HomeMy WebLinkAbout25-1397 264 South Hills Rd-HARDCASTLE GARAGE ADDITON plans-City Approve Job Site Plans 44FRIDCASTLE A*W% 517E FL,4N
204 SOUTH HILLS RD, TWIN FALLS, IDAHO
LOT SIZE: 2.001 AC SCALE:I' IS'-0'
CODE COMPLIANCE: 2010 IRC
NEW CONSTRUCTION GENERAL FLOOR HEIGHT IS'MIN.ABOVE CURB
RAL NOTES:
SINGLE FAMILY DWELLING 22'-0— HE�
ATTACHED PERSONAL RV GARAGE ADDITION = I(oOO SF k SOUTH HILLS R D 2, ALL WORK PERFORMED SHALL MEET
CURRENT ADOPTED CODES OF
BUILDING BUILDING DIST.(INCASE OF
CONFLICTING NOTES,THE MORE
STRINGENT REQUIREMENT SHALL
APPLY).
SHEET SCHEDULE:
3. VERIFY ALL UTILITIES BEFORE DIGGING.
(DIG LINE DIAL 811 OR I-000-342-1525
Al - COVER SHEET, SITE PLAN 4. SITE AND STRUCTURE SHALL BE KEPT
A2 - FOUNDATION PLAN 25' ROAD EASEMENT CLEAN.ALL
DDI TRACTOR TO
,43 - FLOOR PLAN, FRAMING NOTES AND DETAILS VERIFY LL MENSION.IN casE of
-----------------------+--------------------------------------------------------------------- - --------------------------------------- ----------------------------- ------------------------------ ERRORS OR DISCREPANCIES
A4 - BRACED WALL PLAN CONTACT OWNER OR OLJNER'S
A5 - ROOF PLAN
REPRESENTATIVE,BEFORE
PROCEEDING.DO NOT SCALE.
Ado - ELEVATIONS 5. DO NOT DRAIN STORM WATER ONTO
ADJACENT LOTS.
6. STRING LINES SHALL BE PROVIDED
OVER PROPERTY PINS
SLOPEGRADE AWAY ----------------------------- ------------------------------ ----------------------------- ------------------------------------------------------------------------------- --------------------------------- AT TIME OF INSPECTIONS.
FROM FND. (o" IN 10' MIN. 1. FINAL SIZE AND LOCATION OF SEPTIC
SYSTEM BY
FINAL GRADING TO BE CENTRALO BE
DEDISTRIICTDUPON SOUTH
MAINTAINEp AFTER m
LANDSCAPING NA EXISTING INS ECTION OF TEST HOLES PROVIDED BY
D SOLID
SURFACE DR.
EXISTING 67fRUCTI-IfR5
DRAINAGE WATER m11
RETENTION AREA ! Z - (D "
AS NECESSARY M
DO NOT RAIN STORM ! Z
WATER INTO ADJACENT LOTS
BERMS / SWALE TO 5E r
MAINTAINED
AFTER FINAL INSPECTION Z
USE BEST MANAGEMENT m
PRACTICE TO RETAIN
C.F. NORTH
OF STORM WATER
ON PROPERTY
A fully visible2'-�3° 1—
e
temporary address
Lb
sign shall be posted NO dwelling allowed Q W
on all construction N
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W � W
sites and remain in Q = N
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place until the 4'-3�'�Ig'-83" _
_________ .OL NI,.9'ONd WOUJ Z N H
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permanent address
____________ Q N 0 N W
is in place. ° 1,
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See attached structural engineering � 1-
Buildings shall have approved address numbers,or approved building p p o
Identification placed /� u
All buildings shall have a permanently posted address,which shall be placed V J at each driveway entrance and be visible from both directions of travel along _� eM m
the road.Buildings shall have approved address numbers,or approved a M 0
building Identification placed in a position that is plainly legible,visible from Q
the street or frontage road fronting the property and of a contrasting color(IFC ---------------- - -_ -- 3
505.1).
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Address size is based on distance from the street:up to 50 ft.is 4 in.,51 to 0
100 ft.is 6 in.,101 to 150 ft.is 8 in.,151 to 200 ft.is 10 in.and greater is 12 in 2 O' S,B. MIN p
PAGE #:
WHILE EVERY EFFORT HAS BEEN MADE TO PERFORM A
COMPLETE AND ACCURATE PLAN REVIEW,IT DOES NOT
EXEMPT THE DESIGNER OR BUILDER FROM CODE
REQUIREMENTS OMITTED FROM DRAWINGS THAT AREIRV
CAUGHT DURING FIELD INSPECTIONS.
CITYV APPROVED PLANS
M<oa.<wnPlw.n
PLANS MUST BE ON JOB SITE
FOR ALl INSPERIONS
1 OF
E.AADRAWINGS\AA CURRENT 2024\AAA MISC HOMEOWNER 2024\K HARDCASTLE\HARDCASTLE.dwg, 1/20/2025 5:02:23 PM,AutoCAD PDF (High Quality Print).pc3 . _Z1
FOUNDATION NOTES:
I. VERIFY BOTH GARAGE DOOR BLOCK OUT SIZE
WITH MANUFACTURER/SUPPLIER.
2. PROVIDE EXPANSION JOINTS IN ALL FLATWORK
A5 NECESSARY.
31 ALL FLAT WORK TO BE 4'./-ABOVE COMPACTED
GRAVEL SLOPE J'PER 12'TO GARAGE DOORS
OR AWAY FROM FOUNDATION WALLS.
4. ALL SINGLE STORY FOUNDATION WALLS TO BE
MIN.6'X 12'W/(6)-4 BARS SPACED EQUALLY,
RUNNING CONTINUOUS. FOOTINGS ARE 16'X 6"W/
(2)•4 BARS RUNNING CONTINUOUS.
S. VERTICAL"4 BARS-4'-0"OC,IN STEM WALL AS
SHOWN IN DETAIL.
6. ALL FOUNDATION WALLS SHALL BE MIN 3,000"/5Q
IN COMPRESSIVE STRENGTH-25 DAYS.ANY
PORCHES,PAWING SLABS,STEPS AND GARAGE
FLOOR SLABS SHALL BE MIN.3,S00"/5Q IN
COMPRESSIVE STRENGTH a 25 DAYS.
-1 J'4XIO'A.B.-4C"O.G.MAX.EACH SECTION OF
SILL PLATE MUST HAVE MIN.(2)ANCHOR BOLTS.
MAX DISTANCE FROM END OF ANY SILL PLATE
SECTION TO ANCHOR BOLT SHALL BE 12'.
S. ANY NAILS THAT PENETRATE CONCRETE OR
PRESSURE TREAT LUMBER TO BE HOT DIPPED
GALVANIZED OR EQUAL.
S. COORDINATE EXACT LOCATION OF SIDEWALKS
AND CONCRETE PADS WITH OWNER.
HD3 HD3 HD3 1/2'DRYWALL
2x6 STUDS s I6'OC,
I R-IS INSULATION
1/16'OS.B.SHEATHING
VAPOR BARRIER
SIDING
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2X6 P.T.SILL PLATE
W I/2'DIA ANCHOR BOLT 4'O.C.
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4'CONCRETE FLR
X 12'CONCRETE FOUNDATION WALL
9 B COMPACTED GRAVEL = Z
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CITY APPROVED PLANS aw
Reviewedfor Code Compliance PAGE q:
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
NE Page 2 of 3 H OF#
E. INGS\AA CURRENT 2024\AAA MISC HOME^`"�o R 2024\K HARD ACT1 nuARD ACT1 E.d PM,
CsARAGE AREA ir000 soft
GENERAL NOTES:
I. DESIGNER ASSUMES NO RESPONSIBILITY FOR
STRUCTURAL INTEGRITY,VERIFY ALL STRUCTURAL
SPECIFICATIONS W/MANUFACTURER TRUSS
VENDOR OF ENGINEER.
2. WINDOWS MARKED AS EGRESS SHALL MEET
REQUIREMENTS OF THE 2015 IRC.MIN.SIZES= (45"X
4S"SINGLE VENT OR SLIDER)(36"X CO'SINGLE
HUNG)(30"X 40"CASEMENT).
3. COORDINATE ALL INTERIOR AND EXTERIOR FINISH,
MATERIALS,COLORS,AND QUALITY WITH OWNER.
4. COORDINATE KITCHEN DESIGN AND LAYOUT WITH
OWNER.
5. BATH AND RANGE HOOD FANS INDICATED SHALL
VENT TO OUTSIDE AD MEET ALL REQUIREMENTS OF
THE 2010 IRC.AND BE SMOOTH PIPING WITH MIN 50
CFM.
6. VENT DRYER EXHAUST TO DUCT IN WALL AND
VENT OUTSIDE.
T. THE UPC REQUIRES A CRAWL SPACE ACCESS
WITHIN 20 FEET OF ALL UNDER FLOOR CLEANOUTS.
am'-m• 5. J"TYP'X'SHEETROCK ON CEILINGS AND WALLS
BETWEEN GARAGE AND LIVING SPACES INCLUDING
BONUS ROOMS.
9- ALL WINDOW AND EXTERIOR DOOR HEADER ARE
(2)2XIO'5 OR EQUIVALENT UNLESS OTHERWISE
NOTED.
10.ALL EXTERIOR AND BEARING WALLS STUDS,
HEADERS,RAFTERS AND POSTS TO BE DOUGLAS
FIR LARCH•2 OR BETTER U.N.C.
II. WALL HEIGHTS:
I�� JOO4 Cb'3Hb3A0,L X,ZI it
I NOOC 4'C3M�!3AO,8 X,91
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PAGE #:
A 3
CIT/V AaaPPROVED PLANS
M<oa.<wnPlwnn
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS tFOF
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(3)2x6 STUDS SPLICE HEADER @ CENTER
HOLD-DOWN PER PLAN PLAN VIEW STRAP W/CS14 @ TOP&
(4 TYP SIMPSON C8I4 MIN.ON INTERIOR&EXTERIOR,TYP. BOTTOM BOTH SIDES OF
(8 @ EA.WING WALL/BRACE,CS14's TO STUDS ABOVE WALL W/16"END LENGTH
IF HEADER NOT DIRECTLY AGAINST TOP PLATE)
3'x11Y"HEADER(MIN)
FASTEN SHEATHING TO HEADER 16
40'-0' W/Bd NAILS @ 3"GRID PATTERN
4'-0' -0 12'-0'
EXTEND HEADER TO OUTSIDE OF FRAME
I6'-0' 4' ' 4'-0'
4'MIN.
TRUSS BRACE FRAME DETAIL
EXTEND HEADER FOR TRUS BRACE FRAME,SEE DETAIL
Xi-1 SHEATH BOTH SIDES W/7/i6"OSB AND NAIL OFF
8
�� bOOC]OV3Fib3/�O,LI X,L W/Bd NAILS @3-O.C.ALL MEMBERS(FURR OUT
INTERIOR OF WALLS TO FLUSH OUT FRAME)
NOOC C'C3HNEA0 8 X.91 DBL HORIZ.BLOCKING
0 B W/(4)STUDS IN PERP.WALL(ONLY WHEN NOT
y - HD3 HD3 HD3 - - @ OSB ETHAN IC !THIN BACK TO BACK)
I I I I MORE THAN!'WITHIN i
MID HEIGHT) AD -STUDS
HORIZONTALS&DIAGONALS
B90£ 0 y
j - - (3)2x6 STUDS
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HOLD-DOWN PER PLAN
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(1)KING STUDS AND(1)TRIMMERS ��� x\\ (2)2x P.T.SILL PLATE
@ EA.END OF OPENINGS U.N.O. --------------�y a
I I 6-CONCRETE STEM WALL @FRAME
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a TRUSS BRACE FRAME DETAIL
F! ---------------------- a N.T.S
12.66T TALL WALLS:
2x6 DF#2 STUDS @ 16"O.C.
(3)KING STUDS AND(1)TRIMMERS
@ EA.END OF OPENINGS U.N.O.
a
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PROVIDE 2X4 PANEL EDGE
BLOCKING m ALL DESIGNATED
BRACED WALL PANEL LOCATIONS
Wo (ALL'RIP'SHEETS MU5T BE 12'MIN.)
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TABLE R602.10.30U 0 p 0 m 1:
BRACING REQUIREMENTS BASED ON WIND SPEED U = Q U v) (D
W W (EXPOSURE CATEGORY B)
00 BASIC BRACED MIN.TOTAL LENGTH
6 WIND STORY WALL LINE FEET)OF BRACED z
0 SPEED LOCATION SPACING WALL PANELS REQ'D ZE
CITY APPROVED PLANS a
(MPH) (FEET)
METHOD METHODS
Reviewed for Code Compliance GB CS-WSP,CS-G
CS-PF E
PLANS MUST BE ON JOB SITE
20 6.0 3.0 NH 0
FOR ALL INSPECTIONS BO 6.5 4.5 V9 m
40 115 55 C-
6 0
S 115 50 14.0 1.0 Q2 -
60 16.5 8.0 pgj .9 Q
M9
TABLE R602.10.4
BRACING METHODS a
METHOD MATERIAL MINIMUM CONNECTION CRITERIA dw
THICKNESS
(1)CS-WSP WOOD STRUCTURAL PANEL 3/6, So!COMMON(2.5'X 0.131 0 6'SPACING PAGE #:
EDGES)AND AT 12'SPACING(INTERMEDIATE SUPPORTS)
STAPLE(16 ga.1i'0 3'SPACING EDGES)
AND AT 6'SPACING(INTERMEDIATE SUPPORTS) x
(2) PFH CONTINUOUS PORTAL FRAME PER SECTION SEE FIGURE R602.10b3
WITH HOLD DOWNS R602.10.6.2
l3)GS-PF CONTINUOUS PORTAL FRAME PER SECTION SEE FIGURE R602.10.6.4
R602.10.6.4
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Wall 27 — TOP Plate
26 — Top Plate
ROOF FRAMINrg NOTES:
I
I. TRUSS DESIGN AND LAYOUT SHALL BE PROVIDED AT FRAMING
INSPECTION.
2. PROVIDE MEANS TO RESIST UPLIFT AT EACH LOCATION SHOWN
ON TRUSS DESIGN DETAILS, msmu tllagonally ProauLts Lan he on the tz
3. PROVIDE COLLAR TIES FOR HAND FRAMED ROOF RAFTERS. frame "other eara�� orae�o elhe w°Srs°Idea they
minimum 2x truss. gured a hown.
4. COORDINATE EXACT LOCATION OF ATTIC ACCESS WITH
AVAILABLE HEADROOM IN ATTIC ABOVE HATCH. PROVIDE MIN
30"HEADROOM ABOVE HATCH PER 2010 IRC.
5. TRUSSES TO BE DESIGNED TO: e wau
30- TOP CHORD LIVE LOAD 128 Top Plate D
T" TOP CHORD DEAD LOAD 3
10• BOTTOM CHORD DEAD LOAD
1IS MPH WIND
6, 16"OVER HANG TYP I I I FOP
1. GIRDER TRUSS: —__ __—
S. 4 PITCH = 3 Ib'HEEL H2.5T
S. ROOF VENTING
I sgft VENTING PER 300 sgft OF ATTIC?FROM UPPER ROOF a0 0 ualsln9le tl b2.tru.ss of
AND 7 FROM SOFFIT OR INTAKE VENTS. L.Llse the ywooa to spUt.y F1
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PER LArWi LArdJi u✓b1EATUING LLNi.
OVER F:RAMINCs DETAIL
UNLESS NOTED OTILERIIJISE
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ASPHALT SHINGLES WM5 FELT
1/16 O.S$.SHEATHING '-
.E.TRU55E5 m24'O.G. dw
R-35 MIN.INSULATION EAVE VENT BAFFLE
2-H2SA EACH END 2x6 SUB FACIAL
CERTIFICATION STAMP PACE
ON EACH TRUSS DOUBLE 2X6 TOP PLATE ALUM FA5CIA AND SOFFIT Jxx(
2-I/2 GONT ALM SOFFIT VENT
DRYWALL
WALL
EYE DETAIL 5
2.6 STUDS m 16'O.C.FIRST FLOOR CITY APPROVED PLANS
R-20 MIN INSULATION r.•<wa.<.,wpu.n
N.T.s. l/6'O.^J.B.6HEATHING PLANS MUST BE ON IOB SITE
SIDING FOR ALl INSPECTIONS /p�
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12
4--------------------------------------------------------------------------------------
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FLOOR BEHIND
00 DODO
00 DODO
EXISTING NATURAL GROUND
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REAR ELEVATION
Code compliant guards required.
17 FLOOR BEHIND 0
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PAGE #:
LEFT SIDE ELEVATION
CITYV APPROVED PLANS
M<oa.<wnPlwnn
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
GF �/
E. ,
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Tall Wall and Tall Wall
Lateral Calculations
For
Hardcastle Project
264 South Hills RD
Twin Falls , Idaho
PE Job #: 2025-16812
SS\ONAL FN
\STFR�O onlY
Fo a @tie
G ST P
g14EY S-�
Expiration: 113012026
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 7 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Design Criteria
Governing Code: 201818C
Snow Criteria Wind Criteria
Roof Snow Load (Pf) Wind Speed M)
Ground Load (P9) Wind Exposure Open Terrain
Exposure Factor(Ce) Partially Wind Importance (1w)
Thermal Factor(Ct) Typical Building Category
Importance (Is)
Seismic Criteria Design Seismic
Wall Response
Site Class Stiff Soil Material Base Coefficient,
Shear R
Ss Fa
S1 Fv ]G�
Typ @ Ext
SIDS SD1 Typ @ Int
Risk Category Other
Seismic Importance 00
Seismic Design
Category (SDC)
Live Loads Soil Bearing
Typ Residential Typical_
Garage (P.V.) Frost Depth
Roof Dead Loads: Floor Dead Loads:
Deck
Insulation Deck
Roofing Joist
Joist Ceiling
Ceiling Flooring
Misc Misc
TOTAL 17 psf TOTAL 12 psf
Exterior Wall Dead Loads: Interior Wall Dead Loads:
Studs Studs
Siding Gyp. Board
Insulation -
Gyp. Board -
Sheating -
Misc Misc
TOTAL 12 psf TOTAL 8 psf CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 8 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
OSB SHEAR WALL SCHEDULE
SIDES SHEET NAILING SHEET NAILING (UNO)
MARK SHEATHING OF PERIMETER/FIELD STAPLING BLKG BOTTOM PLATE
WALL PERIMETER/ INTO RIM
7/16"APA 16ga x 1 1/2" (2) 16d NAILS
WO RATED 1 8d @ 6/ 12 OR @ 3/ 12 NO PER 16" BAY
7/16" APA 16ga x 1 1/2" (2) 16d NAILS
W1 RATED 1 8d @ 6/ 12 OR @ 3/ 12 YES PER 16" BAY
7/16" APA 16ga x 1 1/2" (3) 16d NAILS
W2 RATED 1 8d @ 4/ 12 OR @ 2 / 12 YES PER 16" BAY
W3 7/16" APA 1 8d @ 3/ 12 YES (4) 16d NAILS
RATED PER 16" BAY
<W>47/16" APA 1 8d @ 2/ 12 (4x STUDS @ SHEATHING YES (4) SIDS SCREWS
RATED PERIMETER) PER 16" BAY
W5 7/16" APA 2 8d @ 3/ 12 YES (5) SIDS SCREWS
RATED PER 16" BAY
GYP. SHEAR WALL SCHEDULE
WA 1/2" GYP. 2 5d COOLER @ 6/6 NO (2) 16d NAILS
BOARD PER 16" BAY
1/2" GYP. 2 5d COOLER @ 6/6 YES (2) 16d NAILS
<:W>B BOARD PER 16" BAY
OR 1/2" GYP. 2 5d COOLER @ 4/4 NO (2) 16d NAILS
BOARD PER 16" BAY
LwC 1/2" GYP. 2 5d COOLER @ 4/4 YES (2) 16d NAILS
BOARD PER 16" BAY
TYP. NOTES:
1 ALL SHEATHING PANEL EDGES SHALL BE BLOCKED LINO
2 PROVIDE SAME NAILING PATTERN ABOVE AND BELOW OPENINGS AS ADJACENT SHEAR PANEL.
3 ALL EXTERIOR WALLS SHALL BE SHEARWALL "WO" UNO
4 FASTEN GABLE/RIM TO SHEAR WALLS BELOW W/ 10d TOENAILS @ 12" O.C. UNO
5 FASTEN TRUSS HEELS TO SHEAR WALLS W/ H2.5A AND (2) 10d TOENAILS @ EACH
6 PLATE WASHERS EQUAL TO 0.229"x3"x3" IN SIZE REQUIRED AT ALL ANCHOR BOLTS FOR ALL
EXTERIOR OSB SHEAR WALLS. THE WASHER IS TO BE PLACED WITHIN 1/21, OF THE EDGE OF THE
BOTTOM PLATE ON THE OSB SHEATHED FACE FOR W2 THRU W5 WALLS. PROVIDE STANDARD
WASHER FOR ALL SLOTTED PLATE WASHERS.
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 9 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PER Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
HOLDOWN SCHEDULE
STRAP #OF #OF
MARK STRAP TYPE FASTENERS STUDS ANCHOR BOLT STUDS FASTENERS
HD1 LSTHD8 OR (20) 16d 2 OR DTT2Z W/1/20x10" 2 (8) 1/4"x1-1/2"
LSTHD8RJ W/ RIM SINKERS SDS
STHD10 OR (24) 16d HDU2- SDS2.5 (6) 1/4"x2-1/2"
HD2 STHD10RJ W/ RIM SINKERS 2 OR W/SB5/8x24 OR PAB5 2 SDS
@ INT. PONY WALLS
STHD14 OR (30) 16d HDU5-SDS2.5 (14) 1/4"x2-1/2"
HD3 STHD14RJ W/ RIM SINKERS 2 OR W/SB5/8x24 OR PAB5 2 SDS
@ INT. PONY WALLS
HDU8-SDS2.5 (20) 1/4"x2-1/2"
HD4 - W/SB7/8x24 OR PAB7 3 SDS
@ INT. PONY WALLS
HDU11-SDS2.5
HD5 - W/SB1x30 OR PAB8 4 (30) 1/4"x2-1/2"
@ INT. PONY WALLS SDS
HDU14-SDS2.5
HD6 - W/SB1x30 OR PAB8H 4 (36) 1/4"x2-1/2"
@ INT. PONY WALLS SDS
HD7 Note: Posts to be No. 1 and better HD19-SDS2.5 4 (5) 1" BOLTS
W/ PAB 10
STRAP SCHEDULE
(STRAP /ALL THREAD TO CLEAR SPAN ACROSS RIM TO WALL BELOW)
(16) 16d DTT2Z (8) 1/4"x1-1/2"
S1 MSTC28 SINKERS 2 OR W/ 1/2"0 ALL THREAD 2 SDS
S2 MSTC40 (32) 16d 2 OR HDU2-SDS2.5 2 (6) 1/4"x2-1/2"
SINKERS W/5/8"0 ALL THREAD SDS
(48) 16d HDU5-SDS2.5 (14) 1/4"x2-1/2"
S3 MSTC52 SINKERS 2 OR W/5/8"0 ALL THREAD 2 SDS
S4 MSTC66 (68) 16d 2 OR HDU8-SDS2.5 3 (20) 1/4"x2-1/2"
SINKERS W/7/8"0 ALL THREAD SDS
S5 CMST14 (76) 16d 2 OR HDU11-SDS2.5 4 (30) 1/4"x2-1/2"
SINKERS W/ VO ALL THREAD SDS
S6 CMST12 (98) 16d 2 OR HDU14-SDS2.5 4 (36) 1/4"x2-1/2"
SINKERS W/ VO ALL THREAD SDS
HD19-SDS2.5
S7 Note: Posts to be No. 1 and better 4 (5) 1" BOLTS
W/ 1-1/4"QJ ALL THREAD
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(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 10 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
BLOCKING KEY NOTES:
MARK DESCRIPTION
BLOCKING BETWEEN EVERY OTHER TRUSS BAYS
131 - W/ (6)10d TOENAILS FROM BLOCKING TO TOP PLATE,
NAIL ROOF SHEATHING TO BLOCKING 3" O.C.
2-PLY OR 4x BLOCKING BETWEEN EVERY OTHER TRUSS BAYS
W/ (2)A35 CLIPS FROM BLOCKING TO TOP PLATE,
W/2 ROWS @ 3" O.C. (STAGGERED)
B2 - -OR-
BLOCKING BETWEEN EVERY TRUSS BAY
W/ (6)10d TOENAILS FROM BLOCKING TO TOP PLATE,
NAIL ROOF SHEATHING TO BLOCKING 3" O.C.
2-PLY OR 4x BLOCKING BETWEEN EVERY OTHER TRUSS BAYS
B3 - W/ (2)A35 CLIPS FROM BLOCKING TO TOP PLATE,
W/2 ROWS @ 3" O.C. (STAGGERED)
2-PLY OR 4x BLOCKING BETWEEN EVERY OTHER TRUSS BAYS
B4 - W/ (3)A35 CLIPS FROM BLOCKING TO TOP PLATE,
W/2 ROWS @ 3" O.C. (STAGGERED)
TYP. NOTES:
1 FASTEN GABLE/RIM TO SHEAR WALLS BELOW W/ 10d TOENAILS @ 12" O.C. UNO
2 FASTEN TRUSS HEELS TO SHEAR WALLS W/ H2.5A AND (2) 10d TOENAILS @ EACH
GABLE / DRAG TRUSS OR RIM KEY NOTES:
T1 ATTACH GABLE/ DRAG TRUSS OR RIM TO TOP PLATE
W/ 10d TOENAILS @ 6" O.C., EDGE NAIL SHEATHING ABOVE TO TRUSS OR RIM
T2 - ATTACH GABLE/ DRAG TRUSS OR RIM TO TOP PLATE
W/ 10d TOENAILS @ 4" O.C., EDGE NAIL SHEATHING ABOVE TO TRUSS OR RIM
T3 - ATTACH GABLE/ DRAG TRUSS OR RIM TO TOP PLATE
W/ 10d TOENAILS @ 3" O.C., EDGE NAIL SHEATHING ABOVE TO TRUSS OR RIM
T4 - ATTACH GABLE/ DRAG TRUSS OR RIM TO TOP PLATE
W/A35 @ 12" O.C., EDGE NAIL SHEATHING ABOVE TO TRUSS OR RIM
ATTACH GABLE/ DRAG TRUSS OR RIM TO TOP PLATE
T5 - W/ HGA10KT @ 12" O.C. W/ 1/4x3" SIDS SCREWS INTO TOP PLATE,
EDGE NAIL SHEATHING ABOVE TO TRUSS OR RIM
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Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
ANCHOR BOLT KEY NOTES:
Al - 1/2"0 ANCHOR BOLTS @ 12" O.C.
A2 - 1/2"0 ANCHOR BOLTS @ 24" O.C.
A3 - 1/2"0 ANCHOR BOLTS @ 36" O.C.
A4 - 1/2"0 ANCHOR BOLTS @ 48" O.C.
A5 - 1/2"0 ANCHOR BOLTS @ 60" O.C.
TYP. NOTES:
1. Bolts shall not be placed more than 12" away from wall corners or sill plate ends.
2. Anchor bolts shall be spaced maximum 72" o.c. unless otherwise specified.
3 Sill plate anchor bolts must have plate washers per OSB shear wall schedule
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Page 12 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
WIND LOADING ANALYSIS - Main Wind-Force Resisting System
Per ASCE 7-16 Code for Enclosed or Partially Enclosed Buildings
Using Part 1 of ASCE Chapter 28 for Low-Rise Buildings (Envelope Procedure)
Input Data:
Wind Speed,V= 115 mph (Wind Map, Figure 26.5-1A-C)
Bldg. Classification = II (Table 1.5-1 Risk Category) Wind
Exposure Category= C (Sect. 26.7) B
Ridge Height, hr= 23.67 ft. (hr- he)
Eave Height, he = 16.67 ft. (he- hr)
Building Width = 40.00 ft. (Normal to Building Ridge)
Building Length = 40.00 ft. (Parallel to Building Ridge) L
Roof Type = Gable (Gable or Monoslope)
Topo. Factor, Kzt= 1.00 (Sect. 26.8.2& Figure 26.8-1) Plan
Direct. Factor, Kd = 0.85 (Table 26.6-1)
Enclosed? (Y/N) Y (Sect. 26.2)
Hurricane Region?I N hr 0°
h< 60'
Resulting Parameters and Coefficients: Th.
Roof Angle, 0 = 26.57 deg. L
Mean Roof Ht., h = 20.17 ft. (h =(hr+he)/2,for angle>10 deg.) Elevation
Check Criteria for a Low-Rise Building: (Section 26.2)
1. Is h <=60'? Yes, O.K. 2. Is h <= Lesser of L or B? Yes, O.K.
External Pressure Coeff's., GCpf(Fig. 28.3-1):
(For values, see following wind load tabulations.)
Positive& Negative Internal Pressure Coefficients, GCpf (Table 26.13-1):
+GCpf Coef. = 0.18 (positive internal pressure)
-GCpf Coef. = 0.18 (negative internal pressure)
If h < 15 then: Kh =2.01*(15/zg)1(2/(x) (Table 26.10-1, Footnote 1)
If h - 15 then: Kh =2.01*(z/zg)1(2/a) (Table 26.10-1, Footnote 1)
a = 9.50 (Table26.11-1)
zg = 900 (Table 26.11-1)
Kh = 0.90 (Kh = Kz evaluated at z= h)
Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*V"2 (Sect. 26.10.2, Eq. 26.10-1)
qh = 26.00 psf qh =0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z= h)
Design Net External Wind Pressures(Sect. 28.3.1):
p=qh*[(GCpf)-(+/-GCpf)] (psf, Eq. 28.3-1)
Wall and Roof End Zone Widths'a' and'2*a'(Fig. 28.3-1):
a = 4.00 ft.
2*a = 8.00 ft.
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Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
MWFRS Wind Load for Load Case A MWFRS Wind Load for Load Case B
Surface GCpf p= Net Pressures(psf) Surface *GCpf p = Net Pressures (psf)
(w/+GCpi) (w/-GCpi) (w/+GCpi) (w/-GCpi)
Zone 1 0.55 9.61 18.97 Zone 1 -0.45 -16.38 -7.02
Zone 2 -0.10 -7.26 2.10 Zone 2 -0.69 -22.62 -13.26
Zone 3 -0.45 -16.31 -6.95 Zone 3 -0.37 -14.30 -4.94
Zone 4 -0.39 -14.84 -5.48 Zone 4 -0.45 -16.38 -7.02
Zone 5 --- --- --- Zone 5 0.40 5.72 15.08
Zone 6 --- --- --- Zone 6 -0.29 -12.22 -2.86
Zone 1 E 0.73 14.24 23.60 Zone 1 E -0.48 -17.16 -7.80
Zone 2E -0.19 -9.63 -0.27 Zone 2E -1.07 -32.50 -23.14
Zone 3E -0.58 -19.89 -10.53 Zone 3E -0.53 -18.46 -9.10
Zone 4E -0.53 -18.59 -9.23 Zone 4E -0.48 -17.16 -7.80
Zone 5E --- --- --- Zone 5E 0.61 11.18 20.54
Zone 6E --- --- --- Zone 6E 1 -0.43 -15.86 -6.50
*Note: Use roof angle 0 =0 degrees for Longitudinal Direction.
For Case A when GCpf is neg. in Zones 2/2E: For Case B when GCpf is neg. in Zones 2/2E:
Zones 2/2E dist. = 20.00 ft. (Fig. 28.3-1) Zones 2/2E dist. =1 20.00 Ift. (Fig. 28.3-1)
Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients.
MWFRS Wind Load for Load Case A, Torsional Case MWFRS Wind Load for Case B, Torsional Case
Surface GCpf p= Net Pressure (psf) Surface GCpf p= Net Pressure (psf)
w/+GCpi w/-GCpi w/+GCpi w/-GCpi
Zone 1 T -- 2.40 4.74 Zone 1 T -- -4.09 -1.75
Zone 2T --- -1.81 0.53 Zone 2T --- -5.65 -3.31
Zone 3T --- -4.08 -1.74 Zone 3T --- -3.57 -1.23
Zone 4T --- -3.71 -1.37 Zone 4T --- -4.09 -1.75
Zone 5T --- --- --- Zone 5T --- 1.43 3.77
Zone 6T --- --- --- Zone 6T --- -3.05 -0.71�:J
Notes: 1. For Load Case A(Transverse), Load Case B (Longitudinal), and Torsional Cases:
Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone.
Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone.
Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone.
Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone.
Zones 5 and 6 are sidewalls. Zone 5E &6E is sidewalls for end zone.
Zone 1 T is windward wall for torsional case Zone 2T is windward roof for torsional case.
Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case.
Zones 5T and 6T are sidewalls for torsional case.
2. (+)and (-)signs signify wind pressures acting toward &away from respective surfaces.
3. Building must be designed for all wind directions using the 8 load cases shown below. The
load cases are applied to each building corner in turn as the reference corner.
4.Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values.
Torsional loading shall apply to all 8 basic load cases applied at each reference corner.
Exception: One-story buildings with "h" -30', buildings -2 stories framed with light frame
construction, and buildings2 stories designed with flexible diaphragms need not be
designed for torsional load cases.
5. Per Code Section 28.3.4, the minimum wind load for MWFRS shall not be less than 16 psf.
for wall pressure and 8psf for roof pressure
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(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
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Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 10% Checker: HMS
Location: Twin Falls, Idaho PERFORMANCE 01/30/2025
E N G I N E E R S
Low-Rise
Buildings 4
h <=60' (D
4
D_
0 (D 0
�J� w.d..d !�,
C-
0
4 2
O Come,
0 0
Qrectm
Load Case A
4 C3)
(D 0 � 0
W
.w dAwd 4
a Comer
Windward =ard Dnckn
IN come,
5
2
4 _. 3
-b
e Windward
Comer
Load Case B
6
4
4
4 --a)
4 3E
4E z
0
1E
Case A Torsion V.
Case B Torsion
WINDDIRECTION WIND DIRECHON
RANGE RANGE
Transverse Direction Longitudinal Direction
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Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
WIND LOADING ANALYSIS -Wall Components and Cladding
Per ASCE 7-16 Code for Buildings of Any Height
Using Part 1 &3: Analytical Procedure(Section 30.3 &30.5)
Input Data:
Wind Speed, V= 115 mph (Wind Map, Figure 26.5-1A-C)
Bldg. Classification = II (Table 1.5-1 Risk Category)
Exposure Category= C (Sect. 26.7) B
Ridge Height, hr= 23.667 ft. (hr>= he)
Eave Height, he= 16.667 ft. (he<= hr)
Building Width = 40 ft. (Normal to Building Ridge)
Building Length = 40 ft. (Parallel to Building Ridge) L
Roof Type= Gable (Gable or Monoslope)
Topo. Factor, Kzt= 1 (Sect. 26.8.2& Figure 26.8-1) Plan
Direct. Factor, Kd = 0.85 (Table 26.6-1)
Enclosed? (Y/N) Y (Sect. 26.2)
Hurricane Region? N 0
Component Name= Wall (Girt, Siding, Wall, or Fastener) hr Jh
Effective Area,Ae= 27 ft.^2 (Area Tributary to C&C) The
Note:Worst Case Ae=Span Length * Length/3 (Sec 26.2)
Resulting Parameters and Coefficients: L
Elevation
Roof Angle, 0 = 19.29 deg.
Mean Roof Ht., h = 20.17 ft. (h =(hr+he)/2,for roof angle>10 deg.)
Wall External Pressure Coefficients, GCp:
GCp Zone 4 Pos. = 0.92 (Fig. 30.3-1)
GCp Zone 5 Pos. = 0.92 (Fig. 30.3-1)
GCp Zone 4 Neg. = -1.02 (Fig. 30.3-1)
GCp Zone 5 Neg. = -1.25 (Fig. 30.3-1)
Positive&Negative Internal Pressure Coefficients, GCpi (Table 26.13-1):
+GCpi Coef. = 0.18 (positive internal pressure)
-GCpi Coef. = 0.18 (negative internal pressure)
If z- 15 then: Kz=2.01*(15/zg)1(2/a) , If z> 15 then: Kz=2.01*(z/zg)1(2/a) (Table 26.10-1, Footnote 1)
a = 9.50 (Table26.11-1)
zg = 900 (Table 26.11-1)
Kh = 0.90 (Kh = Kz evaluated at z= h)
Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*V^2 (Sect. 26.10.2, Eq. 26.10-1)
qh = 26.00 psf qh =0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z= h)
Design Net External Wind Pressures(Sect. 30.3.2 or 30.5.2):
For h <=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf)
For h > 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf)
where: q =qz for windward walls, q =qh for leeward walls and side walls
qi =qh for all walls(conservatively assumed per Sect. 30.5.2)
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(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
1 Page 16 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Wind Load Tabulation for Wall Components &Cladding
Component z Kh qh p= Net Design Pressures (psf)
ft. (psf) Zone 4(+) Zone 4 -) Zone 5(+) Zone 5 -
Wall 0 0.90 26.00 28.70 -31.30 28.70 -37.12
15.00 0.90 26.00 28.70 -31.30 28.70 -37.12
20.00 0.90 26.00 28.70 -31.30 28.70 -37.12
For z= hr: 23.67 0.90 26.00 28.70 -31.30 28.70 -37.12
For z=he: 16.67 0.90 26.00 28.70 -31.30 28.70 -37.12
Forz=h:l 20.17 0.90 1 26.00 28.70 -31.30 28.70 -37.12
Notes: 1. (+)and (-)signs signify wind pressures acting toward&awayfrom respective surfaces.
2.Width of Zone 5(end zones), 'a'= 1 4.00 Jft. (Fig. 30.3-1)
3. Per Code Section 30.2.2,the minimum wind load for C&C shall not be less than 16 psf.
4. References : a. ASCE 7-16, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02"
by: Kishor C. Mehta and James M. Delahay(2004).
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PLANS MUST BE ON JOB SITE
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(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
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Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PER Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Wall Components and Cladding:
5
) e a
5 5
0.
Wall Zones for Buildings with h<=60 ft.
I 1
I 1
1 1
I I
1 !
I I
I I
1 1
i !
1 1
i I
1 �
1 i
IL
I I
I 1
I 1
I 1
WALL ELEVATION
Wall Zones for Buildings with h>60 ft.
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(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
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Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
WIND LOADING ANALYSIS - Roof Components and Cladding
Per ASCE 7-16 Code for Bldgs. of Any Height with Gable Roof 0 <=45'or Monoslope Roof 0 <=30
Using Part 1 &3: Analytical Procedure(Section 30.3&30.5)
Input Data:
Wind Speed, V= 115 mph (Wind Map, Figure 26.5-1A-C)
Bldg. Classification = II (Table 1-1 Occupancy Category)
Exposure Category= C (Sect. 26.7) B
Ridge Height, hr= 23.667 ft. (hr>= he)
Eave Height, he= 16.667 ft. (he<= hr)
Building Width = 40 ft. (Normal to Building Ridge)
Building Length = 40 ft. (Parallel to Building Ridge) L
Roof Type= Gable (Gable or Monoslope)
Topo. Factor, Kzt= 1 (Sect. 26.8.2& Figure 26.8-1) Plan
Direct. Factor, Kd = 0.85 (Table 26.6-1)
Enclosed? (Y/N) Y (Sect. 26.2)
Hurricane Region? N 0
Component Name= Joist (Purlin,Joist, Decking, or Fastener) hr :DThe
Effective Area,Ae= 533.3333 ft.^2 (Area Tributary to C&C)
Overhangs? (Y/N) Y (if used, overhangs on all sides)
Note:Worst Case Ae=Span Length * Length/3 (Sec 26.2) L
Resulting Parameters and Coefficients: Elevation
Roof Angle, 0 = 19.29 deg.
Mean Roof Ht., h = 20.17 ft. (h =(hr+he)/2,for roof angle>10 deg.)
Roof External Pressure Coefficients, GCp:
GCp Zone 1-3 Pos. = 0.30 (Fig. 30.3-2B)
GCp Zone 1 Neg. = -0.80 (Fig. 30.3-2B)
GCp Zone 2 Neg. = -2.20 (Fig. 30.3-2B)
GCp Zone 3 Neg. = -2.50 (Fig. 30.3-2B)
Positive&Negative Internal Pressure Coefficients, GCpi (Table 26.13-1):
+GCpi Coef. = 0.18 (positive internal pressure)
-GCpi Coef. = 0.18 (negative internal pressure)
If z- 15 then: Kz=2.01*(15/zg)1(2/a) , If z> 15 then: Kz=2.01*(z/zg)1(2/a) (Table 26.10-1, Footnote 1)
a = 9.50 (Table26.11-1)
zg = 900 (Table 26.11-1)
Kh = 0.90 (Kh = Kz evaluated at z= h)
Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*V^2 (Sect. 26.10.2, Eq. 26.10-1)
qh = 26.00 psf qh =0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z= h)
Design Net External Wind Pressures(Sect. 30.3.2 or 30.5.2):
For h <=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf)
For h > 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf)
where: q =qh for roof
qi =qh for all walls(conservatively assumed per Sect. 30.5.2)
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(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
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Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Wind Load Tabulation for Roof Components&Cladding
Component z Kh qh p= Net Design Pressures (psf)
(ft.) (psf) Zone 1,2,3 (+) Zone 1 (-) Zone 2 (-) Zone 3 (-)
Joist 0 0.90 26.00 12.48 -25.48 -61.88 -69.68
_ 15.00 0.90 26.00 12.48 -25.48 -61.88 -69.68
20.00 0.90 26.00 12.48 -25.48 -61.88 -69.68
For z= hr: 23.67 0.90 26.00 12.48 -25.48 -61.88 -69.68
For z= he: 16.67 0.90 26.00 12.48 -25.48 -61.88 -69.68
For z= h: 20.17 0.90 26.00 12.48 -25.48 -61.88 -69.68
Notes: 1. (+)and (-)signs signify wind pressures acting toward&away from respective surfaces.
2.Width of Zone 2 (edge), 'a'= 4.00 ft.
3.Width of Zone 3 (corner), 'a'= 1 4.00 ft.
4. For monoslope roofs with 0 <= 3 degrees, use Fig. 30.4-2A for'GCp'values with'qh'.
5. For buildings with h >60'and 0 > 10 degrees, use Fig. 30.6-1 for'GCpi'values with'qh'.
6. For all buildings with overhangs, use Fig. 30.4-213 for'GCp'values per Sect. 30.10.
7. If a parapet>= 3' in height is provided around perimeter of roof with 0 <= 10 degrees,
Zone 3 shall be treated as Zone 2.
8. Per Code Section 30.2.2,the minimum wind load for C&C shall not be less than 16 psf.
9. References : a.ASCE 7-16, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02"
by: Kishor C. Mehta and James M. Delahay(2004).
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
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Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Roof Components and Cladding:
•
M
i
I Y Y Y Y Y 1 J 7 7 2 1
--------------
I ! 1
! I I 1
I I I I
I I I 1
I O O ®: 01 T,0. Q :0 21 O := a O IS
i
I I I I
1 I 1 1
1 I I I
-' - 1 .......... ------ ! I I 1
1 V Y, Y Y Y Y 3 11 , 7 7 2-
g<=7 deg. 7 deg. <g<=27 deg. 27 deg. <g <=45 deg.
Roof Zones for Buildings with h <=60 ft.
(for Gable Roofs<=450 and Monoslope Roofs<=30)
Ian 1a
� v
30J- - _- - -�- -.3 .31
1 I
1 r
' s '
1 1
2 0 2
I 1
I
J L
ROOF PLAN
Roof Zones for Buildings with h >60 ft.
(for Gable Roofs<= 10°and Monoslope Roofs<=3°)
Check Roof Uplift Connection:
Average Roof Pressure: -32.76 pdf
Length of Roof Truss: 40 ft
Truss Spacing: 2 ft
Factored Force on Truss end: -786.227 Ibs
DL truss reaction: 480 Ibs --> (Assume 7psf top chord dead load) CITY APPROVED PLANS
Net Uplift: 306.23 Ibs
Simpson H2.5A Cap.: 700 Ibs Reviewed for Cade Compliance
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Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Wind Shear Force Calculations
From 'ASCE 7-16 Wind Loading Analysis':
LOAD CASE 'A' LOAD CASE 'B'
a = 4.00 feet 2a = 8.00 feet a = 4.00 psf 2a = 8.00 feet
Z1 = 9.61 psf Z1 E = 14.24 psf Z1 = -16.38 psf Z1 E = -17.16 psf
Z2 = -7.26 psf Z2E = -9.63 psf Z2 = -22.62 psf Z2E = -32.50 psf
Z3 = -16.31 psf Z3E = -19.89 psf Z3 = -14.30 psf Z3E = -18.46 psf
Z4 = -14.84 psf Z4E = -18.59 psf Z4 = -16.38 psf Z4E = -17.16 psf
'A' FACTORED LOADS
0.6*Wr = (Z2 +Z3) * 0.6 = 5.4 psf Wr, W rE
0.6*WrE = (Z2E + Z3E) * 0.6 = 6.2 psf
0.6*Ww = (Z1 +Z4) * 0.6 = 14.7 psf/
0.6*WwE = 1Z1E + Z4E) * 0.6 = 19.7 psf
'B' FACTORED LOADS Ww' WwE
0.6*Wr = (Z2 + Z3) * 0.6 = 5.0 psf
0.6*WrE = (Z2E + Z3E) * 0.6 = 8.4 psf
0.6*Ww = (Z1 +Z4) * 0.6 = 0.0 psf/
0.6*WwE = 1Z1E + Z4E) * 0•6 = 0.0 psf
Wr,
Wind Upr. Flr wall Wind We Shear, Wind
Wall Force Wall Wall ht line Force Wall ht truss wall line Upper Force
Line (psf) ht ft ft dist. ft + (psf) ft trib ft dist ft + # = (kips)
X1-1 15.67 16.67 0 40.00 + 9.60 0 7.00 40 + 0.00 = 3.96
X2-1 15.21 16.67 0 75.00 + 9.60 0 7.00 75 + 0.00 = 7.27
Y1-1 15.67 16.67 0 40.00 + 9.60 0 7.00 40 + 0.00 = 3.96
Y2-1 15.67 16.67 0 40.00 + 9.60 0 7.00 40 + 0.00 = 3.96
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 22 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Seismic Shear Force Calculations
From 'ASCE7-16 Seismic Loading Analysis':
n > >
T>>o v N rn L V a
iY
d 2 EQ (
N (B (6 C L . L +J OQ + 0- T + U) QY11 U) l fA A I � Up B
X1-1 17 40 40 + 18 0 0 + OSB 12.0 16.67 40.00 .03Wp + 0 =1 0.65 1 0.65 1 Wind
X2-1 17 75 40 + 18 0 0 + GYP 8.0 16.67 75.00 .10Wp + 0 =1 3.47 1 3.47 Wind
Y1-1 17 40 40 + 18 0 0 + OSB 12.0 16.67 40.00 .03W + 0 =1 0.65 1 0.65 Wind
Y2-1 17 40 75 + 18 0 0 + OSB 12.0 16.67 40.00 .03Wp + 0 =1 1.01 1 1.01 Wind
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 23 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Description: X1-1 Shear Wall (1.5PANELS WALLF,LFNIF,NT LENGTH HEIGHT
Wall 4.00
Perforated Shear Wall Calculation Sheet:This calculation is made in conformance to IBC
Chapters 2305-2308 and AWC's"2021 SDPWS:Lateral Force Resisting Systems".
Shear Wall Geometry and Loads: Segment Count:
Total length of wall: 24.00 ft Walls: 1
Shear Wall Length,L: 4.00 ft Windows:0
Length of Full Height Segments,bi: 4.00 ft Doors:0
Wall Height, H: 12.67 ft
Wind Force,V: 2638 Ibs
wDL self= 152.004 plf
WDL above= 68.00 plf
OSB Thickness: 7/16 in
Gyp Thickness: 1/2 in
Wall Connected to Concrete Y y/n
Perp/Parallel Framing Above? Perp to wall
Unit Shear Calculations: Base Attachment Calcations:
Area of Wall: 50.7 ftA2 Applied Moment on Wall: 33411.1 ft-Ibs
Area of Openings: 0.0 ftA2 Resisting Moment of Wall:1 1056.0 ft-Ibs 08
Area of FHS: 50.7 ftA2 Net Tension:1 8089 Ibs 0.6
Co: 1.0000 (SDPWS Eq.4.3-6) (0.61D+0.6W)
Base Unit Shear,Vb: 659.4 plf Anchorage Unit Shear: 1 659.41 plf 04
Adjusted Unit Shear,Vn: 659.4 plf. Roof Attachment Unit Shear:1 109.90 plf 0.2
Unit Shear Capacitv Calculation: Edge Element Calculations: 0
W/S Modifier: 2.0 Max Chord Compression: 8645 Ibs 0.00 1.00 2.00 3.00 4.00 5.00
Base Unit Shear: 1638 Max Collector Force: 0 Ibs Collector Force Diagram
Adjusted Unit Shear: 819.0 (2)2x6 DF#2 CHORD OK
(2)2x6 DF#2 TOP PLATE OK
Lap Top Plate w/(0)0.131 Nails Min.
Holdown Ta Type
T= 4935 Ibs Simpson STHD14 4935 Strap
OR: Simpson HDU5 4935 Holdown
Blocking/Nailing Framing Attachment
"No Blocking Required"
Moment Truss Braced Frame
Provide: (2) Moment Truss Braced Frame VA=3200# EA.4800#Total
w/4 straps on each side of each panel
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 24 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Description: X2-1 Shear Wall WALL ELEMENT LENGTH HEIGHT
Wall 23.50
Perforated Shear Wall Calculation Sheet:This calculation is made in conformance to IBC
Chapters 2305-2308 and AWC's"2021 SDPWS:Lateral Force Resisting Systems".
Shear Wall Forces Seament Count:
Total length of wall: 23.50 ft Walls: 1
Shear Wall Length,L: 23.50 ft Windows:0
Length of Full Height Segments,bi: 23.50 ft Doors:0
Wall Height, H: 12.67 ft
Wind Force,V: 2817 Ibs(Windward/Leeward Only)
wDL self= 152.004 plf
wDL above- 68.00 plf
OSB Thickness: 7/16 in
Gyp Thickness: 1/2 in
Wall Connected to Concrete Y y/n
Perp/Parallel Framing Above? Per to wall
Unit Shear Calculations: Base Attachment Calcations:
Area of Wall: 297.7 ftA2 Applied Moment on Wall: 35686.5 ft-Ibs
Area of Openings: 0.0 ftA2 Resisting Moment of Wall: 36449.2 ft-Ibs °
Area of FHS: 297.7 ftA2 Net Tension: 0 Ibs 0.6
Co: 1.0000 (SDPWS Eq.4.3-6) (0.6D+0.6W)
Base Unit Shear,Vb: 119.9 PIT Anchorage Unit Shear: 119.88 plf 0.4
Adjusted Unit Shear,Vn: 119.9 Plf Roof Attachment Unit Shear: 119.88 plf 0.2
Unit Shear Capacitv Calculation: Ed a Element Calculations: 0
W/S Modifier: 2.0 Max Chord Compression: 1811 Ibs 0.00 5 00 10.00 15.00 20.00 25.00
Base Unit Shear: 403 Max Collector Force: 0 Ibs Collector Force Diagram
Adjusted Unit Shear: 201.6 (1)2x6 DF#2 CHORD OK
(2)2x6 DF#2 TOP PLATE OK
Lap Top Plate w/(0)0.131 Nails Min.
Shear Transfer to Concrete:
1/2 Anchor Bolts @ 72"O.C. (3)Minimum (1/2"fD Anchor Bolt:Z=650 Ibs,Z'= 1040 Ibs)
T= Not Req'd Ibs
Gyp Board Wall Sheathing attachment Min Shear Wall Segment: 6.33 ft
Provide: 1/2"GYP Board W/5d Cooler Nails or Screws,Unblocked @ 6'O.C. (BOTH Va= 200 WA
SIDES)
Blocking/Nailing Framing Attachment
"No Blocking Required"
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 25 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Description: X2-1 (2) Shear Wall WALL ELEMENT LENGTH HEIGHT
Wall 13.50
Perforated Shear Wall Calculation Sheet:This calculation is made in conformance to IBC
Chapters 2305-2308 and AWC's"2021 SDPWS:Lateral Force Resisting Systems".
Shear Wall Forces Seament Count:
Total length of wall: 13.50 ft Walls: 1
Shear Wall Length,L: 13.50 ft Windows:0
Length of Full Height Segments,bi: 13.50 ft Doors:0
Wall Height, H: 12.67 ft
Wind Force,V: 1618 Ibs(Windward/Leeward Only)
wDL self= 152.004 plf
wDL above- 331.50 plf
OSB Thickness: 7/16 in
Gyp Thickness: 1/2 in
Wall Connected to Concrete Y y/n
Perp/Parallel Framing Above? Per to wall
Unit Shear Calculations: Base Attachment Calcations:
Area of Wall: 171.0 ftA2 Applied Moment on Wall: 20500.8 ft-Ibs
Area of Openings: 0.0 ftA2 Resisting Moment of Wall: 26435.6 ft-Ibs 08
Area of FHS: 171.0 ftA2 Net Tension: 0 Ibs 0.6
Co: 1.0000 (SDPWS Eq.4.3-6) (0.6D+0.6W)
Base Unit Shear,Vb: 119.9 PIT Anchorage Unit Shear: 119.88 plf 0.4
Adjusted Unit Shear,Vn: 119.9 Plf Roof Attachment Unit Shear: 119.88 plf 0.2
Unit Shear Capacitv Calculation: Eci a Element Calculations: 0
W/S Modifier: 2.0 Max Chord Compression: 2162 Ibs 0.00 5.00 10.00 15.00
Base Unit Shear: 403 Max Collector Force: 0 Ibs Collector Force Diagram
Adjusted Unit Shear: 201.6 (1)2x6 DF#2 CHORD OK
(2)2x6 DF#2 TOP PLATE OK
Lap Top Plate w/(0)0.131 Nails Min.
Shear Transfer to Concrete:
1/2 Anchor Bolts @ 72"O.C. (2)Minimum (1/2"fD Anchor Bolt:Z=650 Ibs,Z'= 1040 Ibs)
T= Not Req'd Ibs
Gyp Board Wall Sheathing attachment Min Shear Wall Segment: 6.33 ft
Provide: 1/2"GYP Board W/5d Cooler Nails or Screws,Unblocked @ 6'O.C. (BOTH Va= 200 WA
SIDES)
Blocking/Nailing Framing Attachment
"No Blocking Required"
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 26 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Description: Y1'1 Shear Wall WALL ELEMENT LENGTH HEIGHT
Wall 33.00
Perforated Shear Wall Calculation Sheet:This calculation is made in conformance to IBC
Chapters 2305-2308 and AWC's"2021 SDPWS:Lateral Force Resisting Systems".
Shear Wall Forces Segment Count:
Total length of wall: 33.00 ft Walls: 1
Shear Wall Length,L: 33.00 ft Windows:0
Length of Full Height Segments,bi: 33.00 ft Doors:0
Wall Height, H: 12.67 ft
Wind Force,V: 3956 Ibs
wDL self= 152.004 plf
WDL above= 68.00 plf
OSB Thickness: 7/16 in
Gyp Thickness: 1/2 in
Wall Connected to Concrete Y y/n
Perp/Parallel Framing Above? Perp to wall
Unit Shear Calculations: Base Attachment Calcations: 1
Area of Wall: 418.0 ftA2 Applied Moment on Wall: 50116.E ft-Ibs
Area of Openings: 0.0 ftA2 Resisting Moment of Wall:1 71875.3 ft-Ibs D 8
Area of FHS: 418.0 ftA2 Net Tension:1 0 Ibs 0.6
Co: 1.0000 (SDPWS Eq.4.3-6) (0.61D+0.6W)
Base Unit Shear,Vb: 119.9 plf Anchorage Unit Shear: 1 119.89 plf 04
Adjusted Unit Shear,Vn: 119.9 plf. Roof Attachment Unit Shear:1 9.89 plf 0.2
Unit Shear Capacitv Calculation: Edge Element Calculations: 0
W/S Modifier: 2.0 Max Chord Compression: 1811 Ibs 0.00 10.00 20.00 30.00 40.00
Base Unit Shear: 403 Max Collector Force: 0 Ibs Collector Force Diagram
Adjusted Unit Shear: 201.6 (1)2x6 DF#2 CHORD OK
(2)2x6 DF#2 TOP PLATE OK
Lap Top Plate w/(0)0.131 Nails Min.
Shear Transfer to Concrete:
1/2 Anchor Bolts @ 72"O.C. (4)Minimum (1/2"0 Anchor Bolt:Z=650 Ibs,Z'= 1040 Ibs)
T= Not Req'd Ibs
OSB Wall Sheathing attachment Min Shear Wall Segment: 3.62 ft
Provide: 7/16"OSB W/8d Nails @ 6"O.C.UNBLOCKED Va= 201.6 WO
OR: 7/16"OSB W/1'/2 16 Gage Staples @ 3"O.C. Va= 260.4
Blocking/Nailing Framing Attachment
"No Blocking Required"
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 27 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 PERFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Description: Y2-1 Shear Wall WALL ELEMENT LENGTH HEIGHT
Wall 40.00
Perforated Shear Wall Calculation Sheet:This calculation is made in conformance to IBC
Chapters 2305-2308 and AWC's"2021 SDPWS:Lateral Force Resisting Systems".
Shear Wall Forces Segment Count:
Total length of wall: 40.00 ft Walls: 1
Shear Wall Length,L: 40.00 ft Windows:0
Length of Full Height Segments,bi: 40.00 ft Doors:0
Wall Height, H: 12.67 ft
Wind Force,V: 3956 Ibs
wDL self= 152.004 plf
WDL above= 68.00 plf
OSB Thickness: 7/16 in
Gyp Thickness: 1/2 in
Wall Connected to Concrete Y y/n
Perp/Parallel Framing Above? Perp to wall
Unit Shear Calculations: Base Attachment Calcations: 1
Area of Wall: 506.7 ftA2 Applied Moment on Wall: 50116.E ft-Ibs
Area of Openings: 0.0 ftA2 Resisting Moment of Wall:1 105601.9 ft-Ibs D 8
Area of FHS: 506.7 ftA2 Net Tension:1 0 Ibs 0.6
Co: 1.0000 (SDPWS Eq.4.3-6) (0.61D+0.6W)
Base Unit Shear,Vb: 98.9 plf Anchorage Unit Shear: 1 98.91 plf 04
Adjusted Unit Shear,Vn: 98.9 Plf. Roof Attachment Unit Shear:1 98.91 plf 0.2
Unit Shear Capacitv Calculation: Edge Element Calculations: 0
W/S Modifier: 2.0 Max Chord Compression: 1546 Ibs 0.00 10.00 20.00 30.00 40.00 50.00
Base Unit Shear: 403 Max Collector Force: 0 Ibs Collector Force Diagram
Adjusted Unit Shear: 201.6 (1)2x6 DF#2 CHORD OK
(2)2x6 DF#2 TOP PLATE OK
Lap Top Plate w/(0)0.131 Nails Min.
Shear Transfer to Concrete:
1/2 Anchor Bolts @ 72"O.C. (4)Minimum (1/2"0 Anchor Bolt:Z=650 Ibs,Z'= 1040 Ibs)
T= Not Req'd Ibs
OSB Wall Sheathing attachment Min Shear Wall Segment: 3.62 ft
Provide: 7/16"OSB W/8d Nails @ 6"O.C.UNBLOCKED Va= 201.6 WO
OR: 7/16"OSB W/1'/2 16 Gage Staples @ 3"O.C. Va= 260.4
Blocking/Nailing Framing Attachment
"No Blocking Required"
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100,NAMPA,ID 83651
Page 28 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 IINFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Tall Wall Calculations LEFT WALL
This spreadsheet is used for designing a stud wall according to the NDS.
Inputs are in ITALICS and outputs are in BOLDFACE.
Description: 12.667' Tall Wall King Stud(3'Max Opening) 12.667'Trimmer
Type:2x Lumber(2"4') Type:2x Lumber(2"-4) Type:2x Lumber(2"-4')
Species:DF-L Species:DF-L Species:DF-L
Grade:No.2 Grade:No.2 Grade:No.2
nominal width t= 2 in 1.50 in t= 2 in 1.50 in t= 2 in 1.50 in
nominal depth d= 6 in 5.50 in d= 6 in 5.50 in d= 6 in 5.50 in
Span L= 12.667 ft 12.417 ft L= 12.667 ft 12.417 ft L= 12.667 ft 12.417 ft
stud spacing s= 16 in w/o Plates s= 28.25 in w/o Plates s= 16 in w/o Plates
Lateral pressure Wwnd= 18.78 psf Wwnd= 18.78 psf W And= 5.00 psf
axial load P= 1232 Ibs P= 50 Ibs P= 1386 Ibs
eccentricity e= 0 in e= 0 in e= 0 in
Kce= 0.822 KcE= 0.822 KcE= 0.822
Buckling and crushing c= 0.8 c= 0.8 c= 0.8
interaction factor for w= 25.0 plf w= 44.2 plf w= 6.7 plf
Fb Fv Fc-prll Fc-perp Fb Fv Fc-prll Fc-perp Fb Fv Fc-prll Fc-perp
900 psi 180 psi 1,350 psi 625 psi 900 psi 180 psi 1,350 psi 625 psi 900 psi 180 psi 1,350 psi 625 psi
Cd= 1.60 1.60 1.60 1.60 1.60 1.60 1.15 1.15 1.15
CF= 1.30 1.10 1.30 1.10 1.30 1.10
Cr= 1.15 1.00 1.00
Cp= 0.26 0.26 0.34
Cm= 1.00 1.00 1.00
Cb= 1.07 1.07 1.07
E Emin E Emin E Emin
1,600,000 psi 580,000 psi 1,600,000 psi 580,000 psi 1,600,000 psi 580,000 psi
Allowable Stress:
F'b= Fb Cd CF Cr= 2,153 psi Fb Cd CF Cr= 1,872 psi Fb Cd CF Cr= 1,346 psi
F' = F' Cd= 288 psi F' Cd= 288 psi F' Cd= 207 psi
F%= Fc Cd CF= 2,376 psi F,Cd CF= 2,376 psi F,Cd CF= 1,708 psi
FEE= (KBE E')/(/./d)2= 650 psi (K.E E')/(/Jd)2= 650 psi (KBE E')/(/Jd)2= 650 psi
F'c= Fc Cd CF CP= 608 psi Fc Cd CF CP= 608 psi Fc Cd CF CP= 588 psi
P�Pew= F.p.m Cb= 668 psi F.p.m Cb= 668 psi Fc p.m Cb= 668 psi
E'= E= 1,600,000 psi E= 1,600,000 psi E= 1,600,000 psi
le/d 27<50 OK 27<50 OK 27<50 OK
Bending:
M= w 1-2/8+P e/12= 483 lb ft w 1-2/8+P e/12= 852 lb ft w 1-2/8+P e/12= 128 lb ft
fb= MIS= 766 psi <F'b OK MIS= 1352 psi <F'b OK MIS= 204 psi <F'b OK
S= 7.56 in' S= 7.56 in' S= 7.56 in'
Shear:
V= w L/2= 155 Ibs w L/2= 274 Ibs w L/2= 41 Ibs
L= 1.5 VIA= 28.26 psi <F'y OK 1.5 VIA= 49.90 psi <F'y OK 1.5 VIA= 7.53 psi <F'y OK
A= 8.25 in A= 8.25 in A= 8.25 in
Compression:
f�= P/A= 149.3 psi <F'c OK P/A= 6.1 psi <F'c OK P/A= 168.0 psi <F'c OK
f�P.m= P/A= 149.3 psi <F'c OK P/A= 6.1 psi <F'c OK P/A= 168.0 psi <F'c OK
Combined:
(fc/Fc)2+(fb/[Fb(1-(fc/FcE)])= 0.52 <1.0 OK (fc/Fc)2+(fb/[Fb(1-(fc/FcE)])= 0.73 <1.0 OK (fc/Fc)2+(fb/[Fb(1-(fc/FcE)])= 0.29 <1.0 OK
Deflection:
o=22.5 w L°/E'1= 0.40 in = SPAN 22.5 w L°/E'1= 0.71 in = SPAN 22.5 w L°/E'1= 0.11 in = SPAN
1= 20.80 in" 370 1= 20.80 in" 210 1= 20.80 in" 1390
>1200K >120OK >120OK
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100, NAMPA,ID 83651
Page 29 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 IINFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Tall Wall Calculations TOP WALL
This spreadsheet is used for designing a stud wall according to the NDS.
Inputs are in ITALICS and outputs are in BOLDFACE.
Description: 12.667' Tall Wall King Stud(12'Max Opening) 12.667'Trimmer
Type:2x Lumber(2"4') Type:2x Lumber(2"-4) Type:2x Lumber(2"-4)
Species:DF-L Species:DF-L Species:DF-L
Grade:No.2 Grade:No.2 Grade:No.2
nominal width t= 2 in 1.50 in t= (3)2 in 4.50 in t= 2 in 1.50 in
nominal depth d= 6 in 5.50 in d= 6 in 5.50 in d= 6 in 5.50 in
Span L= 12.667 ft 12.417 ft L= 12.667 ft 12.417 it L= 12.667 ft 12.417 ft
stud spacing s= 16 in w/o Plates s= 82.25 in w/o Plates s= 16 in w/o Plates
Lateral pressure W And= 18.78 psf Wwnd= 18.78 psf W And= 5.00 psf
axial load P= 224 Ibs P= 50 Ibs P= 1008 Ibs
eccentricity e= 0 in e= 0 in e= 0 in
Kce= 0.822 KcE= 0.822 KcE= 0.822
Buckling and crushing c= 0.8 c= 0.8 c= 0.8
interaction factor for w= 25.0 plf w= 128.7 plf w= 6.7 plf
Fb Fv Fc-prll Fc-perp Fb Fv Fc-prll Fc-perp Fb Fv Fc-prll Fc-perp
900 psi 180 psi 1,350 psi 625 psi 900 psi 180 psi 1,350 psi 625 psi 900 psi 180 psi 1,350 psi 625 psi
Cd= 1.60 1.60 1.60 1.60 1.60 1.60 1.15 1.15 1.15
CF= 1.30 1.10 1.30 1.10 1.30 1.10
Cr= 1.15 1.00 1.00
Cp= 0.26 0.26 0.34
Cm= 1.00 1.00 1.00
Cb= 1.07 1.07 1.07
E Emin E Emin E Emin
1,600,000 psi 580,000 psi 1,600,000 psi 580,000 psi 1,600,000 psi 580,000 psi
Allowable Stress:
F'b= Fb Cd CF Cr= 2,153 psi Fb Cd CF Cr= 1,872 psi Fb Cd CF Cr= 1,346 psi
F' = F' Cd= 288 psi F' Cd= 288 psi F' Cd= 207 psi
F%= Fc Cd CF= 2,376 psi F,Cd CF= 2,376 psi F,Cd CF= 1,708 psi
FEE= (KBE E')/(/./d)2= 650 psi (K.E E')/(/Jd)2= 650 psi (KBE E')/(/Jd)2= 650 psi
F'c= Fc Cd CF CP= 608 psi Fc Cd CF CP= 608 psi Fc Cd CF CP= 588 psi
P�Pew= F.p.m Cb= 668 psi F.p.m Cb= 668 psi Fc p.m Cb= 668 psi
E'= E= 1,600,000 psi E= 1,600,000 psi E= 1,600,000 psi
le/d 27<50 OK 27<50 OK 27<50 OK
Bending:
M= w 1-2/8+P e/12= 483 lb ft w 1-2/8+P e/12= 2481 lb ft w 1-2/8+P e/12= 128 lb ft
fb= MIS= 766 psi <F'b OK MIS= 1312 psi <F'b OK MIS= 204 psi <F'b OK
S= 7.56 in' S= 22.69 in' S= 7.56 in'
Shear:
V= w L/2= 155 Ibs w L/2= 799 Ibs w L/2= 41 Ibs
L= 1.5 VIA= 28.26 psi <F'y OK 1.5 VIA= 48.43 psi <F'y OK 1.5 VIA= 7.53 psi <F'y OK
A= 8.25 in A= 24.75 in A= 8.25 in
Compression:
f�= P/A= 27.2 psi <F'c OK P/A= 2.0 psi <F'c OK P/A= 122.2 psi <F'c OK
f�P.m= P/A= 27.2 psi <F'c OK P/A= 2.0 psi <F'c OK P/A= 122.2 psi <F'c OK
Combined:
(fc/Fc)2+(fb/[Fb(1-(fc/FcE)])= 0.37 <1.0 OK (fc/Fc)2+(fb/[Fb(1-(fc/FcE)])= 0.70 <1.0 OK (fc/Fc)2+(fb/[Fb(1-(fc/FcE)])= 0.23 <1.0 OK
Deflection:
o=22.5 w L°/E'1= 0.40 in = SPAN 22.5 w L°/E'1= 0.69 in = SPAN 22.5 w L°/E'1= 0.11 in = SPAN
1= 20.80 in" 370 1= 62.39 in" 216 1= 20.80 in" 1390
>1200K >120OK >120OK
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100, NAMPA,ID 83651
Page 30 of 31
Project Name: Hardcastle Project Engineering: DM
Project#: 2025-16812 IINFORMANCE Checker: HMS
Location: Twin Falls, Idaho 01/30/2025
E N G I N E E R S
Tall Wall Calculations TOP WALL
This spreadsheet is used for designing a stud wall according to the NDS.
Inputs are in ITALICS and outputs are in BOLDFACE.
Description: 12.667' Tall Wall King Stud(16'Max Opening) 12.667'Trimmer
Type:2x Lumber(2"-4') Type:2x Lumber(2"-4) Type:2x Lumber(2"-4)
Species:DF-L Species:DF-L Species:DF-L
Grade:No.2 Grade:No.2 Grade:No.2
nominal width t= 2 in 1.50 in t= (3)2 in 4.50 in t= 2 in 1.50 in
nominal depth d= 6 in 5.50 in d= 6 in 5.50 in d= 6 in 5.50 in
Span L= 12.667 ft 12.417 ft L= 12.667 ft 12.417 ft L= 12.667 ft 12.417 ft
stud spacing s= 16 in w/o Plates s= 106.25 in w/o Plates s= 16 in w/o Plates
Lateral pressure W And= 18.78 psf Wwnd= 18.78 psf W And= 5.00 psf
axial load P= 224 Ibs P= 50 Ibs P= 1344 Ibs
eccentricity e= 0 in e= 0 in e= 0 in
Kce= 0.822 KcE= 0.822 KcE= 0.822
Buckling and crushing c= 0.8 c= 0.8 c= 0.8
interaction factor for w= 25.0 plf w= 166.3 plf w= 6.7 plf
Fb Fv Fc-prll Fc-perp Fb Fv Fc-prll Fc-perp Fb Fv Fc-prll Fc-perp
900 psi 180 psi 1,350 psi 625 psi 900 psi 180 psi 1,350 psi 625 psi 900 psi 180 psi 1,350 psi 625 psi
Cd= 1.60 1.60 1.60 1.60 1.60 1.60 1.15 1.15 1.15
CF= 1.30 1.10 1.30 1.10 1.30 1.10
Cr= 1.15 1.00 1.00
Cp= 0.26 0.26 0.34
Cm= 1.00 1.00 1.00
Cb= 1.07 1.07 1.07
E Emin E Emin E Emin
1,600,000 psi 580,000 psi 1,600,000 psi 580,000 psi 1,600,000 psi 580,000 psi
Allowable Stress:
F'b= Fb Cd CF Cr= 2,153 psi Fb Cd CF Cr= 1,872 psi Fb Cd CF Cr= 1,346 psi
F' = F' Cd= 288 psi F' Cd= 288 psi F' Cd= 207 psi
F%= Fc Cd CF= 2,376 psi F,Cd CF= 2,376 psi F,Cd CF= 1,708 psi
FEE= (KBE E')/(/./d)2= 650 psi (K.E E')/(/Jd)2= 650 psi (KBE E')/(/Jd)2= 650 psi
F'c= Fc Cd CF CP= 608 psi Fc Cd CF CP= 608 psi Fc Cd CF CP= 588 psi
P�Pew= F.p.m Cb= 668 psi F.p.m Cb= 668 psi Fc p.m Cb= 668 psi
E'= E= 1,600,000 psi E= 1,600,000 psi E= 1,600,000 psi
le/d 27<50 OK 27<50 OK 27<50 OK
Bending:
M= w 1-2/8+P e/12= 483 lb ft w 1-2/8+P e/12= 3205 lb ft w 1-2/8+P e/12= 128 lb ft
fb= MIS= 766 psi <F'b OK MIS= 1695 psi <F'b OK MIS= 204 psi <F'b OK
S= 7.56 in' S= 22.69 in' S= 7.56 in'
Shear:
V= w L/2= 155 Ibs w L/2= 1032 Ibs w L/2= 41 Ibs
L= 1.5 VIA= 28.26 psi <F'v OK 1.5 VIA= 62.56 psi <F'v OK 1.5 VIA= 7.53 psi <F'v OK
A= 8.25 in A= 24.75 in A= 8.25 in
Compression:
f�= P/A= 27.2 psi <F'c OK P/A= 2.0 psi <F'c OK P/A= 162.9 psi <F'c OK
f�P.m= P/A= 27.2 psi <F'c OK P/A= 2.0 psi <F'c OK P/A= 162.9 psi <F'c OK
Combined:
(fc/Fc)2+(fb/[Fb(1-(fc/FcE)])= 0.37 <1.0 OK (fc/Fc)2+(fb/[Fb(1-(fc/FcE)])= 0.91 <1.0 OK (fc/Fc)2+(fb/[Fb(1-(fc/FcE)])= 0.28 <1.0 OK
Deflection:
o=22.5 w L°/E'1= 0.40 in = SPAN 22.5 w L°/E'1= 0.89 in = SPAN 22.5 w L°/E'1= 0.11 in = SPAN
1= 20.80 in" 370 1= 62.39 in" 167 1= 20.80 in" 1390
>1200K >120OK >120OK
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
(208)475-0040 315 11th AVE S,SUITE 100, NAMPA,ID 83651
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