING SHALL NOT BE REMOVED UNTILSTRUCTURAL MEMBERS HAVE ACQUIRED SUFFICIENT STRENGTH TO CONCRETE WALLS
SAFELY SUPPORTTHEIR OWN WEIGHT AND ANY CONSTRUCTION LOADTOWHICHTHEY MAYBESUBIECTED.IN NO CASE,HOWEVER,
4 SHALLFORMS AND SHORING BE REMOVED IN LESS THAN 24 HOURS AFTER CONCRETE PLACEMENT.
5. REINFORCEMENT SHALL HAVE THE FOLLOWING CONCRETE COVER: 4 TYP.CORNER WALL REINFORCING EDGE EACH SIDE OF
CASTAN-PLACE CONCRETE: CLEAR COVER 5-601 JOINT WITH 1/8"RADIUS
A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" CONCRETE SLAB ON
_ B. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER: GRADE,SEE PLAN
#6 THRU#18 CARS 2"
#5 AND SMALLER BARS 1_1 .. USE STANDARD HOOKS
Y C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACTWITH GROUND: TRIM BARS: WHERE FULL EMBEDMENT
BA MS, OLLMNS:PR#11BAR5AND SMALLER 1-1/ ° •° _ - °
BEAMS,COLUMNS:PRIMARY REINF.TIES,STIRRUPS,SPIRALS 1-1/2"
6"-8"WALLS (2)#5 BARS(EXTEND 4'-0"MIN BEYOND EDGE OF OPENING) IS NOT POSSIBLE
6. CONSTRUCTION101NTS AND CONTROL JOINTS: 30"42"WALLS-(2)#6 BARS(EXTEND 4'-0'MIN BEYOND EDGE OF OPENING) WHERE JAMB IS LESS THAN
A. PROVIDE A FORMED AND BEVELED 2x4x CONTINUOUS KEYWAY IN ALL HORIZONTALAND VERTICAL CONSTRUCTION JOINTS,UNLESS T-0",PROVIDE#3 TIES AT
U NOTED OTHERWISE.IN ADDITION,ALL JOINTS SHALL BE INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF APPROXIMATELY 1/4". 8"OC o
B. CONTROL JOINTS SHALL BE INSTALLED IN SLABS ON GRADE SO THE LENGTH TO WIDTH RATIO OF THE SLAB IS NO MORE THAN 1.25:1. III=III=�= =�=III
i CONTROL101NTS SHALL BE COMPLETED WITHIN 12 HOURS OF CONCRETE PLACEMENT.CONTROL JOINTS MAYBE INSTALLED BY: TRIM BARS TRIM BARS
w I. SAW CUT A DEPTH OF 1/4 THE THICKNESS OF THE SLAB TRIM BARS SLOPE=1:3
ij II. TOOLED JOINTSA DEPTH OF I/4 THE THICKNESS OF THE SLAB
015t 4"MIN.3/4"CRUSHED
$ C. INSTALL CONSTRUCTION OR CONTROL JOINTS IN SLABS ON GRADE AT A SPACING NOTTO EXCEED 30 TIMES THE SLAB THICKNESS IN ANV `'� COMPACTED STRUCTURAL FILL GRAVEL COMPACTED
DIRECTION FOR UN-REINFORCED SLABS AND 75 TIMES THE SLAB THICKNESS IN ANY DIRECTION FOR REINFORCED SLABS UNLESS NOTED ♦� OR COMPETENT UNDISTURBED TO 95%OF MODIFIED
- - _ , - - CONSTRUCTION JOINT
OTHERWISE.CONSTRURION JOINTS SHALL NOT EXCEED A DISTANCE OF 125'-0"O.C.IN ANY DIRECTION. NATIVE SOIL PROCTOR(ASTM-D1557) N
7. CONSTRUCTION Q.2 >' - 5510 A(�-
E N
o A. PSE LACING PSOROTHERSUPPORTSHAL DEVICES INRECOMMENDED USLYSUPORTD CRSITOS.MAXI UM TIE REINFORCING
BARS AND WWFON
PRIOR TO
e;' ° , _
G
n v
PLACINGCONCRETE.WWF SHALL BECONTINUOUSLVSUPPORTED AT 36"O.C.MAXIMUM.REINFORCING STEEL FOR SLABS ON GRADE CONCRETE SLAB ON
a CHALL BE ONCRETE 15 NOT
SUPPORTED ON PRECAST CONCRETE UNITS.LIFTING THE REINFORCING OFF THE GRADE DURING PLACEMENTOF ::: ,-.. : ,- `>. GRADE SEE PLAN
WITHIN FIRST 12 HOURS
CONCRETE IS NOT PERMANENT. '4
OF SLAB POUR
� 1 630
<a,
g
ry B. CONCRETE TO BE MECHANICALLVCONSOLIDATED DURING PLACEMENT PER ACI STANDARDS. , .,, ,� - "' '� ''.-- �.�'�: �� -
F C. CON TRACTOR SHALL COORDINATE PLACEMENT OF ALL OPENINGS,CURBS,DOWELS,SLEEVES,CONDUITS,BOLTS,INSERTS AND OTHER ' '•"^' a 4 I'
EMBEDDED ITEMSPRIORTO CONCRETE PLACEMENT. ?..,'°•a'"_ "-."�k.� - .. fT Q
.a.9... O 9 P
- D. ALLEMBEDSAND DOWELS SHALL BE SECURELY TIED TO FORM WORK OR TO ADJACENT REINFORCING PRIOR TO THE PLACEMENTOF D
9
Tf OF� P
CONCRETE.
N
- / S
v
OR f
- E. NOTPIPES,LENGI ETC. REPLACES N STRUCTURAL HENAPPROVCONCRETE SHALL B BUILTSPECIFICALLYNTOTHETAILE PRIOR T CONCRETE
�'<•�:."."�.:',.:�-.: OPEN ._�,«:.,,�-,:�_. OPEN 'y _ - OPEN ( B
STRUCTURAL PENETRAR.TIONS
WALL NOT BE ALLOWED
WALLS WHEN APPROVED SHALL RE BUILT D TO THE WALL IPING SHALL
L BE ROUTED
4- _
PLACEMENT.PENETRATIONS WILL NOT BE ALLOWED IN FOOTINGS OR GRADE BEAMS UNLESS DETAILED.PIPING SHALL BE ROUTED
A 3 AROUND THESE ELEMENTS AND FOOTINGS STEPPED TO AVOID PIPING. A
F. REINFORCING BARS SHALL NOT BE WELDED.DO NOT SUBSTITUTE REINFORCING BARS FOR DBAS OR HSAS.
0 8. DETAILING: - ��� - 4'MIN.3/4"CRUSHED
z °- COMPACTED STRUCTURAL FILL
OPEN ;''.' D
i A. LAP LENGTHS SHALL BE AS FOLLOWS: "._ '� -• :_,:.. GRAVEL COMPACTED
w I. 30 BAR DIAMETERS FOR#3 AND#4 BARS OR COMPETENT NDISTURBED CONTROL101NT
U
TO95%OF MODIFIED
II. 00 BAR DIAMETERS FOR pS THROUGH pB BARS NATIVE SOIL PROCTOR(ASTM-D1557)
o -..... .� .s:a
i III. DO NOT SPLICE STIRRUPS AND TIES.
IV. DO NOT SPLICE VERTICAL BARS IN RETAINING WALL UNLESS SPECIFICALLY SHOWN. - _ OPEN
B. ATJOINTS PROVIDE REINFORCING DOWELSTO MATCH THE MEMBER REINFORCING,UNLESS NOTED OTHERWISE. _
���TYP SLAB ON GRADE JOINT DETAIL
C. AT ALL DISCONTINUOUS CONTROL OR CONSTRUCTION SLAB ON GRADE JOINTS,PROVIDE 2-k4x48". -601
5 D. PROVIDE CORNER BARS AT INTERSECTING WALL CORNERS USING THE SAME BAR SIZE AND SPACING AS THE HIRIZONTAL WALL �`.d.; • + _ CONCRETE.SCHEDULES
i
REINFORCING. "4"• _
�; E. ALLVERTICALREINFORCING SHALL FOR
EDOWENT AO FOOTINGS,OR VE.DOELSETO THE ENDIGI NTOFOTINGRE WWITH THE RMINAT SIZE ITHA SPACING AS '
THE VERT!
REINFORCING FOR THE ELEMENT ABOVE.DOWELS EXTENDING INTO FOOTINGS SHALL TERMINATE WITH A90 DEGREE CITY APPROVED PLANS
STANDARD HOOK AND SHALL EXTEND TO WITHIN 4"OF THE BOTTOM OF THE FOOTING.FOOTING DOWELS(#8 BARS AND SMALLER)WITH
HOOKS NEED NOT EXTEND MORE THAN 20"INTO FOOTINGS. SINGLE OPENING SIDE-BY-SIDE OPENINGS STACKED OPENINGS S-601
'^ F. HO IZONTAL WALL REINFORCING SHALL TERMINATE AT ENDS OF WALLS AND OPENINGS INTO THE FAR END OF THE JAMB COLUMN WITH �1 PLANS MUST BE ON JOB SITE
c¢ A90 DEGREE STANDARD HOOK PLUS A 6 BAR DIAMETEREXTENSION.HORIZONTAL WALL REINFORCING SHALL BE CONTINUOUS THROUGH 6 TYP REINFORCING FOR MISC OPENING IN CONC WALLS LESS THAN 3' SHEET#3OF5
CONSTRUCTION AND CONTROL101NTS. S_�1
1 2 3 4 FOR ALL INSPECTIONS
1 2 3 4 5
CLIENT
SHETLER HOMES
MINIMUM NAILING SCHEDULE
SHEATHING SCHEDULE AT ROOF AND FLOOR 2183 CANYON TRAIL WAY
HEADER BEARING SCHEDULE FOR 2x STUD WALL TWIN FALLS ID
LOCATION
CONNECTION NAILING WOOD SHEATHING NAIL EDGE NAIL FIELD BOUNDARY EDGE
SOLE PLATE TO JOIST OR BLOCKING,FACE NAIL 16d AT 16"O.C. THICKNESS SIZE ONT EDG THER EDG NAIL NAIL BLOCK COMMENTS MAXIMUM JAMB MARK HEADER COMMENTS
BRIDGING TO JOIST,TOENAIL EACH END (2)8d ROOF 7/16"24/0 8d GIN 1 121N SIN NO HEADERSPAN BEARING STUDS KING STUDS
BLOCKING BETWEEN JOIST OR RAFTERS TO TOP PLATE,TOENAIL (3)8d FLOOR 23/32"OSB(48/24) 10d GIN I GIN 12 IN 61N NO WH-1 (2)2X10 OR 5.5"X9.5"LVL --- (1)2X6 (1)2X6 NOESIS ENGINEERING
RIM JOIST TO TOP PLATE,TOENAIL 8d AT 6"O.C. WH-2 (3)2X100R 5.5"X9.5"LVL --- (1)2X6 (1)2X6
SERVICES,
COLLAR TIE TO RAFTER,FACE NAIL (3)10d SHEATHING NOTES: WH-3 (3)2X12 OR 5.5"X9.5"LVL --- (2)2X6 (2)2X6
JACK RAFTER TO HIP,TOE NAIL (3)10d 1. MINIMUM NAIL PENETRATION INTO FTAMING:8d-1 1/2",lOd-15/8".
FACE NAIL (2)16d 2. USE COMMON NAILS(Sd DIAMETER=0.131",10d DIAMETER=0.148".
wHa (2)13/4X11]/8"LVL --- (212X6 (3)zx6 1
ROOF RAFTER TO 2x RIDGE BEAM,TOE NAIL (2)16d 3. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS.
FACE NAIL (2)16d
D JOIST TO BAND JOIST,FACE NAIL (3)16d D
LEDGER STRIP,FACE NAIL (3)16d NOTE:MEMBER SIZES SHOWN ARE MINIMUM DEPTHSAND WIDTHS
TOP PLATE TO STUD,END NAIL (2)16d CENTER EDGES OF SHEATHING.STAGGER 8"GAP AT END JOINTS 2x WALL STUDS,TYP
DOUBLE STUDS,FACE NAIL l6d AT 24"D.C. PLYWOOD ON JOISTS JOINTS AN D ALTERNATE KING STUD(S)
DOUBLED TOP PLATES,FACE NAIL l6d AT 16"D.C. AND BLOCKS GRAIN DIRECTIONS LEDGER 2x CONT PLATE
TOP PLATES,LAPS&INTERSECTION,FACE NAIL (2)16d 1680 WOODRUFF PARK
CONTINUOUS HEADER,TWO PIECES l6d AT 16"O.C.ALONG EACH EDGE 2 IDAHO FALLS,IDAHO 83401
CEILING JOISTS TO PLATE,TOE NAIL (3)8d
CONTINUOUS HEADER TO STUD,TOENAIL (4)8d 0 (208)932-2720(PHONE)
CEILING JOISTS,LAPS OVER PARTITIONS,FACE NAIL (3)16d ,n PN 7/23/2018
CEILING JOISTS TO PARALLEL RAFTERS,FACE NAIL (3)16d a TI o8nw er onre
RAFTER TO PLATE,TOENAIL (3)8d a WALL(WHERE (4)16d NAI EACH DB R DeY onr
7/23/2018
1"BRACE TO EACH STUD&PLATE,FACE NAIL (2)8d OCCURS),SEE END OF ADER SECTION e
BUILT-UP CORNER STUDS l6d AT 24"O.0 PLAN CISe 7/23/2018
BUILT-UP GIRDER&BEAMS 20d AT 32"O.C.AT TOP,BOTTOM, WOOD HEADER.(3)2x's
AND STAGGERED.(2)20d AT ENDS WITH 1/2"FILLER
AND AT EACH SPLICE. EDGE NAIL CONTINUOUS
PLYWOOD&PARTICLEBOARD: EDGE(WHEN BLOCKING SIMPSON'ACE6'POST
SUBFLOOR,ROOF&WALL SHEATHING(TO FRAMING)* IS REQUIRED) CAP.FILL ALL HOLES WITH
16d NAILS
19/3AND LESS 8d EDGE NAIL,OTHER TRIM STUD(S) z
Lu
19/32"-3/4" 8d OR lOd
7/8"-1" 8d EDGE O
11/8"-11/4" 8d OR 10d FIELD NAILING S�s�WOOD HEADER SCHEDULE
COMBINATION SUBROOR-UNDERLAYMENT(TO FRAMING)'
3/4"AND LESS 6d
7/8"-1" 8d rI
- 11/8"-11/4" 8dORSOd EDGE BLOCKING WHERE BOUNDARY NAIL W Q
REQ'D,LAY FLAT(UNO) Y W
SHEATHING SCHEDULE AT ROOF AND FLOOR ® O o J
C `NAILS SPACED AT 6"O.C.AT EDGES,12"O.C.AT INTERMEDIATE SUPPORTS(EXCEPT WHERE SPANS ARE 48"OR 5-602 J EL- J C
MORE,THEN SPACE AT 6"O.C.AT SUPPORTS).FOR NAILING OF DIAPHRAGMS AND SHEAR WALLS,REFER TO Y coQ
SHEARWALL SCHEDULE. DOUBLE 2x IN 6"STUD WALL Z LLj IL
= mLDZ
a MINIMUM NAILING NOTES: rn Q
1. NAILING SCHEDULE IS PER TABLE 2304.10.1 OF THE I.B.C.2015. L
m 2. NAILING REQUIREMENTS SHOWN HERE DO NOT REPLACE HARDWARE SHOWN ON r L
3. THE PLANS OR DETAILS. O V)16d NAILS AT 12"O.C. Q I-
4. ALL NAILS USED ARE COMMON NAILS. J
5. SEE G EA SIDE-STAGGERED
ENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 16d NAILS AT I2"O.I J W
MINIMUM NAILING SCHEDULE DOUBLE 2. TRIPLE 2. EA SIDE-STAGGEREI J
5-602 WOOD SHEATHING SHEARWALL SCHEDULE
WALLFRAMING WALLSHEATHING 12 12" w
MARK TOP BOTTOM STUD& FASTENER FASTENER COMMENTS (n
STUDS BOTTOM PLATE ANCHORS BLOCK AT THICKNESS EDGE NAIL FIELD NAIL
PLATE PLATE JOINTS TYPE SIZE o
OSW-1 2.6 AT 16'O.C. (2)2x6 2.6 5/8"0 A.B.AT 48"O.C. 2. 7/16" STAPLES 1 1/2"16P 6"O.C. 12"O.C. NOTE 8
r
SW-2 2x6 AT 16"D.C. (2)2x6 2x6 5/8"�A.B.AT 48"O.C. 2x 7/16" NAILS 8d 6"D.C. 12"D.C. NOTE8 1/2"0 THRU-BOLT AT
3 24"O.C.-STAGGERED
SW-3 2x6 AT 16"D.C. (2)2x6 2.6 5/8"0 A.B.AT 48'O.C. 2. 7/16" NAILS 8d 4"O.C. 12"O.C. NOTE8
a
SW4 2x6 AT 16"D.C. (2)2x6 2x6 5/8"0 A.B.AT 48"D.C. 2x 7/16" NAILS 8d 3"D.C. 12"D.C. I NOTE8 QUADRUPLE 2x
3 SW-5 2x6 AT 16"D.C. (2)2x6 2x6 5/8"0 A.B.AT 48"O.C. (2)Zx 7/16" NAILS 8d 2"D.C. 12"D.C. NOTE8
SW-6 2x6 AT 16"D.C. (2)2x6 2x6 5/8"0 A.B.AT 48"D.C. (2)2x (2)7/16" NAILS 8d 3"D.C. 12"D.C. NOTE8
wooD SHEATHING SHEARWALL NOTES: / 5__)MINIMUM NAILING SCHEDULE
5-602
3 GENERAL NOTES 1. PROVIDE 3/16"x2"x0'-2"WASHER PLATES AT BOLTS.
A 2. WHERE CALLED FOR ON SCHEDULE,USE COMMON NAILS.GALVANIZED NAILS SHALL BE HOT-DIPPED OR TUMBLED.
1. TYPICAL DETAILS AND SECTIONS SHALL APPLY WHERE SPECIFIC DETAILS ARE NOT SHOWN. 3. ANCHOR BOLTS SHALL HAVE A 7"MINIMUM EMBEDMENT INTO CONCRETE AND TERMINATE WITH A 3"STANDARD 90°HOOK.
B 2. THECONTRACTOR SHALL VERIFY ALL SITE CONDITIONS AND DIMENSIONS.IFACTUAL 4, WHERE STUDS ARE CUT FOR PLACEMENT OF ANCHOR BOLTS OR OTHER ELEMENTS,AN ADJACENT STUD SHALL BE ADDED. B
CONDI HALLI MEDIANS FEL FROM THOSE SHOWN GINEER EFOEPROCTHE CTDRAWIITHTTHE CONTRACTOR 5. WHERE WOOD SHEATHING IS APPLIED TO BOTH SIDES OF A WALL AND NAIL SPACING IS LESS THAN 6"D.C.ON EITHER SIDE,PANELIOINTS SHALL BEOFFSET TO FALL ON DIFFERENT
SHALL IMMEDIATELY NOTIFY THE ENGINEER BEFORE PROCEEDING WITH THE FABRICATION OR
CONSTRUCTION OF ANY EFFECTED ELEMENTS. FRAMING MEMBERS,OR FRAMING MEMBER SHALL BE 3"OR THICKER AND NAILS ON EITHER SIDE SHALL BE STAGGERED.
3. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUESTTO THE ENGINEER BEFORE PROCEEDING 6. PRE-DRILLED HOLES ARE REQUIRED AT 20d NAILS. 4'-O"MINIMUM LAP
WITHANYCHANGES,SUBSTITUTIONS OR MODIFICATIONS.ANY WORK DONE BVTHE ]. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS.
CONTRACTOR BEFORE RECEIVING WRITTEN APPROVAL WILL BEAT THE RISK OF THE SPLICE BOTTOM PL
Q CONTRACTOR. 8. ALLWOOD SHEAR WALLS GREATER THAN I6'TALL SHALL HAVE ALL PANEL EDGED BLOCKED AND NAILED AT EDGE NAILSPACING OVER STUD
4. IN CASE OF A CONFLICT BETWEEN THE CONTRACT DRAWINGS AND THE SPECIFICATIONS,
FOLLOW THE MOST STRINGENT REQUIREMENT OR DIRECTIONS PROVIDED BY THE ENGINEER AT TOP PLATE SPLICE
NO ADDITIONAL COST TO THE OWNER.
_ 5. THE CONTRACTOR SHALL COORDINATE WITH ALLTRADES ANY ITEMS THATARE TO BE
INTEGRATED IN THE STRUCTURAL SYSTEM SUCH AS OPENINGS,PENETRATIONS,MECHANICAL, EDGE NAILING,TYP
ELECTRICAL EQUIPMENT,ETC.SIZES AND LOCATIONS OF MECHANICAL AND OTHER EQUIPMENT w WOOD WALL SHEATHING THAT DIFFERS FROM THOSE SHOWN ON THE CONTRACT DRAWINGS SHALL BE REPORTED TO
THE ENGINEER. FIELD NAILING,TVP ALTERNATE DIRECTION OF
6. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING AS REQUIRED FOR HIS WOOD GRAINS.AT
METHOD OF ERECTION. CONTRATOR'S OPTION,
]. SHORING AND BRACING SHALL REMAIN IN PLACE UNTIL FINAL CONNECTIONS FOR THE BLOCKING.BLOCK
PERMANENT MEMBERS ARE COMPLETED.THE BUILDING SHALL NOT BE CONSIDERED STABLE ALLJOINTS SHEATHING MAY BE
t UNTIL ALL CONNECTIONS ARE COMPLETED. INSTALLED VERTICALLY (2)16d AT 4"D.C.
8. WALLS SHALL NOT BE CONSIDERED SELF-SUPPORTING AND SHALL BE BRACED UNTIL THE
FLOOR/ROOF SYSTEM 15 COMPLETED. ¢ ((24)16d MIN EA
o SIDE OF EA SPLICE)
3 WOOD NOTES _ JOINTSTUD
1. MATERIALS:
DNA L
A.FRAMING LUMBER SHALL BE IF 1-2DOUGLAS FIR-LARCH OR BETTER UNLESS NOTED ON STUDDAND BLOCKS OOD SS GENS FN�
OTHERWISE; WALLSTUDS
B.WOOD SHEATHING SHALL BE INTERIOR GRADE WITH GLUE,SPAN INDEX RATIO,UNLESS
OTHERWISE NOTED.
a 24/0 WALLS
48/24 ROOF 'I 'I HOEDOWN WHERE 6 3 O
E
C.NAILS:STANDARD COMMON WITH THE FOLLOWINGPROPERTIES: OCCURS
IN L SIZE SHANK DIAMETER MIN.PENETRATION INTO SUPPORT MEMBER WOOD SILL(ANCHOR BOLTS TYPICAL WALL STUDS fT9-d-NJI Q
_ SO FLOORSLABOR AND NAILINGNOTSHOWN) 9/f or
SD 0.131" 1.50" FOUNDATION WALL "9i(/ �.
1oD o.14a" 1.63" /f(
m 12D 0.141' 1.63"
w T D 0.162" 1.75"
fASTENERS OTHER THAN COMMON NAILS ARE NOT PERMITTED WITHOUT PRIOR WRITTEN
A 3 APPROVAL FROM THE ENGINEER. A
D.BOLTS SHALL BE ASTM A360R EQUAL WITH ASTM A563 HEAVY HEX NUTS AND HARDENED
WASHERS,GRADE A,UNLESS NOTED OTHERWISE. 1/R"GAP AT END JOINTS
E.ALL LAMINATED VENEER LUMBER(LVQ SHALL BE FURNISHED BY TRES-JOIST CORPORATION
OR VERSA-LAM BY BOISE CASCADE CORPORATION.
2. ALL WOOD IN
BE DWOOpCONTACT WITH CONCRETE,MASONRY OR SOIL SHALL BE PRESSURE TREATED OR �WOODSHEATHINGSHEARWALLSCHEDULE
3. GENERAL FRAMING AND CARPENTRY SHALL BE CONNECTED AS PER"UNLESS NOTED 5-602
4-
0 HERWISE.MINIMUM NAILING SCHEDULE.
c 4 ALL BYSIMP OINSTRONG-TIEOR NG ANCHORS, SAP RPOVEDED A DOWN S,COLUMN BASES,ETC.SHALL BEPROVIDED 6 TOP PLATE SPLICE
5 5. BUILT-UP BEAMS OF2X-MEMBER 12 IN.OR LESS IN DEPTH SHALL BE SPIKED TOGETHER WITH 5-602 WOOD SCHEDULES
NOT LESS THAN 16-D SPIKES AT TWELVE-INCHES(12 IN.)CENTERS,STAGGERED.IF THE DEPTH OF
BEAM IS MORE THAN TWELVE INCHES(12 IN.),THE MEMBERS SHALL BE CONNECTED TOGETHER
�a WITH 3/,"0 BOLTS @24IN.O.C.STAGGERED.BOLTS SHALL BE PLACED Y°"THE DEPTH OFTHE CITY APPROVED PLANS
MEMBER FROM THE TOP AND BOTTOM OF THE MEMBER.
io 6. ALLWALLSSHALL HAVE A MINIMUM OF TWO TOP PLATES.SPLICES IN TOP PLATES SHALL BE
STAGGERED A MINIMUM OF FOUR FEET FROM THE NEAREST SPLICE IN ADJOINING TOP PLATE. 5-602
]. ROUGH SAWN LUMBER BEAMS AND POSTSTO BE SOUTHERN PINE NO.1 DENSE SR
- PLANS MUST BE ON JOB SITE SHEET JJ40F 5
1 2 3 1 4
FOR ALL INSPECTIONS
1 2 3 4 5
CLIENT
STEEL NOTES SHETLER HOMES
2183 CANYON TRAIL WAY
TWIN FALLS ID
1. MATERIAL:
A. WIDE FLANGES SECTION ASTM A992(50 KSI) NOESIS ENGINEERING
B. OTHER SHAPES&PLATES ASTM A36 SERVICES,P.C.
C. PIPE COLUMNS ASTM A53,TYPES E OR S,GRADE B.
D. STEEL TUBES ASTM A500 GRADE 46KSI NOTE: EA TO Y BOLT
PLATEOLE WITH
A CONTIN ALIGN,UOUS
FIELD
( ) WELD BEAM TO CAP PLATE WITH A CONTINUOUS
E. DEFORMED BAR ANCHORS(DBA) ASTM A496 1/4"FILLETWELD ON BOTH SIDES. <>
D F. HEADED STUD ANCHORS(HSA) ASTM A108 �`,/� D
G. BOLTED CONNECTIONS: ASTM A325
2. FABRICATION AND CONSTRUCTION SHALL COMPLY WITH THE LATEST EDITION OF THE FOLLOWING CODES AND STANDARDS:
a. AMERICAN INSTITUTE OF STEEL CONSTRUCTION(AISC),"SPECIFICATION FOR THE DESIGN,FABRICATION AND ERECTION OF STRUCTURAL
STEEL FOR BUILDINGS,"WITH"COMMENTARY". 1680 WOODRUFF PARK
b. AISC"CODE OF STANDARD PRACTICE"EXCLUDING THE FOLLOWING:SECTION 3.4,SECTION 4.4,SECTION 4.4.1, IDAHO FALLS,IDAHO 83401
C. AISC"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" (208)932-2720(PHONE)
d. AMERICAN WELDING SOCIETY(AWS),STRUCTURAL WELDING CODE(SPECIFIC ITEMS DO NOT APPLY WHEN THEY CONFLICT WITH THE AISC 3-SIDES PNNw er 7/23/2018
REQUIREMENTS). DB 7/23/2018
e. AISC"SEISMIC PROVISION FOR STRUCTURAL STEEL BUILDINGS " @CONTINUOUS BEAM @ BEAM END pS DATE
7/23/2018
3. WELDING BEAM WEB SIFFENER OR BEAM WEB TECHNICALA—L ME
a. ALL WELDING AND CUTTING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS. CONNECTION PL ATE,EACH SIDE
b. USE E-70 XX OR AS NOTED OTHERWISE.
C. ALL INTERSECTING STEEL SHAPES WHICH ARE NOT BOLTED SHALL BE CONNECTED BY A FILLET WELD ALL AROUND,UNLESS NOTED
OTHERWISE. WHERE FILLET WELD SIZES ARE NOT SHOWN THEY SHALL BE 1/16"LESS THAN THE THINNEST OF THE CONNECTED PARTS FOR ® LLI z
THICKNESSES 1/4"AND LARGER. FILLET WELDS ON PLATES LESS THAN 1/4"SHALL BE OF THE SAME SIZE AS THE THINNEST OF THE ® LL
CONNECTED PART. ® Q O
d. DO NOT WELD ANCHOR BOLTS,INCLUDING "TACK"WELDS. W
4. BOLTED CONNECTIONS: =
a. USE ASTM A325N BOLTS FOR STEEL TO STEEL CONNECTIONS,AS NOTED HEREIN OR AS NOTED ON THE DRAWINGS.A325N BOLTS SHALL BE W
STEEL BEAM,SEE PLAN Y w 0
USED IN CONNECTIONS FOR SIMPLE SPAN FRAMING AND BEAM(OR GIRDER)TO BEARING PLATE CONNECTIONS.TIGHTEN BOLTS TO A
V Z SNUG TIGHT CONDITION. N
O O —.1C b. USE HARDENED WASHERS BENEATH THE TURNED ELEMENT OF ALL BOLTS OR NUTS. USE HARDENED BEVELED WASHERS,TO J J C
COMPENSATE FOR THE LACK OF PARALLELISM,WHERE THE OUTER FACE OF THE BOLTED PARTS HAS A SLOPE GREATER THAN ONE IN STEEL BEAM,SEE PLAN Y cod Q
TWENTY WITH RESPECT TO THE PLANE NORMAL TO THE BOLT AXIS.AT OVERSIZED HOLES HARDENED WASHERS OR PLATES SHALL SEE PLAN Z Q LW LL•
CONFORM WITH ASTM F-436 AND SHALL COMPLETELY COVER THE SLOT AFTER INSTALLATION. STEEL CAP PLATE,SEE COL = (Y) 0 z
C. WHERE A STEEL TO STEEL BEAM CONNECTION IS NOT SHOWN,PROVIDE A STANDARD AISC FRAMED CONNECTION FOR ONE HALF THE 1/4 SCHEDULE M 0
TOTAL UNIFORM LOAD CAPACITY OF THE BEAM FOR THE SPAN AND STEEL SPECIFIED. STEELCOLUMN,SEE PLAN AND
D. BOLTS,NUTS AND WASHERS SHALL NOT BE REUSED. SCHEDULE �i Q O N
5. PROVIDE FULL-DEPTH WEB-STIFFENER PLATES AT EACH SIDE OF ALL BEAMS AT ALL BEARING POINTS.STIFFENER PLATES SHALL BE THE THICKNESS J =
CALLED OUT BELOW UNLESS NOTED OTHERWISE AND SHALL BE WELDED BOTH SIDES WITH FILLET WELDS ALL AROUND: Q J
FLANGE WIDTH STIFFENER THICKNESS WELD SIZE
LESS THAN 81/4" 1/4" 3/16" W
8 1/4"TO 12 1/4" 3/8" 1/4" TYP DROP-IN STEEL BEAM CONNECTION AT STEEL COLUMN N
12 1/4"TO 16 W 1/2" 5/16"
2 16%"TO 20'/<" 5/8" 3/8"
3
3
GENERAL NOTES
1. TYPICAL DETAILS AND SECTIONS SHALL APPLY WHERE SPECIFIC DETAILS ARE NOT SHOWN.
B 1 2. THE CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS AND DIMENSIONS. IF ACTUAL B
CONDITIONS DIFFER FROM THOSE SHOWN IN THE CONTRACT DRAWINGS,THE CONTRACTOR
- SHALL IMMEDIATELY NOTIFY THE ENGINEER BEFORE PROCEEDING WITH THE FABRICATION OR STEEL COLUMN AND BEAM SCHEDULE
CONSTRUCTION OF ANY EFFECTED ELEMENTS.
3. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST TO THE ENGINEER BEFORE PROCEEDING
m WITH ANY CHANGES, SUBSTITUTIONS OR MODIFICATIONS. ANY WORK DONE BY THE
CONTRACTOR BEFORE RECEIVING WRITTEN APPROVAL WILL BE AT THE RISK OF THE MARK SHAPE MATERIAL COMMENTS
CONTRACTOR.
4. IN CASE OF A CONFLICT BETWEEN THE CONTRACT DRAWINGS AND THE SPECIFICATIONS,
FOLLOW THE MOST STRINGENT REQUIREMENT OR DIRECTIONS PROVIDED BY THE ENGINEER AT
NO ADDITIONAL COST TO THE OWNER. BM-1 W8X10 A992
5. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADES ANY ITEMS THAT ARE TO BE
INTEGRATED IN THE STRUCTURAL SYSTEM SUCH AS OPENINGS,PENETRATIONS,MECHANICAL, BM-2 W10X19 A992
ELECTRICAL EQUIPMENT,ETC. SIZES AND LOCATIONS OF MECHANICAL AND OTHER EQUIPMENT
THAT DIFFERS FROM THOSE SHOWN ON THE CONTRACT DRAWINGS SHALL BE REPORTED TO BM-3 W12X22 A992
THE ENGINEER.
3 6. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING AS REQUIRED FOR HIS BM 4 W14X34 A992
METHOD OF ERECTION. S$ONAL
7. SHORING AND BRACING SHALL REMAIN IN PLACE UNTIL S FOR THE
PERMANENT MEMBERS ARE COMPLETED. THE BUILDING FINAL
SHALL NOT BE ON SID RED STABLE BM-5 W18X55 A992 QOF� GENSf19
UNTIL ALL CONNECTIONS ARE COMPLETED. dS
E 8. WALLS SHALL NOT BE CONSIDERED SELF-SUPPORTING AND SHALL BE BRACED UNTIL THE BM 6 W18X86 A992 1 1 6 30
FLOOR/ROOF SYSTEM IS COMPLETED.
C-1 W4X13 A992 OF
fL g, S
A d C-2 W5X16 A992 A
3
C-3 W6X20 A992
CITY APPROVED PLANS STEEL SCHEDULES
PLANS MUST BE ON JOB SITE
S-603
FOR ALL INSPECTIONS SHEET H5OF5
1 2 3 4
Mr.Mike Shetler
Lot 33 Block 1 Settlers Ridge
August 7, 2019
Mike Shetler
Shetler Homes
2183 Canyon Trail Way
Twin Falls, ID 83301
Re: Lot 33 Block 1 Settlers Ridge
Dear Mr. Mike Shetler:
Per your request Noesis Engineering Services (NES) has completed a limited analysis for the residence at
Lot 33 Block 1 Settlers Ridge in Twin Falls, ID. Our analysis included the design of the following:
• Steel beams and columns
• Floor joists
• Girders
• Steel Beam and columns for the hot tub support
• Shear wall design for the residence.
Please see markup drawings and design report for design details.
If you have any questions, please contact me at (208) 932-2720.
Respectfully,
1630
FL B
Daniel B. Sharp, P.E. Reviewed By: PN
NOESIS ENGINEERING SERVICES, P.C.
1680 Woodruff Park
Idaho Falls, ID 83401
Attached: Calculation Report
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Noesis Engineering Services
Idaho Falls, ID
�1
NOESIS ENGINEERING SERVICES, PC
Structural Calculations
Lot 33 Block 1 Settlers Ridge — Twin Falls, ID
Prepared For:
Shetler Homes
10NA[
11 630
a
09�/EL B S�l�
Prepared By:
Daniel Sharp, PE
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Noesis Engineering Services
Idaho Falls, ID
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
SCOPE:
The scope of this design is to analyze the gravity loads(dead, live and snow)and analyze the lateral load (wind
and seismic)to design the typical wall studs, king studs,trim studs,shear wall sheeting requirements and
moment connections for the tall walls only.Also included are multiple steel beams and columns which will be
marked below in this document.
This project is located in the city of Twin Falls Idaho, Lot 33A Block 1 of Pioneer point-Settlers Ridge Subdivision
DESIGN CRITERIA:
International Building Code 2015 (IBC)
International Residential Code 2015 (IRC)
American Society of Civil Engineers,Standard 7 2010(ASCE-7)
Department of Housing and Urban Development, Residentail Structural Design Guide 2000(RSDG)
American Wood Council,Special Design Provisions for Wind &Seismic 2015 (SDPWS)
National Design Specification for Wood Construction 2015(NDS)
APPLIED LOADING&GENERAL INFO:
PREENGINEERED FRAMING
DLrrass:=5•psf Trusses DL per span, use the reference to Roa Tn
the right Structural Wood Design,Jan 2008
sp. sNyw Iptd
fA.1 M.1me�1 plr—1
DLIns:=0.07 ps •12•in=0.84 psf Fiberglass per inch,Survey
ke
in of Local Available Insulation ss
Sl 6S
DLsheeting:_ 01 ps • 4 in=2.4 psf ASCE7-10 Table C3-1
eu rts
/n un v.f
8 f� fas
DLroo n :=6.4 psf 110 mil weld down membrane with roof
pavers- Per client supplied information
DLdrywou:= 0.15 psf' 8 in=2.75 psf Dead load of 5/8 drywal ceiling
in
8
DL,heck:=DLrruss+DLins+DLsneeting+DLroofing+DLdrywall=17.39 psf Check must be less than or equal to
initial assumption
DLR:=18 psf Roof dead load
DLw:=12 psf Wall dead load (ASCE 7-10 Table C3-1)
DL f:=15 psf Floor dead load
LLf:=40 psf Floor live load (IBC Table 1607.1) NOTE: roof live load above accessible roof areas with
planned usage shall match floor live loading
LLhottub:=150 psf Loading due to hot tub
RLL:=20 psf Roof live load (IBC Table 1607.1)
SLR:=25 psf Roof snow load Per City of Twin Falls Building department
Snow drift calculation
Input:
pg:=15 psf ground snow r
pf:=25 psf flat roof snow D.�w
h:=6 ft height projection ° m a
1,,:=46.5 ft length of roof windward (low roof)
1 z:=20 ft length of roof for leeward (upper roof) w
Note: lu min=20 ft FIGURE 7.7-2 Conflgursflon of Snowdrft on Lower Roofs
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more Ini
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
\� 1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
Is:=1.0
Calculations: �Q
y:=0.13•pg+14=15.95
y:=min(y,30)=15.95 pcf Snow density
hb:=pf=1.57 ft 60011,Use Now
y
h,:=h—hb=4.43 ft
checks:=if(h` <0.2,"no drift","check drift"1="check drift"
hb l
leeward
.43 g 1.96hd:=(( 3 4 ) ) s = ft
hd:=min(0.6•la,hd)=1.96 ft ' �O
r
windward
hd2:=.75•((0.43.3 1i2-4 pg+10)—1.5)• Is =0.83
hd:=max(hd,hd2)=1.96 ft
check if wall height is lower than drift heights
hd:=if(h,<hd,h,,hd)=1.96
hd:=if(h<hb,0,if(h<(hb+hd),h—hb,hd))=1.96
Drift width
4•hd2
w1:=if hd<h,,4•hd, =7.83
he
w:=min(w1,8•hc) ft=8 ft Width of drift
pd:=hd-y•psf=31 psf Max drift weight
General Information
hwaii cau:=16 ft+1 in+ 1 1 in=16.09 ft Height of tallest Wall
8
hpeak:=6 ft Average roof peak height above wall
Rrise:= 0 in Typical roof slope or rise per 12 inches of run
12 in
WIND:
wind:=90 mph Wind Speed (MPH), per Twin Falls Building Design Criteria 1/1/2018 Residential.
Increase to 110mph (lowest on ASCE 7-10 figure 28.6-1)
Exposure: B Exposure Category, per Twin Falls Building Design Criteria 1/1/2018 Residential
h :=2•(10 ft+1 in+ 1 in +1 ff+5 in+2 ft+ hpeak =26.24 ft mean roof height
mean ` 8 J 8 2
Lh:=500 ft ASCE 7-10 Figure 26.8-1
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
Hkzt:=3596 ft-3177 ft=419 ft ASCE 7-10 Figure 26.8-1
Hkzt =0.84 >0.5 .'.=0.5 ASCE 7-10 Figure 26.8-1(See footnote 2)
Lh
K1:=0.43 ASCE 7-10 Figure 26.8-1
Xk,t:=60 ft ASCE 7-10 Figure 26.8-1 distance from peak to building site
XkZt =0.07 ASCE 7-10 Figure 26.8-1(See footnote 2)
2•Hkn
K2:=0.9832 ASCE 7-10 Figure 26.8-1
Zk,t:=hmean=26.24 ft ASCE 7-10 Figure 26.8-1
Zkzr =0.03 ASCE 7-10 Figure 26.8-1(See footnote 2)
2•Hkn
K3:=0.922 Z ASCE 7-10 Figure 26.8-1
K,t:=(1+(K1•K2•K3)) =1.93 ASCE 7-10 Equation 26.8-1
Kd:=0.85 ASCE 7-10 Table 26.6-1
�l:=1 Adjustment Factor for exposure and height,ASCE 7-10 Table 26.6-1
Wind Loading Determination:
Angle,00f:=atan(Rrise)=0 deg
WLZonec:=12.7 psf Latteral Wind Load on the Wall-ASCE7-10 figure 28.6-1, 110 mpd,0 deg,zone C
WLZoneD:=-5.9 psf Latteral Wind Load on the Roof-ASCE7-10 figure 28.6-1, 110 mpd,0 deg,zone D
WLZoneH:=-10.1 psf Wind Uplift Load on the Roof-ASCE7-10 figure 28.6-1, 110 mpd,0 deg,zone H
Wwoll:=WLZonec-Kn'A=24.53 psf ASCE 7-10 Equation 28.6-1 wall wind pressure
Wroof:=WLZoneD-Kzt'A=-11.4 psf ASCE 7-10 Equation 28.6-1 roof latteral wind pressure
Wuplift:=WLZoneH-KZt•A=-19.51 psf ASCE 7-10 Equation 28.6-1 roof uplift wind pressure
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
WALL PANEL#1
WALL AND GENERAL SPECIFICATIONS:
NOTE: Tall Wall#1 has no walls above it is required to support
hwau tali=16.09 ft Height of Tall Wall
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
Await:=2537 ftz Max area of wall appling wind load to
Await walls perpendicular to this tall wall
W wall'
Pwind'— 2 =15558.53 lbf Combined Point Load for all walls on this side of
2 the building parallel to this tall wall
Point Load Applied to the Corner of the Tall Wall:
Forceappiied:=Pwind=15558.53 lbf Force Applied to Tall Wall
Wwau=25 psf Force Applied to face of Tall Wall
Axia Loading:
Tribroof:=2 ft Trib length of Roof Trusses appling load on this tall wall
DLiinear:=Tribroof'DLR=36 plf Linear Dead Load Applied on Tall Wall
RLLiinear:=Tribroof•RLL=40 plf Linear Roof Live Load Applied on Tall Wall
SLiinear:=Tribroof•(SLR+pd)=112 plf Linear Snow Load Applied on Tall Wall
Wind piift:=Tribroof•Wapiift=-39 plf Linear Wind Uplift Load Applied on Tall Wall
MEMBERS-APPLIED FORCE CALCULATIONS:
Header 1 Loading:
Lheoder:=4.25 ft Design Header length
Tribroof=2 ft Trib length of Roof Trusses appling load on this tall wall
DLiineor=36 plf Linear Dead Load Applied on Header
RLLiineor=40 plf Linear Roof Live Load Applied on Header
SLiinear=112.45 plf Linear Snow Load Applied on Header
Wind hwau tau •W 197 1 Linear Laterial Wind on Header
tat:= wail= Pf
2
King Stud 1 Loading:
Tribroof=2 ft Trib length of Roof Trusses appling load on this tall wall
Spacingstud5:=16 in Trib length this stud
DLpoint:=Tribroof•Spacingstad5'DLR=48 lbf Point Dead Load Applied on King stud
RLLpoint:=Tribroof'Spacingstads'RLL=53 lbf Point Roof Live Load Applied on King stud
SLpoint:=Tribroof'Spacing,,d5'SLR=67 lbf Point Snow Load Applied on King stud
Windiat:=Wwau•Spacingstads=33 lbf Distributed lateral Wind load from wall
ft
lateral wind load on king stud can cause high deflection,size members for this deflection as well as axial loading.
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
(\� 1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
RISA Model of Tall Wall&
Header Assembly
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Member Shape Code Check I Loc[ftj I LC Shear Check
' i • I 2-2X8 .17- 2.125 1; 109
WP-1 WH-4-0 KING 2-2X6 .711 8.045 11 .090
WP-1 WH-4-0 TRIM 2X6 .037 0 7 .000
1NP-1 STUD CHECK 2X6 .557 8.045 11 1 .101
Member Label Span Location[fQ y[in] (n)LYy Ratio LC
1 max 4.029 -.001 INC 9
1 min 2.125 -.009 6908 7
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
WALL PANEL#3:
WALL AND GENERAL SPECIFICATIONS:
NOTE: Tall Wall#3 has no walls above it is required to support
hwau tau=16.09 ft Height of Tall Wall
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
A,,aii:=2694 ftz Max area of wall appling wind load to walls perpendicular to this tall wall
4 wall
W wall'
Pwind:— 2 =16521.35 Ibf Combined Point Load for all walls on this side of
2 the building parallel to this tall wall
Point Load Applied to the Corner of the Tall Wall:
Lp:=100% Percentage of Required Force Applied to the Length of Tall Wall
Forceapplied:=Pwind'Lp=16521.35 Ibf Force Applied to Tall Wall
Wwau=24.53 psf Force Applied to face of Tall Wall
Axia Loading:
Tribroof:= 2 2ft Trib length of Roof Trusses appling load on this tall wall
DLiinear:=Tribroof'DLR=189 plf Linear Dead Load Applied on Tall Wall
RLLiinear:=Tribroof'RLL=210 plf Linear Roof Live Load Applied on Tall Wall
SLiinear:=Tribroof•SLR=263 plf Linear Snow Load Applied on Tall Wall
Windapiift:=Tribroof•Waplift=-205 plf Linear Wind Uplift Load Applied on Tall Wall
MEMBERS-APPLIED FORCE CALCULATIONS:
Header 1 Loading:
Lheader:=6.25 ft Design Header length
Tribroof=10.5 ft Trib length of Roof Trusses appling load on this tall wall
DLiinear=189 plf Linear Dead Load Applied on Header
RLLiineor=210 plf Linear Roof Live Load Applied on Header
SLiinear=262.5 plf Linear Snow Load Applied on Header
Windlat:= hwau tau .Wwall= Pf 197 1 Linear Laterial Wind on Header
2
King Stud 1 Loading:
Tribroof=10.5 ft Trib length of Roof Trusses appling load on this tall wall
Spacingstad5:=16 in Trib length this stud
DLpoint:=Tribroof•Spacingstad5'DLR=252 Ibf Point Dead Load Applied on King stud
RLLpoint:=Tribroof'Spacingstads'RLL=280 Ibf Point Roof Live Load Applied on King stud
SLpoint:=Tribroof'Spacing,,d5'SLR=350 Ibf Point Snow Load Applied on King stud
Windiat:=Wwau•Spacingstads=33 lbf Distributed lateral Wind load from wall
ft
lateral wind load on king stud can cause high deflection,size members for this deflection as well as axial loading.
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
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RISA Model of Tall Wall&Header Assembly
Member Shape Code Check LocsM LC Shear Check
1 A 2-2X8 .826 3.125 7 .476
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WH-6 TRIM 2X6 .1 Ec 0 7 . 100
STUD CHECK 2X6 .603 8.045 11 .101
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WA 111 1 max 4.688 .001 NC
1 min 3.125 -.108 728
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
WALL PANEL#4:
WALL AND GENERAL SPECIFICATIONS:
NOTE: Tall Wall#4 has no walls above it is required to support
hwo11:=10.09 ft Height of Wall
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
A,,oii:=2537 ftz Max area of wall appling wind load to walls perpendicular to this tall wall
Await
W wall'
Pwind:— 2 =15558.53 Ibf Combined Point Load for all walls on this side of
2 the building parallel to this tall wall
Point Load Applied to the Corner of the Tall Wall:
Lp:=100% Percentage of Required Force Applied to the Length of Tall Wall
Forceapplied:=Pwind'Lp=15558.53 Ibf Force Applied to Tall Wall
Wwau=24.53 psf Force Applied to face of Tall Wall
Axia Loading:
Tribfloor:= 17 ft 2 + 2 4.5 ft =10.75 ft Trib length of Roof Trusses appling load on this tall wall
DLlinear:=Tribfloor DLf=161 plf Linear Dead Load Applied on Tall Wall
LLlineor:=Tribfloor'LLf=430 plf Linear Floor Live Load Applied on Tall Wall
MEMBERS-APPLIED FORCE CALCULATIONS:
Header 1 Loading:
Lheoder:=3.25 ft Design Header length
Tribroof=10.5 ft Trib length of Roof Trusses appling load on this tall wall
DLlineor=161 plf Linear Dead Load Applied on Header
LLlineor=430 plf Linear Live Load Applied on Header
Wind lat:= hwan •Wwall= pf 124 1 Linear Laterial Wind on Header
2
King Stud 1 Loading:
Tribroof=10.5 ft Trib length of Roof Trusses appling load on this tall wall
Spacingstud5:=16 in Trib length this stud
DLpoint:=Trib-floor'Spacing,,ds'DLf=215 Ibf Point Dead Load Applied on King stud
LLpoint:=Tribfloor'Spacingst ds•LLf=573 Ibf Point Floor Live Load Applied on King stud
Windiat:=Wwou•Spacing,,ds=33 lbf Distributed lateral Wind load from wall
ft
lateral wind load on king stud can cause high deflection,size members for this deflection as well as axial loading.
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
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RISA Model of Tall Wall&Header Assembly
Member Shape Code Check Loc[fg LC Shear Check
2-2X8 3 4 1.625 5 .371
WP-4 WH-3 KING 2X6 .435 7.042 11 .160
WP-4 WH-3 TRIM 2X6 .113 0 5 .000
WP-4 STUD CHECK 2X6 .222 5.045 11 1 .063
Member Label Span Location[fQ y[in] (n)Uly Ratio LC
e • � 1 max 2.573 -.001 NC 19
1 min 1.625 -.013 3971 1 3
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
WALL WALL#5:
WALL AND GENERAL SPECIFICATIONS:
NOTE: Tall Wall#5 has no walls above it is required to support
hwall=10.09 ft Height of Tall Wall
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
Awalll — ft• hwall+�52.5 � 6 ))=844.73 z Max area of wall appling wind load to
walls perpendicular to this tall wall
Awollz:=(47 ft•(hwall+6 ft))=756.23 ftz Max area of wall appling wind load to
(r walls perpendicular to this tall wall
— wwall•II A 2 1I111
Pwindl•— ll Jlll =5180.4 Ibf Shear point load from 1st story at top of 1st of story
2
��A-.112
wwall
2 Shear point loads from 2nd story one at top of 2nd story
Pwindz:= 2 =4637.69 Ibf wall and one at bottom of second story/top of 1st story
Point Load Applied to the Corner of the Tall Wall:
wwall=24.53 psf Force Applied to face of Tall Wall
Axia Loading:
Trib 42.5 ft Trib length of Roof Trusses appling load on this tall wall
2
roof:= g pp g
Tribfloor:= 12.5 ft2 Trib length of Floor Joists appling load on this tall wall
DL,,,:=Tribfloor•DLf=94 plf Linear Dead Load Applied on Tall Wall
LL,,,:=Tribfloor•LLf=250 plf Linear Floor Live Load Applied on Tall Wall
DL2nd:=Tribr00f•DLR=383 plf Linear Dead Load Applied on Tall Wall
RLLznd:=Tribroof•RLL=425 plf Linear Roof Live Load Applied on Tall Wall
SLznd:=Tribroof,SLR=531 plf Linear Snow Load Applied on Tall Wall
Windznd:=Tribroof•kplifr=-415 plf Linear Wind Uplift Load Applied on Tall Wall
MEMBERS-APPLIED FORCE CALCULATIONS:
Header 1 Loading:
Lheoder:=3.25 ft Design Header length
DLznd:=Tribroof•DLR=383 plf Linear Dead Load Applied on Tall Wall
RLL2nd:=Tribroof•RLL=425 plf Linear Roof Live Load Applied on Tall Wall
SLznd:=Tribroof,SLR=531 plf Linear Snow Load Applied on Tall Wall
Windznd:=Tribroof•kplifr=-415 plf Linear Wind Uplift Load Applied on Tall Wall
Wind hwall `all •W 197 1 Linear Laterial Wind on Header
lat:= wall= P f
2
King Stud 1 Loading:
Tribroof=21.25 ft Trib length of Roof Trusses appling load on this tall wall CITY APPROVED PLANS
Spacingsrad5:=16 in Trib length this stud
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
DLpoi„t:=Spacingstuds•DL2 d=510 Ibf Point Dead Load Applied on King stud
RLLpoinr:=Spacingstuds•RLL2 d=567 Ibf Point Roof Live Load Applied on King stud
SLpoi t:=Spacingstuds•SL2d=708 Ibf Point Snow Load Applied on King stud
Windipt:=W,,Qii•Spacingstuds=33 Ibf Distributed lateral Wind load from wall
ft
Stud Check Loading:
DLpoi„t:=Spacingstuds•(DL2 d+DL1st)=635 Ibf Point Dead Load Applied on stud check
LLpoi„t:=Spacingstuds LList=333 Ibf Point Live Load Applied on stud check
RLLpoint:=Spacingstuds•RLL2 d=567 Ibf Point Roof Live Load Applied on stud check
SLpoi t:=Spacingstuds•SL2d=708 Ibf Point Snow Load Applied on stud check
Windipt:=W,,Qii•Spacingstuds=33 Ibf Distributed lateral Wind load from wall
ft
lateral wind load on king stud can cause high deflection,size members for this deflection as well as axial loading.
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WP6 St 7116_8d@3 _DF1SP_6oI1 M T 7078.228
Member Shape Code Check Loc[fQ LC Shear Che,-K
2-2X8 .448 1.625 498
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WH-3 KING 2X6 .459 7.147 11 .162
WH-3 TRIM 2X6 .162 0 .000
TUD CHECK 2X6 .241 5.045 11 .063
Member Label Span Location[fq y[in] (n)1:1y Ratio LC
1 max 3.115 -.001 NC 13
1 min 1.625 -.021 2576 7
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
TALL WALL#7:
WALL AND GENERAL SPECIFICATIONS:
hwau=10.09 ft Height of Wall
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
Awaii:=2694 ftz Max area of wall appling wind load to walls perpendicular to this tall wall
Combined Point Load for all walls on this side of
Pwind wp7:=Pwindl+�2•Pwindz)=14455.79 Ibf the building parallel to this tall wall
Point Load Applied to the Corner of the Tall Wall:
Lp:=100% Percentage of Required Force Applied to the Length of Tall Wall
Forceappiied:=Pwind'Lp=15558.53 Ibf Force Applied to Tall Wall
Wwau=24.53 psf Force Applied to face of Tall Wall
Axial Loading:
12.25 ft
Tribfioor:= —2 6.13 ft Trib length of Roof Trusses appling load on this tall wall
DLiineor:=Tribfioor DLR=110 plf Linear Dead Load Applied on Tall Wall
LLiineor:=Trib&or'LLf=245 plf Linear Roof Live Load Applied on Tall Wall
MEMBERS-APPLIED FORCE CALCULATIONS:
Header 1 Loading:
Lheoder:=3.25 ft Design Header length
Tribfioor=6.13 ft Trib length of Roof Trusses appling load on this tall wall
DLiinear=110.25 plf Linear Dead Load Applied on Header
LLiinear=245 plf Linear Roof Live Load Applied on Header
Wind hwall tali •W 197 1 Linear Laterial Wind on Header
lat:= wail= plf
2
King Stud 1 Loading:
Tribroof=21.25 ft Trib length of Roof Trusses appling load on this tall wall
Spacingstad5:=16 in Trib length this stud
DLpoint:=DLlinear'Spacingst d5=147 Ibf Point Dead Load Applied on King stud
LLpoint:=LLlinear'Spacingst,d5=327 Ibf Point Roof Live Load Applied on King stud
Windiat:=Wwaii•Spacingstads=33 lbf Distributed lateral Wind load from wall
ft
lateral wind load on king stud can cause high deflection,size members for this deflection as well as axial loading.
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
\� 1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
Wa0 Pane, Shear Panel Label GovLC Region Shear ar PorE tib J HOW
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St_7nn 8d@3 p4 914Check She 645991 10 HDU8-SDS25_3_DF-SP rlC 842 5693437
RISA Model of Tall Wall&Header Assembly
2-2X6 1-4
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2-2X8 .202 1,62h 5 .224
WP-7 AM-3 KING 2X6 .430 7.042 11 .160
:."P-7 l^.H-3 TRIU 2X6 069 Cl .000
:1rP-7 STUD CHECK 2X6 .219 5.045 11 .063
Member Label Span Location[ftj y[in] (n)U y Ratio 31W1
• • � 1 max 2.133 -.001 NC
1 min 1.625 -.008 6573
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
TALL WALL#8:
WALL AND GENERAL SPECIFICATIONS:
NOTE: Tall Wall#8 has no walls above it is required to support
hwall=10.09 ft Height of Wall
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
A,a111:=108 ft•(10 ft+6 ft)=1728 ft' Max area of wall appling wind load to walls perpendicular to this tall wall
A,,a112:=63 ft•(10 ft+6 ft)=1008 ft'
Awaa1
Wwan• +Awaii2
Pwind:= 2 =22960.63 1bf Combined Point Load for all walls on this side of
2 the building parallel to this tall wall
Point Load Applied to the Corner of the Tall Wall:
Lp:=100% Percentage of Required Force Applied to the Length of Tall Wall
Forceapplied:=Pwind,Lp=22960.63 lbf Force Applied to Tall Wall
Wwau=24.53 psf Force Applied to face of Tall Wall
Axia Loading:
Tribroof:= 2 2ft Trib length of Roof Trusses appling load on this tall wall
DLlinear:=Tribroof'DLR=216 plf Linear Dead Load Applied on Tall Wall
RLLlinear:=Tribroof•RLL=240 plf Linear Roof Live Load Applied on Tall Wall
SLlinear:=Tribroof•SLR=300 plf Linear Snow Load Applied on Tall Wall
Winduplift:=Tribroof•Wupiift=-234 plf Linear Wind Uplift Load Applied on Tall Wall
MEMBERS-APPLIED FORCE CALCULATIONS:
Header 1 Loading:
Lheader:=6.25 ft Design Header length
Tribroof=12 ft Trib length of Roof Trusses appling load on this tall wall
DLlinear=216 plf Linear Dead Load Applied on Header
RLLlinear=240 plf Linear Roof Live Load Applied on Header
SLlinear=300 plf Linear Snow Load Applied on Header
Windlat'= hwan tau .Wwail= Pf 197 1 Linear Laterial Wind on Header
2
King Stud 1 Loading:
Tribroof=12 ft Trib length of Roof Trusses appling load on this tall wall
Spacingstuds:=16 in Trib length this stud
DLpoint:=Spacingstuds'DLlinear=288 lbf Point Dead Load Applied on King stud
RLLpoint:=Spacingstuds'RLLlinear=320 lbf Point Roof Live Load Applied on King stud
SLpoint:=Spacingstuds-SLiineor=400 lbf Point Snow Load Applied on King stud
Windiat:=Wwa11•Spacingstuds=33 lbf Distributed lateral Wind load from wall
ft
lateral wind load on king stud can cause high deflection,size members for this deflection as well as axial loading.
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
(\� 1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
jjIjjjWall Panel Rtow Shear Check Show Fom"b lj Gov LC I Hold-Down Label Chord SVaP Label Tension Check Tie-Down Forcejlb;
I- N/A 874 487 78Q 70 HDU5-SDS2 5_0E-SP f!C 84' 4-50 7,
RISA Model of Tall Wall&Header Assembly
2-2X6
0 0 o C- o
0 0 0 CD CD 0 0�0 CD 0
m[
06 cfl _ m m co cfl ca cD m
04 R1� C14
co co R12 X X R9 X X R6 X X R3 X1 X
N N �N N NN NN N NI
2X6
Member ShaFe Code Check Loc[ftj LC Shear ChecF.
e • � 2-2X10 .633 3.12E 7 .427
WP-8 Vt'H-6 KING 2X6 .695 7.988 11 .250
WP-o l°'H-6 TRIIJ 2X6 .177 0 .000
WP8 STUD CHECK 2X6 .224 5.045 11 .063
Member Label Span Location)ft] y[in] (n)L'!y Ratio LC
e r • � 1 max 6.185 -.001 NC 15
1 min 3.125 -.063 1323 7
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
TALL WALL#10,&11:
WALL AND GENERAL SPECIFICATIONS:
h,,,aii=10.09 ft Height of Tall Wall
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
A,,a11:=75.75 ft• hwau+8 ft =1370.32 ftz Max area of wall appling wind load to walls perpendicular to this tall wall
Await
W wall'
2 Combined Point Load for all walls on this side of
Pwnd:= 8404 Ibf 2 = the building parallel to this tall wall
Point Load Applied to the Corner of the Tall Wall:
Lp:=100% Percentage of Required Force Applied to the Length of Tall Wall
Forceapplied:=Pwind'Lp=8403.67 Ibf Force Applied to Tall Wall
Wwau=24.53 psf Force Applied to face of Tall Wall
Axia Loading:
Trib:=2 ft Trib length of Roof and floor appling load on this tall wall
DLiinearr:=Trib•DLR=36 plf Linear roof Dead Load Applied on Tall Wall
DLiinear:=Trib•DLf=30 plf Linear floor dead Load Applied on Tall Wall
LLiinear:=Trib•(LLf)=80 plf Linear live Load Applied on Tall Wall
RLLiinear:=Trib•RLL=40 plf Linear Roof Live Load Applied on Tall Wall
SLiineor:=Trib•SLR=50 plf Linear Snow Load Applied on Tall Wall
Wind piift:=Trib•W piift=-39 plf Linear Wind Uplift Load Applied on Tall Wall
MEMBERS-APPLIED FORCE CALCULATIONS:
Header 1 Loading:
Lheoder:=5.25 ft Design Header length
DLiinearr:=Trib•DLR=36 plf Linear roof Dead Load Applied on Header
DLiinearf:=Trib•DLf=30 plf Linear floor Dead Load Applied on Header
LLiinear:=Trib•(LLf)=80 plf Linear live Load Applied on Header
RLLiinear:=Trib•RLL=40 plf Linear Roof Live Load Applied on Header
SLiinear:=Trib•SLR=50 plf Linear Snow Load Applied on Header
Wind hwan tali •W 197 1 Linear Laterial Wind on Header
tat:= wail= Pf
2
King Stud 1 Loading:
Tribroof=12 ft Trib length of Roof Trusses appling load on this tall wall
Spacingstud5:=16 in Trib length this stud
DLpoint:=(DLiinearr+DLlinearf)'Spacingstads=88 Ibf Point Dead Load Applied on King stud
LLpoint:=LLlinear'Spacing,t,d5=107 Ibf Point Live Load Applied on King stud
RLLpoinr:=RLLiinear'Spacingstad5=53 Ibf Point Roof Live Load Applied on King stud
SLpoinr:=SLuneor•Spacingstads=67 Ibf Point Snow Load Applied on King stud
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for m
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
Winds,:=W,,a]]•Spacingsruds=33 bf Distributed lateral Wind load from wall
ft
lateral wind load on king stud can cause high deflection,size members for this deflection as well as axial loading.
Wall Panel Shear Panel Label Region Shear Check Shear Force]IbAQ Gov LC Hold-Down Label Chord Strap Label Tension Check Tle-Down ForCe[ID]
r 51_7/16_8d@4 NIA 756 a16.27 10 NC MST60 SPF IF Bolt 9791 4061 603
I.P11 1 S1_7/15_8d@3 I NIA 892 630.524 1 10 IHDU11-SDS2.5_5.5_I NC 1 967 1 9029.488
RISA Model of wp11(lower wall)
2-2X6
0 0 H1 0 0
0 0 0 0
cfl W ao co CO
CS R3 N
CV N
W W OD (O
X X X X
N N N N
6
RISA Model of wp10(upper wall)
�2X6
R2
H1 �qq
U N U U U rp
O O O O
O O O CDr'1'A�
m
m
7 7
R4 R1 a°yFq
CV N z
m m W CD Y
X X X X _o
N N CV CV
a
� H
0
R3
a
2X6
lylember Label Span Location[ft] y[in] (n)LYy Ratio LC
� � � 1 max 5.141 -.001 NC 13
Ij min 1 2.625 1 -.02 1 3328 1 9
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
TALL WALL#12,&13:
WALL AND GENERAL SPECIFICATIONS:
h,,aii=10.09 ft Height of Tall Wall
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
A,,aii:=65.75 ft• hwau+8 ft =1189.42 ftz Max area of wall appling wind load to walls perpendicular to this tall wall
Await
W wall'
_ 2 _ Combined Point Load for all walls on this side of
Pwnd•— 2 —7294 Ibf the building parallel to this tall wall
Point Load Applied to the Corner of the Tall Wall:
Lp:=100% Percentage of Required Force Applied to the Length of Tall Wall
Forceapplied:=Pwind'Lp=7294.28 Ibf Force Applied to Tall Wall
Wwau=24.53 psf Force Applied to face of Tall Wall
Axial Loading:
Trib:=2 ft Trib length of Roof and floor appling load on this tall wall
DLiinearr:=Trib•DLR=36 plf Linear roof Dead Load Applied on Tall Wall
DLiinear:=Trib•DLf=30 plf Linear floor dead Load Applied on Tall Wall
LLiinear:=Trib•(LLf)=80 plf Linear live Load Applied on Tall Wall
RLLiinear:=Trib•RLL=40 plf Linear Roof Live Load Applied on Tall Wall
SLiinear:=Trib•SLR=50 plf Linear Snow Load Applied on Tall Wall
Wind piift:=Trib•W piift=-39 plf Linear Wind Uplift Load Applied on Tall Wall
MEMBERS-APPLIED FORCE CALCULATIONS:
Header 1 Loading:
Lheoder:=5.25 ft Design Header length
DLiinearr:=Trib•DLR=36 plf Linear roof Dead Load Applied on Header
DLiinearf:=Trib•DLf=30 plf Linear floor Dead Load Applied on Header
LLiinear:=Trib•(LLf)=80 plf Linear live Load Applied on Header
RLLiinear:=Trib•RLL=40 plf Linear Roof Live Load Applied on Header
SLiinear:=Trib•SLR=50 plf Linear Snow Load Applied on Header
Windtat:= hwan tali •Wwail= Pf 197 1 Linear Laterial Wind on Header
2
King Stud 1 Loading:
Trib=2 ft Trib length of Roof Trusses appling load on this tall wall
Spacingstud5:=16 in Trib length this stud
DLpoint:=(DLiineorr+DLlinearf)'Spacingstads=88 Ibf Point Dead Load Applied on King stud
LLpoint:=LLlinear'Spacing,t,d5=107 Ibf Point Live Load Applied on King stud
RLLpoinr:=RLLiinear'Spacingstad5=53 Ibf Point Roof Live Load Applied on King stud
SLpoinr:=SLuneor•Spacingstads=67 Ibf Point Snow Load Applied on King stud
Windiat:=Wwau•Spacingstads=33 lbf Distributed lateral Wind load from wall
ft
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
lateral wind load on king stud can cause high deflection,size members for this deflection as well as axial loading.
Wall Panel Shear Panel Label Region Snear Ctre Snear For Gov LC Hold- own Label Chord Strap Label Tension Check Tie-Do Gov LC
S1_7n6 8oQ6 R1 4
61 164526 10 NC 1AST37_24_SPFIHF_Nai1 952 1428118 18
WP18A 51 7/15_8AQ6 NIA 882 314701 10 HDU4-SDS2.5_DF-SP NC 785 3584.458 18
RISA Model of wp13(lower wall)
2-2X6
0 o F HI o 0
0 0 0 0
W W
CD
R3 � � N
N CV
1D 10 OD f0
X X X X
N N N N
2X6
RISA Model of wp12(upper wall)
wA
2-2X6
as
O O 0
o O
to CD g
R1 S
CV
OD m
N N
2X6
Member Shape Code Check Loc[ftj LC ShE_-arCheck-
t 2-2X8 .430 3.12E 1E 1 ,1
^dP-12-13 KIPJG6 2X6 .903 6.622 11 219
WP-12-13 TRI1,16 2X6 .049 0 400
WP-12- 33 STUD CHECK 2X6 .217 5.04E 11 .063
Member Label Span I I Location [ft] I y[in] I (n- LYyRatio
• • � •• 1 max 5.794 -.001 NC
1 min 3.125 -.04 1972
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more in+
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
TALL WALL#14:
WALL AND GENERAL SPECIFICATIONS:
hwau=10.09 ft Height of Tall Wall
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
Awaii:=55.75 ft•(hwaii+6 ft)=897.02 ft2 Max area of wall appling wind load to walls perpendicular to this tall wall
Awall
W wall'
2 Combined Point Load for all walls on this side of
Pwina:= 5501 Ibf 2 = the building parallel to this tall wall
Point Load Applied to the Corner of the Tall Wall:
Lp:=100% Percentage of Required Force Applied to the Length of Tall Wall
Forceappiied:=Pwind'Lp=5501.09 Ibf Force Applied to Tall Wall
Wwau=24.53 psf Force Applied to face of Tall Wall
Axial Loading:
Trib= 37 ft+8 in =18.83 ft Trib length of Roof appling load on this tall wall
2
DLiinearr:=Trib•DLR=339 plf Linear roof Dead Load Applied on Tall Wall
RLLiinear:=Trib•RLL=377 plf Linear Roof Live Load Applied on Tall Wall
SLiinear:=Trib•SLR=471 plf Linear Snow Load Applied on Tall Wall
Windapiih:=Trib•Wapiift=-367 plf Linear Wind Uplift Load Applied on Tall Wall
Wa,,PaneI Shear Panel Label Region Shear Check Shear Forcepbaq Gov LC Hoid-Down LOW Chortl Strap Label Tension Check Tie-0own Forcepbj
S 1_7116_Ho@3 Rt .819 574.053 10 NC YSTC66_18_DF+SP_Nail 995 5823.309
RISA Model of wp14
�f6
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
TALL WALL#15:
WALL AND GENERAL SPECIFICATIONS:
hwau=10.09 ft Height of Tall Wall
Note:this shear wall loads to beam-beam shall beam designed to support shear loads and hold down loads
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
Forceappiied:=Pwind'LP=5501.09 Ibf
Wwall=24.53 psf
Axial Loading:
Trib:= 46 ft+2 in =23.08 ft Trib length of Roof and floor appling load on this tall wall
2
DLiinearr:=Trib•DLR=416 plf Linear roof Dead Load Applied on Tall Wall
RLLiinear:=Trib•RLL=462 plf Linear Roof Live Load Applied on Tall Wall
SLiinear:=Trib•SLR=577 plf Linear Snow Load Applied on Tall Wall
Windapiih:=Trib•Wapiift=-450 plf Linear Wind Uplift Load Applied on Tall Wall
MEMBERS-APPLIED FORCE CALCULATIONS:
Header 1 Loading:
Lheoder:=5.25 ft Design Header length
DLiinearr:=Trib•DLR=416 plf Linear roof Dead Load Applied on Header
RLLiinear:=Trib•RLL=462 plf Linear Roof Live Load Applied on Header
SLiinear:=Trib•SLR=577 plf Linear Snow Load Applied on Header
Windlet:= hwal tali •Wwail=197 Pf 1 Linear Laterial Wind on Header
2
King Stud 1 Loading:
Trib=23.08 ft Trib length of Roof Trusses appling load on this tall wall
Spacingstud5:=16 in Trib length this stud
DLpoinr:=DLiineorr'Spacingst,,ds=554 Ibf Point Dead Load Applied on King stud
RLLpoinr:=RLLiinear'Spacing5tads=616 Ibf Point Roof Live Load Applied on King stud
SLpoinr:=SLiineor'Spacingstads=769 Ibf Point Snow Load Applied on King stud
Windiat:=Wwaii•Spacingstads=33 lbf Distributed lateral Wind load from wall
ft
lateral wind load on king stud can cause high deflection,size members for this deflection as well as axial loading.
Wall Panel Shear Panel Label Region Shear Check Shear Force Gov LC Hold-Down Label Chord Strap Label Temlon Check Tie-Down Forcepbj
S1 m 8d@4 WA 1 798 1 441.494 1 10 HDU5-SDS2.5_DF-SPI ric 1 852 1 4811,174
Member Shape Code Check Loc[ft; LC Shear Check
71.11P-1
3-2X10 .580 7.0181 .376
-15 KING 2-2X6 .671 7.988 11 .237
15 TRltvt 2X6 .130 0 .000
TUD CHECK 2X6 .236 5.04E 11 .063
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
\� 1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
U U U U
11
01 01 0 0
TALL WALL#16,17,18:
WALL AND GENERAL SPECIFICATIONS:
hwaii rail=16.09 ft Height of Tall Wall
Note:this shear wall loads to beam-beam shall beam designed to support shear loads and hold down loads
WALL PANEL-APPLIED FORCE CALCULATIONS:
Lateral Loading:
Awaii:=(47 ft•(hw,,,+6 ft))=756.23 ftZ Max area of wall appling wind load to
walls perpendicular to this tall wall
'4wa11
W wall'
P 2 4637.69J°
= lb Shear point loads on wall
wind'= 2
Wwai1=24.53 psf
Axial Loading:
21.5 ft —
Trib:= —10.75 ft Trib length of Roof and floor appling load on this tall wall
2
DLiinearr:=Trib•DLR=194 plf Linear roof Dead Load Applied on Tall Wall
RLLiinear:=Trib•RLL=215 plf Linear Roof Live Load Applied on Tall Wall
SLiinear:=Trib•SLR=269 plf Linear Snow Load Applied on Tall Wall
Windapiih:=Trib•W piifr=-210 plf Linear Wind Uplift Load Applied on Tall Wall
MEMBERS-APPLIED FORCE CALCULATIONS:
Header 1 Loading:
Lneader:=5.25 ft Design Header length
DLiinearr:=Trib•DLR=194 plf Linear roof Dead Load Applied on Header
RLLiinear:=Trib•RLL=215 plf Linear Roof Live Load Applied on Header
SLiinear:=Trib•SLR=269 plf Linear Snow Load Applied on Header
Windlat:= hwan tali •Wwall= Pf 197 1 Linear Laterial Wind on Header
2
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
King Stud 1 Loading:
Trib=10.75 ft Trib length of Roof Trusses appling load on this tall wall
Spacingstud5:=16 in Trib length this stud
DLpoint:=DLlinearr'Spacingst d5=258 Ibf Point Dead Load Applied on King stud
RLLpoint:=RLL/inear'Spacing, d5=287 Ibf Point Roof Live Load Applied on King stud
SLpoinr:=SLuneor'Spacingstads=358 Ibf Point Snow Load Applied on King stud
Wind/at:=WWau•Spacingstads=33 Ibf Distributed lateral Wind load from wall
ft
lateral wind load on king stud can cause high deflection,size members for this deflection as well as axial loading.
Member Shape Code Check Loc(ftJ I LC Shear Check
ArP-17 HEADER 3-2X10 .572 7.018 11 .179
WP-17 KING 4-2X6 .799 9.889 11 .106
WP-17 TRllvl 2X6 .089 0 .000
WP-17 STUD CHECK L 2X6 .604 8.045 11 .101
Wall Panel Shear Panel Label Region I Shear Check IshearForcepbql Gov LC I Hold-Down Label I Chord Strap Label I Tension Check Tie-Down Forcepbj
WP16 S1_7/16_8d@6 Rt 0 0 N/A tic NC NC
WP17 St_7/16_8d@6 N/A 1 927 33089 10 HDUS-SDS25_3_D NC 877 5933736
WP18 S1_7116_8d@6 R1 425 142251 18 HDU2-SDS25_DF- NC 1 774 1 2379.935
2-a6
ca C]
O O
CD CD
X 6 m X
R1'- Cv
CN CV
m to
N N
2X6
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
2-2X6
R2
o v ca ca
0 0 0
cod H1 m to X
m m m
N N N
R3
2X6
STEEL BEAM DESIGN:
BM-1
Trlbbm:= 16 ft +2.5 ft=10.5 ft
2
DLbm:=Trlbbm•DLR=189 plf
RLLbm:=Trlbbm•RLL=210 plf
SLbm:=Trlbbm•SLR=263 plf
WLbm_uplift:=Trlbbm•W pl;ft=—205 plf
BM-2
Trlbbm 20 ft:= +2.5 ft=12.5 ft
2
DLbm:=Trlbbm•DLR=225 plf
RLLbm:=Trlbbm•RLL=250 plf
SLbm:=Trlbbm•SLR=313 plf
WLbm_uplift:=Trlbbm•W pl;ft=—244 plf
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
BM-3
Tribbm:= 50 ft +2.5 fi=27.5 ft
2
DLbm:=Tribbm•DLR=495 plf
RLLbm:=Tribbm•RLL=550 plf
SLbm:=Tribbm•SLR=688 plf
WLbm uplift:=Tribbm•W plift=—536 plf
BM-4
ft
Tribb := 22 m =11 ft
2
DLbm:=Tribbm•DLR+Tribbm•DLf+10 ft•DLW=483 plf
LLbm:=Tribbm•LLf=440 plf
RLLbm:=Tribbm•RLL=220 plf
SLbm:=Tribbm•SLR=275 plf
WLbm uplift:=Tribbm•W pli ft=—215 plf
BM-5
Tribbm R:= 46 ft =23 ft
2
ft
Tribbm F:= 21 4 =5.25 ft
DLbm:=Tribbm_R'DLR+Tribbm_F'DLf+10 ft•DLW=613 plf
LLbm:=Tribbm F•LLf=210 plf
RLLbm:=Tribbm_R•RLL=460 plf
SLbm:=TribbmR'SLR=575 plf
WLbm_uplift:=Tribbm_R'Wuplifr=-449 plf
BM-7
ft
Tribbm_F:= 20 2 =loft
DLbm:=TribbmF DLf+10 ft•DLW=270 plf
LLbm:=Tribbm_F'LLf=400 plf
BM-8
ft
Tribbm_R:= 29 2 =14.5 ft
ft
Tribbm F:= 20 =10 ff'
_ 2
DLbmR:=Tribbm R'DLR+10 ft•DLW=381 plf
DLbmF:=TribbmF DLf=150 plf
LLbm:=Tribbm_F'LLf=400 plf
RLLbm:=Tribbm_R•RLL=290 plf
SLbm:=Tribbm R'SLR=363 plf
WLbm_uplift:=Tribbm ift_R'Wupl =-283 plf CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
\� 1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
BM-9&10
Tribbm R:=2 l t p
Tribbm F:=2 ft
DLbmR:=Tribbm_R'DLR+10 ft•DL,,+Tribbm_F'DLf=186 plf
LLb,,:=Tribbm F'LLf=80 plf
RLLb,,,:=TribbmR•RLL=40 plf
SLbm:=Tribbm R'SLR=50 plf
WLbm_uplift:=Tribbm_R'Wuplift=-39 plf
BM-11&13
Determin capacity of floor joists in order to determin beam spacing
:I F O R T E M MEMBER REPORT PASSED
Levu./AT TU9 FLOOR JOIST PETERM1ttNAT/O/Y
1 p"s)11718"TA®110 tr OC
O.e2n LemTA 10'
o n
L 10 L
0 0
Au WWl—are measured from the o.Ls We.1 10 IMW tol left canuever e,01 All o.towns arc T—oreal
Design Results Uslad Q L9.0- All—d ft aft LOP LWC:COmONinism IraeMn) Sysuan Fk-
Member Type ,oni
raerwer Reaclron Iron) 1063 Q 2 12- 1041(2 25'1 Pa—a f 10^1 100 10 D v 10 L LAN SPMW Batlag Ilse ReMoenhal
Shear IDsi 1025 0 312- 1560 Pa95ea t66%l 1 DO 1 0 D.10 L(la Spans) Busing Code IBC 2015
Design Methoddagy ASO
14—W iFFfta 2649 @ 5'312- 3160 Passes f84%1 100 1.0 D.1.0 L LAA SP—)
Live Load DM in) 018505.31 r 0254 Passes(V659) - 10 D 10 L LAN Spans)
Total Load Dell Oh) 02D006312^ 0506 Passed(LI611) - 10 D.10L(AN Spans)
T J Pro'•Rating 6a 40 p355ed
ft
Tribbm-!`:= 25 4 =6.25 ft
DLbmR:=Tribbm F'DLR=113 plf
LLbm:=Tribbm_F'(LL f+LLbottub)=1188 plf
SLbm:=Tribbm F'SLR=156 plf
ft
Tribbm F:= 25 4 =6.25 ft
DLbmR:=Tribbm_F'DLR=113 plf
LLbm:=Tribbm F'LLf=250 plf
SLbm:=Tribbm F'SLR=156 plf
ft
Tribbm_F:= 25 2 =12.5 ft
DLbmR:=Tribbm F'DLR=225 plf
LLbm:=Tribbm_F'LLf=500 plf
SLb,,,:=Tribb,,,_F•SLR=313 plf
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.
Noesis Engineering Services, P.C. 19095 DESIGN ENGINEER:
208-932-2720(office) MIKE SHETLER LOT 33A BLOCK 1 Daniel Sharp, PE
1680 Woodruff Park PIONEER POINT/SETTLERS RIDGE REVIEWED BY:
Idaho Falls, ID 83401 Philip Nash, El
Memo., Shape Code Chm, LOCX LC I Shew ChOC%I LOC9P Dv I LC I Pnaom po7 Prwom pOl Mnyybmp040 ullmomp049 I CO EOn
WB%20 844 1276 9 006 13.016 y 9 23127.998 175748.503 16766.467 26274834 1.437 Ht-la
C-9 W4%13 801 0 9 ODO 0 y 19 23840.696 114670.659 7285.429 11964.8 1 HI-la
C-7 W4%13 794 0 9 000 0 z 9 238"698 114670.659 7285.420 119648 1 HI-la
BU•9 W8%10 783 6764 9 066 0 y 9 11920.662 88522754 4071.489 7695891 1135 H1.10
BM-8 W14%34 734 d.Sol 9 112 4.S01 y 9 22014.671 2994D1198 26447.1D6 455940S9 1.551 Hl-lb
1361•1 W14X34 710 12.151 7 074 24.302 y 7 41179.982 299401.198 2607.106 50104027 1.136 HI-15
BM-10 WB%10 684 65 9 064 0 y 9 1290856S 86622.75A 4071489 8144526 1136 H1-10
BU-7 W14X34 '646 30 5 215 30 y 5 237%586 299401.198 26447-105 53274597 1.729 H7-10
C-8 WS%16 641 0 9 000 0 z 17 46384363 141017964 11427146 18962064 1 H1-ta
Ci2 W5%16 832 1 D 9 .ODD 0 y 19 463B4.364 141017.964 11427.145 189OZO54 I 1 HI-la
DW3 W10%/9 598 6466 7 118 1217 y 7 30231842 168263473 8358203 27314709 114 HI-10
C-3 WS%16 -574 0 7 000 0 y 19 13059.488 141017.954 11427.146 11876.165 1 HI-la
BU-11 W14X34 $44 $49 5 195 0 y 5 101230361 299401196 2607105 136227545 1931 H1-lb
C-11 974%13 540 0 5 000 0 y 19 23940.698 114670.659 7285,429 110648 1 Hi-1a
SM-4 W 18%55 483 14 556 7 104 14.556 y 9 101404 324 465029 94 46157 685 206181 249 163 H1-10
C-1 WS%16 .482 0 7 DDO 0 y 19 13059.488 141017.964 11427.145 11876.165 1 Hi-ta
BM 15 W12X22 478 5 5 132 0 y 5 48641.201 194011976 9131737 UD91407 1136 H1-lb
BU-13 W14X34 437 7.474 9 124 0 y 9 79414206 299401.198 2607,106 114204.7S1 1.614 HI-lb
C-13 W013 423 0 9 D00 0 y 19 1 23940698 1 114570659 7285429 119648 1 H11a
BM-12 Wta%55 404 11.799 5 037 0 y 5 7728803 485M 94 46157.685 141SIS989 1355 HI-lb
BM-14 WIB%55 398 11799 5 040 0 y 5 77288.03 48502994 46157.685 155803947 1491 H1.10
C-12 W4%13 396 0 9 000 0 y 19 23840 698 114670 659 7285 429 119646 1 Ht-ta
BM-6 W18%55 359 16.797 9 103 17.021 y 9 101388.289 485029.94 46157.6B5 181791911 1437 H1.10
SW2 W10%19 227 7.279 7 047 12.704 y 7 2774406 16B263473 8358.263 26173228 1157 H1-10
C-4 W4%13 202 0 7 DDO 0 y 19 30465618 114670.659 7285429 12552466 1 HI-1a
BU-5 W1a%86 202 1112 9 081 0 y 9 356186241 75748503 120758483 394435050 1136 Ht-10
C-5 W4%13 154 13 9 DDO 0 y 19 23840698 114670.659 7285 A29 11964.8 1 H1-to•
C$ W4%iJ 016 13 9 000 0 y 19 23840698 114670659 7285429 119648 1 Ht-t0
C-10 W4X73 015 13 9 ODO 0 19 238405B8 114670659 7285428 t19948 1 H7-1D
CITY APPROVED PLANS
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Created with PTC Mathcad Express. See www.mathcad.com for more information.