CC-0168-2021 Office Use Only
PRINCIPLE STRUCTURE
PERMIT APPLICATI ON Permit#: ( `01 10 f)"2QZ1
1
Permit Fee:$ to
Toi,m of Quecnsfi,"q
742 Bay Road,Queensbury, NY 12804 *Rec Fee:$
P: 518-761-8256 www.queensbury.net Invoice#:
Flood Zone? Y N Reviewed By:
Project Location: 4 LQ2[AIW
Tax Map #: 30g, /6 'j' .3 Subdivision Name: _
*TOWN BD.RESOLUTION 385-2020:$1000 recreation fee for new d I in Jr it_ irlar aft lexes/two-family,
multiplefamily, apartments,condominiums, townhouses,and/o n VctUrn-d`St-Fhodu a s,but not mobile
homes. This is in addition to the permit fee(s). MAR 2 9 2021
PROJECT INFORMATION: TOWN OF QUEENSBURY
BUILDING&CODES
Residential X Commercial, Proposed Use: �60JT (5jW ll - - 40JO
S-IP'fI-
-Single-Family: _Two-Family _Multi-Family(#of units:_)
1. _Custom
2. _Modular(REQUIRED:NYS stamped engineered drawings of foundation plans)
—Townhouse —Garage (#of cars_) _Business Office
_Retail _Hotel/Motel =Industrial
Heated Warehouse/Storage Building ^Unheated Warehouse/Storage Building
—Amusement Ride _Other(describe: )
MAIN STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE:
11 floor: ih
11 floor: (2o X 1 SG)
2"'floor:
2"d floor: T
3rd floor: Total square feet:
Basement(habitable space):
Total square feet: 3000 SF
Principle Structure Packet Revised January 2021
4'
ADDITIONAL PROJECT INFORMATION:
1. Estimated Cost of Construction: $ GG,SG '
2. Proposed use of the building: 46/9 J�,9/1il;
3. If Commercial or Industrial, indicate the name of the business: 2i-v�h
4. Source of Heat: _Gas i0il Propane _Solar _Other: N�
(Fireplaces need a separate Fuel Burning Appliances&Chimney Application, one per appliance)
5. Are there any structures not shown on the plot plan?_YES IYNO Explain, if yes:
6. Are there any easements on the property? YES �(NO
7. SITE INFORMATION: �
a.What is the dimensions or acreage of the parcel? 0• �� �� 5
b. Is this a corner lot? YES ENO
c.Will the grade be changed as a result of the construction? YES �K NO
d.What is the water source? _PUBLIC _PRIVATE WELL
e. What type of wastewater system is on the parcel? _SEWER _PRIVATE SEPTIC
DECLARATION:
1. 1 acknowledge that no construction shall be commenced prior to the issuance of a valid permit and will be
completed within a 12 month period.Any changes to the approved plans prior to/during construction will require
the submittal of amended plans, additional reviews and re-approval.
2. If,for any reason,the building permit application is withdrawn,30%of the fee is retained by the Town of
Queensbury.After 1 year from the initial application date, 100%of the fee is retained.
3. 1 certify that the application, plans and supporting materials are a true and complete statement and/or
description of the work proposed, that all work will be performed in accordance with the NYS Building
Codes,local building laws and ordinances, and in conformance with local zoning regulations.
4. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of
occupancy.
5. 1 also understand that I/we are required to provide an as-built survey by a NYSlicensed land surveyor of all newly
constructed facilities prior to issuance of a certificate of occupancy.
l have read and agree to the above:
PRINT NAME: �S �✓���
SIGNATURE: DATE: Z Z/
Principle Structure Packet Revised January 2021
a
c 'c'
s;
CONTACT INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL
• Applicant:
Name(s): 8(1
Mailing Address, C/S/Z: Sims v2 2
Cell Phone: ( s-lrr )_3 7- 3 G 3 k Land Line: ( sv- ) 9 - 00 o Z
Email: gni P Q, ff-,%fS hugf4 CG/h
• Primary Owner(s):
Name(s): 1. �f/Jr4 411479 &RO , GL&
Mailing Address, C/S/Z: Gy evit-rNfih n
Cell Phone:_) 301- 363E Land Line:
Email: n-•
❑ Check if all work will be performed by property owner only
• Contractor(s): (List all additional contractors on the back of this form)
Contractor Name(s): &Afo XrWo&r. f 120,914E LyL
Contractor Trade: ,
Mailing Address, C/S/Z: 59f C420#'om1, Q2_i� SST /�tiT�ortO . CT O(y 11$
�S Cell Phone: 960 ) 9 - RS 3� Land Line:
Email: tioS 02 n3s, a qAb6c -Con,
"Workers' Comp documentation must be submitted with this application"
o Architect(s)/Ennineer(s):
Business Name: /P/3P
Contact Name(s): 10 . £So�i i
Mailing Address, C/S/Z: 'Y// 14N604 Sr4TV-r S/- /V�e�.��y
Cell Phone: 518 ) 2a7 - 53 ZZ Land
Email: Q;c�; A S_nr6 . Gon-"
Contact Person for Compliance in regards to this project: /Gr,
3194,b
Cell Phone: ( S►� ) 30 - 31, Land Line:
E m a i 1: A,
Principle Structure Packet Revised January 2021
•a
• Contractor(s): Workers' Comp documentation must be submitted with this application
Contact Name(s): �I�S�oti F 50, s >eya
Contractor Trade:
Mailing Address, CIS/Z: 2& r/ S I. f
Cell Phone:��1�) —Land Line: �!)
Email: / 4Iv2 �c�igpf Tene Ceea-,
• Contractor(s): Workers' Comp documentation must be submitted with this application
Contact Name(s): Qyz,�,k �Onot/l�I�� ��//£Gi�LI3T ae,
Contractor Trade: r
Mailing Address, C/S/Z: S. 00 3 m_Q (LoAQ, 1FOQ-T iDWAIJ
Cell Phone: Land Line:
Email:
• Contractor(s): Workers' Comp documentation must be submitted with this application
Contact Name(s):
Contractor Trade:
Mailing Address, C/S/Z:
Cell Phone:�_) Land Line:
Email:
• Contractor(s): Workers' Comp documentation must be submitted with this application
Contact Name(s):
Contractor Trade:
Mailing Address, C/S/Z:
Cell Phone: Land Line:
Email:
• Contractor(s1: Workers' Comp documentation must be submitted with this application
Contact Name(s):
Contractor Trade:
Mailing Address, C/S/Z:
Cell Phone:_� ) Land Line:
Email:
Principle Structure Packet Revised January 2021
i
CHECKLIST--SINGLE FAMILY Project Location:
REQUIRED—3 SETS
1. Building Permit application, completed YES NO N/A
2. Energy Code inspector's report from ResCheck, completed& signed IS
3. Septic alteration application, if applicable t�
4. Solid fuel burning or gas insert appliance form(s), if applicable t�
5. Driveway permit, if applicable
6. Structural drawings(3 SETS), including:
a. Floor plans ,/
b. Foundation plans �/
c. Cross sections
d. Elevations
e. Window&door schedule
f. Natural light,ventilation &emergency egress
7. Plot plan:showing proposed structure(s)with setback dimensions from all
surveyed property lines
8. Electrical inspection agency selected
CHECKLIST-- MULTI-DWELLING/COMMERCIAL Project Location:
REQUIRED-2 SETS
1. Building Permit application, completed YES NO N/A
2. Energy Code inspector's report from ComCheck, completed &signed
3. Septic alteration application, if applicable
4. Solid fuel burning or gas insert appliance form(s), if applicable
5. Driveway permit, if applicable
6. Structural drawings, including:
a. Floor plans
b. Foundation plans
c. Cross sections
d. Elevations
e. Design loads including floor, snow&wind load
f. Seismic design
g. Plans signed and sealed by registered architect or engineer
h. Window &door schedule
7. Plot plan:showing proposed structure(s)with setback dimensions from all
surveyed property lines
8. Electrical inspection agency selected
9. FINAL AS-BUILT PLANS SUBMITTED ELECTRONICALLY
Principle Structure Packet Revised January 2021
CONSTRUCTION TECHNOLOGY
INSPECTION & TESTING DIVISION, P.D.&T.S., INC.
4 William Street,Ballston Lake,New York- 12019
Phone: (518)399-1848 Email: constructiontech@live.com
April 5, 2021
npy
CORINTH ROAD U STORE IT,LLC FILE %J
462 Corinth Road : Py
Queensbury,New York 12804
Att'n: Building Code Enforcement Officials
Re: CORINTH ROAD U STORE IT PHASE 3: 398 CURRENT ROAD, QUEENSBURY,NY
Construction Materials Inspection and Testing Services
Greetings,
Per the request,Mr.Thomas Barber, CORINTH ROAD U STORE IT,LLC., we are pleased to
inform you CONSTRUCTION TECHNOLOGY has been retained to provide the construction
materials inspection and testing services required of the referenced project including but not limited
to:
Soil compaction, structural steel, and Portland cement concrete inspection and testing.
As such, we would like a moment to introduce our organization.
CONSTRUCTION TECHNOLOGY is the construction materials inspection division of
Product Development& Technical Services, Inc. Since our 1984 incorporation in New York
State, we have been devoted to providing the highest standards of on time field inspection,
testing and laboratory support to the construction industry. Our desire is a QC/QA involvement
with projects committed to timely completion while satisfying the quality controls and
assurances necessary to support today's strict design criteria.
All too often materials inspections are viewed as a necessary evil or a requirement to be
overlooked.Many times the laboratory brings this attitude on itself because of less than fully
qualified personnel, tardy response time or uncompromising attitudes of technicians.
Given the opportunity, we are confident we can provide the services that reflect our strong
'desire to be an asset to the construction process.
Our facility and field technical force is supported by state of the art test equipment, including
nuclear soil/asphalt density test equipment, automatic soil moisture/density(Proctor) apparatus,
temperature/humidity controlled curing environments for concrete specimens, and all other
necessary equipment to satisfy the requirements of the American Society for Testing and
Materials (ASTM) standards C-1077 and E-329 as they relate to a commercial inspection
agency.
CONSTRUCTION TECHNOLOGY has submitted to outside auditing by having our
personnel, equipment,facility and quality assurance plan evaluated by the Cement and
Concrete Reference Laboratory (CCRL) of the National Standards Institute. A copy of the
CCRL/NSI audit and finding is available upon request.
Apri15, 2021
CORINTH ROAD U STORE IT,LLC
TOWN OF QUEENSBURY BUILDING DEPARTMENT
Re: CORINTH ROAD U STORE IT PHASE 3: 398 CURRENT ROAD,QUEENSBURY,NY.
Construction Materials Inspection and Testing Services
Our staff ranges from consultant Professional Engineers, hydrologists and geologists to field
technicians and materials inspectors with technical backgrounds of educational degrees and/or
substantiated experience in a construction oriented discipline. Field inspectors also possess a
combination of the following certifications:
* Certification at various levels (AET-I through SET-IV)by the National Institute for
Certification in the Engineering Technologies (NICET).
* American Concrete Institute (ACI) Grade I Concrete Inspector.
* American Concrete Institute (ACI)Certified Concrete Construction Special Inspector.
* North East Transportation Training & Certification Program(NETTCP). Certified Soil and
Aggregate Inspector
* Troxler Nuclear Gauge Training Program for Radiation Safety Officers and Field Operators.
* NYSDoT Certified Asphalt Density Inspector.
* J&L Testing, Inc. Certification Program for Sanitary Landfill Inspectors.
* J&L Testing, Inc. Certification Program for Quality Control and Inspection of Geosynthetic
Systems for Use in Solid and Hazardous Waste Disposal Facilities.
In addition to particular qualifications, field inspectors are familiar with all phases of
construction materials testing and inspection including soils,concrete, reinforcement,masonry,
structural steel, fireproofing and roof installation. This generally alleviates the need and
expense of employing more than one inspector on a particular project.
CONSTRUCTION TECHNOLOGY currently has the capabilities to provide inspection and
testing services relating to many construction concerns including but not limited to:.subsurface
drilling and investigation, soils placement and compaction, foundation design
recommendations,portland cement concrete, unit masonry,mortars, grouts,bituminous
concrete, structural steel and fireproofing, as well as all associated laboratory services.
In general, all forms of materials testing and inspection services, as they relate to the
construction industry,may be obtained through CONSTRUCTION TECHNOLOGY.
We appreciate your interest in our firm and our line of work.
We look forward to completing the construction materials inspection, testing and laboratory
requirements for: CORINTH ROAD U STORE IT,LLC
coIf there are any questions, or when we may be of assistance,please contact this office
immediately.
Respectfully,
CONSTRUCTION TECHNOLOGY
A-Y,e f
Robert Behan, (NICET)
Manager Technical Services
Trachte Building Systems, Inc.
Project Calculations
Per 2020 Building Code of New York State
IL COPY
E C E 0 V E
MAR 2 9 2M
TOWN OF QUEENSSURY
BUILDING&CODES
Tom Barber
Queensbury, NY
TBS Plan Number: P50340, Phase B
February 19, 2021
Table of Contents
Building G Pages Al —A7
Building H Pages B 1 —B7
Building I Pages C1 —C7
Prepared By
Claire Z. Robinson
Reviewed By
308.16-1-3 CC-0168-2021
Corinth U Store It
398 Corinth Rd, bldg. Joel Howard
7 ��11:19:50-06'00'
2021.03.03
New unheated bidg 3000 s.f.
TRACHTE BUILDING SYSTEMS, INC.
PROJECT CALCULATIONS
CUSTOMER:= "Tom Barber" PREPARED BY= "Michael L.Prochaska"
LOCATION:="Queensbury,NY" REVISED—BY=Claire Z. Robinson
PLAN—NUMBER:= "P50340,Phase B" REVIEWED—BY
BUILDING:="G"
CODEBODY= "2020 Building Code of New York State"
BUILDING DESCRIPTION BAY WIDTH ba 1Oft PURLIN BRIDGING PBdd in no"
bay:= 9 9:_�,
in
ROOF PITCH Rpitch 0.25— BUILDING HEIGHT height:=8ft+4in ROOF MATERIAL Roof:= "SSR"
ft
BUILDING WIDTH width:=20ft PURLIN SPACING Pspace 5ft
ROOF ANGLE 0 = 1,19•deg BUILDING LENGTH length := 150ft INT.PARTITION PANEL Ptpanel "yes"
ROOF TYPE Type:="Lean-to" FLOOR TO FLOOR lower:=Oft INT.LATERAL BRIDGING Bridge:="no"
RISK CATEGORY UseGroup:= "I" Use"I"or"II" FOUNDATION SLOPE Fndslope 1%
SNOW LOAD SEISMIC LOAD
GROUND SNOW LOAD P9 :=60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
SNOW EXPOSURE CATEGORY Esnow "C" BUILDING FRAME SYSTEM BFS= "Light Frame Wall w/Shear Panels"
SNOW IMPORTANCE FACTOR Is= 0.8 SEISMIC SITE CLASS Siteciass "D"
THERMAL FACTOR Ct:= 1.2 SHORT PERIOD SPECTIALACC. Ss:=0.233
SNOW EXPOSURE Exp:="Partial" 1 SECOND PERIOD SPECTRAL ACC. S1 :_0.068
ROOF LIVE LOAD 4:=20psf
FLAT ROOF SNOW LOAD Pf=40•psf SPECTRAL RESPONSE ACC. SDs= 0.25
UNBALANCE SNOW LOAD Punbalanced=40•psf SPECTRAL RESPONCE ACC. SD1 =0,11
SNOW LOAD USED IN DESIGN Ps=40•psf RESPONSE FACTOR Response= 6.5
RAIN SURCHARGE RainSurcharge= O•psf SEISMIC DESIGN CATEGORY SeismicDc_ "B"
WIND LOAD SEISMIC RESPONSE COFFICIENT Cs= 0.04
WIND VELOCITY Vult:= 115mph
Vasd= 89•mph
WIND EXPOSURE CATEGORY Ewind= "C"
EDGE STRIP WIDTH a= 3ft DEAD LOAD
COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD DR=3•psf
ENDWALL GIRT FED= 30•psf PARTITION DEAD LOAD Dp= 3•psf
SIDEWALL GIRT FsG=29•psf ADDITIONAL LONG.DEAD LOAD DL= 0•psf
PURLIN Fpurlin= — P 27 sf ADDITIONAL TRANS, DEAD LOAD DT= 0•psf
MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE
WALL (Suction and Pressure) Fw= 21.04•psf SEISMIC Vt_s= 1009 lb VT,= 67lb
ROOF FR= 8•psf WIND Vt_w= 1066 lb VTw= 676lb
P50340b_g_Rev0l.xmcd Al 2/19/2021
ANCHOR INFORMATION
EDGE DISTANCE EdgeDistance:=3
CONCRETE STRENGTH Concrete:=2500
(�N:=0.65 Table 3-ESR-3889
TVs:=0.60 Table 4-ESR-3889
(�V' 0.70 Table 4-ESR-3889
do .375 0.375in do .5:=0.5in nominal anchor diameter(table 1 ESR 3889)
hef .375 1,33in hef.375 3 1.75in hef .5 2.5 1.75in hef .5 3.5 2.17in effective embedment(table 1 ESR 3889)
Cac .375 5.Oin Cac .375 3 6.3in Cac .5 2.5 Min Cac .5 3.5 5.9in critical edge distance(table 1 ESR 3889)
*cn 1-0 modification factor for cracked and uncraked concrete(tabel 4 ESR388!
kc:= 17 effectiveness factor for cracked concrete(table 4 ESR 3889)
Np:=Okip characteristic putout strength,cracked concrete(table 4 ESR 3889)
6.375 1.331n 6_.375_3 1.75in le_.5_2.5 1.75in le_.5_3.5 2.17in load bearing length of anchor(table 4 ESR 3889)
Nsa .375 8.730kip Nsa .5 20.475kip steel strength in tendon(table 3 ESR 3889)
Vsa .375 3.465kip Vsa .5 8.860kip steel strength in shear(table 4 ESR 3889)
Corner Anchor
n,:= 1 number of bolts at column
cal c:=2.75in distance between bolts from edge 2
s1 c:=Oin distance between bolts along edge 1
Cat_,:=2.75in distance of bolts from edge 1
s2 c:=Oin distance between bolts along edge 2
eN c:=Oin distance from resultant tendon load to centroid of anchors in tension
e„ c:=Oin distance from sultant shear load to centroid of anchors in shear
Exterior Anchor
ne:=2 number of bolts at column
Cale 2.75in distance between bolts from edge 2
s1 a:=Oin distance between bolts along edge 1
Ca2 a:= 100in distance of bolts from edge 1
s2 a:=5in distance between bolts along edge 2
eN a:=Oin distance from resultant tendon load to centroid of anchors in tension
e„ a:=Oin distance from sultant shear load to centroid of anchors in shear
Interior Anchor
ni:= 1 number of bolts at column
cal i 100in distance between bolts from edge 2
s1 i:=Oin distance between bolts along edge 1
Ca2 i := 100in distance of bolts from edge 1
s2 i:=Oin distance between bolts along edge 2
eN i:=Oin distance from resultant tension load to centroid of anchors in tension
e„ ;:=Oin distance from sultant shear load to centroid of anchors in shear
P50340b_g_Rev01.xmcd A2 2/19/2021
5�
ANCHOR FORCE SUMMARY SHEAR UPLIFT
WIND/LONGITUDINAL/INTERIOR Vwii =201b Nwii = 275lb
WIND/LONGITUDINAL/EXTERIOR V1Ne;= 71 Ib Nwel= 210lb
WIND/TRANSVERSE/INTERIOR Vwit=75 Ib Nwit= 1301b
WIND/TRANSVERSE/EXTERIOR VWet= 2251b Nwet= 3471b
SEISM ICI LONGITUDINAL/INTERIOR Vsil = 1071b Nsil =—39lb
SEISM IC/LONGITUDINAL/EXTERIOR Vsel= 1071b Nsel= 111 Ib
SEISMIC/TRANSVERSE!INTERIOR Vsit= 141b Nsit=—3001b
SEISM IC/TRANSVERSE 1 EXTERIOR Vset=431b Nset= —971b
ULTIMATE LOADS FOR ANCHORS
Tension(Interior) Tension(Exterior) Shear(Interior) Shear(Exterior)
Tension,= 847.441b Tensionx= 1316.03lb Shear,= 912.631b Shearx= 1247.4lb
Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear<1.2
Longitudinal Transverse
InteriorAnchors Wind Anchor; W;= 0.35 Wind Anchori H,t= 0.24
Siesmic Anchor; si= 0.12 Siesmic Anchori st= 0.02
BderiorAnchors Wind Anchore wi= 0.217 Wind Anchore t= 0.44
Siesmic Anchore s;= 0.17 Siesmic Anchore st= 0.03
CormerAnchors Wind Anchor,wi= 0.21 Wind Anchor, A= 0.21
Siesmic Anchors si = 0 Siesmic Anchors st= 0
ANCHOR Interior Anchori = "3/8"x 2.5""
Exterior Anchore = "3/8"x 2.5""
P50340b_g_Rev01.xmcd A3 2/19/2021
PANEL CHECK
PANEL CAPACITY Vall= 53•plf
LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL = 20.11 ft
LONG ITUDI NALSHEAR PANEL PanelL= 60ft
TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 12.75ft
TRANSVERSE SHEAR PANEL PanelT= 20 ft
LONGITUDINAL SHEAR WALL PanelCheckL= "ok" (IF PANEL CHEC K IS"OK"NO STRAP BRACES REQU IRED
TRANSVERSE SHEAR WALL PanelCheckT= "ok" FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS
MAY BE REQUIRED FOR ANCHORING)
STRAP BRACES(IF REQUIRED)
LONGITUDINAL StrapsL= 0
TRANSVERSE StrapsT= 0
Allowable Tension in Strap Ta= 2470.061b GAUGE OF STRAP Gage= 16 STRAP WIDTH ws= 2-In
Longitudinal Strap Angle BraceangleL= 39,81•deg
Transverse Strap Angle BraceangleT= 39.81•deg
max(VLS,VLW�
Longitudinal Tension on Strap TL:=if PanelCheckL ="ok",0,cos Brace L=
angleL T Olb
max(VTs>VTw�
Transverse Tension on Strap TT:=if PanelCheckT="ok",0,cos Brace T=
angler T Olb
COMPRESSION
MEMBER
VL. VTs
OR OR
VLw V Tw
height Uplift
T
8raceo Br e-0-T
V
=L.ZI _I Bruce,,,,,
bay P ,—
(Note:Compression member to be designed seperately,see additional calculations.
Compression memeber needed only when StrapsT >0)
P50340b_g_Rev01.xmcd A4 2/19/2021
INPUTVALUES
PURLIN BRIDGING SPACING PurlinBridgeSpace= 60
DEPTH OF PURLIN webp:=7
HEIGHT OFHORIZONTAL BRACING BridgeHeight=4.37ft JAMB SUPPORT StubPostJ :="no"
WIDTH OF INTERIOR COLUMN web,:=3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cb,,= 2.92ft
SIDE WALL COLUMN webs:=3.5 ColumnNumbersW:=2 SIDEWALL GIRT webs;:=webs GirtNumber:= 1
END WALL COLUMN webE:=3.5 ColumnNumberEW:=2 ENDWALL GIRT webE:=webE EGirtNumber:= 1
END CLOSET COLUMN(JAMB) webEWC:=3.5 ColumnNumberEWC:= 1 (Use either 3.5 or 5.5 for the width of Side Wall,
END CLOSET COLUMN(HDR) webEO:=3.5 ColumnNumberEC:= 1 End Wall or End Closet Columns)
STUB POST HEADER(L) webH:= 9 5.5",9%10"or 12" MembersHL:= 1
STUB POST HEADER(S) webHS:=5.5 5.5", 9",10"or 12" MembersHS:= 1
LOAD COMBINATIONS
LC 1 =D+MAX(S,Lr) EQUATION 16-10
LC2=D+MAX(.75S,.75Lr) EQUATION 16-11
LC3=D+MAX(.6W,.7E) EQUATION 16-12
LC4=D+..45W+MAX(.75S,.75Lr) EQUATION 16-13
LC5=D+..525E+.75S EQUATION 16-14
LC6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16-16
PURLIN INFORMATION
PURLIN LOADS UNIFORM LOAD END REACTION MOMENT
LC1 wPudinl = 217•plf Rpudinl = 1083lb Mpudinl =2707lb•ft
LC4 wPudin4 = 188•plf Rpudin4= 9421b Mpudin4 = 2354lb-ft
LC6 wPudin6 =—73•plf Rpudin6 =—3641b Mpur1in6 =—910lb•ft
LC6 wPurin6e=—100•pIf Rpudin6ea=—4341b Rpudin6eb=—3761b Mpurlin6e=—1254lb•ft
PURLIN MemberpR= 7 x 16ga,50ksi Cee Purlin" IntpR= 0.900
LXpR= 118.5-in LypR= 118.5-in LtpR= 118.5-in LyPR_neg = 118.5-in LtPR_neg = 118.5-in
STUB POST HEADERS
STUB POST;HEADER LOADS REACTION MOMENT
LC1 RM = 1083lb MH1 = 5415lb•ft
LC4 RH4= 9421b MH4= 4708lb•ft
LC5 RH6=—3641b MH6=—1820lb•ft
MEMBER SIZES INTERACTION LENGTH
STUB POST HEADERS MemberH = "9 x 3.2 x 14ga 50 ksi Stub Header" IntH= 0.937 HeaderLength= 10 ft
STUB POST HEADER BRACING LxH= 120•in LyH= 120•in LtH = 120•in
SMALL STUB POST HEADERS MemberHs= "5.5 x 3.2 x 18ga 33 ksi Stub Header" IntHS= 0.923 SHLength = 5ft
SMALL STUB POST HEADER BRACING LxHS= 60•in LyHS= 60•in LtHS= 60•in
P50340b_g_Rev0l.xmcd A5 2/19/2021
INTERIOR COLUMNS
INTERIOR COLUMN LOADS AXIAL LOAD MOMENT
LC1 P11 = 2166lb M11 = 189.52lb•ft
LC3 P13= 4771b M13= 41,74lb•ft
LC4 P14= 19071b M14= 346.33 lb-ft (Moment due to 5 psf horizontal load)
LC5 P15= 1788lb M15= 335.931b-ft
MEMBER SIZES INTERACTION
INTERIOR COLUMN Member,= "3,63 x 2 x 16ga,50 ksi Interior Column" Intl=0.897
INTERIOR COLUMN BRACING Lxl= 98•in LY1= 12•in Ltl= 98-in
JAMBS
JAMB LOADS AXIAL LOAD MOMENT
LC1 Pdambl = 10831b NA
LC3 PJamb3a= 364Ib MJamb3a= 1641b•ft
LC3 PJamb3b= 228Ib NA
LC4 PJamb4= 1048Ib MJamb4= 123lb•ft
LC5 PJamb5= 946Ib NA
JAMB UNIFORM LOAD SWjamb= 160•plf WEWJamb= 91•plf
JAMB APPLIED MOMENT JambMoment= 164lb•ft EWJambMoment= 93 Ib•ft
JAMB AXIAL LOAD PJambl = 1083 Ib
JAMB MOMENT CAPACITY Mjambcap= 971 Ib•ft
JAMB AXIAL CAPACITY Pjambcap= 5691 lb
JAMB CHECK JambCheck= "ok" EWJambCheck= "ok"
MEMBER SIZES
END WALL HEADER MOMENT CAPACTIY EWheadermomenallt= 2922lb-ft
END WALL HEADER APPLIED MOMENT EWhedermomentapp= 2707.5lb•ft
LARGE END WALL HEADER CHECK EWheader check16= "16in EW Header O,K."
EWheader check22= "22in EW Header O.K."
SIDE WALL COLUMNS
SIDE WALL LOADS AXIAL SIDE WALL MOMENT
LC1 PSW1 = 1083lb Msw= Olb•ft
LC3 PSW3 =364Ib
LC4 PSW4 = 1048lb
MEMBER SIZES INTERACTION
SIDE WALL COLUMN MembersW= "3.63 x 1.5 x 18ga 33 ksi Column" IntsW= 0.370
SIDE WALL COLUMN BRACING Lxs= 105•in Lys= 35•in Lts=35•in
P50340b_g_Rev01.xmcd A6 2/19/2021
END WALL COLUMNS
END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT
LC PEW1 = 1083lb NA NA
LC3 PEWS= 3641b WEW3=63•plf MEWS= 6041b•ft
LC4 PEW4= 1048lb WEW4=47•plf MEW4=453lb•ft
MEMBER SIZES
INTERACTION
END WALL COLUMN MemberEW= "3.63 x 1.5 x 18ga 33 ksi Column" IntEW= 0.917
END WALL COLUMN BRACING LxE= 98•in LYE= 38•in LtE=38•in
GIRTS
GIRT LOADS UNIFORM LOAD END REACTION MOMENT
SIDE WALL GIRT IN MID ZONE WGS=51 plf RGS= 256lb MGS= 641 Ib•ft
SIDE WALL GIRT IN END ZONE WGS,= 61-plf RGS,= 305lb MGS,= 763lb•ft
GIRT IN MID ZONE WGE= 58•pif RGE= 2921b MGE= 183lb•ft
GIRT IN END ZONE WGE,= 71-plf RGE,= 356lb MGE,= 222lb•ft
MEMBER SIZES INTERACTION
SIDE WALL GIRT(MID) MemberGs= "3.5 x 1.75 x 16ga 50 ksi Girt" IntGS= 0.599
END WALL GIRT(END) MemberGE= "3.5 x 1.75 x 18ga 33 ksi Girt" IntGE= 0.329
SIDE WALL GIRT BRACING LxG= 119•in LYG= 12•in LtG= 119•in
END WALL GIRT BRACING LXGE= 59•in LyGE= 12•in LtGE= 59•in
STUDS
STUD SPACING StudSpacing= 16•in
STUD LOADS UNIFORM LOAD MOMENT
SIDE WALL STUD IN MID ZONE WSW= 25•plf MStud = 238lb•ft
SIDE WALL STUD IN END ZONE WStude= 31 plf MStude= 293lb•ft
MEMBER SIZES INTERACTION
SIDE WALL STUD Memberst d= "3.625 x 2 x 20ga 33 ksi Stud" Intstud= 0.509
SIDE WALL STUB BRACING LxStud= 105•in Lystud= 35•in Ltstud=35•in
FOUNDATION INFORMATION
INTERIOR COLUMN REACTIONS GRAVITY Pdown_intedor= 2166lb UPLIFT Pup_int= 147lb
EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exte6or= 1083lb UPLIFT Pup_ext= 1991b
ALLOWABLE BEARING PRESSURE Bearinfressure= 1500•psf
SLAB THICKNESS Slab= 5.5•in
PAD WIDTH PadW= "na"-in
PAD DEPTH PadD= "na"•in
P50340b_g_Rev01.xmcd A7 2/19/2021
TRACHTE BUILDING SYSTEMS, INC.
PROJECT CALCULATIONS
CUSTOMER := "Tom Barber" PREPARED—BY = "Michael L.Prochaska"
LOCATION := "Queensbury,NY" REVISED—BY=Claire Z. Robinson
PLAN—NUMBER := "P50340,Phase B" REVIEWED—BY
BUILDING := "H"
CODEBODY = "2020 Building Code of New York State"
BUILDING DESCRIPTION BAY WIDTH bay := 1Oft PURLIN BRIDGING PBridging:_ "no"
ROOF PITCH Rpitch 0.25 in BUILDING HEIGHT height:= 8ft+4in ROOF MATERIAL Roof:= "SSR"
ft
BUILDING WIDTH width:= 30ft PURLIN SPACING Pspace 5ft
ROOF ANGLE 0 = 1.19•deg BUILDING LENGTH length:= 150ft INT.PARTITION PANEL Ptpanel "yes"
ROOF TYPE Type :_ "Gable" FLOOR TO FLOOR lower := Oft INT.LATERAL BRIDGING Bridge:= "no"
RISK CATEGORY UseGroup:= "I" Use"I"or"II" FOUNDATION SLOPE Fndslope 1%
SNOW LOAD SEISMIC LOAD
GROUND SNOW LOAD Pg := 60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
SNOW EXPOSURE CATEGORY Esnow „C" BUILDING FRAME SYSTEM BFS = "Light Frame Wall w/Shear Panels"
-.SNOW IMPORTANCE FACTOR Is = 0.8 SEISMIC SITE CLASS Siteclass "D"
THERMAL FACTOR Ct ' 1.2 SHORT PERIOD SPECTIAL ACC. Ss 0.233
�_
SNOW EXPOSURE Exp :_ "Partial" 1 SECOND PERIOD SPECTRAL ACC. S 0.068
:_
ROOF LIVE LOAD L, := 20psf
FLAT ROOF SNOW LOAD Pt = 40•psf SPECTRAL RESPONSE ACC. SDs = 0.25
UNBALANCE SNOW LOAD Punbalanced = 40•psf SPECTRAL RESPONCE ACC. SDI = 0.11
SNOW LOAD USED IN DESIGN Ps =40•psf RESPONSE FACTOR Response= 6.5
RAIN SURCHARGE RainSurcharge= 0•psf SEISMIC DESIGN CATEGORY SeismicDc = "B"
WIND LOAD SEISMIC RESPONSE COFFICIENT Cs = 0.04
WIND VELOCITY Vult := 115mph
Vasd = 89•mph
WIND EXPOSURE CATEGORY Ewind = "C"
EDGE STRIP WIDTH a = 3ft DEAD LOAD
COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD DR = 3•psf
ENDWALL GIRT FEG= 31•psf PARTITION DEAD LOAD Dp = 3•psf
SIDEWALL GIRT FsG= 29•psf ADDITIONAL LONG.DEAD LOAD DL = 0•psf
PURLIN Fpurlin =— P 27 sf ADDITIONAL TRANS, DEAD LOAD DT = 0•psf
MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE
WALL (Suction and Pressure) Fw = 21.04psf SEISMIC Vas = 15131b VT, = 1011b
ROOF FR = 8•psf WIND Vow = 15631b VT,, = 6761b
P50340b h Rev01.xmcd B1 2/19/2021
ANCHOR INFORMATION
EDGE DISTANCE EdgeDistance:=3
CONCRETE STRENGTH Concrete:=2500
�)N:= 0,65 Table 3-ESR-3889
TVs:=0.60 Table 4-ESR-3889
(�Vc:=0.70 Table 4-ESR-3889
do .375 0.375in do .5:= 0.5in nominal anchor diameter(table 1 ESR 3889)
hef .375 1.33in hef .375 3 1.75in hef .5 2.5 1.75in hef.5 3.5 2.17in effective embedment(table 1 ESR 3889)
Cac .375 5.0in Cac .375 3 6.3in Cac .5 2.5 3.3in Cac .5 3.5 5.9in critical edge distance(table 1 ESR 3889)
,�" 1.0 modification factor for cracked and uncraked concrete(tabel 4 ESR388!
kc:= 17 effectiveness factor for cracked concrete(table 4 ESR3889)
Np := Okip characteristic putout strength,cracked concrete(table 4 ESR 3889)
le .375 1.33in le .375 3 1,75in le .5 2.5 1.75in le..5 3.5 2.17in load bearing length of anchor(table 4 ESR 3889)
Nsa .375 8.730kip Nsa .5:=20.475kip steel strength in tendon(table 3 ESR 3889)
Vsa .375 3.465kip Vsa .5 8.860kip steel strength in shear(table 4 ESR 3889)
Corner Anchor
nc:= 1 number of bolts at column
Cal c:=2.75in distance between bolts from edge 2
s1 c:=Oin distance between bolts along edge 1
Cat_,:=2.75in distance of bolts from edge 1
s2 c:=Oin distance between bolts along edge 2
eN c:=Oin distance from resultant tension load to centroid of anchors in tension
e„ c:=Oin distance from sultant shear load to centroid of anchors in shear
Exterior Anchor
ne:=2 number of bolts at column
cal a:=2.75in distance between bolts from edge 2
81 a:=Oin distance between bolts along edge 1
c,2 a:= 100in distance of bolts from edge 1
s2 a:=5in distance between bolts along edge 2
eN a:=Oin distance from resultant tension load to centroid of anchors in tension
e„ a:=Oin distance from sultant shear load to centroid of anchors in shear
Interior Anchor
ni:= 1 number of bolts at column
Cali 100in distance between boltsfrom edge 2
s1 i:= Oin distance between bolts along edge 1
Cat i:= 100in distance of bolts from edge 1
s2 ;:= Oin distance between bolts along edge 2
eN ;:=Oin distance from resultant tendon load to centroid of anchors in tension
e„ i:=Oin distance from sultant shear load to centroid of anchors in shear
P50340b_h_Rev01.xmcd B2 2/19/2021
5�
ANCHOR FORCE SUMMARY SHEAR UPLIFT
WIND/LONGITUDINAL/INTERIOR VWII= 12lb NW l = 214lb
WIND/LONGITUDINAL/EXTERIOR VWe,=74 lb NWeI= 149lb
WIND/TRANSVERSE/INTERIOR VWit=45lb NWit= 130lb
WIND/TRANSVERSE/EXTERIOR VWet= 225lb NWet= 253lb
SEISMIC I LONGITUDINAL/INTERIOR Vsi, = 64 lb Ns„_ —1451b
SEISMIC/LONGITUDINAL/EXTERIOR Vsel=64 lb Nsel= 5lb
SEISM IC/TRANSVERSE/INTERIOR Vsit= 13lb Nsit= —300lb
SEISM IC 1 TRANSVERSE/EXTERIOR Vset= 64 lb Nset=—97 lb
ULTIMATE LOADS FOR ANCHORS
Tension(Interior) Tension (Exterior) Shear(Interior) Shear(Exterior)
Tension,=847.44lb Tensionx= 1316.03lb Shear,= 912.63lb Shearx= 1247.4lb
Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear< 1.2
Longitudinal Transverse
InteriorAnchors Wind Anchor;-,,= 0.27 Wind Anchori_Wt= 0.2
Siesmic Anchor;-,,= 0.07 Siesmic Anchori_st= 0.01
ExteriorAnchors Wind Anchore W,= 0.173 Wind Anchore_,t= 0.37
Siesmic Anchore sl= 0.05 Siesmic Anchore_st= 0.05
CormerAnchors Wind Anchorc W,= 0.21 Wind Anchorc Wt= 0.21
Siesmic Anchors s, = 0 Siesmic Anchorc_st= 0
ANCHOR Interior Anchori= "3l8"x 2.5""
Exterior Anchore= "3/8"x 2,5""
P50340b h Rev01.xmcd 133 2/19/2021
PANEL CHECK
PANEL CAPACITY Vall= 53•plf
LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL= 29.5ft
LONG ITU DI NALSHEAR PANEL PanelL= 150ft
TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 12.75ft
TRANSVERSE SHEAR PANEL PanelT= 30ft
LONGITUDINAL SHEAR WALL PanelCheckL= "ok" (IF PANEL CHECK IS"OK"NO STRAP BRACES REQUIRED
FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS
TRANSVERSE SHEAR WALL PanelCheckT= "ok" MAY BE REQUIRED FOR ANCHORING)
STRAP BRACES(IF REQU]RED)
LONGITUDINAL StrapsL = 0
TRANSVERSE StrapsT= 0
Allowable Tension in Strap Ta =2470.06Ib GAUGE OF STRAP Gage= 16 STRAP WIDTH ws=2•]n
Longitudinal Strap Angle BraceangleL= 39.81•deg
Transverse Strap Angle BraceangleT= 39.81•deg
�Longitudinal Tension on Strap TL:= if PanelCheckL = "ok",0, max(VLS,VLW
cos BraceangleL TL= Olb
Transverse Tension on Strap TT:= if PanelCheckT= "ok",0, max(VT,,VT.)
cos BraceangleT TT= O lb
COMPRESSION
VT.
MEMBER
La Ta
OR OR
V Lw V Tw
height Uplift
T
BraceOe9,,LL -I IN V e,"jeT
V
Brace9e9,e
bay P
(Note:Compression member to be designed separately,see additional calculations.
Compression memeber needed only when StrapsT >0)
P50340b_h_Rev01.xmcd B4 2/19/2021
INPUTVALUES
PURLIN BRIDGING SPACING PurlinBridgeSpace= 60
DEPTH OF PURLIN webp:=7
JAMB SUPPORT StubPostJ :="no"
HEIGHT OF HORIZONTAL BRACING BridgeHeight=4.32ft
WIDTH OF INTERIOR COLUMN web,:=3.5 CORNERCOLUMN UNBRACED LENGTH(y&t) Cbrace= 2.78ft
SIDE WALL COLUMN webs:=3.5 ColumnNumbersw:=2 SIDEWALL GIRT webs:=webs GirtNumber:= 1
END WALL COLUMN webE:=3.5 ColumnNumberEW:=2 ENDWALL GIRT webE:=webE EGirtNumber:= 1
END CLOSET COLUMN(JAMB) webEWC:= 3.5 ColumnNumberEWO:= 1 (Use either 3.5 or 5.5 for the width of Side Wall,
END CLOSET COLUMN(HDR) webEC:=3.5 ColumnNumberEC:= 1 End Wall or End Closet Columns)
STUB POST H EA DER(L) webH:=9 5.5",9",10"ar 12" MembersH�:= 1
STUB POST HEADER(S) webHS:=5.5 5.5",9",10"or 12" MemberSHS:= 1
LOAD COMBINATIONS
LC 1=D+MAX(S,Lr) EQUATION 16-10
LC2=D+MAX(.75S,.75Lr) EQUATION 16-11
LC3=D+MAX(.6W,.7E) EQUATION 16-12
LC4=D+..45W+MAX(.75S,.75Lr) EQUATION 16-13
LC5=D+..525E+.75S EQUATION 16-14
LC6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16-16
PURLIN INFORMATION
PURLIN LOADS UNIFORM LOAD END REACTION MOMENT
LC1 wpudinl =217•plf Rpudinl = 1083lb MPudinl = 2707lb•ft
LC4 wpudin4 = 188•plf Rpudin4 = 942Ib MPudin4= 2354lb-ft
LC6 wPudin6 =—73•plf Rpudin6 =—364lb MPudin6 =—910lb•ft
LC6 wPudin6e=—100-plf Rpudin6ea= —4341b Rpudin6eb = —376lb Mpudin6e=—1254lb•ft
PURLIN MemberpR= 7 x 16ga,50ksi Cee Purlin" IntpR= 0,900
LXpR= 118.5•in LypR= 118.5•in LtPR= 118.5•in LypR_neg = 118.5•in LtPR_neg — 118.5•in
STUB POST HEADERS
STUB POST HEADER LOADS REACTION PS40P�4ENT
LC1 RH1 = 1083lb MH1 = 5415lb•ft
LC4 RH4=942Ib MH4= 4708 Ib•ft
LC5 RH6=—364lb MH6=—1820lb•ft
MEMBER SIZES INTERACTION LENGTH
STUB POST HEADERS MemberH= "9 x 3.2 x 14ga 50 ksi Stub Header" IntH= 0.937 HeaderLength= 10 ft
STUB POST HEADER BRACING LxH= 120•in LyH= 120•in LtH = 120•in
SMALL STUB POST HEADERS MemberHS= "5.5 x 3.2 x 18ga 33 ksi Stub Header" IntHS= 0.923 SHLength = 5ft
SMALL STUB POST HEADER BRACING LxHs= 60•in LyHS=60•in LtHS= 60•in
P50340b h Rev0l.xmcd B5 -2/19/2021
INTERIOR COLUMNS
INTERIOR COLUMN LOADS AXIAL LOAD MOMENT
LC P11 = 2166lb M11 = 187.27lb•ft
LC3 P13=4401b M13= 38.08lb-ft
LC4 P14= 1880lb M14= 337.721b•ft (Moment due to 5 psf horizontal load)
LC5 P15= 17461b M15= 326.19lb•ft
MEMBER SIZES INTERACTION
INTERIOR COLUMN Member,= "3.63 x 2 x 16ga,50 ksi Interior Column" Intl= 0.867
INTERIOR COLUMN BRACING Lx,= 97•in Ly,= 12•in Lt,= 97•in
JAMBS
JAMB LOADS AXIAL LOAD MOMENT
LC 1 PJambl = 1083 Ib NA
LC3 PJambh= 308lb MJamb3a= 124lb•ft
LC3 PJamb3b= 1721b NA
LC4 PJamb4= 10051b MJamb4 = 93lb-ft
LC5 PJamb5 = 9041b NA
JAMB UNIFORM LOAD SWjamb = 161•plf WEWJamb= 92•plf
JAMB APPLIED MOMENT JambMoment= 124lb•ft EWJambMoment= 88 lb•ft
JAMB AXIAL LOAD PJamb1 = 1083 lb
JAMB MOMENT CAPACITY Mjambcap= 971 Ib•ft
JAMB AXIAL CAPACITY Pjambcap= 5691 lb
JAMB CHECK JambCheck= "ok" EWJambCheck= "ok"
MEMBER SIZES
END WALL HEADER MOMENT CAPACTIY EWheadermomenallt= 2922lb•ft
END WALL HEADER APPLIED MOMENT EWhedermomentapp= 2707.5lb•ft
LARGE END WALL HEADER CHECK EWheader check16= "16in EW Header O.K."
EWheader_check22= "221n_EW Header O.K."
SIDE WALL COLUMNS
SIDE WALL LOADS AXIAL SIDE WALL MOMENT
LC1 PSWt = 1083lb MSW= Olb•ft
LC3 PSW3= 308lb
LC4 PSW4= 1005lb
MEMBER SIZES INTERACTION
SIDE WALL COLUMN MembersW= "3.63 x 1.5 x 18ga 33 ksi Column" IntsW= 0.360
SIDE WALL COLUMN BRACING Lxs= 100•in Lys= 33•in LtS=33•in
P50340b_h_Rev01.xmcd B6 2/19/2021
END WALL COLUMNS
END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT
LC1 PEW1 = 1083lb NA NA
LC3 PEWS = 3081b WEW3= 63•plf MEWS= 590lb•ft
LC4 PEW4= 1005lb WEW4= 47•plf MEW4= 442lb•ft
MEMBER SIZES INTERACTION
END WALL COLUMN MemberEW= "3.63 x 1.5 x 18ga 33 ksi Column" IntEW= 0.877
END WALL COLUMN BRACING LxE= 97•in LYE= 37•in LtE= 37•in
GIRTS
GIRT LOADS UNIFORM LOAD END REACTION MOMENT
SIDE WALL GIRT IN MID ZONEWGS=49•plf RGS= 2451b MGS= 612lb•ft
SIDE WALL GIRT IN END ZONE WGSe= 58•plf RGS,=292lb MGS,= 730lb•ft
GIRT IN MID ZONE WGE= 57•plf RGE=283lb MGE= 1771b•ft
GIRT IN END ZONE WGE,= 69•plf RGEe= 345lb MGEe= 216lb•ft
MEMBER SIZES INTERACTION
SIDE WALL GIRT(MID) MemberGS= "3.5 x 1.75 x 16ga 50 ksi Girt" IntGS= 0.574
END WALL GIRT(END) MemberGS= "3.5 x 1.75 x 18ga 33 ksi Girt" IntGE= 0.320
SIDE WALL GIRT-BRACING LxG= 119•in LYG= 12•in LtG= 119•in
END WALL GIRT BRACING LXGE= 59•in LYGE= 12•in LtGE= 59•in
STUDS
STUD SPACING StudSpacing= 16•in
STUD LOADS UNIFORM LOAD MOMENT
SIDE WALL STUD IN MID ZONE WStud= 25•plf MStud= 217lb•ft
SIDE WALL STUD IN END ZON E WStude= 31 plf MStude= 267lb•ft
MEMBER SIZES INTERACTION
SIDE WALL STUD Memberstud = "3.625 x 2 x 20ga 33 ksi Stud" IntSt d= 0.464
SIDE WALL STUB BRACING LxSt d= 100•in LYSt d= 33-in Ltstud = 33-in
FOUNDATION INFORMATION
INTERIOR COLUMN REACTIONS GRAVITY Pdown_intedor= 2166lb UPLIFT Pup_int= 110lb
EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior= 10831b UPLIFT Pup_ext= 1431b
ALLOWABLE BEARING PRESSURE BearingPressure= 1500•psf
SLAB THICKNESS Slab= 5.5•in
PAD WIDTH =PadW= "na"-in
PAD DEPTH Padp= "na"-in
P50340b h Rev01.xmcd B7 2/19/2021
TRACHTE BUILDING SYSTEMS, INC. '
PROJECT CALCULATIONS
CUSTOMER:= "Tom Barber" PREPARED BY= "Michael L.Prochaska"
LOCATION:="Queensbury,NY" REVISED_BY=Claire Z. Robinson
PLAN_NUMBER:="P50340,Phase B" REVIEWED BY
BUILDING:="I"
CODEBODY= "2020 Building Code of New York State"
BUILDING DESCRIPTION BAY WIDTH bay:= 10ft PURLIN BRIDGING PBridging:_ "no"
ROOF PITCH Rpitch 0.25 In BUILDING HEIGHT height:=8ft+41n ROOF MATERIAL Roof:="SSR"
ft
BUILDING WIDTH width:=25ft PURLIN SPACING Pspace 5ft
ROOF ANGLE 0 = 1.19•deg BUILDING LENGTH length := 150ft INT.PARTITION PANEL Ptpanel "yes"
ROOF TYPE Type:_"Lean-to" FLOOR TO FLOOR lower:=Oft INT.LATERAL BRIDGING Bridge:= "no"
RISK CATEGORY UseGroup:= "I" Use'T or"ll" FOUNDATION SLOPE Fndslope 1%
SNOW LOAD SEISMIC LOAD
GROUND SNOW LOAD P9 :=60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
SNOW EXPOSURE CATEGORY Esnow•= C" BUILDING FRAME SYSTEM BFS= "Light Frame Wall w/Flat Strap Bracing"
SNOW IMPORTANCE FACTOR Is= 0.8 SEISMIC SITE CLASS Siteclass "D"
THERMAL FACTOR Ct•= 1.2 SHORT PERIOD SPECTIAL ACC. Ss:=0.233
SNOW EXPOSURE Exp:="Partial" 1 SECOND PERIOD SPECTRALACC. S 0.068
ROOF LIVE LOAD 4 20psf
FLAT ROOF SNOW LOAD Pt= 40•psf SPECTRAL RESPONSE ACC. SDg= 0.25
UNBALANCE SNOW LOAD Punbalanced=40•psf SPECTRAL RESPONCE ACC. SDI = 0.11
SNOW LOAD USED IN DESIGN Ps=40•psf RESPONSE FACTOR Response= 4
RAIN SURCHARGE RainSurcharge=0•psf SEISMIC DESIGN CATEGORY SeismicDO= "B"
WIND LOAD SEISMIC RESPONSE COFFICIENT Cs= 0.06
WIND VELOCITY Vuit:= 115mph
Vasd= 89•mph
WIND EXPOSURE CATEGORY Evdnd= "C"
EDGE STRIP WIDTH a=3ft DEAD LOAD
COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD DR= 3•psf
ENDWALL GIRT FED= 30•psf PARTITION DEAD LOAD Dp= 3•psf
SIDEWALL GIRT FgG= 29•psf ADDITIONAL LONG.DEAD LOAD DL= O•psf
PURLIN Fpudin=— P 27 sf ADDITIONAL TRANS, DEAD LOAD DT= 0•psf
MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE
WALL (Suction and Pressure) Fw= 21.04•psf SEISMIC Vas= 2049 lb VTs= 1371b
ROOF FR= 8•psf WIND Vow= 1340 lb VT,= 676lb
P50340b_i_Rev01.xmcd C 1 2/19/2021
ANCHOR INFORMATION
EDGE DISTANCE EdgeDistance:=3
CONCRETE STRENGTH Concrete:=2500
(�N:=0.65 Table 3-ESR-3889
TVs:=0.60 Table 4-ESR-3889
(�Vc:=0.70 Table 4-ESR-3889
do_.375 0.375in do .5:=0.51n nominal anchor diameter(table 1 ESR 3889)
hef.375 1.33in hef.375_3 1.75in hef.5_2.5 1.75ln hef .5 3.5 2.17in effective embedment(table 1 ESR 3889)
cac_.375 5.Oin cac_.375_3 6.3in cac_.5_2.5 Min cac_.5_3.5 5.9in critical edge distance(table 1 ESR 3889)
*cn 1•0 modification factor for cracked and uncraked concrete(tabel 4 ESR388!
kc:= 17 effectiveness factor for cracked concrete(table 4 ESR 3889)
Np:=Okip characteristic pulout strength,cracked concrete(table 4 ESR 3889)
1e_375 1.33in le_.375_3 1,75in le .5_2.5 1,75in le_.5_3.5 2.17in load bearing length of anchor(table 4 ESR 3889)
Nsa_.375 8.730kip Nsa_.5 20.475kip steel strength in tension(table 3 ESR 3889)
Vsa_.375 3.465kip Vsa_.5 8.860kip steel strength in shear(table 4 ESR 3889)
Corner Anchor
nc:= 1 number of bolts at column
ca1_c:=2.75in distance between bolts from edge 2
s1_c:=Oin distance between bolts along edge 1
ca2_c:=2,75in distance of bolts from edge 1
s2_c:=Oin distance between bolts along edge 2
eN_c:=Oin distance from resultant tension load to centroid of anchors in tension
Oin distance from sultant shear load to centroid of anchors in shear
Exterior Anchor
ne:=2 number of bolts at column
ca1_e:=2.75in distance between bolts from edge 2
s1 a:=Oin distance between bolts along edge 1
ca2e:= 100in distance of bolts from edge 1
S2_e:=5in distance between bolts along edge 2
eN_e:=Oin distance from resultant tension load to centroid of anchors in tension
eve:=Oin distance from sultant shear load to centroid of anchors in shear
Interior Anchor
n;:= 1 number of bolts at column
cal_; := 100in distance between bolts from edge 2
s1_1:=Oin distance between bolts along edge 1
ca2i:= 100in distance of bolts from edge 1
s2 ;:=Oin distance between bolts along edge 2
eN_;:=Din distance from resultant tension load to centrold of anchors in tension
e„ ;:=Oin distance from sultant shear load to centroid of anchors in shear
P50340b_i_Rev01.xmcd C2 2/19/2021
2
ANCHOR FORCE SUMMARY SHEAR UPLIFT
WIND/LONGITUDINAL/INTERIOR VW;I=O lb NW 1 = 1301b
WIND/LONGITUDINAL/EXTERIOR VWeI= 223lb NW,l= 251 lb
WIND/TRANSVERSE/INTERIOR VWit=56 lb NW;t= 130lb
WIND/TRANSVERSE/EXTERIOR VWet= 225lb NWet=-290lb
SEISMIC/LONGITUDINAL/INTERIOR Vsil= 0lb Nsil=—300lb
SEISMIC/LONGITUDINAL/EXTERIOR Vsel= 6501b Nsel=391 lb
SEISMIC/TRANSVERSE/INTERIOR Vsit= 22lb Nsit= —300lb
SEISMIC/TRANSVERSE/EXTERIOR Vset= 87lb Nset= —63lb
ULTIMATE LOADS FOR ANCHORS
Tension (Interior) Tension (Exterior) Shear(Interior) Shear(Exterior)
Tension,= 847.44lb Tensionx=. 1316.03lb Shear,= 912.63lb Shearx= 1247.41b
Bolt Interatctiion Check Applied Uplift/Tension+Applied Shear/Shear<1.2
Longitudinal Transverse
InteriorAnchors Wind Anchor; WI=0.15 Wind Anchor; Wt= 0.22
Siesmic Anchor;-,,= 0 Siesmic Anchori st= 0.02
ExtedorAnchors Wind Anchore W;= 0.37 Wind Anchore Wt= 0.4
Siesmic Anchore_,;= 0.82 Siesmic Anchore st= 0.07
ComierAnchors VVind Anchorc_,;= 0.21 Wind Anchors Wt= 0.21
Siesmic Anchorc_,; = 0 Siesmic Anchorc st= 0
ANCHOR Interior Anchori = "3/8"x 2,5""
Exterior Anchore= "3/8"x 2.5-
P50340b_i_Rev0l.xmcd C3 2/19/2021
PANEL CHECK
PANEL CAPACITY Vall= 53•pif
LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL=38.66ft
LONGITUDINALSHEAR PAN EL PanelL= 0
TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 12.75ft
TRANSVERSE SHEAR PANEL PanelT= 25 ft
LONGITUDINAL SHEAR WALL PanelCheckL= "not ok" (IF PANEL CHECK IS"OK"NO STRAP BRACES REQUIRED
TRANSVERSE SHEAR WALL PanelCheckT= "ok" FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS
MAY BE REQUIRED FOR ANCHORING)
STRAP BRACES(IF REQUIRED)
LONGITUDINAL StrapsL= 6
TRANSVERSE StrapsT= 0
Allowable Tension in Strap Ta =2470.06lb GAUGE OF STRAP Gage= 16 STRAP WIDTH ws=2-in
Longitudinal Strap Angle BraceangieL= 39.81•deg
Transverse Strap Angle BraceangleT= 39.81•deg
)
Longitudinal Tension on Strap TL:=ifPanelCheckL = "ok",0,
max(VLs,VLw( cos BraceangleL TL= 2667.451b
).)
max(VTs,VTw�
Transverse Tension on Strap TT:=if PanelCheckT="ok",0,
cos BraceangleT . TT= Olb
COMPRESSION
MEMBER
VL, Vr.
OR OR
V, VT.
height Uplift
T
Lop
Brace,n9,&�j
Br e.,I T
V
_� I_ _I Bracef1g1e
bay P W.—
(Note:Compression member to be designed seperately,see additional calculations.
Compression memeber needed only when StrapsT>0)
P50340b i Rev01.xmcd C4 2/19/2021
INPUT VALUES
PURLIN BRIDGING SPACING PurlinBridgeSpace= 60
DEPTH OF PURLIN webp:=7
HEIGHT OF HORIZONTAL BRACING BridgeHeight=4.43ft JAMB SUPPORT StubPostJ:="no"
WIDTH OF INTERIOR COLUMN web,:=3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cb11= 2.95ft
SIDE WALL COLUMN Webs:=3.5 ColumnNumbersW:=2 SIDEWALL GIRT webs:=webs GirtNumber:= 1
END WALL COLUMN webE:=3.5 ColumnNumberEW:=2 ENDWALL GIRT webGE:=webE EGirtNumber:= 1
END CLOSET COLUMN(JAMB) webEWO:=3.5 ColumnNumberEWC:= 1 (Use either 3.5 or 5.5 for the width of Side Wall,
END CLOSET COLUMN(HDR) webEC:=3.5 ColumnNumberEO:= 1 End Wall or End Closet Columns)
STUB POST HEADER(L) webH:= 9 5.5",9",10"or 12" MembersH-:= 1
STUB POST HEADER(S) webHS:= 5.5 5.5",9",10"or 12" MembersHS:= 1
LOAD COMBINATIONS
LC 1 =D+MAX(S,Lr) EQUATION 16-10
LC =D+MAX(.75 S,.75 Lr) EQUATION 16-11
LC3=D+MAX(.6W,,7E) EQUATION 16-12
LC4=D+..45W+MAX(.75S,.75Lr) EQUATION 16-13
LC 5=D+,.525E+.75S EQUATION 16-14
LC6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16-16
PURLIN INFORMATION
PURLIN LOADS UNIFORM LOAD END REACTION MOMENT
LC 1 wPudini =217•plf Rpudinl = 1083lb Mpudint = 2707lb•ft
LC4 wPudin4 = 188-p1f Rpudin4 = 9421b MPudin4 =2354lb•ft
LC6 wPudin6 =—73•plf Rpurlin6 =—3641b Mpudin6 =—9101b•ft
LC6 wPudin6e=—100•13If Rpudin6ea=—4341b Rpurlin6eb =—3761b Mpudin6e=—1254lb•ft
PURLIN MemberpR= 7 x 16ga,50ksi Cee Purlin" IntpR= 0.900
LxpR= 118.5•in LypR= 118.5•in LtpR= 118.5•in LypR_n, = 118.5•in LtPR_neg= 118.5•in
STUB POST HEADERS
STUB POST HEADER LOADS REACTION MOMENT
LC1 RHl = 1083lb MW = 5415lb•ft
LC4 RH4= 942lb MH4= 4708lb•ft
LC5 RH6=—3641b MH6= —1820lb-ft
MEMBER SIZES INTERACTION LENGTH
STUB POST HEADERS MemberH = "9 x 3.2 x 14ga 50 ksi Stub Header" IntH= 0.937 HeaderLength= 10 ft
STUB POST HEADER BRACING LxH= 120•in LyH= 120•in LtH= 120•in
SMALL STUB POST HEADERS MemberHs= "5.5 x 3.2 x 18ga 33 ksi Stub Header" IntHS= 0.923 SHLength = 5 ft
SMALL STUB POST HEADER BRACING LxHs= 60•in LyHs= 60•in LtHS= 60•in
P50340b—i—Rev01.xmcd C5 2/19/2021
INTERIOR COLUMNS
INTERIOR COLUMN LOADS AXIAL LOAD MOMENT
T
LC P11 = 21661b M11 = 191.78lb•ft
LC3 P13= 3901b M13= 34.53lb-ft
LC4 P14= 18421b M14= 346.84lb-ft (Moment due to 5 psf horizontal load)
LC5 P15= 1685lb M15= 332.97lb•ft
MEMBER SIZES INTERACTION
INTERIOR COLUMN Member,= "3.63 x 2 x 16ga,50 ksi Interior Column" Intl= 0.894
INTERIOR COLUMN BRACING Lx1= 99•in Ly,= 12-in Lt,= 99•in
JAMBS
JAMB LOADS AXIAL LOAD MOMENT
LC1 PJambl = 1083lb NA
LC3 Pdamb3a= 330lb MJamb3a= 1741b•ft
LC3 PJamb3b= 3751b NA
LC4 PJamb4= 1022lb Mdamb4= 131 Ib•ft
LC5 PJamb5= 10561b NA
JAMB UNIFORM LOAD swjamb= 160•plf wEWdamb= 91Of
JAMB APPLIED MOMENT JambMoment= 174lb•ft EWJambMoment= 99lb•ft
JAMB AXIAL LOAD PJambl = 10831b
JAMB MOMENT CAPACITY Mjambcap= 971 lb-ft
JAMB AXIAL CAPACITY Pjambcap= 5691 lb
JAMB CHECK JambCheck= "ok" EWJambCheck= "ok"
MEMBER SIZES
END WALL HEADER MOMENT CAPACTIY EWheadermomemiit= 2922lb•ft
END WALL HEADER APPLIED MOMENT EWhedermomentapp= 2707.5lb-ft
LARGE END WALL HEADER CHECK EWheader_check16= "16in_EW Header O.K."
EWheader_check22= "22in_EW Header O.K."
SIDE WALL COLUMNS
SIDE WALL LOADS AXIAL SIDE WALL MOMENT
LC1 PSW1 = 1083lb Msw= Olb•ft
LC3 PSW3=330lb
LC4 PSW4= 1022lb
MEMBER SIZES INTERACTION
SIDE WALL COLUMN Membersw="3.63 x 1.5 x 18ga 33 ksi Column" Intsw= 0.372
SIDE WALL COLUMN BRACING Lxs= 106•in Lys= 35•in Lts= 35•in
P50340b i Rev01.xmcd C6 2/19/2021
4
END WALL COLUMNS
END WALL LOADS AXIAL LOAD UNIFORM LOAD N40MENT
LC 1 PEW1 = 1083 lb NA NA
LC3 PEWS = 3301b WEW3 = 63•plf MEW3= 618lb-ft
LC4 PEW4= 1022lb WEW4=47•plf MEW4= 464lb-ft
MEMBER SIZES
INTERACTION
END WALL COLUMN MemberEW= "3.63 x 1.5 x 18ga 33 ksi Column" IntEW= 0.932
END WALL COLUMN BRACING LxE= 99•in LYE= 40•in LtE=40•in
GIRTS
GIRT LOADS UNIFORM LOAD END REACTION MOMENT
SIDE WALL GIRT iN MID ZONE WGS= 52•plf RGS= 259lb MGS= 648lb•ft
SIDE WALL%GIRT IN END ZONE WGSe= 62•plf RGS,= 308lb MGS,= 771 Ib•ft
GIRT IN MID ZONE WGE= 60.plf RGE= 301 lb MGE= 1881b•ft
GIRT IN END ZONE WGSe= 73•plf RGEe= 366Ib. MGEe= 229lb•ft
MEMBER SIZES INTERACTION
SIDE WALL GIRT(MID) MemberGS= "3.5 x 1.75 x 16ga 50 ksi Girt" IntGS= 0.605
END WALL GIRT(END) MemberGS= "3.5 x 1.75 x 18ga 33 ksi Girt" IntGE= 0.339
SIDE WALL GIRT BRACING LxG= 119•in LyG= 12•in LtG= 119•in
END WALL GIRT BRACING LXGE=59•in LyGE= 12•in LtGE= 59•in
STUDS
STUD SPACING StudSpacing = 16•in
STUD LOADS UNIFORM LOAD MOMENT
SIDE WALL STUD IN MID ZONE Wstud= 25•plf Mstud=2441b•ft
SIDE WALL STUD IN END ZON E WStude= 31•plf MStude=300lb•ft
MEMBER SIZES INTERACTION
SIDE WALL STUD Memberstud = "3.625 x 2 x 20ga 33 ksi Stud" IntSt d= 0.521
SIDE WALL STUB BRACING LXStud= 106•in Lystud= 35•in LtStud =35•in
FOUNDATION INFORMATION
INTERIOR COLUMN REACTIONS GRAVITY Pdown_intedor= 2166lb UPLIFT Pup_int= 100lb
EXTERIOR COLUMN REACTIONS GRAVITY Pdown_extedor= 1083lb UPLIFT Pup_ext= 210lb
ALLOWABLE BEARING PRESSURE Bearinfressure= 1500•psf
SLAB THICKNESS Slab= 5.5•in
PAD WIDTH PadW= "na"•in
PAD DEPTH PadD= "na"-in
P50340b_i_Rev01.xmcd C7 2/19/2021