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Home My WebLink About0060 YACHT CLUB ROAD a k• 1 f -Commanwealth.of_.Massachusetts_._. Sheet Metal Permit 0 . € ^q _A___ Map Parcel , -' ? `, Date: �� Pest.# /3 9 Estimated Job Cost: jeHA Permit Fee: $ = VSTAYPlans Submitted: YES .NO - Reviewed: YES NO Business License Izo Applicant License# Business Infonnation: Property Owner/:Job.,Location.Infpnnation: Name: (J . /7'` l�i NOne: 1 Ct �t i Cc t/O C Street 2 V 0 Ci /Town. AI, er e City1rown:. ' 0 le4 her v Telephone �p� C�//�/ Telephone: Photo. attached: YES —NO Photo LD.regtured Copy of P . S stdcted.license 3-stories or less and commercial to 10,*000 sq.f� /2-stories or less .J-2./M-2 restncted•to dwellings up �l , i Residential: 1 2 family Multi-family Condo/Townhouses' OtheT' Commercial: Office Retail Industrial Educational Fire Dept Approval Institalional_ -Other Square Footage: under 10,000 sq. $11- aver 1�0,000 sq.ft. Dumber of Stories: �-- Sheet metal work�to be completed:- _ New Work: Renovation ! i C Metal'Watershed Roofin . Kitchen Exhaust System HVA —� g. � _ Metal-Clipmey l Vents Air'Balancing ' f Provide detailed description of work�to be done: .fro &V ,T .INSURANCE COVERAGE: 1 have a current riabititv.insurance policy or its.equivalent which meets the requirements of NLG:L Ch.112 Yes ,No ❑ If you have checked YW,'.indicate the type-of coverage,by checking the appropriate box.below: - I { A liability Insurance policy Other type of indemnity ❑ Bond ❑ OWNER'S INSURANCE WAILER:`I am aware that the licensee does.-not have the insurance coverage required by Chapter 112 of the Massachusetts General Laws,and that my:signature on'this'permit application:waives-this requirement: Check One Oniy -Owner ❑ Agent ❑ ' 1 signature of Owner orOwn'er's Agent 1 By checking this.bo ,I hereby cer*that all of the details and Information-I have submitted(or entered)regarding this application are true.and accurate to the best of my knowledge and.thafall sheet metalwork arid installations•performed under the pennit issued*forthls.application will be In compliance with all pertinent provisiori-of the Massachusetts'Building Code and Chapter 112 of the General . I ti Duct Inspection required priortv-insulation Installabon:YEE • . NO ` Frotrlress.Inspections : : •• Date Comments ` Final Inggecti6II Date Comments Type cease: 3Y Master ❑Master-Restricted ' A '1ty/Town ❑Joumeypersm'. Signature of Licensee • oetmet# ❑Joumeyperson-Restricted ense.Nurdbor. =ee 1 Gheck-at www.rtsass.aavic#oi nspector signature of Permit Approval HE I , Town, of Barnstable g datory Services MAU 1619. `,�$ Thomas F.Geiler,Director nN,xi'` Building Division Torn perrp,laadlag Commissioner , 200 I'L*Street; MA'02601 Www.town barnstable.ma.ns Office: 508-862-4038 t a - Fax 508-790-6230 Property Owtler Must Complete and S' 'I'hY �- Section Zf LTsztx A-Builder ,.as Owner of the subject p=opeq- hereby authorize to act on my bebal� to all matters relative to work authorized by this bmIdingp=ait, , (Address of Job). Pool fences and alatms are the rep �sibili .'of s o ty the ajiplicatit. Pools are not to be filled•before fence xs utilized .stalled.and pools are not to be �tll all final inspections are perfotmed:and accepted •Sigaatnre of Owner �~ �' ^� . e of Applicant Prtut Name. (d Print Name Date i y Q_F0R2a:OWNIWM ,WKONPOOLS I TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map a Parcel S J� Application # Health Division S1J1L®f NGEP Date Issued Conservation Division ./ MAR 16 Application Fee Planning Dept. TpwN O" ZOjs Permit Fee Date Definitive Plan Approved by Planning Board iAs, Historic - OKH _ Preservation/ Hyannis (R Project Street Address uC4 V f'►1Q✓ 'L ( �vw PvA Village C�14 t-f✓✓j�ix OwnerQ Sit �toit'1G I�Csd ��l�Tpr�rN Address /I Telephone Permit Request �v f �1 i K. �� 4,,l a neg oe iv 1�e400v hot,- Square feet: 1 st floor: existing proposed 2nd floor: existing 0 proposed ?OS Total new 941,9, Zoning District f'D— I Flood Plain N�i} Groundwater Overlay Project Valuatior�,! i ua-u Construction Type P044`9r Lot Size 1• 33 . Grandfathered: ❑Yes 2(No If yes, attach supporting documentation. Dwelling Type: Single Family O' Two Family ❑ Multi-Family (# units) Age of Existing Structure O Historic House: ❑Yes ANo On Old King's Highway: ❑Yes ;VNo Basement Type: �Full ❑ Crawl CXWalkout ❑ Other Basement Finished Area (sq.ft.) O Basement Unfinished Area (sq.ft) Number of Baths: Full: existing B new 7. Half: existing b new 0 Number of Bedrooms: p existing Y new Total Room Count (not including baths): existing d new—_First Floor Room Count Heat Type and Fuel: $Gas ❑ Oil ❑ Electric ❑Other Central Air: ❑Yes ANo Fireplaces: Existing 0 New Existing wood/coal stove: ❑Yes X No Detached garage: ❑ existing ❑ new size_Pool: ❑ existing ❑ new size _ Barn: ❑ existing ❑ new size_ NIA-Attached garage: ❑ existing ❑ new size _Shed: ❑ existing ❑ new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal # l4/ q Recorded ❑ Commercial ❑Yes )kNo If yes, site plan review # Current Use raW La K d Proposed Use 4Gig APPLICANT INFORMATION ll (BUILDER OR HOMEOWNER) Name i Nti IMacom 6lv h f-d a 'fe" r _O* U'("Telephone Number Address Plan 9-1 .. License# airsti Q ld� r'� ©�v� Home Improvement Contractor# IS �1(a Email b1Cl d"� � kmAi y Worker's Compensation # W G�— 3 �j &69 110"d k ALL CONSTRUCTION DEBRIS RESULTIN FROM THIS PROJECT WILL BETAKEN TO d&rnPSr0,( o n SIGNATURE �� w DATE 2 2y r ` 1 FOR OFFICIAL USE ONLY APPLICATION# DATE ISSUED MAP/PARCEL NO. ' ADDRESS VILLAGE } OWNER DATE OF INSPECTION: FOUNDATION 21 FRAME INSULATION FIREPLACE . ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. of Barnstable Town B able: Bu dl g 0 a z - Post This Card So That it is Visible From i e Street-'Approved-Plans Must-be.:Retamed on Job and this Card}Mustbe Kept MAFJL Posted Until'Final Inspection Has Been Made ¢ 11 /■T m S u a ,. a .+ k �, d. § .. a, Perm * u , ..-, ' Where a Certificate of,Occupancy.is Required;such.Bu11dmg shall Not be Occupied until a.Fin- lnspect16h has been made .,w -: ate. . .. . ._ k Permit No. B-16-419 Applicant Name: JAMES E MACOMBER Map/Lot: 210-155 Current Use: Zoning District: RD-1 Date Issued: 04/29/2016 Permit Type: New Construction-1 or 2 family Residential Expiration Date: 10/29/2016 Contractor Name: JAMES E MACOMBER Location: 60YACHT CLUB ROAD,CENTERVILLE Est.rProject Cost: $N0,000.00 Contractor License: CSFA-059196 Owner on Record: ZIAUGRA, MARIUS A&BIRUTE r Permit Fee $ 1,782.00 Address: 17 MANOMET ROAD x '" Fee Paid $ 1,782.00 SHARON MA 02067 -4/29/2016 Description: construct anew 4 bedroom single family home Project Review Req Building Official r This permit shall be deemed abandoned and invalid unless the work authorized by thispermit is commenced within six months after issuance. All work authorized by this permit shall conform to the approved application and the constructiondocuments approved� for-Which this permit has been granted. All construction,alterations and changes of use of any building and structures shall be in'conipliance with the local zoning bylaws and codes. This permit shall be displayed in a location clearly visible from access street spe or road and shall be maintained open for public inction for the entire duration of the work until the completion of the same. The Certificate of Occupancy will not be issued until all applicable signatures by theBuilding and Fire Officials are provided on this permit. Minimum of Five Call Inspections Required for All Construction Work i " 1.Foundation or Footing - m 2.Sheathing Inspection 3.All Fireplaces must be inspected at the throat level before firest flue lining is installed 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection S.Prior to Covering Structural Members(Frame Inspection) , 6.Insulation 4 7.Final Inspection before Occupancy Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. Work shall not proceed until the Inspector has approved the various stages of construction. "Persons contracting with unregistered contractors do not have access to the guaranty fund" (as set forth in MGL c.142A). Building plans are to be available on site All Permit Cards are the property of the APPLICANT-ISSUED RECIPIENT Town of Barnstable "B`E'p Building Department-200 Main Street OfoMa+ Hyannis, MA 02601 Tel. (508) 862-4038 Certificate Of Occupancy Permit Number: B-16-419 CO Issue Date: 8/26/2016 Parcel ID: 210-155 . Zoning Classification: RD-1 Location: 60 YACHT CLUB ROAD, Proposed Use: CENTERVILLE Gen Contractor: JAMES E MACOMBER Permit Type: Residential - Land Comments: Building Official Date: Affidavit of Substantial Financial Interest T' 1, Jim M"Wi b4,1 of MO J-Tu� 'STD OA t6, `_U , on oath depose and state as follows: .S 1 1 'am an applicant for a building permit for the property located at Map,;21 Parcel 166- . The address of the property is 40 yar,14 f Cho�. 44ol 2. 1 have % legal.or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above. 3. Within in the last twelve months from today's date, which is Z 1z,31 the following individuals or entities have had a 1% or greater legal or equitable interest in: the real property which is the subject of the building permit application which is identified in paragraph 1 above: .Name Address V,av jU _Z1awgYA ( '( CvtoI � Samd 4. Within the last twelve months, from today's date, which is 2 2.-3 J./& I have had a 1% or greater legal or equitable interest in the following properties which have been the subject of a building permit application:' Map[Parcel Address Xaic4b ! 64 u�h mad 1 5. .Within this calendar year, i have submittedbuilding permit applications-for property in which I have a 1% or greater legal or equitable interest. . 6. Within the fast ten-days,l have submitted ` �} building permit applications for property in which 1 have a-1% or greater legal or equitable interest. . 7. Within this month; l have submitted building permit applications for property in which l have a 1°/o legal or equitable interest. B. Within this month, I have received building permits for property in which I have a 1% legal-or equitable interest.; Signed.under the pain's and penalties of perjury, thit'Jday of y , 20�1 :'. 2001-0050/elfin Q/LDTiERYIAFFIDAVIT Town of Barnstable • . } Regulatory Services _Richard v.'ScaIi,Iuterun Director Bulldi ng Division Tom Perry,DuMag ComB=' over 200 Main Strom Hyamis,MA 02601 www.town banmtable.mams Office: 508-862-403 8 Fax: 508-790-6230 Property Owner Must. Complete.and Sign.This Section If Usigg A Builder f I,— �N-a V S i U•�^'�Y�, ,as Ownet of the snb Property LOP l P p hereby authorize �0 0 --Tick: 4T W 's � -�.�.L to act on my bebalf in aU-=tt=telative to work authorized by this bnflding permit (Andress of Job) Pool fences and alarms are the responsibility of the applicant. Pools are not to be filled or.-a ilized before fence is installed and all final inspections ate performed and accepted. ►� w" S a tme of Owner natare of Applicant W AN t n s �- Z(a�� w► RCo w�bee- Print N=e l h Print Name Date Regulatory Services' pTr Richard Y.Scali,Interim Director. ... ''• ]Wdin DivWon { 33a12033161Is. 11 Tom Perry,Biding Commissioner 63%k�� ' 200 Main Street; Hyun is,MA 02601 www.tawn.barnstable_ma.us • Office: 508'862-4Q38 - , '. �� ' ' Fay 508-750-6230 -• HOMEOWNM r IC'IIX�M m IZox f_ _ please rrit DATE: '• .. - • JOB.LOCATIQ2iT: - n=bcr street viTiage -HOMEOWN�: nmmr`- home phone work phone# CURRENT YiAaJNGADDRFS . cityltown ' staff zip code The current exemption for:home ers"was extended to include owner-oc=ied dAUja s of six nuts or less.and to allow homeowners to engage an individ for hoe who does not possess h oyided that the owner acts as supervisor. . ]?EFIl4PITOx 01 HOMEOVam Persons)who owns a parcel of land o which he/she resides or in nds to reside,on which there is, or is'intended to be,a one or two- family dwelling,attached or detached cttn es accessory to such e and/or farm stnictiffes. A person who constructs more than one home in a two-yesr period shall not be c idered a homeowner. uch"homeowner"shall submit to the B�dmg Official on.a form acceptable to the Building Official,that h she shall be onsibl for all such work performed under the building eimi£ (Section 109.1.1)_ + The undersigned"homeowner"assumes resp nsibility for camp ' cc with the State Building Code and other applicable codes, bylaws,rules and regulations. The undersigned"homeowner"certifies that heJ paderstan the Town ofB unstable Building Department mlnim,rm inspection procedures and req=emrn s and that he/she will Iy said procedures and requirements. Signature of Homcovmcr Appioval dBuildi gOfficial Note: Three-fairly dwellings containing 35,0 0 cub feet or larger will be required to comply with the State Building Code Section 127.0 Construction ContmL rdoEO Is>XX?=ox The Code states that: "Any homeowner erforming rk for which a building permit is required shall be exempt from the provisions of this section(Section 109.1 -Licensing o construction Supervisors);provided that if the homeowner engages a persons)for hire to do such work, t such Homea shall act as supervisor." Many homeowners who use this eae ption are unaware t they are assuming the re'sponsrl3ilities of a supervisor . (see Appendix Q,Rules'&Regulations for ceasing Construction ervisors,Seefion 2:M.T L4,Zack of awareness often results in serious problems,.particnlarly w en the homeowner hires , 'censed persons.. In this ease;our Board cannot proceed against the unlicensed person as would with a licensed Sup or. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeown is fully aware of his/her responsibilities,manly communities require,as part of the permit application,that the homeo er certify that he/she understands tho,responsr"bilities of a Supervisor. On the last page of this issue is a.farm currently by several towns. You may care t amend-and adopt such a form/certification for use is your community. �:\WP��FOR3d�l1n„��n,�Pe�rtfmrm-c1FXFRF45.doc. . • • Registry ID 233498629 Home Energy Dating certificate Rating Number 27378 Certified Energy Rater Andrew Popielarski 60 Yacht Club Rd. } Rating Date 08/24/2016 Centerville, MA 02632 Rating Ordered For Mod Tech Homes Estimated Annual Energy Cost Use MMBtu Cost Percent` 5 Stars Plus Heatin% 41.4 $573 28% Confirmed HERS Index: 59 Cooling 3.5 $189 9% Efficient Home Comparison: 41% Better Hot Water 16.4 $209 10% Lights/Appliances 22.8 $1094 53% Generallnformation Photovoltaics -0.0 $-0 -0% Conditioned Area 2223 sq. ft. House Type Single-family detached Service Charges $0 0% Conditioned Volume 18116 cubic ft. Foundation Unconditioned basement Totai 84.2 $2066 100% Bedrooms 4 Criteria McChdnl:a( Systems Features This home meets or exceeds the minimum criteria for the following: Heating: Fuel-fired air distribution, Natural gas, 95.0 AFUE. 2009 International Energy Conservation Code Cooling: Aij conditioner, Electric, 14.0 SEER. 2012 International Energy Conservation Code Water Heating: Instant water heater, Natural gas, 0.82 EF, 0.0 Gal. Duct Leakage to Outside 79.00 CFM25. Ventilation System Exhaust Only: 72 cfm, 28.2"watts. Programmable Thermostat Heat=Yes; Cool=Yes Building Shell Features Ceiling Flat R-38.7 Slab None Seated Attic NA Exposed Floor R-30.0- Vaulted Ceiling R-36.0 Window Type U-Value: 0.300, SHGC: 0.280 Certified HERS Rating Company Above Grade Walls R-21.0 Infiltration Rate Htg: 734 Clg: 734 CFM50 Energy Raters of Mass Foundation Walls R-0.0 Method Blower door test 180 State Road Suite 2 Upper agamLi hts ga reBeach, MA id Appliance Features 888-503-2233 Percent Interior Lighting 90.00 Range/Oven Fuel Natural gas info@energycodehelp.com Percent Exterior Lighting 100.00 Clothes Dryer Fuel Electric Refrigerator(kWh/yr) 615.00 Clothes Dryer EF 3.01 Dishwasher Energy Factor 0.00 Ceiling Fan (cfm/Watt) 0.00 Certified Energy Rater: REM/Rate-Residential Energy Analysis and Rating Software v14.5.1 This information does not constitute any warranty of energy cost or savings. m 1985-2014 Architectural Energy Corporation, Boulder, Colorado. The Home Energy Rating Standard Disclosure for this home is available from the rating provider. TOWN OF BARNSTABLE MIA DIVISION j AirLeakage Property Organization HERS Mod-Tech Homes Home Energy Raters LLC. Confirmed 60 Yacht Club Rd. t 888-503-2233 08/24/2016 Centerville,MA 02632 Andrew Popielarski Rating No:27378 RaterID:5363711 Weather:Barnstable,MA Builder Yacht Club 60 Mod-Tech Homes 27378-Yacht Club 60_C.blg Whole House Infiltration Blower Door Test ;w Heating Cooling Natural ACHE _ """. 0,15 ACH @ 50 Pascals 2 43 2 43 CFM 25 Pascals ? 468 468 j,CF M 50"Pascalsa �734._ 734' , Eff. Leakage Area.(sq in) 40 3' 40 3 Specific Leakage Area 0 00013 0 00013"' a... IELA/100 sf:shell (sq"ip) 0:79" u 079 Duct Leakage 'Leakage to'Outside Units,. ,It duct 2nd duct' w CFM 25 Pascals" 43 36 GFM25"/CFMfan CFM25,/CF A 0.0334 0 0384 CFM perStd 152k N/A N/A" CFM per St d 152 / CFA N/Ax N/A CFM 0,150 Pascals 67 S'f Eff:Leakage Area(sq in) 3 70 3 10 ,The Efficiency s N/A N/A` CFM25/CFA CFM25/CFA Total Duct Leakage Units ' - Tonal Duct Leakage' 0.0334 Q.0384' s ust Ventilation Mechanical: Exha Only: a Sensible Recovery Eff (%) 00 Total Recovery Effa(%) 0:0' Rate (cfm): 72m Hours/Day;', 20:0 Fan Watts"' 28e2. Cooking Ventilation Natural Ventilation" ASHRAE 62.2 - 2010 Ventilation Requirements For this home to comply with ASHRAE Standard 62.2 -2010 Ventilation and.Acceptable Indoor Air Quality in Low-Rise Residential Buildings, a minimum of 60 cfm of mechanical ventilation must be provided continuously, 24 hours per day. Alternatively, an intermittently operating mechanical ventilation system may be used if the ventilation rate is adjusted accordingly. For example, a 119 cfm mechanical ventilation system would need to operate 12 hours per day, as long as the system operates to provide required average ventilation once each hour. REM/Rate-Residential Energy.Analysis and Rating Software v14.5.1 This information does not constitute any warranty of energy cost or savings. ©1985-2014 Architectural Energy Corporation, Boulder, Colorado. TOWN OF BARNSTABLE �� 1a� 25 P t� Form Approved OMB No.2120-0001 Please Type or Print on This Form Expiration Date:913012010 FOR FAA USE ONLY t, Failure To Provide All Requested Information May Delay Processing of Your Notice Ae,ona smdyNamae. U.S.Department of Transportation Notice of Proposed Construction or Alteration - - Federal Adation Administration 1. Sponso U person,company,etc.proposing this action): O �A 9. Latitude: �( � ' �, Attn.of: 1 iM M0LG*Ik1 bef 6 -7 0 0 r SS` n Name: - e�h saes L.�.•�• 10. Longitude: , Address: " +!olio SttrtL� 11. Datum ❑NAD 83 OkNAD 27 :[],Other �p 12. Nearest: City: State City: IY 1a1 ✓ ppt� 4 Stater Zip: 01 05 13. Nearest Public-use(nofpnvate=use)or Mili ry Airport or Heliport: Telephone: 1g I'7J?Jy�-/�✓0 lip . Fax: 7 S I-$34-q 30 ( �N h rs q�v or✓ . 14. Distance from#13.to Structure: y r• � n1, 1f-J 2. Sponsor's Representative(if other than#1): 15. Direction from#13.to Structure: ie r Attn.of: 16. Site Elevation(AMSL): G ft. Name: 2�-3 - t.: 17. Total Structure Height(AGL): f Address: 18. overall Height(#16+#17)tAMSL): ft. 19. Previous FAA Aeronautical Study Number(if applicable): City: State: Zip: Telephone: Fax: 20. Description of Location:(Attach a USGS 7.5 minute Quadrangle Map with the precise site marked and any cued survey) 3. Notice of: New Construction ❑Alteration ❑Existing 4. Duration: ❑Permanent [Temporary(_months, days) r. . 5. Work Schedule:Beginning Z/ L End ✓ �{P 6. Type: El Antenna Tower Crane ❑Building ❑Power Line ❑Landfill ❑Water Tank ❑Other . 7. Marking/Painting and/or Lighting Preferred: Red Lights and Paint ❑Dual-Red and Medium Intensity White [ White-Medium Intensity ❑Dual-Red and high Intensity White ❑White.-High Intensity ❑Other 8. FCC Antenna Structure Registration Number(if applicable): 21. Complete Description of Proposal: Frequency/Power(kW) Notice is required by 14 Code of Federal Regulations,part 77 pursuant to 49 U.S.C.,Section 44718. Persons who knowingly and willingly violate the notice requirements of part 77 are subject to a civil penalty of$1,000 per day until the notice is received,pursuant to 49 U.S.C.,Section 46301(a) I hereby certify that all of the above statements made by me,are true,complete,and correct to the best of my knowledge. In addition,I agree to mark and/or light the structure in accordance with established marking&lighting standards as necessary. Date Typed or Pri ted Name and T tie erson Filing Notice Signatur C" I�(o�-fi�c H Iwt s U C—(TrhA FAA Form 7460-1 (2-99) Supersedes Previous Edition Electronic Version(Adobe) NSN: 0052-00-012-0009 d — b U.S.DEPARTMENT OF THE INTERIOR "',y - HYANNIS QUADRANGLE U.S.GEOLOGICAL SURVEY 'lsv U$T0;0 MASSAC'SSEwZAMST LE CO. rx ffis( $! <8 a9 r0 :91 VJ 191 a2 a+ � .ys mats s _ 1 ATi.A:\'TIC OCEAN C"..Sb: "�... °(' `�C�^:7'' y V a s rldl of Z� l.c�� n 4'lt�6' 1 n r/.ja t (� ' ,I �J� � F tY,ts . c. ,V \ J'� ��.!'Yr✓��VI 11 b1 ,( /�y, tlJ�' ^<1)Vum�l ��t`JJ �� •� r�4 i. 1?Lsa �f('`F F 1 a• L ri a 1 o f ('i�S�•r`x { �r�''` . !s_ ,�17 r' �jRM �e •,e't`'w ;S s i ~ Y'V :f'>iti\ .� ti/);s �1�} ,<l1AMOUrH. w , c l ' .sV PORTfi.7 „s�� 5 rr, ^!'� fl"t /i�M,rsr}a°.j,r`} �✓1 J\sr r N I •>t .._.�a a -'j �•,t (j7 t s c+ \-.. id j Al.�'r(fib.,n,`' ,,\.'#,tc';✓v�,1"'J-�"'d � ea r� �. r, � /� C.'�!tr r�t,"'.'�. .. n_4J "1st-`:.r5, .1 �x _.. tP5 1i 1 sZ/ e i C i1 i pJ';" ✓ `+ :� y.—'js �N-r ✓ x' ar Mx r l 51( a :/sue d o ti r \ �c `��"-r` f_� v-�t,�'s�.��a''��r�� €x� /�� .fUcr'IX J��°/'/' „._(' i. rj�J�ifl_4�1 ,7' �-�.-+ l r 11 l� ..i,�t+I;•is - - 16 �,�� -JL� �.t f MY✓J R �If ��\" � �l�/?ri�� 1 fi�r \./' ft,��"` "� �t"4� ..rl „'nE �,2�' ,�n�;✓.,�'r�`r.fals �� `u'�e Irr�J�� 1 rr,k��/�t��,r``�r�°�'s�� r Lg al krk�_. ,�- -''F'I C �C. � .71; /rJr � d �1,$ "l?l a ✓,r-1,1�, rl Ner } '1'L,"'' ��ryF��'_�'1 v r/f �� '� �i[/�-f\, �V. ` /.1't )L �.,r. 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Yp•••l HYANNIS,MA 7�_Pla&I Commonwealth of Massachusetts Manufactured Buildings Program Transmittal Form for all correspondences relating to Manufactuped Buildings and Building Components To: Linda McAlister factured Buildings.Program Phone Number: Date Transmitted Unda.McAlister e.ma.us 508-422-1955 1/22/2016 Commonwealth of Massachusetts Department of Public Safety Board of Building Regulations and Standards 50 Maple Street,Suite One Milford Massachusetts 01757-3698 The person forwarding this material shall complete the following portion of this transmittal Name of Person Kyle Nornhold MC Number TPIA Number Transmitting Material 150 02 The following information is being transmitted to the Board of Building Regulations Please indicate the Distinct and Standards and/or the Department of Public Safety for reasons detailed below Model and/or Serial Use (Please check the appropriate box or give a.further description of the transmitted Number pertaining to Group items under the section labeled other. Be sure to identify the appropriate Use Group.) transmitted items Building Plans for Review and Approval Building Plans forwarded as a record copy for your files (Review not required) QN-16104 R3 Revised building plans for review. ❑ (Please clearly identify revisions on the plans.) Revised Building Plans forwarded as a record copy for your files (Review not required-Please clearly identify revisions on the plans.) El Compliance Assurance.Programs Original Submission ❑ Modification to: Calculations Manual Original Submission EI Modification to: Installation Manual Original Submission Modification to: Systems Drawings Original Submission Modification to: Other-Provide a detailed description of any other materials which are being transmitted. Identify any revisions clearly along with BBRS number. Also,identify the requested action: Site Location: 60 Yacht Club Road,Centerville,MA 02632 I The office transmitting this information has reviewed the above mentioned.and attached materials and has found them,to the best.. of our knowledge and abilities,to be in compliance with the codes and\or rules and regulations for.the Commonwealth of Massachusetts'Manufactured Building Program,as applicable Renee Moist Signed Bys Signed By " 2016.01.2.7 for TPIA: BBRS No:assigned.by Mass. for MASS- 14:03:30 05'00' i • a .11� 9ttEMEi'(I11 �IVP TPEX oMs t January 22,2016 Linda K.Shea Department of Public.Safety 50 Maple Street,Suite One Milford,MA 01757-3698 Re:set crew identification Dear Linda, Enclosed please find a copy of the photo identification for the Certified Installer(Brunelle Modular Erectors Corp)and Licensed Construction Supervisor.(Tony Ferreira)for:a modular home to be set at 60 Yacht Club Road Centerville,Massachusetts 02632. The home can be identified by quote number•16104. If you have arty questions,please do not Hesitate to call me. Sincerely, Kyle Nornholc[ Director of Engineering www.apexhome.siuexom *7172 Route 522,Middleburg,PA 17842 570.8371M Y Fax: 570.837.2346 JIM Massachusetts-Department of Public Safety Board of Building Regulations and Standards Construction Supen•iccrr License:CS4)44363 r II% .. TONY FERREitW 531 PRESIDENTAVL§ VW FALL RIVER MA 02• r � Expiration Commissioner 017/01/2016 REScheck Software Version 4.6.2 Compliance Certificate Project QN#16104 Energy Code: 2012 IECC /� A. APPROVED Location: Centerville (Barnstable), 'Q Construction Type: Single-family DATE 1/27/16 Project Type: New Construction Conditioned Floor Area: 1,287 ft2: PFS CORPORATION Glazing Area 20% Bloomsburg, PA Climate Zone: 5 (6137 HDD) Permit Dater Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 60 Yacht Club Road Mod Tech.Homes LLC Ken Dieffenbach Centerville,MA 02632 600 Plain Street Apex Homes of PA LLC Marshfield,MA 02050 7172 Route 522 800-696-1234 - Middleburg;PA 17842 570-837-2333 • • �- • .. qr .hut r ' ar'� i'rx S,,:. "tea ."� � d �:,.,��?t - Compliance: 0.6%Better Than Code Maximum ILIA: 322 Your UA: 320 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code.home. .. Envelope Assemblies Gross Area Assembly or Cavity Cont. U-Factor UA Floor 1:All-Wood Joistfrruss:Over Unconditioned Space 1.287 30.0 0.0 0.033 42 Wall 1:Wood Frame,16"D.C. 1,224 21.0 0.0 0.057 52 Window 1:Vinyl/Fiberglass Frame:Double Pane with Low-E 247 0.290 72 Door 1:Solid 22: 0.250 6 Door 2:Glass 40 0.320 13 Wall 2-Unfinished Cape:Wood Frame, 16"o.c.. 956 21.0 0.0 0.057 46 Window 2:Vinyl/Fiberglass Frame:Double Pane with Low-E 147 0.290 43 Ceiling 1: Flat Ceiling or Scissor Truss 1,106 38.0 0.0 0.030 33 Ceiling 2`.Cathedral Ceiling 263 21.0 0.0 0.048 13 Compliance Statement: The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The.proposed building has been designed to meet the 2012 IECC requirements in REScheck Version 4.6.2 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Ken Dieffenbach Xem, dJL �C7,,GCGd- , 1/27/16 Name-Title Signature Date Project Title: QN#16104 Report date: 01/27/16 Data filename:YAREScheck\A16104.rck Pagel of 8 REScheck Software Version 4.6.2 Inspection Checklist Energy Code: 2012 IECC - - Requirements: 0.0% were addressed directly in'the REScheck software Text in the"Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement,the user certifies that a code requirement will be met and how that is documented,or that an exception is being claimed.Where compliance is itemized in a separate table,a reference to that table is provided. �F - = yPlansUerNfied Freltl Verrfied4 , Co Tres? q�t CommentsJA�ssu frons��# rt ,cPrelnspedon/Ptah Revrew� & 'Value �� Ualue r .. p 103.1, ;Construction drawings and ❑Complies ; 103.2 :documentation demonstrate []Does Not [PR1)1 energy code compliance for the V :building envelope. ❑Not Observable ; ❑Not Applicable 103.1, Construction drawings and ElComplies 103.2, :documentation demonstrate ❑Does Not 403.7 energy code compliance for [P11311 ;lighting and mechanical systems. ❑Not Observable (190 (Systems serving multiple ❑Not Applicable dwelling units must demonstrate ;compliance with the IECC ;Commercial Provisions. 302°1,, Heating and cooling equipment is: Heating: Heating: ;❑Complies. 403 b -c , sized per ACCA Manual S based Btu)hr Btu/hr :❑Does Not [PR2)2 on loads calculated per ACCA Coolin Coolin Manual) Btu/fir or other methods g Btu/hr 9 ❑Not Observable , � ❑Not Applicable approved by the code official.. PP Additional Comments/Assumptions: i APPROVED �.DATE 1/17/16. PFS CORPORATION Bloomsburg, PA 1 High Impact(Ter 1) �2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: QN#16104 Report date: 01/27/16 Data filename:Y;\REScheck\A16104.rck Page 2 of 8 f .M -; Section � " c Yi o '�.- A '° -*,i✓s,.. *mot t +q' P R. +# rtFoundat�on Inspection t �; Eorriphes� ; � a^ �CommentslAssumptwns" # gory' 303.2;17 A protective covering is installed to ❑Complies jrO 1]2 protect exposed exterior insulation :❑Does Not and extends a minimum of 6 in.Below grade. :❑Not Observable; ❑Not Applicable 403 8 Snow-and ice-melting system controls:❑complies [F,O1-I installed. ❑Does Not _. '� []Not Observable :❑Not Applicable Additional Comments/Assumptions: APPROVED DATE 1/27/16 . PFS CORPORATION Bloomsburg, PA 1 High Impact(Tier 1) 2j Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: QN#16104 Report date: 01/27/16 Data filename:Y:\REScheck\A16104.rck Page 3 of 8 ° Plans3Vertfiedr ;F! ldiVenfiedE s vm � mentssu. 402.1.1, ;DoorU-factor. ; U- ; U- ;❑Complies ;See the Envelope Assemblies 402.3.4 ❑Does Not ;table for values. [FRl]1 ❑Not Observable ❑Not Applicable 402.1.1, Glazing U-factor(area-weighted U- ; U- .. ';❑Complies ;See the Envelope Assemblies 402.3.1. �❑Does:No average). ; ; :table for values. t_ 402.3.3. 402.3.6, ;❑Not Observable 402.5 ONot Applicable [FR2]1 ; V ; ; 103.1.3 ;U-factors of fenestration products ❑Complies [FR4]1 :are determined in accordance ❑Does Not :with the NFRC test procedure or ❑Not Observable LV ,taken from the default table. ❑Not Applicable 402.4.1.1 ;Air barrier and thermal.barrier OComplies [FR23]1 installed per manufacturer's y ❑Does Not instructions. a ❑Not Observable ❑Not Applicable 402.4.3 ;Fenestration that is not site built '. ❑Complies [FR20]1 :is listed and labeled as meeting ODoes Not Q+ AAMA MDMA/CSA 101/I.S 2/A440 ' ;or has infiltration rates per NFRC []Not Observable -. ;400.that do not exceed code ❑Not Applicable ;limits. 4.02x .0, ; IC-rated recessed lighting fixtures OComplies [ 6.)2 sealed at housing/interior finish F ❑Does Not k, and labeled to indicate 52.0 cfm leakage at 75 Pa. , []Not Observable J 3 ❑Not.Applicable 403.2.1 ::Supply ducts in attics are R- R- ;❑Complies ; [FR12]1 insulated to>_11-8.All other ducts R R- UDoes Not u :in unconditioned spaces or outside the building envelope are; ;❑Not Observable ; ;insulated to>_R-6. ; ❑Not Applicable 403.2.2 All joints and seams of air ducts, OComplies [FR13]1 :air handlers,and filterbozes are ` ` ❑Does Not sealed. ; ❑Not Observable ; s - ❑Not.Applicable ; 4.03 2 3, ,'Building cavities are not used as ❑Complies jFR1513 r J ducts or plenums. ❑Does Not - io --- ❑Not Observable ❑Not Applicable 403.3,,,`` ' HVAC piping conveying fluids R- R- ;❑Complies [1`1117]?,_, above 105 4F or chilled:fluids :❑Does Not of • below 55°F are insulate >_d to R- y 3 ❑Not Observable :❑Not.Appl.icable 403.3.1 ;Protection of insulation on HVAC A , b ❑Complies [FR24)I i piping. 8 _ zg. g ❑Does Not ° ❑Not Observable ❑Not Applicable - 40-1 4 27 , Hot water pipes are insulated to R- R- ;❑Complies ; [FR18�� >R-3. _ Does Not F APPROVED '[]Not Observable .� :❑Not Applicable DATE 1/27/16 N Bloomsburg, PA. _ 9, 1 High Impact(Tier 1) 2•;Medium Impact(Tier 2) 3- Low Impact(Tier 3) Project Title: QN#16104 Report date: 01/27/16 Data filename:Y:\REScheck\A16104.rck Page 4 of 8 %�on¢5 r � ;x P a s entl d F� le d Venfied' it �Ve � ,� #f Framing/£Rough In,lnspect1on _; �fCompUes �r Comments/AssumptronB�� • iValue3 Valued , 11Re "Ip; `>w`? 3 t Ste° 4 m` s f. k ti' � t =" -. - _.. - -- - 403.5 Automatic or gravity dampers are ❑Complies ; [FR19]?.. installed on all outdoor air ❑Does.Not intakes and exhausts. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: APPROVED DATE 1/27/16 _ PFS CORPORATION Bloomsburg, PA 1 High Impact(Tier 1) 1_�Medium Impact(Tier 2) .3 Low Impact(Tier 3) Project Title; QN#16104 Report date: 01/27/16 Data filename: Y:\REScheck\Al6l04.rck Page 5 of 8 SeeYIOR✓c a ? r �e i.g "= r'�`� a�? yam,y�'` x r`." iy*.. o %^' "# Insulafron!ns ecYlonPlans Venfled� F�etd Venfied," �, `��` p `" r� ,• � �•- i;CompUes.� r °Comments/Assumption5�, &'Req ID:. J',,�-- �. =rc s, ��': s �.; tr�'��. �;b - _.� t- '.3?"»"�.•a.". ie�`xPy �.�y.�� "y` 3'o I 1 All installed insulation is labeled ; ❑Complies [IN13]2 or the installed R-values ° []Does Not provided. []Not Observable ❑Not Applicable 402.1.1, :Floor insulation R-value. R- R- ;❑Complies ;See the Envelope Assemblies 402.2.6 ;table for values. Wood ;❑ Wood :❑Does Not [IN1]1 ❑ Steel ❑ Steel :❑Not Observable .:[]Not Applicable 103.2, ;Floor insulation installed per []Complies ; 402.2.7 :manufacturer's instructions,and 1 ❑Does Not ..1. ;. IN2 m substantial contact with the [ ] ; Not Observable ,�, ;underside of the subfloor. ' r ❑Not Applicable 402.1.1. :.Wall insulation R-value.If this is a: R- ; R- ;❑Complies ;See the Envelope'A semblies 402.2.5, :mass wall with at least'/2 of the L] Wood p Wood ❑Does Not ;table for values. 402.2.6 :wall insulation on the wall [IN3]1 ;exterior,the exterior insulation ❑ Mass ❑ Mass []Not Observable ; ❑ Steel ;❑ Steel ❑Not A licable ;requirement applies(FR10). ,. PP ' 303.2 ;Well insulation is.installed per ° ❑complies [IN4]1 ;manufacturer's instructions. - ❑Does Not []Not Observable ❑Not Applicable Additional Comments/Assumptions: �Y APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg,PA 1 High Impact Merl) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: QN#16104 Report date: 01/27/16 Data filename:Y:\REScheck\A16104.rck Page 6 of 8 a t 177 _'S �—i. a•�-�+---- — - x Plans 1/ertfied EFteld Venfied +r" t _' �3 w# 7Fina1'clnspectton Provisions ,� -d I mot" 6rt FNalued�> �fatue Corn P tes�+kCo"mmen,slAssutnpftonsF, 402.1.1, ;Ceiling insulation R-value. ; R- ; R- ;❑Complies ;See the EnVelope Msem blies 402.2.1, '❑ Wood ;❑ Wood- '❑Does Not ;table for values. 402.2.2, ; 402.2.E ❑ Steel ❑ Steel ❑Not Observable ; [FI1]1 - ;❑Not Applicable 303.1.1.1,;Ceiling insulation installed per ❑Complies ; 303.2 :manufacturer's instructions. ❑Does Not [FI2]1 :Blown insulation marked every 300 ft". ❑Not Observable ❑Not Applicable 402.23 Vented attics with air permeable ° ?, ❑Complies ; [f[2212 insulation include baffle adjacent ❑Does Not to soffit and eave vents that ❑Not Observable extends over insulation. 9 . ❑Not Applicable ; 402 2.4 Attic access hatch and door ; R- R- ;❑Complies ; [F1311 ;insulation>_R-value of the :❑Does Not Q :adjacent assembly. ' ,QNot Observable ;❑Not Applicable 402.4.1.2 ;Blower door test @ 50 Pa.<=5 ; ACH 50= ACH 50:= ;❑Complies ; [FI1711 ach in Climate Zones 1-2,and :QDoes Not <=3 ach in Climate Zones 3-8. ❑Not Observable :QNot Applicable 403.2.2 :Duct,tightness test result of<=4.; cfm/100 cfm/100 ;❑Complies [FI4]1 cfm/100 ft2 across the system or ft2 ; ft2 :❑Does Not U <=3 cfm/100 ft2 without air pNot Observable }handler @ 25 Pa:For rough=in ;tests,verification may need to ❑Not Applicable :occur during Framing Inspection. I 483.2.2.1 ;Air handler leakage designated ❑Complies [F124]1 :by manufacturer at<=2%of ❑Does Not design air flow. ; QNot Observable ❑Not Applicable 403 11 Programmable thermostats ❑Complies [Ff9]2°L installed on forced air furnaces. '" ❑Does Not +i ❑Not Observable IE]Not Applicable 403.1.2. Heat pump thermostat installed 44 ❑Complies [Fi10]2 on heat pumps. Does Not QNot Observable ❑Not Applicable 403 4:1. ° Circulating service hot water .� � ❑Complies ;. 0111]2 systems have automatic or ❑Does Not accessible manual controls: r° lg []Not Observable s a ❑Not Applicable ; 403 1 All mechanical ventilation system ° a , a ❑Complies [F125]2 fans not part of tested and listed ❑Does Not .k HVAC equipment meet efficacy " - and air flow limits. ter ' F ° a' E]Not Observable r ❑Not Applicable 404.1 ;75%of lamps in permanent µ e F ° ° " .❑Complies [FI6]1 Mixtures or 75%of permanent ❑Does Not lug :fixtures have high efficacy lamps. ; APPROVED Does not apply to low-voltage ❑Not Observable ; lighting. _ ❑Not Applicable DATE_. 1/27/1 PFS CORPORATION Bloomsburg, PA.: 1 High Impact(Tier 1) 2+ Medium Impact(Tier 2) 3: Low Impact(Tier 3) Project Title: QN#16104 Report date: 0121/16 Data filename: Y:\REScheck\A16104.rck Page 7 of 8 �w�'-,�":;.t F'� -, ;,w tPlansaVerified Field Venfiecl s '_ Y � # Finalinspectron Provisios F g y _�. �Compl�es? 4 yarr4ment's/�4ssumpf�onsF r }lalue Valuer a 404.1.1 1 Fuel gas lighting systems have ❑Complies ; [FI2313, no continuous pilot light. ❑Does Not ❑Not Observable , CQNot Applicable COI 3 Compliance certificate posted. ❑Complies [F171 ❑Does Not ❑Not Observable ❑Not Applicable 303 3 Manufacturer manuals for ❑Complies [F118J3 mechanical and water heating ❑Does Not systems have been provided. ❑Not Observable $ ❑Not Applicable Additional Comments/Assumptions: I APPROVED Tor DATE . 1/27/16 PFS CORPORATION Bloomsburg, PA 1 High Impact(Tier 1) '2. Medium Impact(Ter 2) -t: Low.lmpact(Tier 3) Project Title:.QN#16104 Report date: 01/27/1.6 Data filename: Y:\RESeheck\A16104.rck Page 8 of 8 a 2012 IECC Energy �J( Efficiency Certificate Above-Grade Wall 21.00 Below-Grade Wall 0.00 Floor 30.00 Ceiling/ Roof - 38.00 Ductwork (unconditioned spaces): Window OJ§ Door 0.32 Heating System: Cooling System:. . . Water Heater: n. £R, n rx Name: Date: Comments APPROVED DATE : 1/27/16 PFS CORPORATION Bloomsburg,PA r � L) ENGINEERS iNc. PLANNERS CONSULTANTS 305 NORTH OAKLAND AVENUE • P.O. BOX 490 • NAPPANEE, INDIANA 46550 PHONE: 574-773-7975 WEB: WWW.NTAINC.CDM FAX: 574-773-5739 CLIENT: Apex Homes DATE: January 26,2016 JOB No: AH1121815-6 PROJECT: A 16104 BUILDING CODE: ASCE7-05 MODULE DIMENSIONS: 29'-6"x 43'-0" ROOF SLOPE/TRUSS TYPE: 5/12, 12/12 GROUND SNOW LOAD: 30psf WIND LOAD: 110mph Exp.C SEISMIC DESIGN CATEGORY: C CALCULATION INDEX Page Description 1.1-1.10 Design criteria and load combinations 2.1-2.28 Roof framing 2.1-2.5 Off-center cape truss design 2.6-2.10 Off-center cape truss with drifting snow 2.11-2.15 Shed dormer truss design 2.16-2.23 Vaulted shed dormer truss design 2.24-2.28 Dormer design 3.1-3.6 Sidewall headers F APPROVED 4.1-4.6 Sidewall columns .� DATE 1/27/16 5.1-5.4 Matewall headers and girders PFS CORPORATION 6.1-6.4 Matewall columns Bloomsburg, PA 7.1-7.5 Point load.header and floor joist,and living room beam 8.1-8.4 Uplift connections(truss to 2nd and 2nd to 1S►) 9.1-9.3 1-story bump-out ,jH of gggg�, 10.1-10.9 Porch design �� s 0 11.1-11.4 Lateral load analysis RYANW.'5 RING 12.1-12.2 Diaphragm design CIVIL Ni.491" 13.1-13.18 Shearwall design p 14.1-14.2 Shearwall connections /a NOTE: These calculations are applicable only to the structural elements and loading criteria specifically noted herein. These calculations shall not be construed in any way to specify, certify, or design any aspects of the structure not contained herein. Structural elements not contained herein are to be constructed in accordance with the prescriptive requirements of the adopted building code or designed by other registered design professionals, as applicable. Specified design criteria are based solely on information provided by the client and must be verified and approved by the local authority having jurisdiction. NTA,Inc. is not responsible for fabrication or erection. If it is suspected that the calculations listed in this index have been modified,substituted,or altered in any way,contact NTA,Inc.directly to obtain a file copy. Apex Index.doc Page I of 1 �i 16.1200 2009 IBC Mixed Criteria 2010-04-08.xls 1/11/2016 4:36 PM 1603 Summary Page 1 of 8 ASCE(SE/7-05 Design Criteria Summary (Multi-Slope Criteria Analysis) Client: Apex Homes Inc Job Number: AH1121815-6 Description: A16104 Location(s): IBC SDC C Plan Dimensions: Vertical Dimensions: Roof Configuration: Max.Building Length,B= 43.0 ft Stories Above Grade,n= 2 Framing Type: Mono Pitch Truss Min.Building Length,B= 43.0 ft Max.Blocking Height,hb= 106 in. Min.Roof Slope,a= 5.0 /12 pitch Total Width,L= 29.50 ft Sidewall/Eave Height,ha= 202 in. Max.Roof Slope,a= 12.0/12 pitch Module Width,L.= 15.75 ft Min.Mean Roof Height,h= 15 ft Sidewall Overhang,LOH= 12 in. Endwall Overhang,BoH= 12 in. Roof Cavity Insulation,R= 30 Uniformly Distrubted Design Loads: Ground Floor Roof Other Floors(above ground) Floor Live,L= 40 psf Top Chord Load= 39.4 psf Floor Live,L= 40 psf Floor Dead,D= 10 psf Top Chord Dead Load= 10 psf Floor Dead,D= 10 psf Wall Dead Load,D.= 5 psf Bottom Chord Live Load= 40 psf Wall Dead Load,Dw= 5 psf Wail Height,k= 96 in. Bottom Chord Dead Load= 10 psf Wall Height,hw= 96 in. Misc.Design Parameters: Seismic Loads: Building Classification: 0 (IBC Table 1604.5) Seismic Importance Factor,IE= 1.00 Mapped Coefficients: SS= 0.55 g Roof/Snow Load: S,= 0.13 g Ground Snow Load,P.= 30.0 psf Response Coefficients: SoS= 0.49 g Ground Snow Load NY',P9NY= 40.6 psf Sp,= 0.19 g Snow Exposure Factor,CB= 1.0 Site Class= D Snow Load Importance Factor,Is= 1.00 IBC Design Category= D Thermal Factor,C,= 1.1 IRC Design Category= C Roof Slope,a= 22.6 45.0 deg Basic Seismic-Force-Resisting System: Min.Design Load,Lr= 19.0 12.0 psf A13 Light-frame walls with wood shear panels Flat-Roof Snow Load,P,= 23.1 23.1 psf Response Modification Factor R= 6.5 Sloped Roof Snow Load= 23.1 17.8 psf Design Base Shear CS= 0.08 W Max.Unbalanced Load,Pbb= 37.1 39.4 psf Analysis Procedure: A13 Light-frame walls with wood shear panels Wind Loads: Basic Wind Speed= 110 mph Wind Importance Factor,Iw= 1.00 Wind Exposure= C Flood Loads: Internal Pressure Coefficient= +/-0.18 Site Specific flood loads have not been assessed in this Mean Roof Height= 36.9 ft analysis. For Buildings located in flood hazard areas, as established in Section 1,612.3 of the IBC,floods loads I Components and Cladding Loads: must be considered as required by Section 1612 of the IBC. End Zone Interior Zone Furthermore,when required,the design information. Component (psf) (psf) required by IBC section 1603.1.6 must be provided on the Windows +31.7/-42.5 +31.7/-34.4 construction documents. Doors +30.6/-40.1 +30.6/-33.2 Roof Cladding +29/-74.8 +29/-31.7 Overhang -99.5 -59.2 NOTES: 1. Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC gound snow load map. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA I •� 16.1200 2009 IBC Mixed Criteria 2010-04-08.xls 1/11/2016 4:36 PM Wind Min Page 2 of 8 ASCE(SEI 7-05 Wind Load Calculation (Multi-Slope,Minimum Roof Slope) Client: Apex Homes Inc Job Number: AH1121815-6 Description: A16104 Building Geometry: Loading Conditions: Height Above Grade: Ridge Length,B= 43.0 ft Basic Wind Speed M.)= 110 mph Sidewall Eave(z)= 25.7 ft Total Width,L= 43.0 ft Importance Factor(1,)= 1.00 Roof Peak(z)= 35.0 ft Blocking Height,hb= 106 in. Exposure Category: C Mean Roof Height(h)= 36.9 ft Sidewall/Eve Height,ha= 202 in. Topographic Factor(Kn)= 1.0 Roof Slope,a= 5.0/12 pitch Height&Exposure(Kh)= 1.02 Component Dimensions: Roof slope,a= 22.6 deg. Directionality(Kd)= 0.85 Stud Height(hJ= 5 in Sidewall Overhang,LOH= 12.0 in. Wind Pressure(qh)= 26.9 psf Truss Span(so= 258 in Endwall Overhang,BoH= 12.0 in. Internal Pressure(Gcoi)= 0.18 -0.18 Main Windforce-Resisting System Loads(MWFRS)• Normal to Surface I 1 2 3 4 5 6 1E 2E 3E 4E Trans +GCq 9.6 -17.1 -17.4 -16.0 - 15.9 -24.2 -22.3 -20.9 -GCpi 19.3 -7.4 -7.7 -6.3 25.6 -14.5 -12.6 -11.2 Max 19.3 -17.1 -17.4 -16.0 - 25.6 -24.2 -22.3 -20.9 Long +GC, 5.9 -23.4 -14.8 -12.6 -16.9 -16.9 11.6 -33.6 -19.1 -16.4 -GCpi 15.6 -13.7 -5.1 -3.0 -7.3 -7.3 21.2 -23.9 -9.4 -6.7 Max 15.6 -23.4 -14.8 -12.6 -16.9 -16.9 21.2 -33.6 -19.1 -16.4 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall Roof Wall Roof WW Roof LW Roof WW Roo( LW Roof End Interior 1 E 4E 1 4 Trans 36.8 -1.9 .25.6 0.3 -24.2 -22.3 -17.1 -17.4 -40.1 -26.7 25.6 -20.9 19.3 -16.0 Long 28.0 -1.9 18.6 0.3 -33.6 -19.1 -23.4 -14.8 -45.2 -29.3 25.6 -20.9 15.6 -12.6 Components and Cladding Loads(C&C): C&C End Zone Distance,a= 4.3 ft Area Pressure(psf) Area Pressure(psf) Roof Components: (ft`) Pos Neg Wall Components: (ft`) Pos Neg Zone 1: Maximum 10 18.3 -29.0 Zone 4: Maximum 10 31.7 -34.4 Minimum 100 12.9 -26.4 Minimum 100 27.0 -29.7 Truss/Rafter 154.1 12.9 -26.4 Door 17.8 30.6 -33.2 Overhang 1.0 Na -59.2 Stud 0.1 31.7 -34.4 Zone 2: Maximum 10 18.3 -50.6 Zone 5: Maximum 10 31.7 -42.5 Minimum 100 12.9 -37.1 Minimum 100.0 27.0 -33.0 Truss/Rafter 154.1 12.9 -37.1 Door 17.8 30.6 -40.1 Overhang 1.0 n/a -59.2 Stud 0.1 31.7 -42.5 Zone 3: Maximum 10 18.3 -74.8 Minimum 100• 12.9 -58.6 Truss/Rafter 154.1 12.9 -58.6 Overhang 1.0 n/a -99.5 F - APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA 16.1200 2009 IBC Mixed Criteria 2010-04-08.xis 1/11/2016 4:36 PM Wind Max Page 4 of 8 ASCE/SEI 7-05 Wind Load Calculation (Multi-Slope Analysis,Maximum Roof Slope) Client: Apex Homes Inc Job Number: AH1121815-6 Description: A16104 Building Geometry: Loading Conditions: Height Above Grade: Ridge Length,B= 43.0 ft Basic Wind Speed(V35)= 110 mph Sidewall Eave(z)= 25.7 ft Total Width,L= 43.0 It Importance Factor(I.)= 1.00 Roof Peak(z)= 35.0 ft Blocking Height,hb= 106 in. Exposure Category: C Mean Roof Height(h)= 36.9 it Sidewall/Eve Height,he= 202 in. Topographic Factor(Kn)= 1.0 Roof Slope,a= 12.0/12 pitch Height&Exposure(Kh)= 1.02 Component Dimensions: Roof slope,a= 45.0 deg. Directionality(Kd)= 0.85 Stud Height(Ins)= 5 in Sidewall Overhang,LOH= 12.0 in. Wind Pressure(qh)= 26.9 psf Truss Span(Q.= 258 in Endwall Overhang,BoH= 12.0 in. Internal Pressure(Gcpi)= 0.18 -0.18 Main Windforce-Resisting System Loads(MWFRSI: Normal to Surface 1 2 3 4 5 6 1E 2E 3E 4E Trans +GCpi 10.2 0.8 -16.4 -14.8 - 13.7 2.4 -19.1 -17.8 -GCpi 19.9 10.5 -6.7 -5.1 - 23.4 12.1 -9.4 -8.1 Max 19.9 10.5 -16.4 -14.8 23.4 12.1 -19.1 -17.8 Long +GCpi 5.9 -23.4 -14.8 -12.6 -16.9 -16.9 11.6 -33.6 -19.1 -16.4 -GCpi 15.6 -13.7 -5.1 -3.0 -7.3 -7.3 21.2 -23.9 -9.4 -6.7 Max 15.6 -23.4 -14.8 -12.6 -16.9 -16.9 21.2 -33.6 -19.1 -16.4 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall Roof Wall Roof WW Roof LW Roof WW Roof LW Roof End Interior 1 E 4E 1 4 Trans 31.5 2t5 25.0 17.2 12.1 -19.1 10.5 -16.4 11.3 -9.4 23.4 -17.8 19.9 -14.8 Long 28.0 21.5 18.6 17.2 -33.6 -19.1 -23.4 -14.8 -45.2 -29.3 23.4 -17.8 15.6 -12.6 Components and Cladding Loads(C&C): C&C End Zone Distance,a= 4.3 ft Area Pressure(psf) Area Pressure(psf) Roof Components: (ft`) Pos Neg Wall Components: W) Pos Neg Zone 1: Maximum 10 29.0 -31.7 Zone 4: Maximum 10 31.7 -34.4 Minimum 100 26.4 -26.4 Minimum 100 27.0 -29.7 f Truss/Rafter 154.1 26.4 -26.4 Door 17.8 30.6 -33.2 Overhang 1.0 Na -53.8 Stud 0.1 31.7 -34.4 Zone 2: Maximum 10 29.0 -37.1 Zone 5: Maximum 10 31.7 -42.5 Minimum 100 26.4 -31.7 Minimum 100.0 27.0 -33.0 Truss/Rafter 154.1 26.4 -31.7 Door 17.8 30.6 -40.1 Overhang 1.0 n/a -53.8 Stud 0.1 31.7 -42.5 Zone 3: Maximum 10 29.0 -37.1 Minimum 100 26.4 -31.7 Truss/Rafter 154.1 26.4 -31.7 Overhang 1.0 n/a -53.8 F , APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA r „� I 16.1200 2009 IBC Mixed Criteria 2010-04-08.xis 1/11/2016 4:36 PM Snow Min Page 6 of 8 ASCE(SE17-05 Snow Load Assessment (Multi-Slope Analysis,Minimum Roof Slope) Client: Apex Homes Inc Job Number: AH1121815-6 Description: A16104 Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 15.8 ft Ground Snow Load,p9= 30.0 psf a C, Ps Exposure Factor,Ca= 1.0 (deg) Ct=1.0 Ct=1.1 Ct=1.2 (psf) Thermal Factor,Ct= 1.1 22.6 1.00 1.00 1.00 23.1 Importance Factor,Is= 1.0 Framing Type: Trusses/Other Snow Density(y): Ice Dams Along Eves: y=0.13p8+14= 17.9pcf p, =2pj = 23.1 psf but not more than 30 pcf Flat-Roof Snow Load(p r): Minimum Roof Live Load(Lr): (IBC 1607.11.2.1): p J=0.7CeC,IPg= 23.1 psf R,= 1.0 Rz= 1.0 Rain on Snow Surcharge: F= 5.0 amax= 0.316 deg L,=20R,R2 = 19.0 psf pg-20 psf prss= 0.0 psf 12<_L, <20 pf= 23.1 psf Minimum Values for Low-Slope Roofs: Applicable to roof slopes less than Monoslope roofs= 15.0 deg or om;,=70/W+0.5= 4.9 deg 2.38 deg am,n= 15.0 deg p9 -20 psf pr=I,Pg = 30.0 psf pg >20 psf pf=201,= 20.0 psf pfm,n= 20.0 psf p1= 23.1 psf Unbalanced Snow Loads: Applicable to roof slopes between: a max = 70.00 deg f a.,=701 W+0.5= 4.94 deg a in 2.38 deg governing am,,, = 2.38 deg Unbalanced Loads: p Lw S= 2.40/1 p t,,w Ridge Length Eave W=1a = 15.8 ft (psf) (psf) (ft) (psf) ha= 1.21 ft 6.9 37.1 6.0 23.1 N Notes:1. Higher loads may apply were sliding snow or drifting occurs due to aerodynamic shade from higher protions of the building. 2.Applies only to unventilated roofs with less than R-30,and ventilated roofs with less than R-20.No other loads,except dead loads shall be present on the roof when this uniformly distributed load is applied. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA ` 1'� I 16.1200 2009 IBC Mixed Criteria 2010-04-08.xls 1/11/2016 4:36 PM Snow Max Page 7 of 8 ASCE/SE17-05 Snow Load Assessment (Multi-Slope Analysis,Maximum Roof Slope) Client: Apex Homes Inc Job Number: AHI121815-6 Description: A16104 Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 15.8 ft Ground Snow Load,pg= 30.0 psf a CS Ps Exposure Factor,Ca= 1.0 (deg) C,=1.0 C,=1.1 C,=1.2 (psq Thermal Factor,C,= 1.1 45.0 1 0.63 0.77 1.00 17.8 Importance Factor,Is= 1.0 Framing Type: TrussesfOther Snow Density(y): Ice Dams Along Evesz: y=0.13pg +14= 17.9 pcf ps =2 pf = 17.8 psf but not more than 30 pcf Flat-Roof Snow Load(pr): Minimum Roof Live Load(Lr): (IBC 1607.11.2.1): p f=0.7CeC1/Pg= 23.1 psf R,= 1.0 Ri= 0.6 Rain on Snow Surcharge: F= 12.0 a.,= 0.315 deg L, =20R,R2 = 12.0 psf pg-20 psf- prss= 0.0 psf 12 5 L,s 20 pf= 23.1 psf Minimum Values for Low-Slope Roofs: Applicable to roof slopes less than Monosiope roofs= 15.0 deg or am;,=70/W+0.5= 4.9 deg 2.38-deg amen= 15.0 deg p9-20 psf p f=l,pg = 30.0 psf pa>20 psf pf=201 = 20.0 psf pfmin= 20.0 psf p f= 23.1 psf Unbalanced Snow Loads: Applicable to roof slopes between: a max = 70.00 deg am;a=701W+0.5= 4.94 deg ami = 2.38 deg governing am,,, = 2.38 deg Unbalanced Loads: PLW S= 1.00/1 p ww Ridge Length Eave W=1 = 15.8 ft (psf) (psf) N (psf) hd= 1.21 ft 5.3 39.4 3.2 17.8 E I I Notes:1. Higher loads may apply were sliding snow or drifting occurs due to aerodynamic shade from higher protions of the building. 2. Applies only to unventilated roofs with less than R-30,and ventilated roofs with less than R-20..No other loads,except dead loads shall be present on the roof when this uniformly distributed load is applied. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA Y 16.1200 2009 IBC Mixed Criteria 2010-04-08.xls 1/11/2016 4:36 PM Seismic Page 8 of 8 ASCE 7-05 Seismic Load Calculation Client:Apex Homes Inc Job Number:AH1121815-6 Description:A16104 Location: IBC SDC C Design Classification: Response Acceleration:(Figure 9.4.1.1) Seismic Use Group:11 Short Period(Ss)= 55.6%g Importance Category,IE: 1.00 1-Second Period(S,)= 13.0%g Site Class:0 ASCE 7 Design Category:D IRC Design Category:C Seismic Resisting System:A13 Light-frame walls with wood shear panels Response Factor,R:6.5 System Overstrength Factor,Ste:3.0 Deflection Amplification Fctor,Cd:4.0 Spectral Response Acceleration: Site Site CoeH. Maximum Design Ss Sr I Fa Fv I SUS SMf I Sas Sol 0.55 0.13 1.36 2.28 0.75 0.30 0.50 0.20 Fundamental Period:(ASCE 7,Sec.9.5.5.3.2) Period Coefficient,CT= 0.020 Height to Highest Level,ha= 16.8 it To=CTh,'r"= 0.166 sec Seismic Response Coefficient:(Lateral Force Procedure,ASCE 7,Sec.9.5.5.2) C—I.=0.044 4,4= 0.022 Min.For SDC E of F: C _ SDs =0.077 R/IE C+ =0.55, =0.010 C =�R)I' =0.18 R/!E Sec 1617.5 Design C,= 0.077 E Seismic Response Coefficient:(Simplified Analysis,Sec.1617.5) C,=1''S-=0.092 Sec 1617.5 Design C,= 0.092 Seismic Base Shear: Base Shear Coefficient,Ca= 0.077 W Minimum Interconnection Force:(ASCE 7,Sec.12.1.3) 0.133 x Scs= 0.066 W Min.= 0.050 W CSCXN= 0.066 W ` F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA `�% r Drifting and Sliding Snow.xls 1/11/2016 4:19 PM Drift Adjacent Strucutre Page 1 of 1 Snow Drifting Assessment (building next to existing building) Client: Apex Homes Job Number: AHI121815-6 Description: A16104 4 9urchargu L GAC ' Due to DAhlnp ha pa : �N sr: - Ba�nead Snow Load I TT Design Parameters: Snow Loads: Length of Upper Roof,I. = 31.0 ft Ground Snow Load,pQ= 30.0 psf Length of Lower Roof,I,,,= 12.0 ft Flat-Roof Snow Load,pr= 23.1 psf Unit Width= 13.8 ft Balanced Snow Load,Pb= 23.1 psf Upper Roof Height,h.= 2.2 ft Rafter Span wrt Drift Width: Perpendicular Separation Distance,s 0.0 ft Calculated Drift Geometry: Snow Density(y): Leeward Drift Height,hd= 1.90 ft y=0.13 ps +14= 17.9 pcf Windward Drift Height,hd= 1.25 ft but not more than 30 pcf Max.Drift Height,hd= 1.90 ft Calculated Drift Width,W= 7.59 it Surcharge Reactions: Design Drift Geometry: Sidewall Surcharge= 233.5 pif Drift Height,hd= 1.90 ft Matewall Surchage= 233.5 pif Drift Width,W= 7.6 ft Endwall Surcharge= 34.0 psf Max Load Surcharge,Sd= 34.0 psf Min Load Surcharge,Sd= 0.0 psf I F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 1• i 16.2003 Vertical Load Cases Transverse Roof Truss by NTA 2014-03-21.xls 1/14/2016 2:02 PM Roof LCs Page 1 of 1 ASCE 7-05 Allowable Stress Design(ASD)Load Combinations Supporting Roof and Ceiling Only-End Zone Wind Loads Client:Apex Homes Inc Job Number:AH1121815-6 Description:A16104 Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 189 in. Roof&Ceiling Only Sidewall Overhang(BOH)= 12.0 in. 189-in.Unit Width Endwall Overhang(BOHE)= 12.0 in. 110 mph(Exp C/End Zone) Roof Pitch= 12/12 30 psf Ground Snow,12 and 6112 Pitch Max.Truss Spacing,s= 16 in.oc Roof Loads: Truss Component Reactions: Snow Load(S)= 23.1 psf Truss Spacing= 16.0 In.oc Unbalanced Snow(S)= 39.4 psf Roof Live Load(Lr)= 19.0 psf Max.Matewall TC Dead Load(TCDL)= 10.0 psf Sidewall Left Right BC Live Load(L)= 40.0 psf Dead,D 199 55 55 BC Dead Load(BCDL)= 10.0 psf Snow,S 428 140 140 Unbal.Snow,Su 683 117 117 Wind Loads(Vertical-End Zone): Roof Live,Lr 385 148 148 Positive Pressure(Wp)= 12.1 psf Live,L 13 67 67 Negalive Pressure(Wn)= -33.6 psf Pos.Wind,Wp 19 111 ill WW Overhang(WHO)= -45.2 psf Neg.Wind,Wn -868 -600 -600 Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 149 41 23 pif 0.90 Load Combination Sidewall Matewall Endwall 2 S 321 105 39 pit 1.15 1 D 149 41 23 pit 3 Su 512 88 66 pit 1.15 2 D+Wp 164 n/a 44 pit 4 Lr 289 Ill 32 pit 1.25 Maximum Down 164 41 44 pit 5 L 10 50 26.6667 pit 1.00 Lateral Pressure 25.6 5.0 - 25.6 psf 6 Wp 14 83 20 pit 1.60 NDS LDF= 1.6 7 Wn -651 -450 -86 pit 1.60 8 0.75(L+Lr) 224 121 44 pit 1.25 Maximum Axial Load Case: 9 0.75(L+S) 248 116 49 pit 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 392 104 69 pit 1.15 1 D+0.75(L+Lr) 373 162 67 pit 11 0.75(L+S+Wp) 259 179 64 pit 1.60 2 D+0.75(L+S) 397 158 72 pit 12 D+L 159 92 50 pit 1.00 3 D+0.75(L+Su) 541 145 93 pit 13 D+Lr 438 152 55 pit 1.25 4 D+0.75(L+S+Wp) 408 220 87 pit 14 D+S 470 146 62 pit 1.15 Maximum Down 541 220 93 pit 15 D+Su 662 129 89 pit 1.15 Lateral Pressure 19.2 3.75 19.2 psf 16 D+0.75(L+Lr) 373 162 67 pit 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 397 158 72 pif 1.15 18 D+0.75(L+Su) 641 145 93 pit 1.15 19 D+0.75(L+S+Wp) 408 220 87 pit 1.60 20 0.6D+Wn -561 425 -72 pit 1.60 Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall.(load each side of mateline) Endwall: Uplift Load= -561 plf(0.61)+Wn) Uplift Load= 425 plf(0.6D+Wn) Uplift Load= -72 plf(0.6D+Wn) Dead Load= 149,plf(D) Dead Load= 41 pit(D) Dead Load= 23 plf(D) Live Load= 512 plf(Su) Live Load= 179 pit(0.75(L+S+Wp)) Live Load= 69 plf(0.75(L+Su)) Total Load= 662 plf(D+Su) Total Load= 220 plf(D+0.75(L+S+Wp)) Total Load= 93 plf(D+0.75(L+Su)) NDS Design Load'= 662 plf(D+Su) NDS Design Load'= 220 plf(D+0.75(L+S+Wp)) NDS Design Load'= 93 pif(D+0.75(L+Su)) NDS LDF= 1.15 NDS LDF= 1.60 NDS LDF= 1.15 Notes: 1. Load combination which produces the worst effect considering NDS load duration factors. - APPROVE® 2.Mateline members designed for unbalanced loads at this level. DATE 1/27/16 PFS CORPORATION Bloomsburg, PA r I I 16.2102 Vertical Load Cases ASD 2 Story 2008-06-26.xis 1/14/2016 2:05 PM 2nd of 2 Page 1 of 1 ASCE 7-05 Allowable Stress Design(ASD)Load Combinations Supporting 1 Floor,Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes Inc Job Number: AH1121815-6 Description: A16104 Location: IBC SDC C I Unit Geometry: Truss Component Reactions: F-. Unit Wdith(B)= 189 in. Truss Spacing= 16.0 in.oc One Floor,Roof&Ceiling Only Max.Joist Spacing,s= 16 in.oc 189-in.Unit Width Ground Floor Loads: Max.Matewall 110 mph(Exp C/End Zone) Floor Live Load(L)= 40 lost Sidewall Left Right 30 psf Ground Snow,12 and 5/12 Pitch Floor Dead Load(D)= 10 psf Dead,D 576 70 42 Wall Dead Load(Dw)= 40 pit Snow,S 950 30 7 Unbal.Snow,Su 905 37 62 Above Ground Floor Loads: Roof Live,Lr 779 12 3 Floor Live Load(L)= 40 psf Live,L 531 237 150 Floor Dead Load(D)= 10 psf Pos.Wind,Wp 180 76 17 Wall Dead Load(Dw)= 40 pit Neg.Wind,Wn -1383 -22 -278 Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 432 53 70 pif 0.90 Load Combination Sidewall Matewall Endwall 2 S 713 23 39 pit 1.15 1 D 432 53 70 pif 3 S� 679 47 66 pif 1.16 2 D+Wp 567 n/a 44 pif 4 Lr 584 9 32 pif 1.25 Maximum Down 567 53 70 pit 5 L 398 178 53 pit 1.00 Lateral Pressure 25.6 5.0 25.6 psf 6 Wp 135 57 20 plf 1.60 NDS LDF= 1.6 7 Wn -1037 -209 -86 plf 1.60 8 0.75(LAr) 737 140 64 pit 1.25 Maximum Axial Load Case: 9 0.75(L+S) 833 150 69 pif 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 808 168 89 pif 1.15 1 D+0.75(L+Lr) 1169 193 134 plf 11 0.75(L+S+Wp) 934 193 84 pif 1.60 2 D+0.75(L+S) 1265 203 139 pif 12 D+L 830 230 123 plf 1.00 3 D+0.75(L+Su) 1240 221 159 pif 13 D+Lr 1016 62 102 pif 1.25 4 D+0.75(L+S+Wp) 1366 245 154 pit 14 D+S 1145 75 109 pif 1.15 Maximum Down 1366 245 159 pif 15 D+Su 1111 99 136 pif 1.15 Lateral Pressure 19.2 3.75 19.2 psf 16 D+0.75(L+Lr) 1169 193 134 pif 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 1265 203 139 pif 1.15 Above Ground Floor Load Only(at mateiine): 18 D+0.75(L+Su) 1240 221 159 plf 1.15 Dead Load= 79 pit(D) 19 D+0.75(L+S+Wp) 1366 245 154 pif 1.60 Live Load= 315 pif(L) 20 0.6D+Wn -778 -177 44 pif 1.60 Total Load= 394 pif(D+L) Governing Uniform Loads at Wails:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall, Uplift Load= -778 pif(O.6D+Wn) Uplift Load= -177 plf(0.6D+Wn) Uplift Load= 44 pif(0.6D+Wn) Dead Load= 432 pif(D) Dead Load= 53 pif(D) Dead Load= 70 pif(D) Live Load= 934 plf(0.75(L+S+Wp)) Live Load= 193 pif(0.75(L+S+Wp)) Live Load= 89 pit(0.75(L+Su)) Total Load= 1366 pit(D+0.75(L+S+Wp)) Total Load= 245 pif(D+0.75(L+S+Wp)) Total Load= 159 pit(D+0.75(L+Su)) NDS Design Load'= 1265 pif(D+0.75(L+S)) NDS Design Load'= 230 pif(D+L) NDS Design Load'= 159 pif(D+0.75(L+Su)) NDS LDF= 1.15 NDS LDF= 1.00 NDS LDF= 1.15 Notes: 1.Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA l- 16.2102 Vertical Load Cases ASD 2 Story 2008-06-26.xls 1/14/2016 2:05 PM 1 st of 2 Page 1 of 1 ASCE 7-05 Allowable Stress Design(ASD)Load Combinations Supporting 2 Floors,Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes Inc Job Number: AHI121815-6 Description: A16104 Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 189 in. Two Floors,Roof,&Ceiling Only Max.Joist Spacing,s= 16 in.oc 189dn.Unit Width Ground Floor Loads: Above Ground Floor Loads: 110 mph(Exp CIEnd Zone) Floor Live Load(L)= 40 psf Floor Live Load(L)= 40 psf 30 psf Ground Snow,12 and 5112 Pitch Floor Dead Load(D)= 10 psf Floor Dead Load(D)= 10 psf Wall Dead Load(Dw)= 40 plf Wall Dead Load(Dw)= 40 plf Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 551 171 117 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 713 23 39 pit 1.15 1 D 551 171 117 plf 3 S. 679 47 66 pit 1.15 2 D+Wp 686 n/a 137 plf 4 Lr 584 9 32 pit 1.25 Maximum Down 686 171 137 plf 5 L 713 493 80 pit 1.00 Lateral Pressure 25.6 5.0 25.6 psf 6 Wp 135 57 20 plf 1.60 NDS LDF= 1.6 7 Wn -1037 -209 -86 plf 1.60 8 0.75(L+Lr) 973 376 84 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 1069 386 89 plf 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L46u) 1044 404 109 pit 1.15 1 D+0.75(L+Lr) 1524 548 200 plf 11 0.75(L+S+Wp) 1171 429 104 plf 1.60. 2 D+0.75(L+S) 1620 558 206 plf 12 DA 1284 664 197 pit 1.00 3 D+0.75(L+Su) 1595 576 226 pit 13 D+Lr 1135 180 148 pit 1.25 4 D+0.75(L+S+Wp) 1721 600 221 pit 14 D+S 1263 194 155 plf 1.15 Maximum Down 1721 600 226 plf I 15 D+Su 1230 218 182 plf 1.15 Lateral Pressure 19.2 3.75 19.2 psf 16 D+0.75(L+Lr) 1524 548 200 plf 1.25 NDS LDF= 1.6 17 D40.75(L+S) 1620 558 206 Of 1.15 Ground Floor Load Only:(at mateline) 18 D+0.75(L+Su) 1595 576 226 plf 1.15 Dead Load= 79 plf(D) 19 D+0.75(L+S+Wp) 1721 600 221 plf 1.60 Live Load= 315 pit(L) 20 0.6D+Wn -707 -106 -16 pit 1.60 Total Load= 394 pit(D+L) Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall: Uplift Load= -707 plf(0.6D+Wn) Uplift Load= -106 plf(0.6D+Wn) Uplift Load= -16 Of(0.04Wn) Dead Load= 551 pit(D) Dead Load= 171 pit(D) Dead Load= 117 pit(D)- Live Load= 1171 Of(0.75(L+S+Wp)) Live Load= 493 pit(L) Live Load= 109 pit(0.75(L+Su)) Total Load= 1721 Of(D+0.75(L+S+Wp)) Total Load= 664 pit(D+L) Total Load= 226 plf(D+0.75(L+Su)) NDS Design Load'= 1620 pit(D40.75(L+S)) NDS Design Load'= 664 pit(D+L) NDS Design Load'= 197 pit(D+L) NDS LDF= 1.15 NDS LDF= 1.00 NDS LDF= 1.00 Notes: 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA r 23.1121 Cape,2 Box,Unequal Units 2008-08-05 1/11/2016 4:29 PM Typical Cape Truss Design Page 1 of 2 (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes Job Number: AHI121815-6 Description: 30 psf Ground Snow,165-in.Unit width,12/12 pitch Cape Truss,16-in.oc 110 mph,exposure C,End Zone pressures 0 2 • 23 • 22 21 i 20 19 18 15 1 2 3 4 5 6 9 10 11 121 14 37 Truss Geometry: Design Parameters: Overall Width,B= 300.0 Spacing: 16.0 in.oc Larger Unit Width,Bu= 165 in. Wind Zone: End Pitch,S= 12/12 BC Exposed to Wind: No Left KN Width,BKw= 96.0 in.(from center to edge) Rigid Collar Tie: No Left Flip Length= 49.5 in.(along member) Right KN Width,BKw= 66.0 in.(from center to edge) Gusset Plate Dimensions: Right Flip Length= 79.2 in.(along member) Width= 15.0 in. CT Height,HcT= 97.0 in.(clear height) Heel Height= 14.3 in. Truss Inset,I= 1.50 in.(from outside of sidewall) Overhang= 12.0 in. Truss Design Loads: Windward Top-Chord Leeward Top-Chord Snow Load,S= 23.1 psf Snow Load,S= 23.1 psf Unbalanced Snow,Su= 5.3 psf Unbalanced Snow,Su= 37.0 psf(Ridge) Roof Live Load,Lr= 12.0 psf 17.8 psf(Eave) Dead Load,D= 10.0 psf Surcharge Distance= 34.4 in. Roof Live Load,Lr= 12.0 psf Dead Load,D= 10.0 psf Transverse Wind: (MWFRS) Horizontal,WT= 19.7 psf Vertical,WT= 11.1 psf Vertical,WT= -17.5 psf Overhang,WT= -13.1 psf Overhang,WT= -17.5 psf BC Wind Uplift,WT= 0.0 psf(if exposed) BC Wind Uplift,WT= 0.0 psf(if exposed) Longitudinal Wind: (MWFRS) Vertical,WL= -30.8 psf Vertical,WL= -30.8 psf Overhang,WL= -46.1 psf Overhang,WL= -46.1 psf BC Wind Uplift,WL= 0.0 psf(if exposed) BC Wind Uplift,WL= 0.0 psf(if exposed) Components&Cladding Wind: Negative Wind Load,WN= -30.5 psf Positive Wind Load,WP= 24.9 psf F APPROVED Overhang,WT= -49.3 psf Bottom Chord: 1J27/16 Construction Load,C= 10 psf DATE Btwn Knee Wall Live,L= 40 psf PFS CORPORATION Outside Knee Wall Live,L= 20 psf Bloomsburg, PA Dead Load,D= 10 psf r 23.1121 Cape,2 Box,Unequal Units 2008-08-05 1/11/2016 4:29 PM Typical Page 2 of 2 Cape Truss Design (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes Job Number: AH1121815-6 Description: 30 psf Ground Snow,165-in.Unit width,12/12 pitch Cape Truss,16-in.oc 110 mph,exposure C,End Zone pressures Member Sizes/Properties: Weak-Axis Element CSI Member CITY b d Grade Species Bracing Stress Deflection Result Bottom Chord 1 1.5 9.25 #2 SPF Full 0.50 0.44 OK Top Chord 1 1.5 7.25 #2 SPF Full 0.45 0.69 OK Knee Wall 1 1.5 3.5 #2 SPF - 112 0.13 0.01 OK Collar Tie 1 1.5 5.5 #2 SPF 1/2 0.14 0.71 OK Flip 1 1.5 7.25 #2 SPF Full 0.20 0.67 OK Correction Factors Tabulated Material Properties Member CFb CFr CF. Fb Fr F, F, Fai E Emi Bottom Chord 1.1 1.1 1.00 875 450 1150 135 425 1400000 510000 Top Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Knee Wall 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Collar Tie 1.3 1.3 1.10 875 450 1150 135 425 1400000 510000 Flip 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Reactions: Truss Spacing= 16.0 in.oc Matewall Sidewall Left Right Matewall Component Reactions (Ibf) (lbf) (lbf) Sidewall Left Right Dead,D 385 70 42 Overall Maximum Reactions (lbf) (lbf) (Ibf) Snow,S 407 16 4 Downward,R 1036 355 200 Unbalanced Snow,Su 323 37 62 Upward(C&C),U -325 -19 -253 Roof Live,Lr 299 12 3 Upward(MWFRS),U -325 20 -253 Live,L 373 235 150 Positive Wind,Wp 148 76 17 Negative Wind,Wn -556 -22 -278 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp, Bearing Moment Location (lbf) (lbf) (lbf) (lbf) (in.-lbf) Gusset Plate-to-Bottom Chord(in-plant) 259 330 799 1237 3157 Gusset Plate-to-top Chord(on-site) 259 330 799 Top Chord-to-Bottom Chord - - 1237 Flip-to-Top Chord 192 204 405 595 Flip-to-Ridge 82 55 82 106 Knee Wall-to-TC or BC 462 184 294 Collar Tie-to-Top Chard 0 267 362 578 0 BC-to-BC Across Matelirie 256 406 118 188 NOTES:1. Connection forces are provided in local coordinates(i.e.tension/compression/bearing are parallel to member length,Shear is perpendicular to member length axis). Forces may need to be resolved depending on joint configuration. 2.All loads are normalized to LDF=1.00(i.e.the load is divided by the LDF for the load case producing the reaction),except for bearing,which is the compressive force without LDF reduction. 3. Balanced and unbalanced snow loads and wind loads are considered for both directions. Bottom chord construction load is considered nonconcurrent with all other loads. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA R 23.1002 On-Site Truss Connections Built Trusses 2008-03-17.xls 1/13/2016 4:34 PM Cape Truss Page 1 of 3 On-Site Truss Connections Client: Apex Homes 165-1n.Unit Width Job Number: AH1121815-6 110 mph(Exp C/RNF Zone) Truss ID: 30 psf Ground Snow,12/12 Pitch Unit Geometry: Truss Parameters: Unit Width(B)= 165 in. TC Slope= 12/12 Overhang(BoH)= 12.0 in. TC Depth= 7.25 in. Roof Pitch= 12/12 BC Depth= 9.25 in. CT Depth= 5.5 in. Species: SPF Roof Loads: Truss Rections: Snow Load(S)= 23.1 psf Ground Snow Load(Pg)= 30 Ibf Unbalanced Snow(S)= 37.0 psf Max.Sidewall Reaction= 1036 Ibf Max.Sidewall Net Uplift= 325 Ibf Total Mateline Reaction= 555 Ibf Total Mateline Net Uplift= 273 ibf Truss Spacing= 16 in.oc Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Collar Tie to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (inAbf) Fastener Quantity 0 267 362 n/a 0 0.131"x 3"Face Nail 5 0.148"x 3"Face Nail 4 0.162"x 3"Face Nail 4 + • + F,= 362 Ibf • ♦ F, - M= 0 inAbf 1 Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment t (Ibf) (Ibf) (Ibf) (Ibf) (inAbf) Fastener Quantity n/a 462 184 294 n/a 0.131"x 3"Toe Nail 11 #8x4"Toe Screw 4 #10x4"Toe Screw 3 F,= 462 Ibf 11, Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener CSI u n/a 462 184 294 n/a (1)Simpson H8 0.91 (1)Simpson 112A or H2.5A 0.93 F,= 462 Ibf F . APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.1002 On-Site Truss Connections Built Trusses 2008-03-17.xls 1/13/2016 4:34 PM Cape Truss Page 2 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Plywood Gusset to Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Parameter Value 259 330 799 1237 3157 7/16"x1.5"x16 Ga.Staple F� Fr= 476 Ibf Row Spacing(in.oc) 2 M= 3157 in.Ibf Column Spacing(in.oc) 2 Gusset Width= 15.0 in. Qty Rows 4 Edge Distance= 1.50 in. Qty Columns 7 • • • • A= 224 in. Total Fasteners 28 • • • • J= 4853 in.° CSI 0.61 • • • d= 6.7in. Gusset both sides w/80%Adhesive Plywood Gusset to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in:lbf) Fastener Quantity 4� 259 330 799 n/a n/a 0.131"x 3"Face Nail 6 0.148"x 3"Face Nail 5 • • 0.162"x 3"Face Nail 4 • • F,= 476 Ibf 7/16"x2.5"x15 Ga.Staple 10 '---- " 7/16"x1.5"x16 Ga.Staple 12 3/4"thru bolt 1 Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 192 204 405 595 n/a 0.131"x 3"End Nail 4 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 / Fr= 192 Ibf 7/16"x2.6'x15 Ga.Staple 6 Rail to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in:Ibf) Fastener Quantity 192 204 405 595 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 Fr= 192 Ibf 7/16"x2.5"xl5 Ga.Staple 5 Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in:lbf) Connector 192 204 405 595 n/a Simpson CS22,(2)0.131"x2.5°Nails Each End Simpson CS22,(2)0.148"x3"Nails Each End 26ga Strap,(4)0.131"x2.5'Nails Each End / Fr= 204 Ibf F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA �r� 23.1002 On-Site Truss Connections Built Trusses 2008-03-17.xis 1/13/2016 4:34 PM Cape Truss Page 3 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (inAbf) Fastener Quantity 82 55 82 106 n/a 0.131"x 3"Toe or End Nail 3 0.148"x 3"Toe or End Nail 3 0.162"x 3"Toe or End Nail 3 F,= 82 Ibf Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 82 55 82 106 n/a Simpson CS22,(1)0.131'x2b"Nails Each End Simpson CS22,(1)0.148'x3"Nails Each End 26ga Strap,(4)0.131'x2.5'Nails Each End F,= 55 Ibf Bottom Chord to Bottom Chord(tension) Shear Tension Comp. Bearing Moment - (lbf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 256 406 118 188 n/a 0.131"x3"Nail 4 per side t 7/16"x2.5"xl5 Ga.Staple 6 per side F, 7/16"x1.5'x16 Ga.Staple 6 per side _r Fr= 406 Ibf FS . APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA all 23.1121 Cape,2 Box,Unequal Units 2008-08-05 1/11/2016 4:24 PM Typical Page 1 of 2 Cape Truss Design With Drifting Snow (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes Job Number: AHI121815-6 Description: 30 psf Ground Snow,165-in.Unit width, 12/12 pitch Cape Truss,12-in.oc 110 mph,exposure C,End Zone pressures 0 3� • 23 • 22 21 20 19 18 r5 1 2 3 4 5 6 9 10 11 121 14 37 Truss Geometry: Design Parameters: Overall Width,B= 300.0 Spacing: 12.0 in.oc Larger Unit Width,Bu= 165 in. Wind Zone: End Pitch,S= 12/12 BC Exposed to Wind: No Left KN Width,BKw= 96.0 in.(from center to edge) Rigid Collar Tie: No Left Flip Length= 49.5 in.(along member) Right KN Width,BKw= 66.0 in.(from center to edge) Gusset Plate Dimensions: Right Flip Length= 79.2 in.(along member) Width= 15.0 in. CT Height,HCT= 97.0 in.(clear height) Heel Height= 14.3 in. Truss Inset,I= 1.50 in.(from outside of sidewall) Overhang= 12.0 in. Truss Design Loads: Windward Top-Chord leeward Top-Chord Snow Load,S= 57.1 psf Snow Load,S= 57.1 psf Unbalanced Snow,Su= 5.3 psf Unbalanced Snow,Su= 37.0 psf(Ridge) Roof Live Load,Lr= 12.0 psf 17.8 psf(Eave) Dead Load,D= 10.0 psf Surcharge Distance= 34.4 in. Roof Live Load,Lr= 12.0 psf Dead Load,D= 10.0 psf Transverse Wind: (MWFRS) Horizontal,WT= 19.7 psf Vertical,WT= 11.1 psf Vertical,WT= -17.5 psf Overhang,WT= -13.1 psf Overhang,WT= -17.5 psf BC Wind Uplift,WT= 0.0 psf(if exposed) BC Wind Uplift,WT= 0.0 psf(if exposed) Longitudinal Wind: (MWFRS) Vertical,WL= -30.8 psf Vertical,WL= -30.8 psf Overhang,WL= -46.1 psf Overhang,WL= -46.1 psf BC Wind Uplift,WL= 0.0 psf(if exposed) BC Wind Uplift,WL= 0.0 psf(if exposed) Components&Cladding Wind: Negative Wind Load,WN= -30.5 psf F APPROVED Positive Wind Load,WP= 24.9 psf Overhang,WT= -49.3 psf ]/27��6 Bottom Chord: DATE Construction Load,C= 10 psf PFS CORPORATION Btwn Knee Wall Live,L= 40 psf Bloomsburg, PA Outside Knee Wall Live,L= 20 psf Dead Load,D= 10 psf �.r 23.1121 Cape,2 Box,Unequal Units 2008-08-05 1/11/2016 4:24 PM Typical Page 2 of 2 Cape Truss Design (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes Job Number: AH1121815-6 Description: 30 psf Ground Snow,165-in.Unit width,12/12 pitch Cape Truss,12-in.oc 110 mph,exposure C,End Zone pressures Member Sizes/Propertfes: Weak-Axis Element CSI Member QTY b d Grade Species Bracing Stress Deflection Result Bottom Chord 1 1.5 9.25 #2 SPF Full 0.37 0.37 OK Top Chord 1 1.5 7.25 #2 SPF Full 0.39 0.52 OK Knee Wall 1 1.5 3.5 #2 SPF 1/2 0.10 0.01 OK Collar Tie 1 1.5 5.5 #2 SPF 1/2 0.13 0.53 OK Flip 1 1.5 7.25 #2 SPF Full 0.19 0.50 OK Correction Factors Tabulated Material Properties Member CFb CFr C, Fb F, Fc F F�l E Emin Bottom Chord 1.1 1.1 1.00 875 450 1150 135 425 1400000 510000 Top Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Knee Wall 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Collar Tie 1.3 1.3 1.10 875 450 1150 135 425 1400000 510000 Flip 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Reactions: Truss Spacing= 12.0 in.oc Matewall Sidewall Left Right Matewall Component Reactions (lbf) (lbf) (lbf) Sidewall Left Right Dead,D 289 53 31 Overall Maximum Reactions (lbf) (Ibf) (lbf) Snow,S 754 30 7 Downward,R 1114 279 150 Unbalanced Snow,Su 243 28 46 Upward(C&C),U -244 -15 -190 Roof Live,Lr 224 9 2 Upward(MWFRS),U -244 15 -190 Live,L 280 176 112 Positive Wind,Wp 111 57 13 Negative Wind,Wn -417 -16 -208 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp. Bearing Moment Location (lbf) (lbf) (lbf) (lbf) (in.-lbf) Gusset Plate-to-Bottom Chord(in-plant) 279 247 896 1269 3255 Gusset Plate-to-top Chord(on-site) 279 247 896 Top Chord-to-Bottom Chord - 1269 Flip-to-Top Chord 176 153 536 657 Flip-to-Ridge 83 41 83 95 Knee Wall-to-TC or BC 349 138 220 Collar Tie-to-Top Chord 0 200 386 547 0 BC-to-BC Across Mateline 192 482 88 141 NOTES:1. Connection forces are provided in local coordinates(i.e.tension/compression/bearing are parallel to member length,shear is perpendicular to member length axis). Forces may need to be resolved depending on joint configuration. 2.All loads are normalized to LDF=1.00(i.e.the load is divided by the LDF for the load case producing the reaction),except for bearing,which is the compressive force without LDF reduction. 3. Balanced and unbalanced snow loads and wind loads are considered for both directions. Bottom chord construction load is considered nonconcurrent with all other loads. F 9 APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA I f 23.1002 On-Site Truss Connections Built Trusses 2008-03-17-Copy.xls 1/13/2016 4:36 PM Cape Truss Page 1 of 3 On-Site Truss Connections Client: Apex Homes 165-in.Unit width Job Number: AH1121815-6 110 mph(Exp C/RNF Zone) Truss ID: 30 psf Ground Snow,12/12 Pitch Unit Geometry: Truss Parameters: Unit Width(B)= 165 in. TC Slope= 12/12 Overhang(BOH)= 12.0 in. TC Depth= 7.25 in. Roof Pitch= 12/12 BC Depth= 9.25 in. CT Depth= 5.5 in. Species: SPF Roof Loads: Truss Rectlons: Snow Load(S)= 23.1 psf Ground Snow Load(Pg)= 30 Ibf Unbalanced Snow(Su)= 37.0 psf Max.Sidewall Reaction= 1114 Ibf Max.Sidewall Net Uplift= 244 Ibf Total Mateline Reaction= 429 Ibf Total Mateline Net Uplift= 205 Ibf Truss Spacing= 12 in.oc Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Collar Tie to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 0 200 386 n/a 0 0.131"x 3"Face Nail 5 0.148"x 3"Face Nail 4 0.162"x 3"Face Nail 4 • • • F' F,= 386 Ibf • • ♦ M= 0 in.-Ibf Knee Wail to Top or Bottom Chord Shear Tension Comp, Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity n/a 349 138 220 n/a 0.131"x 3"Toe Nail 8 #8x4"Toe Screw 3 F� 349 Ibf #10x4"Toe Screw 3 = . r Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener CSI n/a 349 138 220 n/a (1)Simpson H8 0.68 (1)Simpson 112A or H2.5A 0.71 F,= 349 Ibf F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.1002 On-Site Truss Connections Built Trusses 2008-03-17-Copy.xls 1/13/2016 4:36 PM Cape Truss Page 2 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Plywood Gusset to Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in:lbf) Parameter Value 279 247 896 1269 3255 7/16"x1.5"x16 Ga.Staple F1 F,= 528 Ibf Row Spacing(in.oc) 2 M= 3255 in.Ibf Column Spacing(in.oc) 2 Gusset Width= 15.0 in. Qty Rows 4 -� Edge Distance= 1.50 in. Qty Columns 7 •�� • • A= 224 in. Total Fasteners 28 • • • • J= 4853 in.4 CSI 0.65 • • • d= 6.7 in. Gusset both sides w/80%Adhesive Plywood Gusset to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 4� 279 247 896 n/a n/a 0.131"x 3"Face Nail 7 0.148"x 3"Face Nail 6 • 0.162"x 3"Face Nail 5 • • F,= 528 Hof 7/16"x2.5"x15 Ga.Staple 12 7/16"x1.5"x16 Ga.Staple 13 3/4"thru bolt 1 Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 176 153 536 657 n/a 0.131"x 3"End Nail 4 0.148"x 3"End Nail 3 6.162"x 3"End Nail 3 Fr= 176 Ibf 7/16"x2.5"x15 Ga.Staple 6 Rail to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in-Ibf) Fastener Quantity 176 153 536 657 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162".x 3"End Nail 3 F,= 176 Ibf 7/16"x2.5"x15 Ga.Staple 4 Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (inAbf) Connector F` 176 153 536 657 n/a Simpson CS22,(2)0.131"x2.5"Nails Each End Simpson CS22,(2)0.148"x3"Nails Each End 26ga Strap,(4)0.131'x2.5'Nails Each End F,= 153 Ibf F . APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA � r 23.1002 On-Site Truss Connections Built Trusses 2008-03-17-Copy.xls 1/13/2016 4:36 PM Cape Truss Page 3 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp, Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 83 41 83 95 n/a 0.131"x 3"Toe or End Nail 3 0.148"x 3"Toe or End Nail 3 0.162"x 3"Toe or End Nail 3 Fr= 83 Ibf Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (inAbf) Connector 83 41 83 95 n/a Simpson CS22,(1)0.131'x2.5'Nails Each End Simpson CS22,(1)0.148'x3"Nails Each End 26ga Strap,(4)0.131°x2.5°Nails Each End F,= 41 Ibf Bottom Chord to Bottom Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 192 482 88 141 n/a 0.131"x3"Nail 5 per side a 7/16"x2.5"x15 Ga.Staple 7 per side 7/16"x1.5"x16 Ga.Staple 8 per side F'V. F,= 482 Ibf ..j .. _ Ll. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA {in r ,3 23.1720 Saltbox,2 Box(Mixed Critera Req'd)2008-08-05 1/14/2016 10:11 AM Typical Page 1 of 2 Salt Box Truss Design Client: Apex Homes Inc Job Number: AH1121815-6 Description: 30 psf Ground Snow,189-in.Unit width,12/12 pitch Cape Truss,16-in.oc 110 mph,exposure C,End Zone pressures 0 2 2 2 91 32 25 6 33 34 Z0_ A35 O 0 0 38 10 11 12 13 15 7 Truss Geometry: Design Parameters: Unit Width= 189 in. Spacing: 16.0 in.oc Pitch,S= 12/12(max.) Wind Zone: End 5 112(min.) BC Exposed to Wind: No Left KIN Width,BKw= 120.0 in.(from center to edge) Rigid Collar Tie: Yes Left Flip Length= 63.9 in.(along member) CT Height,HcT= 97.0 in.(clear height) Gusset Plate Dimensions: Truss Inset,I= 1.50 in.(from outside of sidewall) Width= 15.0 in. Overhang= 12.0 in. Heel Height= 14.3 In. Truss Design Loads: Windward Top-Chord Leeward Top-Chord Pitch= 12 5 Pitch= 12 5 Snow Load,S= 23.1 23.1 psf Snow Load,S= 23.1 23.1 psf Unbalanced Snow,Su= 5.3 6.9 psf Unbalanced Snow,Su= 39.4 37.1 psf(Ridge) Roof Live Load,Lr= 12.0 19.0 psf 17.8 23.1 psf(Eave) Dead Load,D= 10.0 10.0 psf Surcharge Distance= 38.7 60.0 in. Roof Live Load,Lr= 12.0 19.0 psf Dead Load,D= 10.0 10.0 psf Transverse Wind: (MWFRS) Horizontal,WT= 21.5 0.0 psf Vertical,WT= 12.1 -24.2 psf Vertical,WT= -19.1 -22.3 psf Overhang,WT= -11.3 -40.1 psf Overhang,WT= -19.1 -22.3 psf BC Wind Uplift,WT= 0.0 0.0 psf(if exposed) BC Wind Uplift,WT= 0.0 0.0 psf(if exposed) Longitudinal Wind: (MWFRS) Vertical,WL= -33.6 -33.6 psf Vertical,WL= -33.6 -33.6 psf Overhang,WL= 45.2 -45.2 psf Overhang,WL= 45.2 45.2 psf BC Wind Uplift,WL= 0.0 0.0 psf(if exposed) BC Wind Uplift,WL= 0.0 0.0 psf(if exposed) Components&Cladding Wind: Negative Wind Load,WN= -31.7 -58.6 psf Positive Wind Load,WP= 26.4 12.9 psf Overhang,WT= -53.8 -99.5 psf Bottom Chord: F APPROVED Construction Load,C= 10 psf Btwn Knee Wall Live,L= 40 psf DATE 1/27/16 Outside Knee Wall Live,L= 20 psf Dead Load,D= 10 psf PFS CORPORATION Bloomsburg, PA QA 23.1720 Saltbox,2 Box(Mixed Critera Req'd)2008-08-05 1/14/2016 10:11 AM Typical Page 2 of 2 Salt Box Truss Design Client: Apex Homes Inc Job Number: AH1121815-6 Description: 30 psf Ground Snow,189-In.Unit width,12/12 pitch Cape Truss,16-in.oc 110 mph,exposure C,End Zone pressures Member Sizes/Properties: Weak-Axis Element CSI Member QTY to d Grade Species Bracing Stress Deflection Result Bottom Chord 1 1.5 9.25 #2 SPF Full 0.34 0.17 OK Left Top Chord 1 1.5 9.25 #2 SPF Full 0.48 0.11 OK Right Top Chord 1 1.5 9.25 #2 SPF Full 0.65 0.37 OK Knee Wall 1 1.5 3.5 #2 SPF 112 0.33 0.01 OK Collar Tie 1 1.5 7.25 #2 SPF Full 0.51 0.14 OK Flip 1 1.5 3.5 #2 SPF Full 0.51 0.24 OK Correction Factors Tabulated Material Properties Member CFD CF, CF. Fy F, F� F, Fo, E Emin Bottom Chord 1.1 1.1 1.00 875 450 1150 135 425 1400000 510000 Left Top Chord 1.1 1.1 1.00 875 450 1150 135 425 1400000 510000 Left Top Chord 1.1 1.1 1.00 875 450 1150 135 425 1400000 510000 Knee Wall 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Collar Tie 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Flip 1.5 1.6 1.15 875 450 1150 135 425 1400000 510000 Reactions: Truss Spacing= 16.0 in.oc Sidewall Matewall Bottom Top Bottom Top Overall Maximum Reactions (Ibf) (Ibf) (Ibf) (lbf) Downward,R 1651 676 297 179 Upward(C&C),U -1330 -1024 0 -282 Upward(MWFRS),U -704 -728 33 113 Sidewall Matewall Bottom Top Bottom Top Component Reactions (lbf) (Ibf) (lbf) (lbf) AFARS,, APPROVED Dead,D 576 199 61 -55 Snow,S 721 421 3 -113 DATE 1./27/16 Unbalanced Snow,Su 470 477 2 117 Roof Live,Lr 582 379 2 -124 PFS CORPORATION Live,L 531 13 237 -67 Bloomsburg, PA Positive Wind,Wp 180 19 0 81 Negative Wind,Wn -1050 -847 -4 145 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp. Bearing Moment Location (lbf) (lbf) (lbf) (Ibf) (in.-Ibf) Cape Gusset Plate-to-Bottom Chord(in-plant) 421 808 1226 1556 4739 Cape Gusset Plate-to-top Chord(on-site) 421 808 1226 1556 Cape Flip-to-Top Chord 79 967 710 816 - Cape Knee Wall-to-TC or BC - 549 30 35 Cape Flip-to-Ridge 82 986 649 747 Collar Tie-to-Top Chord 468 381 684 1094 2674 Shed Top Chord-to-Ridge 312 667 400 460 Shed Top Chard-to-Bottom Chord 350 696 626 720 5704 Ridge Support Column 324 627 1003 NOTES:1. Connection forces are provided in local coordinates(i.e.tension/compression/bearing are parallel to member length,shear is perpendicular to member length axis). Forces may need to be resolved depending on joint configuration. 2. All loads are normalized to LDF=1.00(i.e.the load is divided by the LDF for the load case producing the reaction),except for bearing,which is the compressive force without LDF reduction. 3. Balanced and unbalanced snow loads and wind loads are considered for both directions. Bottom chord construction load is considered nonconcurrent with all other loads. 23.1002 On-Site Truss Connections Built Trusses 2008-03-17.xis 1/14/2016 1:54 PM Cape Truss Page 1 of 3 On-Site Truss Connections Client: Apex Homes Inc 189-In.Unit Width Job Number: AHI121815-6 110 mph(Exp C/RNF Zone) Truss ID: 30 psf Ground Snow,5 to 12/12 Pitch Unit Geometry: Truss Parameters: Unit Width(B)= 189 in. TC Slope= 12/12 Overhang(BoH)= 12.0 in. TC Depth= 9.25 in. Roof Pitch= 12/12 BC Depth= 9.25 in. CT Depth= 7.25 in. Species: SPF Roof Loads: Truss Rections: Snow Load(S)= 23.1 psf Ground Snow Load(Pg)= 30 Ibf Unbalanced Snow(S)= 39.4 psf Max.Sidewall Reaction= 1651 Ibf Max.Sidewall Net Uplift= 704 Ibf Half Mateline Reaction= 297 Ibf Half Mateline Net Uplift= 33 Ibf Truss Spacing= 16 in.oc Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Collar Tie to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 468 381 684 n/a 2674 0.131"x 3"Face Nail 11 0.148"x 3"Face Nail 9 0.162"x 3"Face Nail 7 • • Fr= 829 Ibf • • F' M= 2674 in.-Ibf W/80%Adhesive Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity n/a 549 30 35 n/a 0.131"x 3"Toe Nail 13 #8x4"Toe Screw 5 #10x4"Toe Screw 4 i� F,= 549 Ibf .J i i Knee Wall to Top or Bottom Chord Shear Tension Comp, Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener ' CSI n/a 549 30 35 n/a (1)Simpson H7Z 0.65 (1)Simpson H6 0.67 F,= 549 Ibf F APPROVED DATE 1./27/16 PFS CORPORATION Bloomsburg, PA 23.1002 On-Site Truss Connections Built Trusses 2008-03-17.xis 1/14/2016 1:54 PM Cape Truss Page 2 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Plywood Gusset to Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Parameter Value 421 808 1226 1556 4739 7/16"x1.5"x16 Ga.Staple F+ F,= 911 Ibf Row Spacing(in.oc) 2 M= 4739 in.Ibf Column Spacing(in.oc) 2 Gusset Width= 15.0 in. Qty Rows 4 _ Edge Distance= 1.50 in. City Columns 7 • • • • A= 224 in. Total Fasteners 28 • • • • J= 4853 in." CSI 1.00 • • • • d= 6.7in. Gusset both sides w/80%Adhesive Plywood Gusset to Top Chord Shear Tension Comp. Bearing Moment � (Ibf) (Ibf) (Ibf) (Ibf) (in-Ibf) Fastener Quantity 421 808 1226 n/a n/a 0.131"x 3"Face Nail 12 JJ 0.148"x 3"Face Nail 10 • • • � • 0.162"x 3"Face Nail g • • F,= 911 Ibf 7/16"x2.5"x15 Ga.Staple 20 7/16"x1.5"x16 Ga.Staple 22 3/4"thru bolt NG Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity i 79 967 710 816 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 j 0.162"x 3"End Nail 3 / F,= 79 Ibf 7/16"x2.5"xl5 Ga.Staple 3 i Rail to Rail(shear) Shear Tension Comp. Bearing Moment / (Ibf) (Ibf) (Ibf) (Ibf) (in:lbf) Fastener Quantity / 79 967 710 816 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 79 Ibf 7/16"x2.5'xl5 Ga.Staple 3 Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment . --� (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 79 967 710 816 n/a Simpson CS20,(10)0.131"x2.5"Nails Each End Simpson CS20,(8)0.148'x3'Nails Each End f r F,= 967 Ibf `f F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.1002 On-Site Truss Connections Built Trusses 2008-03-17.xis 1/14/2016 4:08 PM Cape Truss Page 3 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment Cape Side (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 82 986 649 747 n/a 0.131"x 3"Toe or End Nail 3 0.148"x 3"Toe or End Nail 3 r 0.162"x 3"Toe or End Nail 3 F,= 82 Ibf Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment Shed Side (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 312 667 400 460 n/a 0.131"x 3"Toe or End Nail 6 - 0.148"x 3"Toe or End Nail 5 0.162"x 3"Toe or End Nail 4 F,= 312lbf SimpsonA34 1 ALTERNATIVE BELOW Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector ` 312 986 649 747 n/a Simpson CS20,(10)0.131"x2.5"Nails Each End Simpson CS20,(8)0.148"x3"Nails Each End \ F,= 986 Ibf Shed Bottom Chord/Collar Tie to Shear Tension Comp. Bearing Moment Shed Top Chord (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Parameter Value 350 696 626 720 5704 0.131"x 3"Face Nail Use 80%Adhesive F,= 779 Ibf Row Spacing(in.oc) 2 M= 5704 in.Ibf Column Spacing(in.oc) 2 Width= 12.0 in. Qty Rows 3 I Edge Distance= 1.50 in. Qty Columns 5 A= 120 in. Total Fasteners 15 J= 1360 in-4 CSI 0.70 d= 4.5 in. DATE 1/27/16 PFS CORPORATION Bloomsburg, PA tiro She W'�y-\UP .t31k`b o U5 V)p 5 x o'8k' L-w Ot- a�min Cc�c�,ne etchn1?� a� shQ�� foes hem �� 23.1720 Saltbox,2 Box(Mixed Critera Req'd)2008-08-05-Copy 1/14/2016 10:36 AM Typical Page 1 of 2 Salt Box Truss Design Client: Apex Homes Inc Job Number: AHI121815-6 Description: 30 psf Ground Snow,189-in.Unit width,12/12 pitch Cape Truss,16-in.oc 110 mph,exposure C,End Zone pressures o 2 2 2 6L7 28 2122 29 30 20 311 ZI O 0 O 34 " 6 7 8 91 11 Truss Geometry: Design Parameters: Unit Width= 189 in. Spacing: 16.0 in.oc Pitch,S= 12/12(Max.) Wind Zone: End 5/12(min.) BC Exposed to Wind: No Rigid Collar Tie: Yes Left Flip Length= 63.9 in.(along member) CT Height,HcT= 97.0 in.(clear height) Gusset Plate Dimensions: Truss Inset,I= 1.50 in.(from outside of sidewall) Width= 15.0 in. Overhang= 12.0 in. Heel Height= 14.3 in. Truss Design Loads: Windward Top-Chord Leeward Top-Chord Pitch= 12 5 Pitch= 12 5 Snow Load,S= 23.1 23.1 psf Snow Load,S= 23.1 23.1 psf Unbalanced Snow,Su= 5.3 6.9 psf Unbalanced Snow,Su= 39.4 37.1 psf(Ridge) Roof Live Load,Lr= 12.0 19.0 psf 17.8 23.1 psf(Eave) Dead Load,D= 10.0 10.0 psf Surcharge Distance= 38.7 60.0 in. Roof Live Load,Lr= 12.0 19.0 psf Dead Load,D= 10.0 10.0 psf Transverse Wind: (MWFRS) Horizontal,WT= 21.5 0.0 psf Vertical,WT= 12.1 -24.2 psf Vertical,WT= -19.1 -22.3 psf Overhang,WT= -11.3 -40.1 psf Overhang,WT= -19.1 -22.3 psf BC Wind Uplift,WT= 0.0 0.0 psf(if exposed) BC Wind Uplift,WT= 0.0 0.0 psf(if exposed) Longitudinal Wind: (MWFRS) Vertical,WL= -33.6 -33.6 psf Vertical,WL= -33.6 -33.6 psf Overhang,WL= 45.2 -45.2 psf Overhang,WL= -45.2 -45.2 psf BC Wind Uplift,WL= 0.0 0.0 psf(if exposed) BC Wind Uplift,WL= 0.0 0.0 psf(if exposed) Components&Cladding Wind: Negative Wind Load,WN= -31.7 -58.6 psf Positive Wind Load,WP= 26.4 12.9 psf Overhang,WT= -53.8 -99.5 psf Bottom Chord: Construction Load,C= 10 psf F APPROVED Btwn Knee Wall Live,L= 40 psf Outside Knee Wall Live,L= 20 psf DATE 1/27/16 Dead Load,D= 10 psf PFS CORPORATION Bloomsburg, PA f 23.1720 Saltbox,2 Box(Mixed Critera Req'd)2008-08-05-Copy 1/14/2016 10:36 AM Typical Page 2 of 2 Salt Box Truss Design Client: Apex Homes Inc Job Number: AH1121815-6 Description: 30 psf Ground Snow,189-in.Unit width,12/12 pitch Cape Truss,16-in.oc 110 mph,exposure C,End Zone pressures Member Sizes/Properties: Weak-Axis Element CSI Member QTY b d Grade Species Bracing Stress Deflection Result Left Top Chord 1 1.5 9.25 #2 SPF Full 0.48 0.15 OK Right Top Chord 1 1.5 9.25 #2 SPF Full 0.65 0.40 OK Knee Wall 1 1.5 3.5 #2 SPF 1/2 0.34 0.01 OK Collar Tie 1 1.5 7.25 #2 SPF Full 0.55 0.15 OK Flip 1 1.5 3.5 #2 SPF Full 0.51 0.21 OK Correction Factors Tabulated Material Properties Member CFb CFi CF. Fb F, Fc F F.l E Emin Left Top Chord 1.1 1.1 1.00 875 450 1150 135 425 1400000 510000 Left Top Chord 1.1 1.1 1.00 875 450 1150 135 425 1400000 510000 Knee Wall 1.5 1.5 1.15 875 450 1160 135 425 1400000 510000 Collar Tie 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Flip 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Reactions: Truss Spacing= 16.0 In.oc Sidewall Inner Bottom Top Sidewall Thrust Matewall Overall Maximum Reactions (Ibf) (lbf) (Ibf) (Ibf) (Ibf) Downward,R 1466 881 -361 898 193 Upward(C&C),U -1821 -1039 446 832 Upward(MWFRS),U -1073 -750 446 - 633 Sidewall Inner Bottom Top Sidewall Thrust Matewall Component Reactions (lbf) (lbf) (Ibf) (lbf) (Ibf) F APPROVED Dead,D 516 198 -94 311 -45 Snow,S 950 428 -206 587 -140 DATE 1/27/16 Unbalanced Snow,Su 905 683 -84 905 26 PFS CORPORATION Roof Live,Lr 779 385 -177 484 -148 Live,L 17 0 17 - 0 Bloomsburg, PA Positive Wind,Wp -8 18 168 - 111 Negative Wind,Wn -1383 -868 502 - 660 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp. Bearing Moment Location (Ibf) (lbf) (lbf) (Ibf) (in:lbf) Cape Gusset Plate-to-Bottom Chord(in-plant) 348 923 1020 1253 4286 Cape Gusset Plate-to-top Chord(on-site) 348 923 1020 1253 Cape Flip-to-Top Chord 79 991 916 1054 Cape Flip-to-Ridge 69 1009 856 985 Collar Tie-to-Top Chord 534 470 550 880 3246 Shed Top Chord-to-Ridge 312 685 558 642 - Shed Top Chord-to-Bottom Chord 366 703 813 936 5880 Ridge Support Column - 531 651 1041 NOTES:1. Connection forces are provided in local coordinates(i.e.tension/compression/bearing are parallel to member length,shear is perpendicular to member length axis). Forces may need to be resolved depending on joint configuration. 2. All loads are normalized to LDF=1.00(i.e.the load Is divided by the LDF for the load case producing the reaction),except for bearing,which is the compressive force without LDF reduction. 3. Balanced and unbalanced snow loads and wind loads are considered for both directions. Bottom chord construction load is considered nonconcurrent with all other loads. I 23.1002 On-Site Truss Connections Built Trusses 2008-03-17-Copy.xls 1114/2016 2:00 PM Cape Truss Page 1 of 3 On-Site Truss Connections Client: Apex Homes Inc 189-in.Unit width Job Number: AHI121815-6 110 mph(Exp C/RNF Zone) Truss ID: 30 psf Ground Snow,5 to 12/12 Pitch Unit Geometry: Truss Parameters: Unit Width(B)= 189 in. TC Slope= 12/12 Overhang(BoH)= 12.0 in. TC Depth= 9.25 in. Roof Pitch= 12/12 BC Depth= 9.25 in. CT Depth= 7.25 in. Species: SPF Roof Loads: Truss Rectlons: Snow Load(S)= 23.1 psf Ground Snow Load(Pg)= 30 Ibf Unbalanced Snow(S)= 39.4 psf Max.Sidewall Reaction= 1466 Ibf Max.Sidewall Net Uplift= 1073 Ibf Half Mateline Reaction= 193 Ibf Half Mateline Net Uplift= 633 Ibf Truss Spacing= 16 in.oc Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Collar Tie to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 534 470 550 n/a 3246 0.131"x 3"Face Nail 10 0.148"x 3"Face Nail 8 0.162'x T Face Nail 7 j • • • F,= 767 ibf • • • F, M= 3246 in.-Ibf W/80%Adhesive Plywood Gusset to Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Parameter Value 348 923 1020 1253 4286 7/16"xl.5"x16 Ga.Staple F,= 986 Ibf Row Spacing(in.oc) 2 �� M= 4286 in.Ibf Column Spacing(in.oc) 2 Gusset Width= 15.0 in. Qty Rows 4 Edge Distance= 1.50 in. Qty Columns 7 • A= 224 in. Total Fasteners 28 • + • • J= 4863 in." CSI 0.98 * d= 6.7 in. Gusset both sides w/80%Adhesive Plywood Gusset to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity k, 348 923 1020 n/a Na 0.131"x 3"Face Nail 13 0.148"x 3"Face Nail 10 + r 0.162"x 3"Face Nail 9 r • F,_- 986 Ibf 7/16'k2.5"x15 Ga.Staple 21 7/16"x1.5"x16 Ga.Staple 24 3/4"thru bolt NG F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.1002 On-Site Truss Connections Built Trusses 2008-03-17-Copy.xls 1/14/2016 2:00 PM Cape Truss Page 2 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp, Bearing Moment ' (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 79 991 916 1054 n/a 0.131"x 3"End Nail 3 j 0.148"x 3"End Nail 3 �. 0.162"x 3"End Nail 3 F,= 79 Ibf 7/16"x2.5"x15 Ga.Staple 3 Rail to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in-Ibf) Fastener Quantity 79 991 916 1054 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 79 Ibf 7/16"x2.5'x15 Ga.Staple 3 Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (InAbf) Connector 79 991 916 1054 n/a Simpson CS20,(10)0.131"x2.5'Nails Each End �i Simpson CS20,(8)0.148'x3'Nails Each End F,_ 991 Ibf f / Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment Cape Side (Ibf) (Ibf) (Ibf) (Ibf) (in-lbf) Fastener Quantity 69 1009 856 985 n/a 0.131"x 3"Toe or End Nail 3 0.14B"x 3"Toe or End Nail 3 0.162"x 3"Toe or End Nail 3 F,= 69 Ibf Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment Shed Side (Ibf) (Ibf) (Ibf) (Ibf) - (in:Ibf) Fastener Quantity 312 685 558 642 n/a 0.131"x 3"Toe or End Nail 6 0.148"x 3"Toe or End Nail 5 0.162"x 3"Toe or End Nail 4 Fj= 312 Ibf Simpson A34 1 ALTERNATIVE BELOW Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.lbf) Connector 312 1009 856 985 n/a Simpson CS20,(10)0.131"x2.5'Nails Each End Simpson CS20,(8)0.148"A"Nails Each End. F,= 1009 Ibf F a APPROVED DATE 1/27/1.6 ORPORATION Bloomsburg, PA < l ` ,S I r 23.1002 On-Site Truss Connections Built Trusses 2008-03-17-Copy.xls 1/14/2016 2:00 PM Cape Truss Page 3 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Shed Bottom Chord/Collar Tie to Shear Tension Comp. Bearing Moment Shed Top Chord (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Parameter Value 366 703 813 936 5880 0.131"x 3"Face Nail Use 80%Adhesive F,= 793 IV Row Spacing(in.oc) 2 M= 5880 in.Ibf Column Spacing(in.oc) 2 Width= 12.0 In. Qty Rows 3 Edge Distance= 1.50 in. Qty Columns 5 A= 120 in. Total Fasteners 15 J= 1360 in." CSI 0.72 d= 4.5 in. �d �po(--L C&urAo v11� 1SIC� tt 9 �� (4�7� ech cx eslc��c`�n � �cLS� k-b P 121 e_5j s--PpCA C Shed bez�n vie cif ��"�,�v�� 4��c�n I�nnes of e e �11- 430 Wo ,�- 440 t+oct F : APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA r Inner Sidewall.xls Timber Beam Analysis 1/14/2016 4:28 PM Dim Output Page 1 of 1 Client:Apex Homes Job Number: AH1121815-6 Description: Inner Sidewall Beam Member Properties: Material Properties: Grade: #2 plies= 1 Tabulated Cp CFb C, Allowable Species: SPF A= 13.9 in.2 Fb= 875 1.15 1.10 1.00 1107 psi b= 1.5 in. Ix= 98.9 in° F = 135 1.15 — -- 155 psi d= 9.25 in. Sx= 21.4 in.3 F�l= 425 -- — 425 psi i E= 1400000 -- — 1400000 psi i Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position D 70.5 pit Full Length S 155 pif Full Length SU 63 pit Full Length LR 133 plf Full Length WP 126 plf Full Length WN -377 pif Full Length L Deflection Limit:L/240 L+0.5D Deflection Limit:L/ 180 Beam Diagram: Load Case 01-0" 6--0" D -212 -212 D+0.75S+0.75L+0.75WP -843 -843 0.60D+WN 1003 1003 Flexural Strength: Shear Strength: Unsupported Length,lu= 16 In. Vu= 1003 Ibs Effective Length Factor= 2.06 Vn= 1436 Ibs Effective Length,le= 32.96 in. VuNn= 0.70 OK Slenderness Ratio,R.= 11.64 Fb`= 1107 psi Minimum Bearing at Supports: FbE= 10332 psi FbE/Fb"= 9.3 Pu= 1003 ibs Stability Factor,CL= 0.99 Bearing Width,b= 1.5 in. Min.Length= 1.6 in. Mu= 18045 in:Ibs Mn= 23536 in:Ibs Deflection Limits: Mu/Mn= 0.77 OK LL Deflection:U 1626 OK LL+0.5DL Deflection:U 1392 OK Notes:1. Multiple members must be equally loaded or Interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA 14 Thrust beam.xis LVL Beam Analysis 1/15/2016 11:09 AM LVL Output Page 1 of 1 Client: Apex Homes Job Number: AH1121815-6 Description: Thrust beam Member Properties: Material Properties: LVL Trade Name: Microllam b= 1.5 in. Tabulated Co CFb Allowable LVL MOE(E)= 2000000 psi d= 9.25 in. Fb= 2750 1.15 1.04 3276 psi Volume effect(e)= 0.136 A= 13.9 in! Fv= 285 1.15 — 328 psi plies= 1 Ix= 98.9 in." F�L= 750 — — 750 psi Sx= 21.4 in.' E= 2000000 -- — 2000000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position D 233 pff Full Length S 440 plt Full Length SU 679 plf Full Length LR 363 plf Full Length L Deflection Limit:L 1240 L+0.513 Deflection Limit:L/180 Beam Diagram: Load Case 01-W V-0" D -700 -700 D+SU -2736 -2736 0.60D+WN 420 -420 Flexural Strenath: Shear Strength: Mu= 49243 in:Ibs Vu= 2736 Ibs Mn= 70086.4 in:Ibs Vn= 3032 Ibs Mu/Mn= 0.70 OK VuNn= 0.90 OK Deflection Limits: Minimum Bearing at Supports: LL Deflection:U 960 OK Pu= 2736 Ibs LL+0.5DL Deflection:U 614 OK Bearing Width,b= 1.5 in. Min.Length= 2.4 in. Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. FS . APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA I Floor Girder Beam at Stairs.xls Timber Beam Analysis 1/14/2016 4:32 PM Dim Output Page 1 of 1 Client: Apex Homes Job Number: AH1121815-6 Description: Floor Girder Beam at Stairs Member Properties: Material Properties: Grade: #2 plies= 1 Tabulated CD CFb Cr Allowable Species: SPF A= 13.9 in.2 Fb= 875 1.00 1.10 1.00 963 psi b= 1.5 in. Ix= 98.9 in.' F = 135 1.00 — — 135 psi d= 9.25 in. Sx= 21.4 in.' FL= 425 — — 425 psi E= 1400000 — — 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 73.3 plf Full Length DL 18.3 plf Full Length L Deflection Limit:L/360 L+0.5D Deflection Limit:L/240 Beam Diagram: Load Case 9 0" 6'.0" DL+LL -275 275 LL 220 -220 Flexural Strength: Shear Strength: Unsupported Length,lu= 16 in. Vu= 275 Ibs Effective Length Factor= 2.06 Vn= 1249 Ibs Effective Length,le= 32.96 in. VuNn= 0.22 OK Slenderness Ratio,Rb= 11.64 Fb.= 963 psi Minimum Bearing at Supports: F,= 10332 psi FbE/Fe= 10.7 Pu= 275 Ibs Stability Factor,CL= 0.99 Bearing Width,b= 1.5 in. Min.Length= 0.4 in. Mu= 4950 InAbs Mn= 20484 inAbs Deflection Limits: Mu/Mn= 0.24 OK LL Deflection:U 4664 OK LL+0.5DL Deflection:U 4146 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.0401 Design Roof Joist 2009-06-15.x1s 1/14/2016 3:04 PM Roof Rafter Page 1 of 1 Roof Rafter Spans Client: Apex Homes Job Number: AHI121815-6 110 mph(Exp C/End Zone) Description: 114-in.Unit Width 30 psf Ground Snow,9/12 Pitch Loading Conditions: Roof Loads: Wind Loads(Vertical-End Zone): C&C Snow Load(S)= 23.1 psf Slope Factor= 1.25(applied to all wind pressures) Pressure(psf) Unbalanced Snow(S)= 36.6 psf Positive(Wp)= 13.5 psf(MWFRS) Pos Neg Min.Roof Live Load(Lr)= 15.0 psf Negative(Wn)_ -37.6 psf(MWFRS) Zone 2 31.1 -38.6 TC Dead Load(DL)= 10 psf Zone 3 31.1 -38.6 Load Combination Assessment: Load Combination NOS LDF Load Combination NOS LDF D 10 psf 0.90 0.75(S+Wp) 27 psf 1.60 S 23 psf 1.15 D+Lr 25 psf 1.25 S" 37 psf 1.15 D+S 33 psf 1.15 Lr 15 psf 1.25 D+Su 47 psf 1.15 Wp(MWFRS) 14 psf 1.60 D+0.75(S+Wp) 37 psf 1.60 Wn(MWFRS) -38 psf 1.60 0.6D+Wn -33 psf 1.60 Wp(C&C) 31 psf 1.60 D+Wp 41 psf 1.60 Wn(C6C) -39 psf 1.60 Governing Live Load: 37 psf(Su) Deflection Limits Governing Total Load: 47 psf(D+Su) L Deflection Limit:L/240 NOS Design Load: 47 psf(D+Su) L+0.5D Deflection Limit:L/180 Load Duration Factor(CD): 1.15 Repetitive Member Factor(Cr)= 1.15 Roof Rafter Configurations: Tabulated Allowable b d Grade Species Spacing CFb Fb F,, F, E Fe F, 1 1.5 5.5 #2 SPF 16 1.30 875 135 425 1400000 1504 155 2 1.5 7.25 #2 SPF 16 1.20 875 135 425 1400000 1389 155 3 1.5 9.25 #2 SPF 16 1.10 875 135 425 1400000 1273 155 4 5 Roof Rafter Configurations: Design Limit States Horizontal A S, I. Bending Shear AL AL.o.5D Rn' Rup' Maximum Span 2x6#2 SPF 16-in.oc 8.25 7.56 20.80 133 341 132 134 341 -191 131-in.(10-ft 11-in.) 2x8#2 SPF 16-in.oc 10.88 13.14 47.63 168 450 174 177 434 -244 167-in.(13-ft 11-in.) 2x10#2 SPF 16-in.oc 13.88 21.39 98.93 205 574 222 225 530 -298 205-in.(17-ft 1-in.) Maximum rafter span=9'-6"Use 2x8 SPF#2 16"oc Reactions: TL=47psf(1.33ft)(9.5ft)0.5=297lbs UP=33psf(1.33ft)(9.5ft)0.5=209lbs Connections: 0.131"x3"nails toed=79lbs,109lbs #8x4"toe screw=133lbs 0.131"x3"nails=95lbs,132lbs At ridge attach rafter to rail with(4)0.131"x3"nails toed,interconnect rails with(4)0.131"x3"nails per bay,and use(1)26ga strap with (4)0.131"x2.5"nails each end across ridge. Attach 2x6 SPF#2 collar tie to each rafter with(8)0.131"x3"nails F APPROVED Attach rafter to dormer wall or truss framing with(2)#8x4"toe screws DATE 1/27/16 PFS CORPORATION Bloomsburg, PA C a� Dormer Header.xls LVL Beam Analysis 1/17/2016 9:47 PM LVL Output Page 1 of 1 Client: Apex Homes Job Number:AH1121815-6 Description: Dormer Header Member Properties: Material Properties: LVL Trade Name: Microllam b= 1.5 in. Tabulated Co CFb Allowable LVL MOE(E)= 2000000 psi d= 9.25 In. Fb= 2750 1.15 1.04 3276 psi Volume effect(a)= 0.136 A= 27.8 in, Fv= 285 1.15 — 328 psi plies= 2 Ix= 197.9 In° F�l= 750 — 750 psi Sx= 42.8 In•" E= 2000000 — 2000000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position D 30 plf Full Length S 69 plf Full Length i SU 111 pff Full Length LR 45 plf Full Length WP 42 plf Full Length I WN -114 plf Full Length L Deflection Limit:L/240 F L+0.51)Deflection Limit:L/180 Beam Diagram: Load Case 0'-0" 19'-0.1 D -285 -285 D+S -941 -941 0.600+WN 912 912 Flexural Strength: Shear Strength: Mu= 76344 in:Ibs Vu= 1340 Ibs Mn= 140171 in:Ibs Vn= 6063 Ibs Mu/Mn= 0.54 OK VuNn= 0.22 OK Deflection Limits: Minimum Bearing at Supports: LL Deflection:U 370 OK Pu= 1340 Ibs LL+0.5DL Deflection:U 366 OK Bearing Width,b= 3 in. Min.Length= 0.6 in. Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA � t) Bottom Chords Under Dormer Walis.As Timber Beam Analysis 1/14/2016 3:31 PM Dim Output Page 1 of 1 Client: Apex Homes Job Number: AH1121815-6 Description: Bottom Chords Under Dormer Walls Member Properties: Material Properties: Grade: #2 plies= 3 Tabulated Co CFb Cr Allowable Species: SPF A= 41.6 in? Fb= 875 1.00 1.10 1.15 1107 psi b= 1.5 in. Ix= 296.8 in.' F = 135 1.00 — — 135 psi d= 9.25 in. Sx= 64.2 in.' FL= 425 -- — 425 psi E= 1400000 -- — 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 176 plf T-6"to 5'4" DL 82.5 plf V-6"to 5'-9" W -157 plf V-6"to 5-9" LL 53.3 plf Full Length DL 13.3 plf Full Length L Deflection Limit:L/360 L+0.5D Deflection Limit:L/240 Beam Diagram: Load Case U-0" DL+LL -1370 _776 LL -995 -592 W 513 153 Flexural Strenath: Shear Strength: Unsupported Length,lu= 16 in. Vu= 1370 Ibs Effective Length Factor= 2.06 Vn= 3746 Ibs Effective Length,le= 32.96 in. Vu/Vn= 0.37 OK Slenderness Ratio,Rb= 11.64 Fb'= 1107 psi Minimum Bearing at supports: FbE= 10332 psi FbE/Fb'.= 9.3 Pu= 1370 Ibs Stability Factor,CL= 0.99 Bearing Width,b= 4.5 in. Min.Length= 0.7 in. Mu= 53541 InAbs Mn= 70609 InAbs Deflection Limits: Mu/Mn= 0.76 OK LL Deflection:U 561 OK LL+0.5DL Deflection:U 477 OK Notes:1. Multiple members must be equally loaded or Interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA Bottom Chords Under Dormer Walls.xls Timber Beam Analysis 1/17/2016 9:51 PM Dim Output Page 1 of 1 Client:Apex Homes Job Number:AH1121815-6 Description: Bottom Chords Under Dormer Walls Member Properties: Material Properties: Grade: #2 plies= 3 Tabulated Co CFb C, Allowable Species: SPF A= 41.6 in•s Fb= 876 1.00 1.10 1.15 1107 psi b- 1.5 in. Ix= 296.8 in.° F = 135 1.00 — -- 135 psi d= 9.25 in. Sx= 64.2 in' FC1= 425 -- 425 psi E= 1400000 -- — 1400000 psi Concentrated Loads: Uniform Loads: _Case Magnitude Position Case Magnitude Position LL 220 Ibf 12'-l" LL 176 pif 1'-6"to 5'-9" DL 55 IV 12'-1" DL 82.5 pff 1'-6"to V-9" W -157 pif V-6"to 5'-9" LL 53.3 pff 1'-8"to 15'-9" DL 13.3 pff 1'-6"to 16-9" L Deflection Limit:L/360 L+0.5D Deflection Limit:L/240 Beam Diagram: LL,DL Load Case 0'-0" DL+LL -1339 -984 LL -970 -757 W 513 153 Flexural Strength: Shear Strength: Unsupported Length,lu= 16 In. Vu= 1339 Ibs Effective Length Factor= 2.06 Vn= 3746 Ibs Effective Length,le= 32.96 in. VuNn= 0.36 OK Slenderness Ratio,Rb= 11.64 Fb'= 1107 psi Minimum Bearing at Supports: FbE= 10332 psi FbE/Fb•= 9.3 Pu= 1339 Ibs Stability Factor,CL= 0.99 Bearing Width,b= 4.5 in. Min.Length= 0.7 in. Mu= 57192 in:Ibs Mn= 70609 in:Ibs Deflection Limits: Mu/Mn= 0.81 OK LL Deflection:U 497 OK LL+0.5DL Deflection:U 424 .OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA r 23.0405 Design Add-on Roof Overhang 2008-10-31.xis 1/14/2016 3:41 PM Type 1 Page 1 of 1 Add-on Ladder Overhang (cantilever added on-site) Client: Apex Homes Job Number: AH1121815-6 110 mph(Exp C/End Zone) Description: 114-in. Unit Width 30 psf Ground Snow,9/12 Pitch Loading Conditions: Roof Loads: Wind Loads(Vertical-End Zone): C&C Snow Load(S)= 46.2 psf Positive(Wp)= 10.8 psf(MWFRS) Pressure(psf) Unbalanced Snow(S)= 36.6 psf Negative(Wn)= -30.1 psf(MWFRS) Pos Neg Min.Roof Live Load(Lr)= 15.0 psf Zone 2 24.8 -30.9 TC Dead Load(DL)= 10 psf Zone 3 24.8 -30.9 Load Combination Assessment: Load Combination NDS LDF Load Combination NDS LDF D 10 psf 0.90 0.75(S+Wp) 25 psf 1.60 S 23 psf 1.15 D+Lr 25 psf 1.25 S� 37 psf 1 A 5 D+S 33 psf 1.15 Lr 15 psf 1.25 D+Su 47 psf 1.15 Wp(MWFRS) 11 psf 1.60 D+0.75(S+Wp) 35 psf 1.60 Wn(MWFRS) -30 psf 1.60 0.60+Wn -25 psf 1.60 Wp(C&C) 25 psf 1.60 D+Wp 35 psf 1.60 Wn(C&C) -31 psf 1.60 Governing Live Load: 37 psf(Su) Deflection Limits: Governing Total Load: 47 psf(D+Su) L Deflection Limit:L/240 NDS Design Load: 47 psf(D+Su) L+0.51)Deflection Limit:L/180 Load Duration Factor(CD): 1.15 Repetitive Member Factor(Cr)= 1.15 Roof Rafter Configurations: Tabulated Allowable b d Grade Species Spacing C, Fn F F.l E Fe F, 1 1.5 3.5 #2 SPF 16 1.50 875 135 425 1400000 1736 155 2 3 4 5 Roof Rafter Configurations: Design Limit States Maximum A S. I. Bending Shear AL AL40.5D RXN Cantilever Extension 2x4#2 SPF 16-in.oC 5.25 3.06 5.36 45 109 40 40 204 39-in.(3-ft 3-in.) Actual Maximum Cantilever Extensions:(connection force determination) Connection Forces Strap Force Actual Fastener Comp. Moment Withdrawal Shear Comp. Moment Strap Overhang Wood Moment Depth Depth Arm Force Force Depth Arm Force Configuration (in.) Check (in.-Ibf) (in.) (in.) (in.) (plf) (plf) (in.) (in.) (pif) 2x4#2 SPF 16-in.oc 24.0 OK 1490 1.75 3.41 1.66 672 93 2.98 2.98 500 F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA r, 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2011-07-12.xls 1/14/2016 2:10 PM i Typical Page 1 of 3 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Client:Apex Homes Inc - - Job Number: AHI121815-6 Description: 189-in.Unit Width, 12-in.Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Roof&Ceiling Only 189-in.Unit Width,12-in.Overhang Top Plate 110 mph(Exp C/End Zone) 30 psf Ground Snow,5 to 12112 Pitch Provide Code Minimum Cripple Framing 4'-W Connections Between Plys MXximumHaight Header Jamb Studs _ 7116'Structural Sheathing(min_) (full height) N. Continuous From Bottom of Beam to Jack Studs Top of Wall Fastened at 6"oc edgeall2'oc field Sill Bottom Plate Limits of Use: Maximum Wall Height: 96-in. Minimum Sill Height: 18-in. Header Maximum Jack Studs Configuration Span Each End (3)2x6#2 SPF On Edge 70-in.(5-ft 10-in.) 1 (3)2x8#2 SPF On Edge 89-in.(7-ft 5-in.) 1 (3)2x10#2 SPF On Edge 102-in.(8-ft 6-in.)* 1 (3)2x12#2 SPF On Edge 109-in.(9-ft 1-in.)* 2 *Span goverened by combined loads. Notes: 1. Support and connection to support must be capable of resisting gravity,uplift,and lateral forces. Refer to connection designs elsewhere. 2. Jack studs requirements consider header only. Additional jack studs may be required by studwall design. 3. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 4. Design assumes that all members bear on supporting column. 5. Repetitive stress increase applied to all headers of three or more plys. BOORS- APPROVED DATE 1/27/1.6 PFS CORPORATION 2 Bloomsburg, PA f 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2011-07-12.xis 1/14/2016 2:10 PM Typical Page 2 of 3 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes Inc Job Number: AH1121815-6 Description: 189-in.Unit Width, 12-in.Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Roof&Ceiling Only 189-in.Unit Width 110 mph(Exp C/End Zone) 30 psf Ground Snow,12/12 Pitch Gravity Load Conditions: Stress Adjustment Factors: Uniform Uplift(wuj= -561 pit (0.6D+Wn) Load Duration Factor(Co)= 1.15 Uniform Dead Load(wpL)= 149 pit (D) Repetitive Member Factor(Cr)= 1.15 Uniform Live Load(w«)= 512 plf (Su) NDS Design Load(wNpg)= 662 plf (D+Su) Deflection Limits: L Deflection Limit:L/240 L+0.51D Deflection Limit:L/180 Header Configurations(Downward Loading): Tabulated Allowable QTY b d Grade Species Orient. Cf, CFb Fb F F�, E Fb' F, 1 3 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1504 155 2 3 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1389 155 3 3 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 1273 155 4 3 1.5 11.25 #2 SPF Edge 1.00 1.0 875 135 425 1400000 1157 155 5 6 7 8 9 10 Design Limit States A S. I� Bending Shear AL AL.o.so RTL'.2 Rug' Max.Span (3)24 42 SPF On Edge 24.75 22.69 62.39 70.4 103.9 86.8 91.3 1940 -1646 70-In.(5-ft 10-in.) (3)2x8#2 SPF On Edge 32.63 39.42 142.90 89.1 137.0 114.5 120.4 2457 -2085 89-in.(7-ft 5-in.) (3)2x10#2 SPF On Edge 41.63 64.17 296.79 108.9 174.8 146.0 153.6 2820 -2547 102-in.(8-ft 6-in.)' (3)2xl2#2 SPF On Edge 50.63 94.92 533.94 126.3 212.6 177.6 186.8 3011 -2954 109-in.(9-ft 1-in.)* Jamb Stud Minimum Bearing Length: Configuration Bearing' Configuration Bearing° (3)2x6#2 SPF On Edge 1.01 (3)2x8#2 SPF On Edge 1.28 (3)2x10#2 SPF On Edge 1.47 (3)2x12#2 SPF On Edge 1.57 F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA r3•DC .t 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2011-07-12.xis 1/14/2016 2:10 PM Typical Page 3 of 3 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client:Apex Homes Inc Job Number:AH1121815-6 Roof&Ceiling Only Description: 189-in.Unit Width, 12-in.Sidewall Overhang 189-in.Unit width Sidewall,30 psf Ground Snow,40 psf Attic Live Load 110 mph(Exp C/End Zone) Mono Pitch Truss,30 Roof Pitch 30 psf Ground Snow,12/12 Pitch Lateral Load Conditions: Maximum Wall Height= 96 in. Lateral Load Only Minimum Sill Height= 18.0 in. Lateral Load Rat)= 111.9 plf(C&C) Combined Vertical&Lateral(Max Lateral): Vertical Load(We)= 561 plf(0.6D+Wn) Load Duration Factor(CD)= 1.6 Lateral Load(Wj,j= 83.1 pit(W) Lateral Deflection Limit:L/ 120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 541 plf(D+Wp) Lateral Load(%t)= 62.4 plf(0.75W) Header Configurations(Loaded Lateraly): Tab. Allowable QTY3 b d Grade Species Orient. Cry CFb Fb FbVERr FbwT' A Syy I, 1 3 1.5 5.5 #2 SPF Flat 1.15 1.3 875 2093 2407 24.75 6.19 4.64 2 3 1.5 7.25 #2 SPF Flat 1.15 1.2 875 1932 2222 32.63 8.16 6.12 3 3 1.5 9.25 #2 SPF Flat 1.20 1.1 875 1771 2125 41.63 10.41 7.80 4 3 1.5 11.25 #2 SPF Flat 1.20 1.0 875 1610 1932 50.63 12.66 9.49 5 6 7 8 9 10 Laterally Lateral Only Max Lateral Max Vertical Design Limit States Loaded Bending Shear A0.7w Bending Shear Bending Shear RUT' E (3)2x6#2 SPF Laid Flat Yes 113.0 480.8 86.0 74.3 85.9 78.5 91.6 328 (3)2x8#2 SPF Laid Flat Yes 124.7 632.8 94.3 89.6 112.3 95.4 119.8 416 (3)2x10#2 SPF Laid Flat Yes 137.8 806.6 102.3 105.1 142.5 112.6 152.1 508 (3)2xl2#2 SPF Laid Flat Yes 144.8 980.3 109.2 116.5 172.6 125.6 184.3 589 F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2011-07-12.xis 1/14/2016 2:12 PM LVL Page 1 of 3 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Client:Apex Homes Inc Job Number.AHI121815-6 Description: 189-in.Unit Width, 12-in.Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch One Floor,Roof&Ceiling Only 189-in.Unit Width,12-in.Overhang Top Plate 110 mph(Exp C/End Zone) 30 psi Ground Snow,5 to 12/12 Pitch Provide Code Minimum Cripple Framing 4'-Cr Connections Between Plys MaximumHeight Header Jamb Studs 7116"Structural Sheathing(miry.) (full helght) Continuous From Bottom of Beam to Jack Studs Top of Wall Fastened at 6"oc edges112'oc field 3p�n Sill Bottom Plate h Limits of Use: f Maximum Wall Height: 96-in. Minimum Sill Height: 18-in. Header Maximum Jack Studs Configuration Span Each End (3)2x6#2 SPF On Edge 50-in.(4-ft 2-in.) 2 (3)2x8#2 SPF On Edge 64-in.(5-ft 4-in.) 2 (3)2x10#2 SPF On Edge 78-in.(6-ft 6-in.) 2 (3)2x12#2 SPF On Edge 91-in.(7-ft 7-in.) 2 (3)1.5x5.5 LVL On Edge 69-in.(5-ft 9-in.) 1 (3)1.5x7.25 LVL On Edge 92-in.(7-ft 8-in.) 2 (3) 1.5x9.25 LVL On Edge 115-in.(9-ft 7-in.)* 2 (3) 1.5x11.25 LVL On Edge 123-in. (10-ft 3-in.)* 2 *Span goverened by combined loads. Notes: 1. Support and connection to support must be capable of resisting gravity,uplift,and lateral forces. Refer to connection designs elsewhere. 2. Jack studs requirements consider header only. Additional jack studs may be required by studwall design. 3. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 4. Design assumes that all members bear on supporting column. 5. Repetitive stress increase applied to all headers of three or more plys. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA .Z-i 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2011-07-12.xls 1/14/2016 2:12 PM LVL Page 2 of 3 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes Inc Job Number: AH1121815-6 Description: 189-in. Unit Width, 12-in.Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Loading Conditions: One Floor,Roof 8 Ceiling Only Uniform Uplift(wUL)= -778 pif (0.6D+Wn) 189-in.Unit Width,12-in.Overhang Uniform Dead Load(wDL)= 432 plf (D) 110 mph(Exp C/End Zone) Uniform Live Load(wLJ= 934 plf (0.75(L+S+Wp)) 30 psf Ground Snow,12112 Pitch NDS Design Load(LANDS)= 1265 plf (D+0.75(L+S)) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.15 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor(C,)= 1.15 L+0.51)Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL(C,)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations(Downward Loading): Tabulated Allowable QTY' b d Grade Species Orient. CF. CFb Fo F F.l E Fe F, 1 3 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1504 155 2 3 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1389 155 3 3 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 1273 165 4 3 1.5 11.25 #2 SPF Edge 1.00 1.0 875 135 425 1400000 1157 155 i 5 3 1.5 5.5 LVL Edge 1.00 1.1 2750 285 750 2000000 3657 328 6 3 1.5 7.25 LVL Edge 1.00 1.1 2750 285 750 2000000 3522 328 7 3 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 3408 328 8 3 1.5 11.26 LVL Edge 1.00 1.0 2750 285 750 2000000 3318 328 9 10 - Design Limit States A S, 1. Bending Shear AL OL+DZD RTL''Z RUL' Max.Span (3)2x6#2 SPF On Edge 24.76 22.69 62.39 50.9 59.6 62.1 66.3 2897 -1650 50-in.(4-ft 2-in.) (3)2x8#2 SPF On Edge 32.63 39.42 142.90 64.5 78.6 81.8 87.4 3669 -2089 64-in.(5-ft 4-in.) (3)200#2 SPF On Edge 41.63 64.17 296.79 78.7 100.2 104.4 111.5 4482 -2552 78-in.(6-ft 6-in.) (3)2x12#2 SPF On Edge 50.63 94.92 533.94 91.3 121.9 127.0 135.6 5198 -2960 91-in.(7-ft 7-in.) (3)1.5x5.5 LVL On Edge 24.75 22.69 62.39 79.3 113.6 69.9 74.7 3981 -2267 69-in.(5-ft 9-in.) (3)1.5x7.25 LVL On Edge 32.63 39.42 142.90 102.7 149.7 92.2 98.4 5247 -2988 92-in.(7-ft 8-in.) (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 128.8 191.0 117.6 125.6 6561 -3812 115-in.(9-ft 7-in.)* (3)1.5xl1.25 LVL On Edge 50.63 94.92 533.94 154.6 232.4 143.0 152.8 7003 -4637 123-in.(10-ft 3-in.)* Jamb Stud Minimum Bearing Length: Configuration Bearing' Configuration Bearing" (3)2x6#2 SPF On Edge 1.51 (3)1.5x7.25 LVL On Edge 1.55 (3)2x8#2 SPF On Edge 1.92 (3)1.5x9.25 LVL On Edge 1.94 (3)2x10#2 SPF On Edge 2.34 (3)1.5xl1.25 LVL On Edge 2.08 (3)2x12#2 SPF On Edge 2.72 (3)1.5x5.5 LVL On Edge 1.18 F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2011-07-12.xls 1/14/2016 2:12 PM LVL Page 3 of 3 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client:Apex Homes Inc Job Number: AH1121815-6 Description: 189-in. Unit Width, 12-in.Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Lateral Load Conditions: Maximum Wall Height= 96 in. Lateral Load Only Minimum Sill Height= 18.0 in. Lateral Load(Mhet)= 111.9 pif(C&C) Combined Vertical&Lateral(Max Lateral): Vertical Load(We)= 778 plf(0.6D+Wn) Load Duration Factor(CD)= 1.6 Lateral Load(Wl,t)= 83.1 pif(VU) Lateral Deflection Limit:L/120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 1366 plf(D+0.75(L+S+Wp)) Lateral Load(W,,,)= 62.4 plf(0.75W) Header Configurations(Loaded Lateraly): Tabulated Downward Lateral QTY3 b d Grade Species Orient. C,,, CFb Fb F Fs Fv' Fe F, 1 3 1.5 5.5 #2 SPF Flat 1.15 1.3 875 135 2093 216 2407 216 2 3 1.5 7.25 #2 SPF Flat 1.15 1.2 875 135 1932 216 2222 216 3 3 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1771 216 2125 216 4 3 1.5 11.25 #2 SPF Flat 1.20 1.0 875 135 1610 216 1932 216 5 3 1.5 5.5 LVL Flat 1.00 1.1 3255 190 5088 456 6023 304 6 3 1.5 7.25 LVL Flat 1.00 1.1 3255 190 4901 456 5801 304 7 3 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4741 456 5611 304 8 3 1.5 11.25 LVL Flat 1.00 1.0 3255 190 4616 456 5464 304 9 10 Laterally Lateral Only Max Lateral Max Vertical Design Limit States Loaded A S I Bending Shear A0.7w Bending Shear Bending Shear RL,T' (3)2x6#2 SPF Laid Flat Yes 24.75 6.19 4.64 113.0 767.5 86.0 66.1 544.8 54.0 62.9 237 (3)2x8#2 SPF Laid Flat Yes 32.63 8.16 6.12 124.7 1010.7 94.3 80.5 544.8 67.0 81.9 300 (3)2x10#2 SPF Laid Flat Yes 41.63 10.41 7.80 137.8 1288.7 102.3 95.1 544.8 80.4 103.7 367 (3)2xl2#2 SPF Laid Flat Yes 50.63 12.66 9.49 144.8 1566.7 109.2 106.3 544.8 91.4 125.5 426 (3)2x6 LVL Laid Flat Yes 24.75 6.19 4.64 178.8 1079.0 96.9 103.4 1612.7 84.3 87.3 326 (3)2x8 LVL Laid Flat Yes 32.63 8.16 6.12 201.5 1421.3 106.3 128.8 1612.7 107.0 114.1 430 (3)2x10 LVL Laid Flat Yes 41.63 10.41 7.80 223.8 1812.6 115.2 155.3 1612.7 131.5 144.7 537 (3)2x12 LVL Laid Flat Yes 50.63 12.66 9.49 243.6 2203.8 123.0 179.5 1612.7 154.5 175.4 573 No FS . APPROVED DATE l/27/l 6 PFS CORPORATION Bloomsburg, PA 23.0302 Design Wood Columns Sidewall 2008-09-17.xls 1/14/2016 2:17 PM Stud Page 1 of 3 Sidewall Column Calculation Client:Apex Homes Inc Job Number:AHI121815-6 Description: 189-in.Unit Width,12-in.Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Roof&Ceiling Only Header 189-In.unit width 110 mph(Exp CIEnd Zone) Side Column 30 psf Ground Snow,5 to 12/12 Pitch Tabulated Span 96-in.Wall Height Wall Jamb Studs 16-in.oc,2x6#2 SPF Height I (full height) Typical Spacing 11 Jack Studs Sill ----------T1111 � Max.Stud Length=91.5-in. Top/Bottom Plate Thickness=4.5-in. Side Column Span3 Side Column Span Side Column Span Built-Up Columns: 1.5-in.Wide Header 3.0-in.Wide Header 4.5-in.Wide Header (1 Jamb/1 Jack)2x6#2 SPF 47-in.(3-ft 11-in.) 82-in.(6-ft 10-in.) 117-in.(9-ft 9-in.) (1 Jamb/2 Jack)2x6#2 SPF 80-in.(6-ft 8-in.) 150-in.(12-ft 64n.) 219-in.(18-ft 3-in.) (1 Jamb/3 Jack)2x6#2 SPF 114-in.(9-ft 6-in.) 218-in.(18-ft 2-in.) 270-in.(22-ft 6-in.) (2 Jamb/4 Jack)2x6#2 SPF 145-in.(12-ft 1-in.) 284-in.(23-ft 8-in.) 423-in.(35-ft 3-in.) (2 Jamb/5 Jack)2x6#2 SPF 178-in.(14-ft 10-in.) 352-in.(29-ft 4-in.) 525-in.(43-ft 9-in.) (3 Jamb/6 Jack)2x6#2 SPF 210-in.(17-ft 6-in.) 418-in.(34-ft 10-in.) 626-in.(52-ft 2-in.) (3 Jamb/7 Jack)2x6#2 SPF 243-in.(20-11 3-in.) 486-in.(40-ft 64n.) 729-in.(60-ft 9-in.) (4 Jamb/8 Jack)2x6#2 SPF 275-in.(22-ft 11-in.) 553-in.(46-ft 1-in.) 830-in.(69-ft 2-in.) (4 Jamb/9 Jack)2x6#2 SPF 308-in.(25-ft 8-in.) 620-in.(51-ft 8-in.) 933-in.(77-ft 9-in.) Top or bottom plate to stud(face nail) Fastener Minimum (minimum length and Quantity per diameter or staple size) Connection or 3"x 0.131"PD nail 3 �4 2-5"x 15 Ga.Staple 4 4� Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or,gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2. Studs in columns may be considered as maintaining regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3. Clear span between columns. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA �- 1 �y 23.0302 Design Wood Columns Sidewall 2008-09-17.xis 1/14/2016 2:17 PM Stud Page 2 of 3 Sidewall Column Calculation(continued) Client:Apex Homes Inc Date: AH1121815-6 Description: 189-in.Unit Width,12-in,Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Stud Configuration: Grade: #2 Wall Height(h)= 96.0 in. Species: SPF Top/Bottom Plate Thick(t,)= 4.5 in. width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. depth(d)= 5.5 in. Deflection Limit:H/180 Header Configurations:(for bearing consideration) Load Equiv. Grade Species MOE F�, Share F, 1 #2 SPF 425 100% 425 2 #2 SP 565 100% 565 3 LVL Microllam 2000000 750 100% 750 4 Min.FC1= 425 Loading Conditions: Axial Load Only Combined Axial&Lateral(Max Bending): Axial Only Load(WNDS)= 662 plf(D+Su) Axial Load(WB)= 164 plf(D+Wp) Bearing/Total Load(WT)= 662 plf(D+Su) Lateral Load^0= 25.6 psf(W) Lateral Load Only Combined Axial&Lateral(Max Axial): Lateral Load(WIJ= 42.5 psf(C&C) Axial Load(Wc)= 541 plf(D+Wp) I Combined Lateral&Uplift.- Lateral Load(Wiar)= 19.2 psf(0.75W) Uniform Uplift(WUL)= -561.5 plf(0.6D+Wn) Lateral Load(WJ= 25.6 psf(MWFRS) Stud Material Properties: Tabulated Stress Adjustment Factors Allowable Grade: #2 Stress CF CD Cr C, Stress Species: SPF Fp= 875 1.30 1.60 1.15 - 2093 psi width(b)= 1.5 in. Fc= 1150 1.10 1.15 - 0.70 1025 psi(gravity only) depth(d)= 5.5 in. F�= 1150 1.10 1.60 - 0.58 1182 psi(combined) c= 0.8 F,= 450 1.30 1.60 - -- 936 psi IJd= 16.6 F = 135 -- 1.60 - -- 216 psi F,= 1515 pSi Fri= 425 -- - 425 psi E= 1400000 - - 1400000 psi Emin= 510000 - - 510000 psi Plate-to-Stud Connection: Typical Stud: Connection Force,F,= 216.0 Ibf Shear Code Caldd Req'd Strength Min. Min. Min. Fastener (Ibf) City Oty city 3"x 0.131"PD nail 88.0 3 3 3 2.5"x 15 Ga.Staple 56.3 4 4 4 F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.0302 Design Wood Columns Sidewall 2008-09-17.xls 1/14/2016 2:17 PM Stud Page 3 of 3 Sidewall Column Calculation(continued) Client:Apex Homes Inc Date: AH1121815-6 Description: 189-in.Unit Width,12-in.Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Configurations/Section Properties: Jamb Studs(full height) 1 1 1 1 2 2 3 3 4 4 Jack Studs In Column 0 1 2 3 4 5 6 7 8 9 Area(in?) 8.3 8.3 8.3 8.3 16.5 16.5 24.8 24.8 33.0 33.0 n Ix(in.") 20.8 20.8 20.8 20.8 41.6 41.6 62.4 62.4 83.2 83.2 Sx(in.) 7.6 7.6 7.6 7.6 15.1. 15.1 22.7 22.7 30.3 30.3 N Area(in 2) 0.0 8.3 16.5 24.8 33.0 41.3 49.5 57.8 66.0 74.3 Ix(in 4) 0.0 20.8 41.6 62.4 83.2 104.0 124.8 145.6 166.4 187.2 Sx(in.) 0.0 7.6 15.1 22.7 30.3 37.8 45.4 52.9 60.5 68.1 Maximum Tributary Spans(Axial Loads): Jamb Stud Axial Compression 153 153 153 153 307 307 460 460 614 614 Jack Stud Axial Compression N/A 169 323 476 631 785 940 1093 1248 1401 Stud Plate Perp.Compression 64 80 143 207 272 336 401 464 529 593 Header Bearing 1.5-in.Wide n/a 33 51 66 85 103 120 137 155 172 Header Bearing 3.0-in.Wide n/a 51 85 120 155 189 224 259 294 328 Header Bearing 4.5-in.Wide n/a 68 120 172 224 276 328 380 432 484 Maximum Tributary Spans(Lateral Loads): Jack+Jamb Bending 51 170 255 341 511 596 766 851 1022 1107 Jack+Jamb Deflection 79 183 274 365 548 639 822 913 1095 1187 Jamb Stud Shear 88 146 146 146 292 292 438 438 585 585 Maximum Tributary Spans(Combined Loads): - Jamb Stud Tension/Bending 56 84 100 111 201 212 301 313 401 414 Jack Stud Tension/Bending N/A 100 160 218 305 364 451 509 596 655 Comp./Bending(Max.Bending) 77 143 222 300 440 519 660 741 880 959 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 73 115 194 269 380 454 566 640 750 826 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: Maximum Trib Span,1.5-in wide header(in 51 33 51 68 85 103 120 137 155 172 Max.Side Column Opening(in.) 85 48 81 114 146 179 211 244 276 309 Maximum Trib Span,3.0-in wide header(in 51 51 85 120 155 189 224 259 294 328 Max.Side Column Opening(in.) 85 82 150 218 285 352 419 487 553 621 Maximum Trib Span,4.5-in wide header(in 51 68 120 146 224 276 328 380 432 484 Max.Side Column Opening(in.) 85 117 220 270 423 526 627 730 831 933 F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 4 23.0302 Design Wood Columns Sidewall 2008-09-17.xls 1/1412016 2:17 PM Stud Page 1 of 3 Sidewall Column Calculation Client:Apex Homes Inc Job Number:AHI121815-6 Description: 189-in.Unit Width,12-in.Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch One Floor,Roof&Ceiling Only Header 189-in.Unit Width 110 mph(Exp C/End Zone) Side Column 30 psf Ground Snow,5 to 12/12 Pitch Tabulated Span 96-in.Wall Height Wall Jamb Studs 16-In.oc,2x6 92 SPF Height (full height) Typical Spacing 11 Jack Studs Sill �T[ Max.Stud Length=91.5-in. Top/Bottom Plate Thickness=4.5-in. Side Column Span Side Column Span' Side Column Span Built-Up Columns: 1.5-in.Wide Header 3.0-in.Wide Header 4.6-in.Wide Header (1 Jamb/1 Jack)2x6#2 SPF 29-in.(2-ft 5-in.) 46-in.(3-ft 10-in.) 63-in.(5-ft 3-in.) (1 Jamb/2 Jack)2x6#2 SPF 45-in.(3-ft 9-in.) 78-in.(6-ft 6-in.) 112-in.(9-ft 4-in.) (1 Jamb/3 Jack)2x6#2 SPF 60-in.(5-ft 0-in.) 110-in.(9-ft 2-in.) 161-in.(13-ft 5-in.) (2 Jamb/4 Jack)2x6#2 SPF 74-in.(6-ft 2-in.) 141-in.(11-ft 9-in.) 208-in.(17-ft 4-in.) (2 Jamb/5 Jack)2x6#2 SPF 89-in.(7-ft 5-in.) 173-in.(14-ft 5-in.) 257-in.(21-ft 5-in.) (3 Jamb/6 Jack)2x6#2 SPF 103-in.(8-ft 7-in.) 204-in.(17-ft 0-in.) 304-in.(25-ft 4-in.) (3 Jamb/7 Jack)2x6#2 SPF 118-in.(9-ft 10-in.) 236-in.(19-ft 8-in.) 353-in.(29-ft 5-in.) (4 Jamb/8 Jack)2x6#2 SPF 132-in.(11-ft 0-in.) 266-in.(22-ft 24n.) 401-in.(33-ft 5-in.) (4 Jamb/9 Jack)2x6#2 SPF 147-in.(12-ft 3-in.) 298-in.(24-ft 10-in:) 450-in.(37-ft 6-in.) Top or bottom plate to stud(face nail) Fastener Minimum (minimum length and Quantity per diameter or staple size) Connection or 3"x 0.131"PD nail 3 F� 2.5"x 15 Ga.Staple 4 e� Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2. Studs in columns may considered as maintaining regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3. Clear span between columns. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.0302 Design Wood Columns Sidewall 2008-09-17.xls 1/14/2016 2:17 PM Stud Page 2 of 3 Sidewall Column Calculation(continued) Client:Apex Homes Inc Date: AHI121815-6 Description: 189-in.Unit Width,12-in.Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Stud Configuration: Grade: #2 Wall Height(h)= 96.0 in. Species: SPF Top/Bottom Plate Thick(tp)= 4.5 in. width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. depth(d)= 5.5 In. Deflection Limit:H/180 Header Configurations:(for bearing consideration) Load Equiv. Grade Species MOE Fol Share F.l 1 #2 SPF 425 100% 425 2 #2 SP 565 100% 565 3 LVL Microllam 2000000 750 100% 750 4 Min.F,= 425 Loading Conditions: Axial Load Only Combined Axial&Lateral(Max Bending): Axial Only Load(WNos)= 1265 pff(D+0.75(L+S)) Axial Load(We)= 567 pit(D+Wp) Bearing/Total Load(WT)= 1366 plf(D+0.75(L+S+Wp)) Lateral Load(W1.0= 25.6 psf(W) Lateral Load Only Combined Axial&Lateral(Max Axial): Lateral Load(Wtat)= 42.5 psf(C&C) Axial Load(Wc)= 1366 plf(D+0.75(L+S+Wp)) Combined Lateral&Uplift.- Lateral Load(W,at)= 19.2 psf(0.75W) Uniform Uplift(wuL)= -778.1 plf(0.6D+Wn) Lateral Load(W1,0= 25.6 psf(MWFRS) Stud Material Properties: Tabulated Stress Adjustment Factors Allowable Grade: #2 Stress CF Co C, Cp Stress Species: SPF Fb= 875 1.30 1.60 1.15 - 2093 psi width(b)= 1.5 in. F,= 1150 1.10 1.15 -- 0.70 1025 psi(gravity only) depth(d)= 6.5 in. F�= 1150 1.10 1.60 0.58 1182 psi(combined) C= 0.8 Ft= 450 1.30 1.60 - 936 psi lJd= 16.6 Fv= 135 - 1.60 - 216 psi FEE= 1516 PSI Fcl= 425 -- - 425 psi E= 1400000 - 1400000 psi Emin= 510000 - - 510000 psi Plate-to-Stud Connection: Typical Stud: Connection Force,Ft= 216.0 Ibf Shear Code Calc'd Req'd Strength Min. Min. Min. Fastener (Ibf) City Llty City 3"x 0.131"PD nail 88.0 3 3 3 2.5"x 15 Ga.Staple 56.3 4 4 4 F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA 23.0302 Design Wood Columns Sidewall 2008-09-17.xis 1/14/2016 2:17 PM Stud Page 3 of 3 Sidewall Column Calculation(continued) Client:Apex Homes Inc Date:AH1121815-6 Descriptlon: 189-in.Unit Width,12-in.Sidewall Overhang Sidewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pilch Truss,30 Roof Pilch Configurations/Section Properties: ! Jamb Studs(full height) 1 1 1 1 2 2 3 3 4 4 Jack Studs In Column 0 1 2 3 4 5 6 7 8 9 Area(in.7) 8.3 8.3 8.3 8.3 16.5 16.5 24.8 24.8 33.0 33.0 ja Ix(in.4) 20.8 20.8 20.8 20.8 41.6 41.6 62.4 62.4 83.2 83.2 Sx(in.3) 7.6 7.6 7.6 7.6 15.1 15.1 22.7 22.7 30.3 30.3 N Area(in Z) 0.0 8.3 16.5 24.8 33.0 41.3 49.5 57.8 66.0 74.3 m Ix(In.4) 0.0 20.8 41.6 62.4 83.2 104.0 124.8 145.6 166.4 187.2 Sx(in.3) 0.0 7.6 15.1 22.7 30.3 37.8 45.4 52.9 60.5 68.1 Maximum Tributary Spans(Axial Loads): Jamb Stud Axial Compression 80 80 80 80 160 160 241 241 321 321 Jack Stud Axial Compression N/A 96 176 257 338 419 500 581 662 743 Stud Plate Perp.Compression 31 47 78 108 141 171 204 235 267 298 Header Bearing 1.5-in.Wide n/a 24 33 41 50 58 66 75 83 92 Header Bearing 3.0-in.Wide n/a 33 50 66 83 100 117 134 150 167 Header Bearing 4.5-in.Wide n/a 41 66 92 117 142 167 192 218 243 Maximum Tributary Spans(Lateral Loads): Jack+Jamb Bending 51 170 255 341 511 596 766 851 1022 1107 Jack+Jamb Deflection 79 183 274 365 548 639 822 913 1095 1187 Jamb Stud Shear 88 146 146 146 292 292 438 438 585 585 Maximum Tributary Spans(Combined Loads): Jamb Stud Tension/Bending 50 70 81 88 162 170 244 252 325 333 Jack Stud Tension/Bending N/A 86 139 190 264 315 389 440 513 565 Comp./Bending(Max.Bending) 60 99 162 224 318 381 473 536 631 691 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 46 70 118 165 226 273 334 381 440 490 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: Maximum Trib Span,1.5-in wide header(in 31 24 33 41 50 58 66 75 83 92 Max.Side Column Opening(in.) 44 30 45 60 74 89 103 119 132 148 Maximum Tdb Span,3.0-in wide header(in 31 33 50 66 83 100 117 134 150 167 Max.Side Column Opening(in.) 44 47 79 111 141 173 204 236 267 299 Maximum Trib Span,4.5-in wide header(in 31 41 66 92 117 142 167 192 218 243 Max.Side Column Opening(in.) 44 63 112 161 209 257 305 354 401 450 F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.0201 Design Wood Headers Mateline 2006-04-04.xls 1/14/2016 2:06 PM LVL Page 1 of 1 SHED BEAM Simply Supported--Uniformly Distributed Load Client: Apex Homes Inc Job Number: AH1121815-6 Description: 189-in. Unit Width Matewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Roof&Ceiling Only Loading Conditions: 189-in.Unit Width Uniform Uplift(WUL)= -425 plf (0.6D+Wn) 110 mph(Exp C/End Zone) Uniform Dead Load(wDj= 41 plf (D) 30 psf Ground Snow,5 to 12/12 Pitch Uniform Live Load(wLj= 179 plf (0.75(L+S+Wp)) NDS Design Load(LANDS)= 220 plf (D+0.75(L+S+Wp)) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.60 L Deflection Limit:L/240 LVL Trade Name: Microllam Repetitive Member Factor'(Cr)= 1.15 L+0.51)Deflection Limit:L/180 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL3(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable QTy2 b d Grade Species Orient. Cm CFb Fb F� F., E Fp F, 1 2 1.5 18 LVL Edge 1.00 0.95 2750 285 750 2000000 4164 456 2 3 4 5 6 7 8 9 10 Design Limit States A S. 1. Bending. Shear AL Ar.0.5D Rn' Rug' Max.Span (2)1.508 LVL On Edge 54.00 162.00 1458.00 542.4 1825.8 397.1 421.4 3642 -7035 397-in.(33-ft 1-in.) Minimum Bearing Length: Note: Bearing required to resist RTC above. Columns must be proportioned to carry axial load. Min.Bearing Length°(in.) Min.Bearing Length'(in.) Configuration 2.5 3.5 5.5 Full Configuration 2.5 3.5 5.5 Full (2)1.508 LVL On Edge 1.94 1.62 1.62 1.62 I Notes 1. Support and connection to support must be capable of resisting gravity,RTC,and uplift,RUB,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3.Automatically applied to three or more members 4.At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. APPROVED DATE 1/27/16 IPFS CORPORATION Bloomsburg, PA 23.0201 Design Wood Headers Mateline 2006-04-04.xls 1/14/2016 2:06 PM LVL(2) Page 1 of 1 Matewall Header Spans Simply Supported-Uniformly Distributed Load Client: Apex Homes Inc Job Number: AH1121815-6 Description: 189-in.Unit Width Matewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch 4 One Floor,Roof&Ceiling Only Loading Conditions: 189-In.Unit Width Uniform Uplift(wuL)_ -177 plf (0.6D+Wn) 110 mph(Exp C/End Zone) Uniform Dead Load(wDL)= 53 plf (D) 30 psf Ground Snow,5 to 12/12 Pitch Uniform Live Load(wLj= 193 plf (0.75(L+S+Wp)) NOS Design toad(LANDS)= 230 pif (D+L) Stress Adiustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor'(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL3(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable QTYZ b d Grade Species Orient. Cw Crb Fb Fv F�, E Fp F, 1 2 1.5 5.5 #2 SPF Edge 1.00 1.30 875 135 425 1400000 1138 135 2 2 1.5 7.25 #2 SPF Edge 1.00 1.20 875 135 425 140DD00 1050 135 3 2 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 963 135 4 2 1.5 11.25 #2 SPF Edge 1.00 1.00 875 135 425 1400000 875 135 5 2 1.5 5.5 LVL Edge 1.00 1.11 2750 285 750 2000000 3058 285 6 2 1.5 7.25 LVL Edge 1.00 1.07 2750 285 750 2000000 2945 285 7 2 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 8 2 1.5 11.25 LVL Edge 1.00 1.01 2750 285 750 2000000 2774 285 9 3 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 10 Design Limit States A S. 1. Bending Shear AL a..0.5D RTC' Rug' Max.Span (2)2x6#2 SPF On Edge 16.50 15.13 41.59 84.7 165.8 91.8 100.7 866 -625 84-in.(7-ft 0-in.) (2)2x8#2 SPF On Edge 21.75 26.28 95.27 107.3 218.5 121.0 132.7 1097 -791 107-in.(8-ft 11-in.) (2)2x10#2 SPF On Edge 27.75 42.78 197.86 131.0 278.8 154.3 169.3 1340 -966 131-in.(10-ft 11-in.) (2)2x12#2 SPF On Edge 33.75 63.28 355.96 151.9 339.1 187.7 205.9 1554 -1121 151-in.(12-ft 7-in.) (2)1.5x5,5 LVL On Edge 16.50 15.13 41.69 138.9 337.8 103.3 113.4 1057 -762 103-in.(8-ft 7-in.) (2)1.5x7.25 LVL On Edge 21.75 26.28 95.27 179.6 445.2 136.2 149.5 1393 -1005 136-in.(11-ft 4-in.) (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 225.4 568.1 173.8 190.7 1777 -1282 173-in.(14-ft 5-in.) (2)1.5xl1.25 LVL On Edge 33.75 63.28 355.96 270.5 690.9 211.4 231.9 2162 -1559 2114n.(17-It 7-in.) (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 281.6 842.9 199.0 218.3 2035 -1467 198-in.(16-ft 6-in.) Minimum Bearing Length: Note: Bearing required to resist RTC above. Columns must be proportioned to carry axial load. Min.Bearing Length (in.) Min.Bearing Length (in.) Configuration 2.5 3.5 5.5 Full Configuration 2.5 3.5 5.6 Full (2)2x6#2 SPF On Edge 0.82 0.68 0.68 0.68 (2)1.5x7.25 LVL On Edge 0.74 0.62 0.62 0.62 (2)2x8#2 SPF On Edge 1.03 0.86 0.86 0.86 (2)1.5x9.25 LVL On Edge 0.95 0.79 0.79 0.79 (2)2xl0#2 SPF On Edge 1.26 1.05 1.05 1.05 (2)1.5x11.25 LVL On Edge 1.15 0.96 0.96 0.96 (2)2x12#2 SPF On Edge 1.46 1.22 1.22 1.22 (3)1.5x9.25 LVL On Edge 1.09 0.78 0.60 0.60 (2)1.5x5.5 LVL On Edge 0.56 0.47 0.47 0.47 Notes 1. Support and connection to support must be capable of resisting gravity,RTC,and uplift,Rug,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3. Automatically applied to three or more members 4. At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. F - APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 6a 23.0201.Design Wood Headers Mateline 2006-04-04.xls 1/14/2016 2:07 PM LVL(3) Page 1 of 1 Matewall Header Spans Simply Supported--Uniformly Distributed Load Client: Apex Homes Inc Job Number: AHI121815-6 Description: 189-in.Unit Width Matewall,30 psf Ground Snow,40 psf Attic Live Load,40 psf 2nd Floor Live Mono Pitch Truss,30 Roof Pitch F-4 Two Floors,Roof,&Ceiling only Loading Conditions: 2 halves 189-in.Unit Width Uniform Uplift(wuL)= -212 plf (0.6D+Wn) 110 mph(Exp C/End Zone) Uniform Dead Load(wDL)= 343 plf (D) 30 psf Ground Snow,5 to 12/12 Pitch Uniform Live Load(wLO= 986 plf (L) NOS Design Load(wNDs)= 1328 plf (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor'(Cr)= 1.15 L+0.513 Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL3(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations. Tabulated Allowable OTYZ b d Grade Species Orient. Cb, CFb Fb F Fc, E Fe Fv' 1 2 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1050 175 2 3 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 3 4 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 4 6 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 5 2 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 6 3 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 7 4 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 8 6 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 9 10 Design Limit States A S. 1. Bending Shear AL AL+0.5D RTC' RUr' Max.Span (2)2x10#1 SYP On Edge 27.75 42.78 197.86 67.0 77.0 93.7 101.7 3153 -502 56-in.(4-1ft 8-in.) (3)2x10#1 SYP On Edge 41.63 64.17 296.79 74.8 106.3 107.2 116.4 4141 -660- 74-in.(6-ft 2-in.) (4)200#1 SYP On Edge 55.50 85.56 395.73 86.4 135.5 118.0 128.1 4782 -762 86-in.(7-ft 2-in.) (6)200#1 SYP On Edge 83.25 128.34 593.59 105.8 194.0 135.1 146.6 5857 -933 105-in.(8-ft 9-in.) (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 93.9 113.8 100.9 109.5 5194 -827 93-in.(7-ft 9-in.) (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 117.2 161.4 115.5 125.4 6393 -1018 115-in.(9-ft 7-in.) (4)1.5x9.25 LVL On Edge 55.50 85.56 395.73 135.4 209.1 127.2 138.0 7036 -1121 127-in.(10-ft 7-in.) (6)1.5x9.25 LVL On Edge 83.25 128.34 593.59 165.8 304.4 145.6 158.0 8054 -1283 145-in.(12-ft 1-in.) Minimum Bearing Length: Note: Bearing required to resist Rn above. Columns must be proportioned to carry axial load. Min.Bearing Length°(in.) Min.Bearing Length (in.) Configuration 2.5 3.5 5.5 Full Configuration 2.5 3.5 5.5 Full (2)2x10#1 SYP On Edge 2.23 1.86 1.86 1.86 (3)1.5x9.25 LVL On Edge 3.41 2.44 1.89 1.89 (3)2x10#1 SYP On Edge 2.93 2.09 1.63 1.63 (4)1.50.25 LVL On Edge 3.75 2.68 1.71 1.56 (4)2x10#1 SYP On Edge 3.39 2.42 1.54 1.41 (6)1.5x9.25 LVL On Edge 4.30 3.07 1.95 1.19 (6)2x10#1 SYP On Edge 4.15 2.96 1.88 1.15 (2)1.5x9.25 LVL On Edge 2.77 2.31 2.31 2.31 Notes 1. Support and connection to support must be capable of resisting gravity,Rn,and uplift,RUB,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3. Automatically applied to three or more members 4. At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. W -. APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 3 23.0201 Design Wood Headers Mateline 2006-04-04.xis 1/11/2016 4:42 PM LVL(3) Page 1 of 1 Matewall Header Spans Simply Supported--Uniformly Distributed Load Client: Apex Homes Inc Job Number: AH1121815 6 Description: 189-in.Unit Width 40 psf Floor Live Load and 10 psf Floor Dead Load Only 40 psf Floor Live Load Loading Conditions: 2 halves 189-in.Unit Width Uniform Uplift(wuL)= 0 plf (n/a) 110 mph(Exp C/End Zone) Uniform Dead Load(WDL)= 158 plf (D) 30 psf Ground Snow,5 to 12112 Pitch Uniform Live Load(wLL)= 630 plf (L) NDS Design Load(LANDS)= 788 plf (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor (C,)= 1.15 L+0.51)Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fag LVL3(C,)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable OTY2 b d Grade Species Orient. Cr CFb Fb F, F., E Fe F, 1 2 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1050 175 2 3 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 3 4 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 4 6 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 5 2 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 6 3 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 7 4 1.5 9.25 LVL Edge 1.00 1.04 2750 285 - 750 2000000 2963 285 8 6 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 9 10 Design Limit States A S. 1. Bending Shear AL AL+osD RTr' Rug' Max.Span (2)2x10#1 SYP On Edge 27.75 42.78 197.86 74.0 117.2 108.8 119.7 2428 0 74-in.(6-ft 2-in.) (3)2x10#1 SYP On Edge 41.63 64.17 296.79 97.2 166.5 124.5 137.0 3189 0 97-in.(8-ft 1-in.) (4)200#1 SYP On Edge 55.50 85.56 395.73 112.2 215.8 137.0 150.8 3682 0 112-in.(9-ft 4-in.) (6)2x10 41 SYP On Edge 83.25 128.34 593.59 137.4 314.5 156.9 172.6 4510 0 137-in.(11-ft 5-In.) (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 121.9 179.2 117.2 128.9 3844 0 117-in.(9-ft 9-in.) (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 152.2 259.5 134.1 147.6 4400 0 134-in.(11-ft 2-in.) (4)1.50.25 LVL On Edge 55.50 85.56 395.73 175.8 339.9 147.6 162.5 4843 0 147-in.(12-ft 3-in.) (6)1.54.25 LVL On Edge 83.25 128.34 593.59 215.3 500.6 169.0 186.0 5544 0 168-in.(14-111 0-in.) Minimum Bearing Length: Note: Bearing required to resist Rn above. Columns must be proportioned to carry axial load. Min.Bearing Length (in.) Min.Bearing Length'(in.) Configuration 2.6 3.5 5.5 Full Configuration 2.5 3.5 6.5 Full (2)2x10#1 SYP On Edge 1.72 1.43 1.43 1.43 (3)1.5x9.25 LVL On Edge 2.35 1.68 1.30 1.30 (3)200#1 SYP On Edge 2.26 ' 1.61 1.25 1.25 (4)1,5x9.25 LVL On Edge 2,58 1.85 1.17 1.08 (4)2x10#1 SYP On Edge 2.61 1.86 1.19 1.09 (6)1.5x9.25 LVL On Edge 2.96 2.11 1.34 0.82 (6)2x10#1 SYP On Edge 3.19 2.28 1.45 0.89 (2)1.5x9.25 LVL On Edge 2.05 1.71 1.71 1.71 Notes 1. Support and connection to support must be capable of resisting gravity,Rn,and uplift,Rug,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3.Automatically applied to three or more members 4.At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA Fr F 23.0301 Design Wood Columns Matewall 2008-05-21.xls 1/18/2016 9:42 AM Mateline Page 1 of 2 Marriage Wall Column Calculation Client: Apex Homes Inc SHED BEAM COLUMNS Job Number: AH1121815-6 Description: 189-in. Unit Width Matewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Stud Configuration: Roof&Ceiling Only Grade: #2 Wall Height(h)= 96.0 in. 189-in.Unit Width Species: SPF Top/Bottom Plate Thk(tP)= 3.0 in. 110 mph(Exp C/End Zone) width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. 30 psf Ground Snow,5 to 12/12 Pitch depth(d)= 3.5 in. Deflection Limit:H/180 Center Column Configuration' Side Column' Continous Beam° (1)2x4#2 SPF 225-in.(18-ft 9-in.) 175-In.(14-ft 7-in.) (2)2x4#2 SPF 467-in.(38-ft 11-in.) 350-in.(29-ft 2-in.) (3)2x4#2 SPF 709-in.(59-ft 1-in.) 525-in.(43-ft 9-in.) (4)2x4#2 SPF 951-in.(79-ft 3-in.) 700-in.(58-ft 4-in.) (5)2x4#2 SPF 1192-in.(99-ft 4-in.) 875-in.(72-ft 11-in.) (6)2x4#2 SPF 1434-in.(119-ft 6-in.) 1050-1n.(87-ft 6-in.) (7)2x4#2 SPF 1676-in.(139-ft 8-in.) 1226-in.(102-ft 2-in.) (8)2x4#2 SPF 1918-in.(159-ft 10-in.) 1401-in.(116-ft 9-in.) (9)2x4#2 SPF 2159-in.(179-ft 11-in.) 1576-in.(131-ft 4-in.) (10)2x4#2 SPF 2401-in.(200-ft 1-in.) 1751-in.(145-ft 11-in.) Continuous Header Side Column Side Column Tabulated Span Tabulated Span Center Column Must Center Column Side Column Be In Middle 1/3rd of Span f' Center Column Tabulated Span Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2. Studs in columns may be considered as to maintain regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3. If the header drops below the ceiling requiring a jack/jamb studs configuration,the number of studs given above corresponds to the nubmer fo required jack studs supporting the header. The number of jamb studs required shall be equal to one-half the number of jack studs rounded up to the nearest whole stud. 4. Clear span between columns including center columns,if present. Side columns are engaged to the wall running parallel to the opening considered. 5.Total clear span between side columns,including center column width/depth. Center columns are engaged to a wall running perpendicular to the opening considered. Spans provided are for the beam/header running continuous over the column without a splice. The center column must be located within the middle 1/3 of the overall opening supported. If located outside the middle 1/3 the beam cannot be continous over the column and must be spliced. Stiffeners must be added to header(s) over center columns so the width of the column is not more more than 1-1/2-in.wider than the header. 6. Jack studs must be at least as wide as header. Calculation does not consider the contribution of fasteners connecting the header to the jamb studs. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA i 23.0301 Design Wood Columns Matewall 2008-05-21.xis 1/18/2016 9:42 AM Mateline Page 2 of 2 Marriage Wall Column Calculation(continued) Client: Apex Homes Inc Job Number: AH1121815-6 Description: 189-in.Unit Width Matewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Loading Conditions: Axial Load Only Combined Uplift and Lateral: Axial Only Load(WNDs)= 220 pif(D+0.75(L+S+Wp)) Uniform Uplift(wu,,)= -425 plf(0.6D+Wn) Bearing/Total Load(WT)= 220 plf(D+0.75(L+S+Wp)) Lateral Load(Wier)= 3.8 psf(0.75W) Lateral Load Only Combined Axial&Lateral(Max Bending): Lateral Load(W,e,)= 5.0 psf(W,a,) Axial Load(WB)= 41 pit(D) Uplift Only Lateral Load(W,e,)= 5.0 psf(W) Uniform Uplift(wuL)= -425 plf(0.6D+Wn) Combined Axial&Lateral(Max Axial): Axial Load(Wc)= 220 pif(0) Lateral Load(W1,,)= 3.8 psf(0.75W) Stud Material Properties: Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD Cr CP Stress width(b)= 1.5 in. Fb= 875 1.50 1.60 1.15 -- 2415 psi depth(d)= 3.5 in. F�= 1150 1.15 1.60 - 0.26 554 psi(gravity only) c= 0.8 F�= 1150 1.15 1.60 0.26 554 psi(combined) leld= 26.6 F,= 450 1.50 1.60 - - 1080 psi F,E= 594 Ft1= 425 - - - 425 psi E= 1400000 - - 1400000 psi Em,n= 510000 - - - 510000 psi Configurations/Section Properties: Studs In Column 1 2 3 4 5 6 7 8 9 10 Area(in?) 5.3 10.5 15.8 21.0 26.3 31.5 36.8 42.0 47.3 52.5 Ix(in.") 5.4 10.7 16.1 21.4 26.8 32.2 37.5 42.9 48.2 53.6 Sx(in.) 3.1 6.1 9.2 12.3 15.3 18.4 21.4 24.5 27.6 30.6 Maximum Tributary Spans(Axial Loads): Stud Axial Compression 159 317 476 635 793 952 1111 1269 1428 1587 Stud Axial Tension 160 320 480 640 800 960 1120 1280 1440 1600 Plate Perp.Compression 122 243 365 487 608 730 851 973 1095 1216 Deflection Limit State for 16-in.Tributary Width: Deflection Limit Check L/ 1172 2345 3517 4689 5862 7034 8207 9379 10551 11724 Maximum Tributary Spans(Combined Loads): Tension/Bending 150 310 470 630 790 950 1110 1270 1430 1590 Comp./Bending(Max.Bending) 688 1489 2303 3131 3953 4792 5618 6453 7296 8133 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 134 285 440 594 751 906 1062 1219 1376 1534 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: 1 2 3 4 5 6 7 a 9 10 Max.Column Trib Span(in.) 122 243 365 487 608 730 851 973 1095 1216 Max.Side Column Opening(in.) 226 468 709 951 1193 1435 1676 1918 2160 2402 Max.Center Column Opening(in.) 175 350 525 701 876 1051 1226 1401 1576 1752 F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA 23.0301 Design Wood Columns Matewall 2008-05-21.xls 1/14/2016 2:14 PM Mateline Page 1 of 2 Marriage Wall Column Calculation Client: Apex Homes Inc Job Number: AHI121815-6 Description: 189-in.Unit Width Matewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Stud Configuration: One Floor,Roof&Ceiling Only Grade: #2 Wall Height(h)= 96.0 in. 189-In.Unit Width Species: SPF Top/Bottom Plate Thk(tP)= 3.0 in. 110 mph(Exp C/End Zone) width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. 30 psf Ground Snow,5 to 12/12 Pitch depth(d)= 3.5 in. Deflection Limit:H/ 180 Center Column Configuration' Side Column° Continous Beam* (1)2x4#2 SPF 200-in.(16-ft 8-in.) 157-in.(13-ft 1-in.) (2)2x4#2 SPF 417-in.(34-ft 9-in.) 314-in.(26-ft 2-in.) (3)2x4#2 SPF 634-in.(52-ft 10-in.) 471-in.(39-ft 3-in.) (4)2x4#2 SPF 850-in.(70-ft 10-in.) 628-in.(52-ft 4-1n.) (5)2x4#2 SPF 1067-in.(88-ft 11-in.) 785-in.(65-ft 5-in.) (6)2x4#2 SPF 1284-in.(107-ft 0-in.) 942-in.(78-ft 6-in.) (7)2x4#2 SPF 1500-in.(125-ft 0-in.) 1099-in.(91-ft 7-in.) (8)2x4#2 SPF 1717-in.(143-ft 1-in.) 1256-in.(104-ft 8-in.) (9)2x4#2 SPF 1934-in.(161-ft 2-in.) 1413-in.(117-ft 9-in.) (10)2x4#2 SPF 2150-in.(179-ft 2-in.) 1570-in.(130-ft 10-in.) Continuous Header Side Column Side Column Tabulated Span Tabulated Span Center Column Must Center Column Side Column Be In Middle 1/3rd of Span I- Center Column I Tabulated Span Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2. Studs in columns may be considered as to maintain regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3. If the header drops below the ceiling requiring a jack/jamb studs configuration,the number of studs given above corresponds to the nubmer fo required jack studs supporting the header. The number of jamb studs required shall be equal to one-half the number of jack studs rounded up to the nearest whole stud. 4. Clear span between columns including center columns,if present. Side columns are engaged to the wall running parallel to the opening considered. 5. Total clear span between side columns,including center column width/depth. Center columns are engaged to a wall running perpendicular to the opening considered. Spans provided are for the beam/header running continuous over the column without a splice. The center column must be located within the middle 1/3 of the overall opening supported. If located outside the middle 1/3 the beam cannot be continous over the column and must be spliced. Stiffeners must be added to header(s) over center columns so the width of the column is not more more than 1-1/2-in.wider than the header. 6. Jack studs must be at least as wide as header. Calculation does not consider the contribution of fasteners connecting the header to the jamb studs. F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA 23.0301 Design Wood Columns Matewall 2008-05-21.xis 1/14/2016 2:14 PM Mateline Page 2 of 2 Marriage Wall Column Calculation(continued) Client: Apex Homes Inc Job Number: AH1121815-6 Description: 189-in.Unit Width Matewall,30 psf Ground Snow,40 psf Attic Live Load Mono Pitch Truss,30 Roof Pitch Loading Conditions: Axial Load Only Combined Uplift and Lateral: Axial Only Load(WNDs)= 230 plf(D+L) Uniform Uplift(wuL)= -177 plf(0.6D+Wn) I Bearingrrotal Load(WT)= 245 pff(D+0.75(L+S+Wp)) Lateral Load(W,e,)= 3.8 psf(0.75M Lateral Load Only Combined Axial&Lateral(Max Bending): Lateral Load NO= 5.0 psf(Wu,) Axial Load(WB)= 53 plf(D) Uplift Only Lateral Load(W,a,)= 5.0 psf(M Uniform Uplift(wu j= -177 plf(0.6D+Wn) Combined Axial&Lateral(Max Axial): Axial Load(Wc)= 245 plf(D+0.75(L+S+Wp)) Lateral Load(WI.,)= 3.8 psf(0.75M Stud Material Properties: Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD C, CP Stress width(b)= 1.5 in. Fb= 875 1.50 1.60 1.15 -- 2415 psi depth(d)= 3.5 in. F�= 1150 1.15 1.00 -- 0.40 525 psi(gravity only) C= 0.8 F�= 1150 1.15 1.60 0.26 554 psi(combined) IJd= 26.6 F,= 450 1.50 1.60 - -- 1080 psi FoE= 594 Fcl= 425 - - - 425 psi E= 1400000 - 1400000 psi Emin= 510000 -- - - 510000 psi Configurations/Section Properties: Studs In Column 1 2 3 4 5 6 7 8 9 10 Area(in.z) 5.3 10.5 15.8 21.0 26.3 31.5 36.8 42.0 47.3 52.5 Ix(in.4) 5.4 10.7 16.1 21.4 26.8 32.2 37.5 42.9 . 48.2 53.6 Sx(in.3) 3.1 6.1 9.2 12.3 15.3 18.4 21.4 24.5 27.6 30.6 Maximum Tributary Spans(Axial Loads): Stud Axial Compression 144 287 431 574 718 861 1005 1149 1292 1436 Stud Axial Tension 384 769 1153 1538 1922 2306 2691 3075 3460 3844 Plate Perp.Compression 109 218 327 436 545 655 764 873 982 1091 Deflection Limit State for 16-in.Tributary Width: - Deflection Limit Check L/ 1172 2345 3517 4689 5862 7034 8207 9379 10551 11724 Maximum Tributary Spans(Combined Loads): Tension/Bending 361 745 1130 1514 1899 2283 2667 3052 3436 3821 Comp./Bending(Max.Bending) 542 1171 1811 2455 3107 3766 4415 5071 5724 6392 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 120 256 395 533 673 813 953 1094 1235 1377 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: 1 2 3 4 5 6 7 -8 9 10 Max.Column Trib Span(in.) 109 218 327 436 545 655 764 873 982 1091 Max.Side Column Opening(in.) 201 417 634 851 1067 1284 1501 1717 1934 2151 Max.Center Column Opening(in.) 157 314 471 628 785 943 1100 1257 1414 1571 F . APPROVED DATE l/27/16 PFS CORPORATION Bloomsburg, PA Point Load Header 1.xls 1/17/201611:01 PM Dim output Timber Beam Analysis Page 1 of 1 Client: Apex Homes Job Number: AH1121815-6 Description: Point Load Header 1 Member Properties; Material Properties: Grade: #2 plies= 3 Tabulated Co Crb C, Allowable Species: SPF A= 50.6 in? Fb= 875 1.15 1.00 1.15 1157 psi b= 1.5 in. Ix= 633.9 in.' Fv= 135 1.15 — — 155 psi d= 11.25 in. Sx= 94.9 in' FL= 425 -- — 425 psi E= 1400000 -- — 1400000 psi concentrated Loads: Uniform Loads: Case_ Magnitude Positlon Case Magnitude Position LL 2770 Ibf 2'-0.7" LL 69 plf Full Length DL 636 Ibf 2'-0.7" DL 23 plf Full Length W -6590 Ibf 2'-0.7" W -72 pK Full Length L Deflection Limit:L 1240 L+0.5D Deflection Limit:L 1180 Beam Diagram: 2,47" Ma4 S \I LL,DL,W 141M1 .Load Case 0'-0" L+LL 9 2755 L2234 LL -725 -6181 W Flexural Strength: Shear Strength: Unsupported Length,lu= 16 in. Vu= 5180 Ibs Effective Length Factor= 2.06 Vn= 5240 Ibs Effective Length,le= 32.96 in. VuNn= 0.99 OK Slenderness Ratio,Rb= 12.84 Fe= 1157 psi Minimum Bearing at supports: F,= 8495 psi FbE/Fb*= 7.3 Pu= 5181 Ibs Stability Factor,CL= 0.99 Bearing Width,b= 4.5 in. Min.Length= 2.7 in. Mu= 37659 in:Ibs Mn= 108991 in:Ibs Deflection Limits: Mu/Mn= 0.35 OK LL Deflection:U 18329 OK LL+0.5DL Deflection:U 16400 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between Individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. �z> a (-0 SPA a Cal ,n-3 P,he F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA �� 1 n Point Load Floor Joist 1.xls Timber Beam Analysis 1117/201610:31 PM Dim Output Page 1 of 1 Client: Apex Homes Job Number: AHI121815-6 Description: Point Load Floor Joist Member Properties: Material Properties: Grade: #2 plies= 2 Tabulated Cp CFb C, Allowable Species: SPF A= 27.8 in•2 Fb= 875 1.15 1.10 1.15 1273 psi b= 1.5 In. Ix= 197.9 in. Fv= 135 1.15 — — 155 psi d= 9.25 in. Sx= 42.8 in.' F,l= 425 -- — — 425 psi E= 1400000 -- — — 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 220lbf 12'-1" LL 53.3 plf 12'-1"to 15'-9" DL 55 Ibf 12'-1" DL 13.3 pit 12'-l"to 15'-9" LL 7251bf 12'-10.8" DL 1761bf 12'-10.8" W -1600lbf 12'-10.8" L Deflection Limit:L/240 L+0.513 Deflection Limit:L/180 Beam Dlaaram: 12'-1"12'-10.8" LL,DLL,DL,W Load Case 0'-0" 15'-9" DL+LL -256 -1165 LL -205 -935 W 290 1309 Flexural Strength: Shear Strength: Unsupported Length,lu= 16 in. Vu= 1309 Ibs Effective Length Factor= 2.06 Vn= 2872 Ibs Effective Length,le= 32.96 in. Vu/Vn= 0.46 OK Slenderness Ratio,Rb= 11.64 Fb*= 1273 psi Minimum Bearing at Supports: FbE= 10332 psi FbE/Fti= 8.1 Pu- 1309 Ibs Stability Factor,CL= 0.99 Bearing Width,b= 3 in. Min.Length= 1.0 in. Mu= 44841 in.-Ibs Mn= 54080 in.-Ibs Deflection Limits: Mu/Mn= 0.83 OK LL Deflection:U 935 OK LL+0.5DL Deflection:U 833 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA �� OC Living Room Header.xis LVL Beam Analysis 1/17/2016 10:49 PM LVL Output Page 1 of 1 Client: Apex Homes Job Number: AH1121815-6 Description: Living Room Header Member Properties: Material Propertles: LVL Trade Name: Microllam b= 1.6 in. Tabulated Co CFb Allowable LVL MOE(E)= 2000000 psi d= 16 in. Fb= 2750 1.00 0.96 2644 psi Volume effect(e)= 0.136 A= 72.0 in. F = 285 1.00 -- 285 psi plies= 3 Ix= 1536.0 In.' Fa= 750 — 760 psi Sx= 192.0 in.' E= 2000000 2000000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 827 plf Full Length DL 268 plf Full Length W -490 plf Full Length L Deflection Limit:L/360 L+0.513 Deflection Limit:L/240 Beam Diagram: Load Case 0'-Y' 17'4" DL+LL -9308 -9308 LL -7030 -7030 W 4165 4165 Flexural Strength: Shear Strength: Mu= 474636 In:Ibs Vu= 9308 Ibs Mn= 507741 in:Ibs Vn= 13680 Ibs Mu/Mn= 0.93 OK VuNn= 0.68 OK Deflection Limits: Minimum Bearing at Supports: LL Deflection:U 403 OK Pu= 9308 Ibs LL+0.51DL Deflection:U 347 OK Bearing Width,b= 4.5 in. Min.Length= 2.8 in. Notes:1. Multiple members must be equally loaded or Interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. (-�) &x �Q 5w Aa cAowns &!, C:3) eaen , AR a APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA �w Column Design Member Properties Fb= 875 psi L= 8 ft E= 1400000 psi b= 1.5 in E",= 510000 psi d= 5.5 in Fv= 135 psi ph= 2 Fe= 1150 psi Grade=#2 Species=SPF Cd(bending)= 1.60 Cfb= 1.3 A= 16.5 in2 Cd(compression)= 1.15 S,= 15,125 ins Cfc= 1.10 IX=41.59375 in4 Deflection Limit U 120 Loading Conditions Beam= 2800 Ibs Extra= 0 Ibs Pressure= 5 Psi Bending Fe= 1820 psi Stud Spacing= 16 In Mu= 640 in:Ibs Mn- 27527.5 in:Ibs Mu/Mn= 0.02 OK LL Deflection:U 9099 OK Compression K.E= 1 C= 0.8 1a1/d,= 17.5 Ok Ie21d2= 32.0 Ok Fc'= 1455 psi FEE= 409 psi Cp, 0.3 Fc= 382 psi P/A= 170 psi 0.444044846 OK Combined Bending and Axial tension fc= 170 psi Fc'= 382 psi fb= 42 psi Fe= 1820 psi Ems 510000 psi IB = 96 in F.Ei= 1376 psi FtE2= 409 psi Rb= 1.8856181 <50 OK 0.2236959<1 OK and F APPROVED 0.4148<t OK DATE 1/27/16 PFS CORPORATION Bloomsburg, PA lT; T I i E Column Design Member Properties Fb= 875 psi L= 8 ft E= 1400000 psi b= 1.5 In E..= 510000 psi d= 5.5 In F = 135 psi ply= 3 Fc= 1150 psi Grade=#2 Species=SPF Cd(bending)= 1.60 Cfb= 1.3 A=24.75 in Cd(compression)= 1.15 S.=22.6875 in4 Cfc= 1.10 Ix=62.390625 in4 Deflection Limit U 120 Loading Conditions Beam= 9310 Ibs Extra- 0 Ibs Pressure= 5 psf Bending Fu= 1820 psi Stud Spacing= 16 in i Mu= 6401nAbs Mn= 41291.25 in.Ibs Mu/Mn= 0.02 OK LL Deflection:U 13648 OK Compression KoE= 1 C= 0.8 Ie1/d,= 17.5 Ok Ie2/d2= 21.3 Ok Fc'= 1455 psi F.E= 921 psi CP. 0.5 Fc= 757 psi P/A= 376 psi 0.496957611 OK Combined Bending and Axial tension fc= 376 psi F.'= 757 psi fe= 28 psi Fe= 1820 psi E*,= 510000 psi lox= 96 in FQE1= 1376 psi FeE2= 921 psi Rb= 1.0264005<50 OK 0.2682977<1 OK and F APPROVED 0.4084<1 OK DATE 4/27/16 PFS CORPORATION Bloomsburg, PA �L V 23.0620 Design Roof Connections Transverse Truss 2008-06-18.xls 1/15/2016 9:24 AM Wall Connections Pagel of 2 Sidewall Roof Connections Client:Apex Homes Inc 189-in.Unit Width Job Number:AH1121815-6 110 mph(Exp CIEnd Zone) 12112 Pitch Loading Conditions: Vertical Loads: Module Width(B)= 189.0 in. Uplift= -661 pit(0.6D+W) Sidewall Overhang(BoM)= 12.0 in. Dead= 149 pif(D) Maximum Wall Height(h)= 108 in. Lumber Species Min.SG:SPF Lateral Loads: W,= 25.6 psf(MWFRS) Wiat= 42.5 psf(C&C) Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters diameter or staple size) Spacing Roof truss/rafter to plate(toe-nailed) Truss Spacing= 16 in.oc 0.131'k3"Nail 3 w F,= 255 Ibf #8 x 3"Screw 3 c 0 N v c Truss Spacing= 24 in.oc 0.131"x3"Nail 4 v F,= 382 Ibf #8 x 3"Screw 4 c w I Edge rail to roof truss/rafter Truss Spacing= 16 in.oc 0.131"x3"Nail 9 m Fr= 749 Ibf 7/16"x2.5"xl5 Ga.Staple 16 0 N c Truss Spacing= 24 In.oc 0.131"x3"Nail 13 F,= 1123 Ibf 7/l6"x2.5"xl5 Ga.Staple 24 w 2 Strap to roof rail 0 N a Fr � See Strap Calculation c w F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 9 � f I i 1•, 23.0620 Design Roof Connections Transverse Truss 2008-06-18.xis 1/15/2016 9:24 AM Wall Connections Page 2 of 2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for Illustration purposes) Parameters diameter or staple size) Spacing Sheathing to roof rail(in lieu of straps) Sheathing Type:OSB 0.131"x3"Nail 2 rows 4-in.oc o Sheathing Thick.:3/8-in. 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc N Nominal Strength: 960 pif 7/16"x1.5"x16 Ga.Staples 2 rows 2-in,oc Rj Min.Width: 10.7 in. o F,= 561 pit • w` :I � i I .I II Truss/Rafter Plate/Stud Connection Design Parameters Connector Fastening Fastening Roof truss/rafter to plate(connector) Spacing= 16 in.oc Simpson H10 (8)0.131"xl.5" (8)0.131"x1.5" F,= 749lbf SimpsonH7Z (4)0.131"x2.5" (2)0.131"x2.5" 1 Wind:End Zone USP RT8A (5)0.148"xl.5" (5)0.148"x1.5" USP RT16 (8)0.131"xl.5" (8)0.131"xl.5" F1 Spacing= 24 in.oc F,= 1123 Ibf Wind:End Zone USP RT20 (9)0.148"x1.5" (4)0.148"x3" F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA z I 23.0622 Design Connection Uplift Strap 2008-06-11.xis 1/15/2016 9:33 AM Nail Sidewall Uplift Strap Design Page 1 of 1 Client: Apex Homes Inc Roof to 2nd Story Job Number: AH1121815-6 189-in.Unit Width Description: 189-in.Unit Width,12-in.Sidewall Overhang 110 mph(Exp ClSidewall) Mono Pitch Truss,30 Roof Pitch 12112 Pitch Strap Properties: Nail Properties: Loading Conditions: Fy= 33 ksi Type: PD Module Width(B)= 189.0 in. Fu= 45 ksi Pennyweight: 8d Sidewall Overhang(BoH)= 12.0 in. Diameter: 0.131 in. Typical Truss Spacing(s)= 16 in.oc Length: 2.50 in. Net Uplift= -561 pif(0.6D+W) Species: SPF Strap Simpson CS22 CS20 CS18 Strap Strength(lbf) 845 1030 1370 Design Basis: 1) Strap capacity,AISI 2001 North American Specificaiton for the Design of Cold-Formed Steel Strucutral Members Strap Connection Capacity'(Ibf) Fasteners Installed in Side Grain Fastener Strap Size(Ga.) Quantityb CS22 CS20 CS18 14 845 — 16 -- 1030 22 — 1370 'Wind loads only. NOTE: Strap shall be galvanized or otherwise coated to prevent corrosion. bEach end of strap. Maximum Spacing at Full Capacity(in.oc) Strap Size(Ga.) CS22 CS20 CS18 P End Zone(in.oc) 18 22 29 t Maximum Opening Size(in.) Based on Straps Each Side of Opening Stud City. Strap Size(Ga.) Spac. Straps CS22 CS20 CS18 1 20 28 43 N 16 2 56 72 101 v 3 92 116 160 C 1 12 20 35 24 2 48 64 93 W 3 84 108 152 F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.0622 Design Connection Uplift Strap 2008-06-11.xis 1/15/2016 9:33 AM Nail Page 1 of 1 Sidewall Uplift Strap Design Client: Apex Homes Inc 2nd Story to 1st Story Job Number: AH1121815-6 189-in.Unit Width Description: 189-in. Unit Width,12-in.Sidewall Overhang 110 mph(Exp C/Sidewall) Mono Pitch Truss,30 Roof Pitch 12112 Pitch Strap Properties: Nail Properties: Loading Conditions: Fy= 33 ksi Type: PD Module Width(B)= 189.0 in. Fu= 45 ksi Pennyweight: 8d Sidewall Overhang(BoH)= 12.0 in. Diameter: 0.131 in. Typical Truss Spacing(s)= 16 in.oc Length: 2.50 in. Net Uplift= -778 plf(0.6D+W) Species: SPF Strap Simpson CS22 CS20 CS18 Strap Strength(Ibf) 845 1030 1370 Design Basis: 1) Strap capacity,AISI 2001 North American Specificaiton for the Design of Cold-Formed Steel Strucutral Members Strap Connection Capacity'(lbf) Fasteners Installed in Side Grain Fastener Strap Size(Ga.) Quantity° CS22 CS20 CS18 14 845 — 16 — 1030 - 22 1370 'Wind loads only. NOTE:Strap shall be galvanized or otherwise coated to prevent corrosion. bEach end of strap. Maximum Spacing at Full Capacity(in.oc) Strap Size(Ga.) CS22 CS20 CS18 F End Zone(in.oc) 13 16 21 t Maximum Opening Size(In.) Based on Straps Each Side of Opening Stud Qty. Strap Size(Ga.) Spac. Straps CS22 CS20 CS18 ro 1 10 16 26 N 16 2 36 48 69 v 3 62 79 111 c 1 2 8 18 24 2 28 40 61 w 3 54 71 103 F . APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA ff Drifting and Sliding Snow.xls 1/14/2016 4:41 PM Drift Adjacent Strucutre Page 1 of 1 Snow Drifting Assessment (building next to existing building) Client:Apex Homes Job Number: AH1121815-6 Description: A16104 4 Surcharge r OOO T_ Due to DAhlnp - St-MilMd 8oew Load heITT w Design Parameters: Snow Loads: Length of Upper Roof, 13.8 ft Ground Snow Load,pe= 30.0 psf Length of Lower Roof,I.,= 5.0 ft Flat-Roof Snow Load,pf= 23.1 psf Unit Width= 13.8 ft Balanced Snow Load,Pb= 23.1 psf Upper Roof Height,h.= 7.0 it Rafter Span wrt Drift Width: Perpendicular Separation Distance,s 0.0 ft Calculated Drift Geometry: Snow Density(y): Leeward Drift Height,hd= 1.66 ft y=0.13 p8+14= 17.9 pcf Windward Drift Height,hd= 1.25 ft but not more than 30 pcf Max.Drift Height,hd= 1.66 ft Calculated Drift Width,W= 6.65 ft Surcharge Reactions: Design Drift Geometry: Sidewall Surcharge= 204.5 plf Drift Height,hd= 1.66 ft Matewall Surchage= 204.5 plf Drift Width,W= 5.0 ft Endwall Surcharge= 29.8 psf Max Load Surcharge,S.= 29.8 psf Min Load Surcharge,Sd= 22.4 psf F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA 23.0401 Design Roof Joist 2009-06-15.xis 1/14/2016 4:46 PM Roof Rafter Page 1 of 1 Roof Rafter Spans Client: Apex Homes Job Number: AHI121815-6 110 mph(Exp C/End Zone) Description: 165-in.Unit Width 30 psf Ground Snow,5112 Pitch Loading Conditions: Roof Loads: Wind Loads(Vertical-End Zone): C&C Snow Load(S)= 52.9 psf Slope Factor= 1.08(applied to all wind pressures) Pressure(psf) Unbalanced Snow(Su)= 35.5 psf Positive(Wp)= 0.0 psf(MWFRS) Pos Neg Min.Roof Live Load(Lr)= 19.0 psf Negative(Wn)_ -32.3 psf(MWFRS) Zone 2 13.9 -39.3 TC Dead Load(DL)= 10 psf Zone 3 13.9 -60.7 Load Combination Assessment: Load Combination NDS LDF Load Combination NDS LDF D 10 psf 0.90 0.75(S+Wp) 40 psf 1.60 S 53 psf 1.15 D+Lr 29 psf 1.25 S� 36 psf 1.15 D+S 63 psf 1.15 Lr 19 psf 1.25 D+Su 46 psf 1.15 Wp(MWFRS) 0 psf 1.60 D+0.75(S+Wp) 50 psf 1.60 Wn(MWFRS) -32 psf 1.60 0.6D+Wn -33 psf 1.60 Wp(C&C) - 14 psf 1.60 D+Wp 24 psf 1.60 Wn(C&C) -39 psf 1.60 Governing Live Load: 53 psf(S) Deflection Limits: Governing Total Load: 63 psf(D+S) L Deflection Limit:L/240 NDS Design Load: 63 psf(D+S) L+0.51)Deflection Limit:L/ 180 Load Duration Factor(Co): 1.15 Repetitive Member Factor(C,)= 1.15 Roof Rafter Configurations: Tabulated Allowable b d Grade Species Spacing Crb Fb F F,l E Fti F� . 1 1.5 3.5 #2 SPF 16 1.50 875 135 425 1400000 1736 155 2 1.5 5.5 #2 SPF 16 1.30 875 135 425 1400000 1504 155 3 1.5 7.25 #2 - SPF 16 1.20 875 135 425. 1400000 1389 155 4 5 Roof Rafter Configurations: Design Limit States Horizontal A S. I. Bending Shear AL lk+osD RTLI Rup' Maximum Span 2x4#2 SPF 16-in.oc 5.25 3.06 5.36 78 162 74 77 259 -127 74-in.(6-ft 2-in.) 2x6#2 SPF 16-in.oc 8.25 7.56 20.80 114 255 117 121 399 -195 114-in.(9-ft 6-in.) 2x8#2 SPF 16-in.oc 10.88 13.14 47.63 145 337 154 160 505 -247 144-in.(12-ft 0-in.) Maximum rafter span=3'-1 1.5"Use 2x4 SPF#216"oc Reactions: TL=63psf(1.33ft)(4ft)0.5=158lbs UP=33psf(1.33ft)(4ft)0.5=88lbs Connections: 0.131 NY nails toed=79lbs,109lbs .- #8x4"toe screw=133lbs 0.131"x3"nails=95lbs,132lbs Attach rafter to rail and rafter to hip beam with(3)0.131"x3"nails toed and rail to wall with(3)0.131"x3"nails Attach rafter to exterior wall with(1)#8x4"toe screw F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA C1� Hip Beam.xls Timber Beam Analysis Ill412016 4:50 PM Dim Output Page 1 of 1 Client: Apex Homes Job Number: AH1121815-6 t Description: Hip Beam Member Properties: Material Properties: Grade: #2 plies= 2 Tabulated Co Crb Cr Allowable Species: SPF A= 16.5 in? Fb= 875 1.15 1.30 1.00 1308 psi b= 1.5 in. Ix= 41.6 in." F = 136 1.15 -- — 155 psi d= 5.5 in. Sx= 15.1 in.'' Fc1= 425 -- — 425 psi E= 1400000 — — — 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 254 plf Full Length DL 47.9 plf Full Length W -158 plf Full Length L Deflection Limit:L/240 L+0.51)Deflection Limit:L/180 Beam Diaaram: Load Case 0'-0" 6'-9 32" DL+LL -682 -341 LL -574 -287 W 357 179 Flexural Strength: Shear Strength: Unsupported Length,lu= 16 in. Vu= 682 Ibs Effective Length Factor= 2.06 Vn= 1708 Ibs Effective Length,le= 32.96 in. Vu/Vn= 0.40 OK Slenderness Ratio,Rb= 8.98 Fe= 1308 psi Minimum Bearing at Supports: FbE= 17376 psi FbE/Fb`= 13.3 Pu= 682 Ibs Stability Factor,CL= 1.00 Bearing Width,b= 3 in. Min.Length= 0.5 in. Mu= 10672 in:Ibs Mn= 19706 in.-Ibs Deflection Limits: Mu/Mn= 0.54 OK LL Deflection:U 785 OK LL+0.5DL Deflection:U 717 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA C 41. 7J Porch Design Client: Apex Homes Job Number:AHI121815-6 Description: A16104 2.5112 Maximum Rafter Span=8'-11.5"Use 2x6 SPF#2 rafters at 16"oc Reactions: at truss TL=63psf(1.33tt)(16.7in)/24=58lbs UP=-31psf(1.33tf)(16.7in)/24=29lbs at support TL=63psf(1.33tf)(60in)/12=419lbs UP=-31 psf(1.33tf)(60in)/1 2=206lbs at end TL=63psf(1.33tf)(102.5in)/24=358lbs UP=-31psf(1.33tf)(102.5in)/24=176lbs Connections: 0.131"x3"nails toed=79lbs shear,33lbs withdraw Simpson A34=391lbs 0.131"x3"nail=95lbs,50lbs withdraw #8x4"toe screw=1331b at truss: attach rafter to rail with(2)0.131"x3"nails toed and rail to truss with(2)0.131"x3"nails at support attach rafter to support,support to bottom chord,and rafter to bottom and end: chord with(2)#8x4"toe screws at hip: attach rafters to hip beam with(4)0.131"x3"nails toed Bottom Chord use 2x6 SPF#2 at 16"oc Reactions: at house TL=445lbs at headers TL=4631bs UP=402lbs UP=448lbs Connections: at house: attach bottom chord to rail with(1)Simpson A34 angle and(2)0.131"x3"nails toed, rail to house with(4)0.131"x3"nails,and ledger to house with 0.131"x3"nails at 4"oc at headers: attach bottom chord to headers with(1)H2.5A 5.25/12 Maximum Rafter Span=3'-9"Use 2x6 SPF#2 rafters at 16"oc Reactions: TL=63psf(1.33tf)(45in)/24=157lbs UP=-34psf(1.33tf)(45in)/24=85lbs Connections: attach rafters to hip beam with(3)0.131"x3"nails toed and rafter to bottom chord with(1)#8x4"toe screw Hip beam use(2)1.5"x5.5"LVL at each end of hip beam provide bearing support(2)2x4 SPF#2 and connect beam to support with (1)LTS12 strap Attach headers to columns for 337plf uplift F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA Drifting and Sliding Snow.xls 1/15/2016 8:18 AM Drift Adjacent Strucutre Page 1 of 1 Snow Drifting Assessment (building next to existing building) Client: Apex Homes Job Number: AH1121815-6 Description: A16104 b 9uraharso Load Due to Dnhlnp h° ha pa Safonow Snow Load ho w Design Parameters: Snow Loads: Length of Upper Roof,I,,,,= 13.8 ft Ground Snow Load,pa= 30.0 psf Length of Lower Roof,I.,= 9.0 it Flat-Roof Snow Load,pr= 23.1 psf Unit Width= 13.8 ft Balanced Snow Load,pe= 23.1 psf Upper Roof Height,h.= 7.0 it i Rafter Span wrt Drift Width: Perpendicular Separation Distance,s 0.0 it Calculated Drift Geometry: Snow Density(y): Leeward Drift Height,ha= 1.66 it y=0.13 p8+14= 17.9 pcf Windward Drift Height,hd= 1.25 it but not more than 30 pcf Max.Drift Height,hd= 1.66 it Calculated Drift Width,W= 6.65 it Surcharge Reactions: Design Drift Geometry: Sidewall Surcharge= 204.5 plf Drift Height,hd= 1.66 it Matewall Surchage= 204.5 plf Drift Width,W= 6.6 ft Endwall Surcharge= 29.8 psf Max Load Surcharge,Sd= 29.8 psf Min Load Surcharge,Sd= 0.0 psf F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.0401 Design Roof Joist 2009-06-15.xis 1/15/2016 8:19 AM Roof Rafter Page 1 of 1 Roof Rafter Spans Client: Apex Homes Job Number: AHI121815-6 110 mph(Exp C/End Zone) Description: 165-in.Unit Width 30 psf Ground Snow,2.5112 Pitch Loading Conditions: Roof Loads: Wind Loads(Vertical-End Zone): C&C Snow Load(S)= 52.9 psf Slope Factor= 1.02 (applied to all wind pressures) Pressure(psf) Unbalanced Snow(S)= 31.9 psf Positive(Wp)= 0.0 psf(MWFRS) Pos Neg Min.Roof Live Load(Lr)= 20.0 psf Negative(Wn)_ -30.0 psf(MWFRS) Zone 2 12.9 -36.5 TC Dead Load(DL)= 10 psf Zone 3 12.9 -56.4 Load Combination Assessment: Load Combination NDS LDF Load Combination NDS LDF D 10 psf 0.90 0.75(S+Wp) 40 psf 1.60 S 53 psf 1.15 D+Lr 30 psf 1.25 S� 32 psf 1.15 D+S 63 psf 1.15 Lr 20 psf 1.25 D+Su 42 psf 1.15 Wp(MWFRS) 0 psf 1.60 D+0.75(S+Wp) 50 psf 1.60 Wn(MWFRS) -30 psf 1.60 0.6D+Wn -31 psf 1.60 Wp(C&C) 13 psf 1.60 D+Wp 23 psf 1.60 Wn(C&C) -37 psf 1.60 Governing Live Load: 53 psf(S) Deflection Limits: Governing Total Load: 63 psf(D+S) L Deflection Limit:L/240 I NDS Design Load: 63 psf(D+S) L+0.51D Deflection Limit:L/180 Load Duration Factor(CD): 1.15 Repetitive Member Factor(C,)= 1.15 Roof Rafter Configurations: Tabulated Allowable b d Grade Species Spacing CFb Fb F, F,,L E Fe F,' 1 1.5 3.5 #2 SPF 16 1.50 875 135 425 1400000 1736 155 2 1.5 5.5 #2 SPF 16 1.30 875 135 425 1400000 1504 155 3 1.5 7.25 #2 SPF 16 1.20 875 135 425 1400000 1389 155 4 5 Roof Rafter Configurations: Design Limit States Horizontal A S. IKK Bending Shear AL DL4.5D RTL' Rup' Maximum Span 2x4#2 SPF 16-in.oc 5.25 3.06 5.36 78 162 74 77 259 -123 74-in.(6-ft 2-in.) 2x6#2 SPF 16-in.oc 8.25 7.56 20.80 114 255 117 121 399 -189 114-in.(9-ft 6-in.) 2x8#2 SPF 16-in.oc; 10.88 13.14 47.63 145 337 154 160 505 -240 144-in.(12-ft 0-in.) F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA �o' �r 23.0401 Design Roof Joist 2009-06-15.xis 1/15/2016 9:03 AM Roof Rafter Page 1 of 1 Roof Rafter Spans Client: Apex Homes Job Number: AH1121815-6 110 mph(Exp C/End Zone) Description: 165-in.Unit Width 30 psf Ground Snow,5.25/12 Pitch Loading Conditions: Roof Loads: Wind Loads(Vertical-End Zone): C&C Snow Load(S)= 52.9 psf Slope Factor= 1.09(applied to all wind pressures) Pressure(psf) Unbalanced Snow(S)= 35.8 psf Positive(Wp)= 0.0 psf(MWFRS) Pos Neg Min.Roof Live Load(Lr)= 18.8 psf Negative(Wn)= -32.6 psf(MWFRS) Zone 2 14.0 -39.6 TC Dead Load(DL)= 10 psf Zone 3 14.0 -61.2 Load Combination Assessment: Load Combination NDS LDF Load Combination NDS LDF D 10 psf 0.90 0.75(S+Wp) 40 psf 1.60 S 53 psf 1.15 D+Lr 29 psf 1.25 S� 36 psf 1.15 D+S 63 psf 1.15 Lr 19 psf 1.25 D+Su 46 psf 1.15 Wp(MWFRS) 0 psf 1.60 D+0.75(S+Wp) 50 psf 1.60 Wn(MWFRS) -33 psf 1.60 0.6D+Wn -34 psf 1.60 Wp(C&C) 14 psf 1.60 D+Wp 24 psf 1.60 Wn(C&C) -40 psf 1.60 Governing Live Load: 53 psf(S) Deflection Limits: Governing Total Load: 63 psf(D+S) L Deflection Limit:L/240 NDS Design Load: 63 psf(D+S) L+0.51)Deflection Limit:L/ 180 Load Duration Factor(Co): 1.15 Repetitive Member Factor(C,)= 1.15 Roof Rafter Configurations: Tabulated Allowable b d Grade Species Spacing CFb Fb F, F.l E Fb' F, 1 1.5 3.5 #2 SPF 16 1.50 875 135 425 1400000 1736 155 2 1.5 5.5 #2 SPF 16 1.30 875 135 425 1400000 1504 155 3 1.5 7.25 #2 SPF 16 1.20 875 135 425 1400000 1389 155 4 5 Roof Rafter Configurations: Design Limit States Horizontal A S. I. Bending Shear er a.+o.eo Rn' Rup' Maximum Span 2x4#2 SPF 16-in.oC 5.25 3.06 5.36 78 162 74 77 259 -127 74-in.(6-ft 2-in.) 2x6#2 SPF 16-in.oC 8.25 7.56 20.80 114 255 117 121 399 -195 114-in.(9-ft 6-in.) 2x8#2 SPF 16-in.oC 10.88 13.14 47.63 145 337 154 160 505 -247 144-1n.(12-ft 0-in.) F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA �(Y Design Wood Beam Analysis 2012-03-14.xis Timber Beam Analysis 1/15/2016 8:53 AM Dim Output Page 1 of 1 Client:Apex Homes Job Number: AHi121815-6 Description: Porch Bottom Chord 16"oc Member Properties: Material Properties: Grade: #2 plies= 1 Tabulated Co CFb Cr Allowable Species: SPF A= 8.3 in. Fb= 875 0.90 1.30 1.15 1177 psi b= 1.5 in. Ix= 20.8 in.' F = 135 0.90 -- — 122 psi d= 5.5 in. Sx= 7.6 in.' FC1= 425 — — — 425 psi E= 1400000 — — — 1400000 psi Concentrated Loads: Uniform Loads: i Case Magnitude Position Case Magnitude Position DL 67lbf 9-0" DL 13.3 pff Full Length LL 352 Ibf V-0" W -47.7 plf - Full Length W -206 Ibf 01-0" DL 57 Ibf 9'-9.5.1 LL 3011bf 9'-9,51, W -176lbf 9'-95. L Deflection Limit:L/240 L+0.51)Deflection Limit:L/ 180 Beam Diagram: 0'-01. DL,LL,W DL,LL,W Load Case 9-0" 8'-11.5" DL -121 -134 DL+LL -445 -463 W 402 448 Flexural Strength: Shear Strength: Unsupported Length,lu= 16 in. Vu= 369 Ibs Effective Length Factor= 2.06 Vn= 668 ibs Effective Length,le= 32.96 in. Vu/Vn= 0.55 OK Slenderness Ratio,Rb= 8.98 Fb*= 1177 psi Minimum Bearing at Supports: FbE= 17376 psi FbE/Fb*= 14.8 Pu= 463 Ibs Stability Factor,CL= 1.00 Bearing Width,b= 1.5 In. Min.Length= 0.7 in. Mu= 4808 in:Ibs Mn= 8871 inAbs Deflection Limits: Mu/Mn= 0.54 OK LL Deflection:U 450 OK LL+0.5DL Deflection:U 574 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA l�.s Hip Beam.xls LVL Beam Analysis 1/15/2016 9:09 AM LVL Output Page 1 of 2 Client: Apex Homes Job Number: AH1121815-6 Description: Porch Hip Beam Member Properties: Material Properties: LVL Trade Name: Microllam b= 1.5 in. Tabulated Co CFb Allowable LVL MOE(E)= 2000000 psi d= 5.5 in. Ft,= 2750 1.15 1.11 3516 psi Volume effect(e)= 0.136 A= 16.5 in.` F = 285 1.15 -- 328 psi plies= 2 Ix= 41.6 in° F,l= 750 -- — 750 psi Sx= 15.1 in.' E= 2000000 -- — 2000000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 338 plf Full Length DL 63.8 plf Full Length W -203 plf Full Length L Deflection Limit:L/240 L+0.513 Deflection Limit:L/180 Beam Diagram: Load Case 0'-0" 9-0" DL+LL -1205 -602 LL -1014 -507 W 610 305 Flexural Strength: Shear Strength: Mu= 26043 in.-Ibs Vu= 1205 Ibs Mn= 53187 in:Ibs Vn= 3605 Ibs Mu/Mn= 0.47 OK Vu/Vn= 0.33 OK Deflection Limits: Minimum Bearing at Supports: LL Deflection:U 360 OK Pu= 1205 Ibs LL+0.5DL Deflection:U 329 OK Bearing Width,b= 3 in. Min.Length= 0.5 in. Notes:1. Multiple members must be equally loaded or interconnected to.transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA Porch Headers.xls 1/15/2016 9:15 AM LVL Page 1 of 1 Porch Headers Simply Supported-Uniformly Distributed Load Client: Apex Homes Job Number: AH1121815-6 Description: Porch Headers i Cape Loft,Roof&Ceiling Only Loading Conditions: 165-in.Unit Width Uniform Uplift(wUL)= -337 pif (0.6D+Wn) 110 mph(Exp C/End Zone) Uniform Dead Load(wDO= 101 plf (D) 30 psf Ground Snow,5.25/12 Pitch Uniform Live Load XJ= 247 pit (0.75(L+S)) NDS Design Load(wNDg)= 348 plf (D+0.75(L+S)) Stress Adiustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CO)= 1.15 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor (Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL3(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations, Tabulated Allowable QTy2 b d Grade Species Orient. Cb, CFb Fb F� F.l E Fe F, 1 2 1.5 5.5 #2 SPF Edge 1.00 1.30 875 135 425 1400000 1308 155 2 2 1.5 7.25 #2 SPF Edge 1.00 1.20 875 135 425 1400000 1208 155 3 2 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 1107 155 4 2 1.5 11.25 #2 SPF Edge 1.00 1.00 875 135 425 1400000 1006 155 5 2 1.5 5.5 LVL Edge 1.00 1.11 2750 285 750 2000000 3516 328 6 2 1.5 7.25 LVL Edge 1.00 1.07 2750 285 750 2000000 3387 328 7 2 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 3276 328 8 2 1.5 11.25 LVL Edge 1.00 1.01 2750 285 750 2000000 3190 328 9 10 Design Limit States A S. 1� Bending Shear AL AL-0.5D RTC' Rug' Max.Span (2)2x6#2 SPF On Edge 16.50 15.13 41.59 73.9 128.7 84.5 90.9 1071 -1037 73-in.(6-ft 1-in.) (2)2x8#2 SPF On Edge 21.75 26.28 95.27 93.5 169.7 111.3 119.8 1357 -1313 93-1n.(7-ft 94n.) (2)2x10#2 SPF On Edge 27.75 42.78 197.86 114.3 216.5 142.1 152.9 1658 -1604 114-in.(9-ft 6-in.) (2)2x12#2 SPF On Edge 33.75 63.28 355.96 132.5 263.3 172.8 185.9 1922 -1860 132-in.(11-ft 0-in.) (2)1.5x5.5 LVL On Edge 16.50 15.13 41.59 121.1 259.6 95.1 102.4 1380 -1335 95-in.(7-ft 11-in.) (2)1.5x7.25 LVL On Edge 21.75 26.28 95.27 156.7 342.1 125.4 134.9 1819 -1760 125-in.(10-ft 5-in.) (2)1.54.25 LVL On Edge 27.75 42.78 197.86 196.6 436.5 160.0 172.2 2321 -2245 159-in.(13-ft 3-in.) (2)1.5x11.25 LVL On Edge 33.75 63.28 355.96 236.0 530.9 194.6 209.4 2822 -2731 194-in.(16-ft 2-in.) Minimum Bearing Length: Note: Bearing required to resist RTC above. Columns must be proportioned to carry axial load. Min.Bearing Length (in.) Min.Bearing Length"(in.) Configuration 2.5 3.5 5.5 Full Configuration 2.5 3.5 5.5 Full (2)2x6#2 SPF On Edge 1.01 0.84 0.84 0.84 (2)1.5x7.25 LVL On Edge 0.97 0.81 0.81 0.81 (2)2x8#2 SPF On Edge 1.28 1.06 1.06 1.06 (2)1.5425 LVL On Edge 1.24 1.03 1.03 1.03 (2)2x10#2 SPF On Edge 1.56 1.30 1.30 1.30 (2)1.5x11.25 LVL On Edge 1.51 1.25 1.25 1.25 (2)2x12#2 SPF On Edge 1.81 1.51 1.51 1.51 (2)1.54.5 LVL On Edge 0.74 0.61 0,61 - 0.61 Notes 1. Support and connection to support must be capable of resisting gravity,RTC,and uplift,RUB,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3.Automatically applied to three or more members 4. At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA t Porch Columns.xls 1/15/2016 9:16 AM Mateline Page 1 of 2 Porch Columns Client: Apex Homes Job Number: AHI121815-6 Description: Porch Columns Stud Configuration: Cape Loft,Roof&Ceiling Only Grade: #2 Wall Height(h)= 108.0 in. 165-in.Unit Width Species: SPF Top/Bottom Plate Thk(tp)= 0.0 in. 110 mph(Exp C/End Zone) width(b)= 1.5 in. Typical Spacing Is)= 16.0 in. 30 psf Ground Snow,5.25112 Pitch depth(d)= 3.5 in. Deflection Limit:H/180 Center Column Configuration' Side Column' Continous Beam° (1)2x4#2 SPF 104-in.(8-ft 8-in.) 88-in.(7-ft 4-in.) (2)2x4#2 SPF 245-in.(20-ft 5-in.) 190-in.(15-ft 10-in.) (3)2x4#2 SPF 389-in.(32-ft 5-in.) 295-in.(24-ft 7-in.) (4)2x4#2 SPF 534-in.(44-ft 6-in.) 400-in.(33-ft 4-in.) Continuous Header Side Column Side Column Tabulated Span Tabulated Span Center Column Must Center Column Side Column Be In Middle 113rd of Span Center Column C' Tabulated Span Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2. Studs In columns may be considered as to maintain regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3. If the header drops below the ceiling requiring a jack/jamb studs configuration,the number of studs given above corresponds to the nubmer fo required jack studs supporting the header. The number of jamb studs required shall be equal to one-half the number of jack studs rounded up to the nearest whole stud. 4. Clear span between columns including center columns,if present. Side columns are engaged to the wall running parallel to the opening considered. 5.Total clear span between side columns,including center column width/depth. Center columns are engaged to a wall running perpendicular to the opening considered. Spans provided are for the beam/header running continuous over the column without a splice. The center column must be located within the middle 1/3 of the overall opening supported. If located outside the middle 1/3 the beam cannot be continous over the column and must be spliced. Stiffeners must be added to header(s) over center columns so the width of the column is not more more than 1-1/2-in.wider than the header. 6. Jack studs must be at least as wide as header. Calculation does not consider the contribution of fasteners connecting the header to the jamb studs. t APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA )ab f0 Porch Columns.xls 1/15/2016 9:16 AM Mateline Page 2 of 2 Marriage Wall Column Calculation(continued) Client: Apex Homes Job Number: AHI121815-6 Description: 165-in.Unit Width Matewall,30 psf Ground Snow,40 psf Attic Live Load Cape Truss,5.3/12 Roof Pitch Loading Conditions: Axial Load Only Combined Uplift and Lateral: Axial Only Load(WNDS)= 348 plf(D+0.75(L+S)) Uniform Uplift(wuL)= -337 plf(0.6D+Wn) Bearing/Total Load\••T)= 348 plf(D+0.75(L+S)) Lateral Load(W,a,)= 3.8 psf(0.75" Lateral Load Only Combined Axial&Lateral(Max Bending): Lateral Load(0/1a0= 5.0 psf(kj Axial Load(WB)= 101 plf(D) Uplift Only Lateral Load(Wie,)= 5.0 psf(M Uniform Uplift(wuL)= -337 plf(0.6D+Wn) Combined Axial&Lateral(Max Axial): Axial Load(Wc)= 348 plf(D+0.75(L+S)) Lateral Load(W,e,)= 3.8 psf(0.75M Stud Material Properties: Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD Cr Co Stress width(b)= 1.5 in. Fb= 875 1.50 1.60 1.15 -- 2415 psi depth(d)= 3.5 in. Fb= 1150 1.15 1.15 - 0.27 410 psi(gravity only) c= 0.8 F�= 1150 1.15 1.60 -- 0.20 420 psi(combined) Idd= 30.9 F,= 450 1.50 1.60 - -- 1080 psi F.E= 440 FCi= 425 - - - 425 psi E= 1400000 - - - - 1400000 psi Emm= 510000 - - - - 510000 psi Configurations/Section Properties: Studs In Column 1 2 3 4 Area(in.) 5.3 10.5 15.8 21.0 Ix(in.4) 5.4 10.7 16.1 21.4 Sx(in:') 3.1 6.1 9.2 12.3 Maximum Tributary Spans(Axial Loads): Stud Axial Compression 74 148 223 297 Stud Axial Tension 202 404 606 808 Plate Perp.Compression 77 154 231 308 Deflection Limit State for 16•in.Tributary Width: Deflection Limit Check L/ 823 1647 2470 3294 Maximum Tributary Spans(Combined Loads): Tension/Bending 185 387 589 791 Comp./Bending(Max.Bending) 202 444 692 944 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 61 132 205 278 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 Result: 1 2 3 4 Max.Column Trib Span(in.) 61 132 205 278 Max.Side Column Opening(in.) 105 245 389 534 Max.Center Column Opening(in.) 88 190 295 401 F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA j�..q 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30.xis 1/11/2016 9:47 PM 2 Story Detailed Page 1 of 5 Lateral Load Analysis(ASCE 7-05) (Two-Story Building,Flexible Diaphragm) Client: Apex Homes Inc Job Number: AH1121815-6 Description: A16104 Building Geometry: Loading Conditions: Ridge Length,B- 43.0 ft Wind Speed= 110 mph Gable Width,L= 29.5 ft Exposure Category: C Module Width= 15.8 It Blocking Height,hb= 106.0 in. Height Above Grade: SldewalUEve Height,he= 202.0 in. Stories Above Grade= 2 Roof Slope,a= 12.0/12 pitch Sidewall Eave(z)= . 25.7 ft Roof slope,a= 45.0 deg. Roof Peak(z)= 41.4 ft Sidewall Overhang,LOH= 12.0 in. Mean Roof Height(h)- 36.9 ft Endwall Overhang,BoH= 12.0 in. Foundation Type: Raised floor Seismic Design Parameters: Seismic Use Group:H ASD Adjustment Factor= 0.7 Ground Other Roof Importance Category,IE: 1.00 IBC Seismic Design Cat.: D Wall Height,hw(in.) 96 96 n/a Site Class: D IRC Seismic Design Cat.:C Wall Dead Weight(psf) 5 5 n/a Response Factor,R:6.5 SDs=0.50 Floor/Level Dead Weight(psf) 10 10 20 Cs= 0.09 Bottom Chord Dead Weight(psf) 10 Seismic Live Load(psf) 0 0 0 Transverse Diaphragm Parameters: Ground Floor Wall Height= 8.0 It Horizontal Wind Pressure(MWFRS) Above Ground Floor Wail Height= 8.0 It Net Wall End Zone 36.8 Vertical Roof Projection= 15.8 ft Interior 25.6 Misc.Framing Height= 0.3 ft/level d Net Roof End Zone 21.5 Blocking Height= 8.8 ft Interior 17.2 i Ground Floor Endwall Weight= 1180 Ibf Max.Wall End Zone 20.9 Above Ground Floor Endwall Weight= 1180 Ibf Interior 16.0 Gable Endwall Weight= 2342 Ibf Max.Roof End Zone 22.3 Interior 17.4 MWFRS End Zone,2a= 6.0 ft Wind Seismic Transverse Lateral Forces Net Weight Net 2nd of 2 Story End(plf) 491 Interior(plf) 377 Diaphragm(plf) - 630 41 Transverse Walls(Ibf/wall) - 1752 113 Total Force to Transverse Walls(Ibf) 16901 1972 Level OTM(ft-kip) 135.2 15.8 1st of 2 Story _ End(plf) 305 / Interior(plf) 212 Diaphragm(plf) - 375 24 Transverse Walls(Ibf/wall) 590 38 \� Total Force to Transverse Walls(Ibf) 26573 4267 Level OTM(ft-kip) 359.9 - 51.6 Base of 2 Story End(plf) 478 Interior(plf) 332 - i Diaphragm(plf) 335 22 y� Transverse Walls(Ibf/wall) 590 38 Total Transverse Force at Base(Ibf) 41731 5271 Total OTM(ft-kip) 371.5 53.1 F . APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA , -1_ 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30.xls 1/11/2016 9:47 PM 2 Story Detailed Page 3 of 5 Lateral Load Analysis(ASCE 7-05) (Two-Story Building,Flexible Diaphragm) Client: Apex Homes Inc Job Number:AH1121815-6 Description: A16104 Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Ground Floor Wall Height= 8.0 ft Net Wall End 28.0 Above Ground Floor Wall Height= 8.0 ft Interior 18.6 Vertical Roof Projection= 15.8 ft Net Roof End Misc.Framing Height= 0.3 ftnevel 6 Interior Blocking Height- 8.83333 It Max.Wall End 20.9 Ground Floor Sidewall Weight= 1720 Ibm Interlorl 16.0 Above Ground Floor Sidewall Weight= 1720 Ibm Max.Roof End — Interior MWFRS End Zone,2a= 6.0 It Wind Seismic Longitudinal Lateral Forces Net Weight Net 2nd of 2 Story(Total) �, End Max(pig 284 ,. Min(pit) 116 -- Interior Max(pit) 369 r Min(pig 188 Diaphragm(plf) 1019 66 i Longitudinal Walls(Ibf/wall) 860 55 Total Force to Longitudinal Walls(Ibf) 7311 — 2048 Level OTM(ft-kip) 58.5 16.4. Roof Dlaphgram Only End Max(pig 84 f 'Y Min(pit) 0 r Interior Max(pig 146 Min(plf) 56 Diaphragm(pit) 470 30 Roof Force to Longitudinal Walls(Ibf) 2103 894 Ceiling Dlaphgram Only End Max(pig 200 — Min(pit) 116 f Interior Max(plf) 223 — Min(pit) 132 `� x> Diaphragm(pIQ 549 35 Ceiling Force to Longitudinal Walls(Ibf) 5207 1154 1st of 2 Story End Zone(pig 232 -- f� Interior(plf) 154 — f Diaphragm(plf) 473 30 Longitudinal Walls(Ibf/wall) -- 860 55 Total Force-to Longitudinal Walls(Ibf) 12310 3168 Level OTM(ft-kip) 162.4 43.2 Base of 2 Story End Zone(pig 363 Interior(plQ 241 y Diaphragm(pig 433 28 Longitudinal Walls(Ibf/wall) 860 55 '* Total Longitudinal Force at Base(Ibf) 20144 4101 Total OTM(ft-kip) 168.0 43.3 F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA . 11r 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30.xis 1/11/2016 9:47 PM 2 Story Detailed Page 4 of 5 Lateral Load Analysis(ASCE 7-05) (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Walls Wall Wall Along Length,X R RXX d Rd R d2 Lateral Loads(IbQ Bracing 2nd Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 9.90104 0.0 6464 742 2 31.0 6464 742 3 4 5 6 7 8 0 9 10 E=1 0.0 0 CRX= — ft Location Stiffness Governing I Longitudinal Walls Wall Wall Along Width,Y Ry R,rX d Ryd Ryd2 Lateral Loads(lbQ Bracing 2nd Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic A 31 0.0 3833 1024 B 29.5 3833 1024 C D E F G H J E= 0.0 0.0 CRY= ft Overall J= -- Location Stiffness Governing Transverse Walls Wall Wail Along Length,X R,r R,rX d RXd Rx d2 Lateral Loads(IbQ Bracing 1st Story Line Length (ft) (In.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 13190 2221 2 25 43.0 8858 1268 3 4 5 6 7 8 9 10 'E=1 0.0 0.0 CR = -- ft Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry RxX d Ryd Ryd2 Lateral Loads(IbQ Bracing 1st Story Line Length (ft) (in.) (kiln.) (k) M (k) (k-in.) Wind Seismic A 0.0 6519 1584 B 29.5 6519 1584 C D f E F G H I J E= 0.0 0.0 F _ APPROVED CRY= -- ft Overall J= DATE 1/27/16 PFS CORPORATION Bloomsburg, PA f' �1 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30.xls 1/11/2016 9:47 PM i 2 Story Detailed Page 5 of 5 Lateral Load Analysis(ASCE 7-05) (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Foundation Wall Wall Along Length,X R R X d RXd R d' Lateral Loads(lbo Bracing 2 Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 21144 2687 2 25 43.0 16061 1548 3 4 5 6 7 8 9 10 Z=1 0.0 0 CR = -- ft Location Stiffness Governing Longitudinal Foundation Wall Wall Along Width,Y Ry RXX d Ryd Ryd' Lateral Loads(IbQ Bracing 2 Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) [ft-k) Wind Seismic A 0.0 10728 2050 B 29.5 10728 2050 C D E F G I H I I J E=1 0.0 0.0 CRY= — ft Overall J= F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA �Ie 23.0728 Design Transverse Shearwall Systems 2009-06-01.xis 1/11/2016 9:18 PM Diaphragms Page 1 of 2 Transverse Diaphragm Design(ASCE 7.05) Client: Apex Homes Inc Job Number: AH1121815-6 Description: A16104 Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 29.5 ft Wind Speed= 110 mph Stories Above Grade= 2.0 Blocking Height,hb= 106.0 in. Exposure Category: C Sidewall Eave(z)= 25.7 ft Sidewall/Eve Height,h,,= 202.0 In. End Zone Length,2a= 6.00 ft Roof Peak(z)= 41.4 It Roof Slope,a= 12.0/12 pitch Mean Roof Height(h)= 33.5 ft Roof slope,a= 45.0 deg. Sidewall Overhang,LOH= 12.0 in. Endwall Overhang,BoH=_ 12.0 in. Vertical Roof Projection= 15.8 ft Wall Height= 8.0 ft(max.) Misc.Framing Height= 0.4 ftflevel Seismic Design Parameters: Seismic Use Group:11 Ground Other Roof Importance Category,IE: 1.00 Wall Height,hW(in.) 96 96 n/a Site Class: D Wall Dead Weight(psf) 5 5 n/a Seismic Resisting System:A13 Light-frame walls with wood shear panels Floor/Level Dead Weight(psf) 10 10 20 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,no:3.0 Deflection Amp.Factor,Cd:4.0 Analysis Procedure:ASCE 7,Section 12.8 Simplified Analysis ASD Adjustment Factor=0.7 Seismic Design Cat.: D IRC Seismic Design Cat.: C Effective Seismic Weight at Roof Level= 650 pif ! SoS=0.50 Effective Seismic Weight at Floor Level= 415 pif Cs=0.092 Additional Endwall Dead Weight= 1180 Ibm [ NET Horizontal Wind Loads(MWFRS) Diaphgram Loads I� di Wall End Zone 36.8 Zone Wind Seismic > Interior 25.6 Roof Diaphgram End(plf) 494 -- I Roof End Zone 21.5 Interior(pif) 379 42 Interior 17.2 Endwall Surcharge(lbf) -- 76 Wall End Zone 28.0 Above Ground End Zone(pli) 310 -- Interior, 18.6 Floor Dlaphgram Interior(plf) 216 27 oRoof End Zone Endwall Surcharge(lbf) -- 76 -' Interior Ground Level End Zone(pif) 155 - Floor Diaphgram Interior(pif) 108 13 Endwall Surcharge(lbf) -- 38 Transverse Diaphragm Design(ASCE 7-05) Roof Diaphragm Sheathing Configuration: 7/16"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5 Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 296 212 42 Blocked 4 6 6 12 328 235 47 Blocked 4 4 6 12 438 313 64 Fastener: 1.5 x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 24 Blocked 3 6 6 6 270 193 38 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Selsmicl Max.Module Length(ft) F APPROVED Unblocked 3 6 6 12 224 160 31 Blocked 4 6 6 12 333 238 48 DATE PFS CORPORATION Bloomsburg, PA 23.0728 Design Transverse Shearwall Systems 2009-06-01.xis 1/11/2016 9:18 PM Diaphragms Page 2 of 2 Transverse Diaphragm Design(ASCE 7-05) Above Grade Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 79 Blocked 4 6 6 12 348 248 89 Blocked 4 4 6 12 464 331 118 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 43 Blocked 3 6 6 6 270 193 68 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 56 Blocked 4 6 6 12 333 238 85 Grade Level Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5' Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 88 Blocked 4 6 6 12 348 248 118 Blocked 4 4 6 12 464 331 118 Fastener: 1.5'x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 88 Blocked 3 6 6 6 270 193 88 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 88 Blocked 4 6 6 12 333 238 118 Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(FI) Fastener: Fastener: for illustration purposes) (ft) (lbf) 0.131"x 3"Nails 2.5"x 15 Ga Staples Double top plate 40 2594 20 37 45 3283 25 46 ' 50 4054 31 57 60 5837 45 82 7945 70 7945 61 111 80 10377 79 145 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 1476 12 21 45 1868 15 26 • 50 2306 18 33 • • 60 3321 26 47 • • i • 70 4520 35 63 • • Fr • 80 5903 45 82 • 4-ft minimum lap.Fasteners at F APPR VED 2"on center in multiple rows 2"(min.)apart /27/1 PFS CORPORATION Bloomsburg, PA �aa 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 1/14/2016 2:27 PM Typical Page 1 of 3 Shearwail Design Client: Apex Homes Inc Job Number: AH1121815-6 Description:A16104 Wall Line: Bracing 2nd Story,Transverse Wall Line 1 Design Parameters: Shear OTM Wind Shear= 6464 Ibf 70.6 ft-kip Seismic Shear= 742 IV 7.9 ft-kip Response Factor,R: 6.5 43'-0"Length,41'-5"O/A Height IBC Seismic Design Cat.: D 110 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 It Rough Opening Location Overall Wall Length= 9.9 It Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 1 Items Supported: Endwall 2 2 Roof Only 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 9.9 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 9.9 ft Back Panel: -- Max.Opening Height= 0.0 ft Panel Edge Framing: — Perf.Wall Factor= 1.00 Min.Framing SG: -- Wind Shear= 653 pit Seismic Shear= 75 pif Anhorage: Uplift Force= -653 pit Chord Force= 5223 Ibf Wall Start:-- Wall End:-- Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nail 2/12 Cumulative Length(ft) 9.9 9.9 Back Panel: None Design Shear(plf) 652.9 75.0 Panel Edge Framing:3-in.edge framing Min.Framing SG: SPF FS/- APPROVED Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End DATE 1/27/16 1 0'-0" 91-101, 6 PFS CORPORATION 2 7 3 8 Bloomsburg, PA 4 9 5 10 Chord Force= 5223 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 16.9 psf(MWFRS) Wind Zone End 42.5 psf(C&C End) Top-of-Wall -72 pif Out-of-Plane Shear= 68 plf(MWFRS) 0.6 x Wall DL 24 pif 170 psf(C&C) Perf.SW Uplift 0 pif In-Plane Shear= 653 plf(MWFRS) Bottom of Wall -48 plf Chord Force,P= 5223 Ibf P 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 1/14/2016 2:27 PM Typical Page 2 of 3 Shearwall Design(cont) Wall Line: Bracing 2nd Story,Transverse Wall Line 1 Compression Chord Member Strength: Chord Force,P= 5223 Ibf Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cp C, Cp Stress Load width(b)= 1.5 in. F,= 1150 1.10 1.60 — 0.55 1108 9141 depth(d)= 5.5 in. Fr= 450 1.30 1.60 — 936 7722 C= 0.8 FIl= 425 — — 425 3506 Idd= 17.5 Emio= 510000 — 510000 FIE= 1376 Site-installed Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) i r, r Connector:NG—Cannot be used Holdown: USP PHD6-SDS6 Strap: (1)Simpson CMST14 Fasteners:— Threadrod Dia.= 0.875 in. Fasteners: (44)0.131"x2.5"Nails Each End Strap Width=- in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length=-- in. End Length= 40 in. Chord Studs=-- Qty Min. Chord Studs= 2 Qty Min. Concrete fI=-- psi min. End Distance=— in.min. HoldownOptions Conventionat Strap Holdown Pre-Bent Strap Holdown Preformed Holdown F� Strap: (1)Simpson CMST14 Connector: NG--Cannot be used Holdown: USP PHD6-SD86 Fasteners: (44)0.131"x Y Nails Each End Fasteners: Threadrod Dia.= 0.875 in. Strap Width= 3.00 in. Strap Width=— in. Chord Studs= 2 Qty Min. End Length= 40 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs=-- Qty Min. Width Length Thk. 3.00 4.3 0.37 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA ,�2 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 1/14/2016 2:27 PM Typical Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Line 1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3"x0.131"Nail 4 per bay FR= 227 Ibf/bay A� F2= 340 Ibf/bay T!xO.131"Nail 6 per bay �r- Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay F,= 0 Ibf/bay #10x3"Screw 5 per bay �r I FR= 340lbf/bay i SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3"x0.131"Nail 3 per bay FR= 227 Ibf/bay _ Stud Spacing= 24 in.cc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay = 340 Ibf/bay 3"x0.131"Nail 3 per bay FR = 340 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSS 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 pit 0.131"x2.5"Nail 2 rows 4-in.oc Shear Strength: 2951 pit 7/16"x2.5"xl5 Ga.Staple 2 rows 3-in.oc R2 Panel CSI= 0.30 OK 7/16"x1.5"x16 Ga.Staple 3 rows 4-1n.oc Min.Panel Width: 8.0 in. F� F,= 653 pit F2= 72 pit E l FR= 657 plf 1; 1. E: It Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-1n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 4-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"xl5 Ga.Staple 2 rows 3-in.oc Panel CSI= 0.27 OK 7/16"x1.5"x16 Ga.Staple 3 rows 4-in.oc ' gz Min.Panel Width: 8.0 in. i' ' F,= 653 pit Fr ! F2= 48 plf FR= 655 plf , E F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 1/14/2016 2:27 PM Typical(2) Page 1 of 3 Shearwall Design Client: Apex Homes Inc Job Number: AH1121815-6 Description: A16104 Wall Line: Bracing 2nd Story,Longitudinal Wall Line A Design Parameters: Shear OTM Wind Shear= 3833 Ibf 30.7 ft-kip Seismic Shear= 1024 Ibf 8.2 ft-kip Response Factor,R: 6.5 43'-0"Length,41'-5"O/A Height IBC Seismic Design Cat.: D 110 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 31.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 2846 34.375 58 Window 1 2846 9.0 6 Items Supported: Sidewall 2 2 2846 17.0 6 Roof Only 3 3 2846 26.0 6 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 31.0 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Shear Panel Length= 22.4 ft Back Panel: None Max.Opening Height= 4.8 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.82 Min.Framing SG: SPF Wind Shear= 171 pif Seismic Shear= 46 pif Anhorage: Uplift Force= -209 pif Chord Force= 1672 Ibf Wall Start:0'-0" Wall End: 31'-0" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Cumulative Length(ft) 22.4 22.4 Back Panel: None Design Shear(plf) 171.1 45.7 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG:SPF I i Fsr APPROVED Segment Layout:(w.r.t reference end of wall) �2�� 6 No. Start End No. Start End DATE 1 a-0" 8'4" 6 PFS CORPORATION 2 10'-11" 16'-0" 7 Bloomsburg, PA 3 18'-11" 25'-0" 8 4 27'-11" 31'-0" 9 5 10 Chord Force= 1672 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 16.9 psf(MWFRS) Wind Zone End 42.5 psf(C&C End) Top-of-Wall -561 pif Out-of-Plane Shear= _ 68 plf(MWFRS) 0.6 x Wall DL 24 pif 170 psf(C&C) Perf.SW Uplift -209 plf In-Plane Shear= 171 plf(MWFRS) Bottom of Wall -746 plf Chord Force,P= 1672 Ibf 1�� 1 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 1/14/2016 2:27 PM Typical(2) Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line A Compression Chord Member Strength: Chord Force,P= 1672 Ibf Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. Fc= 1150 1.10 1.60 — 0.55 1108 9141 depth(d)= 5.5 in. Fr= 450 1.30 1.60 — — 936 7722 c= 0.8 F,,l= 425 — — 425 3506 IJcI= 17.5 Er,�= 510000 — — 610000 Fa= 1376 Hojdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) ' I I r, I Connector: Simpson STH014Rl Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS16 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners:(15)0.131'x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 17 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 in.min. Hoidown Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown Fi lk Strap: (1)Simpson CS16 Connector: Simpson MSTC66B3 Holdown: Simpson HDU2-SD52.5 Fasteners: (15)0.131"x2.5"Nails Each End Fasteners:(17)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 City Min. End Length= 17 in. End Length= in. Plate Washer Size Chord Studs= 1 City Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.1 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 1./27/16 PFS CORPORATION Bloomsburg, PA ��.� 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 1/14/2016 2:27 PM Typical(2) Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3"xO.131"Nail 4 per bay FR= 227 Ibf/bay Stud Spacing= 24 In.oc #8 x 3"Screw 6 per bay F,= 0 Ibf/bay #10x3"Screw 5 per bay F2= 340 Ibf/bay 3"x0.131"Nail 6 per bay FR= 340 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3'9(0.131"Nail 3 per bay FR= 227 Ibf/bay _ Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay — F2= 340 Ibf/bay 3"x0.131"Nail 3 per bay FR= 340 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-In.oc Shear Strength: 2951 pif 7/16"x2.5"x15 Ga.Staple 3 rows 4-in.oc R� Panel CSI= 0.84 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc Min.Panel Width: 18.7 in. B� F,= 171 pif F2= 746 plf FR= 766 pif I I. Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3 rows 4-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951.04 pif 7/16"x2.5"x15 Ga.Staple 3 rows 4-in.oc l Panel CSI= 0.84 OK 7/16"xl.5"xl6 Ga.Staple 3 rows 3-in.oc F Min.Panel Width: 18.7 in. ' I F,= 171 plf kr F2= -746 plf FR= 766 pif F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 13�� 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 1/14/2016 2:33 PM Typical(3) Page 1 of 3 Shearwall Design Client: Apex Homes Inc Job Number: AH1121815-6 Description: A16104 Wall Line: Bracing 1st Story,Transverse Wall Line 1 Design Parameters: Shear OTM Wind Shear= 13190 Ibf 223.5 ft-kip Seismic Shear= 2221 Ibf 32.9 ft-kip Response Factor,R:6.5 43'-0"Length,41'-5"O/A Height IBC Seismic Design Cat.: D 110 mph(Exp C),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 29.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure:Exterior 1 4 34.375 65 Window 1 4 10.0 3 Items Supported: Endwall 2 2 4 20.0 11 2nd of 2 Story 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 29.5 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 23.8 ft Back Panel: -- Max.Opening Height= 5.4 ft Panel Edge Framing: — Perf.Wall Factor= 0.83 Min.Framing SG: — Wind Shear= 555 plf Seismic Shear= 93 pit Anhorage: Uplift Force= -667 plf Chord Force= 5335 Ibf Wall Start:— Wall End: — Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131'W.5"Nail 3/12 Cumulative Length(ft) 23.8 23.8 Back Panel: None Design Shear(pif) 554.9 93.4 Panel Edge Framing:3-in.edge framing Min.Framing SG:SPF APPROVED Segment Layout:(w.r.t reference end of wall) 1/2�/�f) No. Start End No. Start End DATE 1 01-0" 8'-9" 6 PFS CORPORATION 2 11'-8" 19'-5" 7 Bloomsburg, PA 3 22'-4" 29'-6" 8 4 9 5 10 Chord Force= 4439 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tenslon/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 16.9 psf(MWFRS) Wind Zone End 42.5 psf(C&C End) Top-of-Wall -44 pif Out-of-Plane Shear= 68 plf(MWFRS) 0.6 x Wall DL 24 plf 170 psf(C&C) Perf.SW Uplift 0 pif In-Plane Shear= 555 pif(MWFRS) Bottom of Wall -20 plf Chord Force,P= 4439 Ibf 1 14 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 1/14/2016 2:33 PM Typical(3) Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 1 Compression Chord Member Strength: Chord Force,P= 4439 Ibf Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD C, CP Stress Load width(b)= 1.5 in. F,= 1150 1.10 1.60 0.55 1108 9141 depth(d)= 5.5 in. F,= 450 1.30 1.60 — — 936 7722 c= 0.8 F�1= 425 — — — — 425 3506 lJd= 17.5 Em n= 510000 -- — 510000 FcE= 1376 Site-installed,Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) r, � r Connector: Simpson STHD14RJ Holdown:USP PHD5-SDS3 Strap: (1)Simpson CMST14 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners:(37)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 34 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown f .I l R� Strap: (1)Simpson CMST14 Connector: NG—Cannot be used Holdown: USP PHD5-SDS3 Fasteners: (37)0.131'x2.5"Nails Each End Fasteners:— Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width=— in. Chord Studs= 2 Qty Min. End Length= 34 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs=— Qty Min. Width Length Thk. 3.00 3.6 0.31 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. FS , APPROVED DATE 1/27/16 PFS CORPORATION Q Bloomsburg, PA \ l� I 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 1/14/2016 2:33 PM Typical(3) Page 3 of 3 Shearwall Design(cost.) Wall Line: Bracing 1st Story,Transverse Wall Line 1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3"x0.131"Nail 4 per bay FR= 227 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay F,= 0 Ibflbay #10x3"Screw 5 per bay F2= 340 Ibf/bay 3"x0.131"Nail 6 per bay FR= 340 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3"x0.131"Nail 3 per bay FR= 227 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 340 Ibf/bay 3"x0.131"Nail 3 per bay FR= . 340 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc F� Panel CSI= 0.23 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 8.0 in. B� • F,= 555 pif F2= 44 plf is FR= 557 pif 1 I Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nall 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2961.04 pif 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc Panel CSI= 0.21 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc ' F Min.Panel Width: 8.0 in. ' I F,= 555 plf Fr F2= -20 plf FR= 555 plf F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 1/14/2016 2:33 PM Typical(4) Page 1 of 3 Shearwall Design Client: Apex Homes Inc Job Number: AH1121815-6 Description: A16104 Wall Line: Bracing 1st Story,Transverse Wall Line 2 Design Parameters: Shear OTM Wind Shear= 8858 Ibf 144.6 ft-kip Seismic Shear= 1268 Ibf 18.8 ft-kip Response Factor,R: 6.5 43'-0"Length,41'-5"O/A Height IBC Seismic Design Cat.: D 110 mph(Exp C),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 25.0 It Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 44 68.75 65 Window 1 44 6.0 3.5 Items Supported: Endwall 2 111 91.125 41 Window 2 EDGE 13.0 8.5 ! 2nd of 2 Story 3 3 111 18.0 0 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 25.0 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 11.2 ft Back Panel: -- Max.Opening Height= 5.4 It Panel Edge Framing:-- Perf.Wall Factor= 0.64 Min.Framing SG: -- Wind Shear= 792 pif Seismic Shear= 113 plf Anhorage: Uplift Force= -1247 plf Chord Force= 9977 Ibf Wall Start:-- Wall End: Segmented Method Wind Seismic Wall Sheathing:7116"Structural Sheathing,0.131"x2.5"Nail 2/12 Cumulative Length(ft) 11.2 11.2 Back Panel:None Design Shear(plf) 792.2 113.4 Panel Edge Framing:3-in.edge framing Min.Framing SG:SPF ,04R'S/ APPROVED 25 Segment Layout:(w.r.t reference end of wall) DATE 1�2��.�6 No. Start End No. Start End 1 0.-0., 3'-5" 6 PFS CORPORATION 2 9'-1" '- " 7 3 21'-9" 25'-0" 8 Bloomsburg, PA 4 9 5 10 Chord Force= 6337 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 16.9 psf(MWFRS) Wind Zone End 42.5 psf(C&C End) Top-of-Wall -44 pit Out-of-Plane Shear= 68 plf(MWFRS) 0.6 x Wall DL 24 pif 170 psf(C&C) Perf.SW Uplift 0 plf In-Plane Shear= 792 plf(MWFRS) Bottom of Wall -20 plf Chord Force,P= 6337 Ibf 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 1/14/2016 2:33 PM Typical(4) - Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 2 Compression Chord Member Strength: Chord Force,P= 6337 Ibf Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cp C, Co Stress Load width(b)= 1.5 in. F,= 1150 1.10 1.60 0.55 1108 9141 depth(d)= 5.5 in. F,= 450 1.30 1.60 - 936 7722 c= 0.8 Fu= 425 - - 425 3506 Idd= 17.5 Emjn= 510000 - 510000 F,= 1376 HpIclown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) r Connector: NG-Cannot be used Holdown: USP PHD6-SDS6 Strap:(1)Simpson CMST14 Fasteners:- Threadrod Dia.= 0.875 in. Fasteners: (53)0.131"x2.5'Nails Each End Strap Width= -- in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= -- in. End Length= 48 in. Chord Studs= -- Qty Min. Chord Studs= 2 Qty Min. Concrete f._ -- psi min. End Distance=-- in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown _I R� Strap: (1)Simpson CMST14 Connector:NG-Cannot be used Holdown: USP PHD6-SDS6 Fasteners: (53)0.131"x2.5"Nails Each End Fasteners:- Threadrod Dia.= 0.875 in. Strap Width= 3.00 in. Strap Width=- in. Chord Studs= 2 Qty Min. End Length= 48 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs=- Qty Min. Width Length Thk. 3.00 5.2 0.45 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant Installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 1/14/2016 2:33 PM Typical(4) Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3"x0.131"Nail 4 per bay FR= 227 Ibf/bay 'r- Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay F,= 0 Ibf/bay #10x3"Screw 5 per bay 7 F2= 340 Ibf/bay 3"x0.131"Nail 6 per bay FR= 340 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3"x0.131"Nail 3 per bay FR= 227 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 340 Ibf/bay 3"x0.131"Nail 3 per bay FR= 340 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.:3/8-in. 0.113"x2.5"Nail 3 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3 rows 3-in.oc F Panel CSI= 0.31 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc Min.Panel Width: 8.0 in. ;'"I;4 • F,= 792 plf F2= 44 pif FR= 793 plf l ; I Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 3 rows 3-in.oc .I Panel CSI= 0.29 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc g Min.Panel Width: 8.0 in. `i A F,= 792 plf F2= -20 plf FR= 792 plf F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 1/14/2016 2:34 PM Typical(5) Page 1 of 3 Shearwag Design Client: Apex Homes Inc Job Number: AHI121815-6 Description: A16104 Wall Line: Bracing 1st Story,Longitudinal Wall Line A Design Parameters: Shear OTM Wind Shear= 6519 Ibf 86.0 ft-kip Seismic Shear= 1584 Ibf 21.6 ft-kip Response Factor,R:6.5 43'-0"Length,41'-5"O/A Height IBC Seismic Design Cat.: D 110 mph(Exp C),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 43.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 44 68.75 65 Window 1 44 8.0 1 Items Supported: Sidewall 2 4 34.375 65 Window 2 EDGE 13.0 0 2nd of 2 Story 3 6052 74.375 66 Window 3 4 17.0 4.125 4 Q 72 82 Door 4 6052 22.0 0 Top of Openings= 80.0 In.AFF 5 5 4 26.0 7.875 Dimensioning Method: Center 6 6 EDGE 31.0 0 7 7 Q 37.0 0 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7116"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wail Length= 37.8 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 15.0 ft Back Panel: -- Max.Opening Height= 6.8 ft Panel Edge Framing: -- Perf.Wall Factor= 0.51 Min.Framing SG: -- Wind Shear= 436 pif Seismic Shear= 106 pif Anhorage: Uplift Force= -847 pif Chord Force= 6772 Ibf Wall Start: Wall End: Segmented Method Wind Seismic Wall Sheathing: 7116"Structural Sheathing,0.131"x2.5"Nail 4/12 Cumulative Length(ft) 17.0 15.0 Back Panel: None Design Shear(pif) 382.5 105.8 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF 9F.S< APPROVED Segment Layout:(w.r.t reference end of wall) s No. Start End No. Start End DATE 1/27/1.6 1 0'-0" 5'-2" 6 PFS CORPORATION 2 13'-0" 15'-10" 7 3 28'-1" 31'-0" 8 Bloomsburg, PA 4 31'-0" 34'-0" 9 5 40'-0" 43'-0" 10 Chord Force= 3060 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 16.9 psf(MWFRS) Wind Zone End 42.5 psf(C&C End) Top-of-Wall -778 pif Out-of-Plane Shear= 68 plf(MWFRS) 0.6 x Wall DL 24 plf 170 psf(C&C) Perf.SW Uplift 0 pif In-Plane Shear= 383 plf(MWFRS) Bottom of Wall -754 pif Chord Force,P= 3060 Ibf r- 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 1/14/2016 2:34 PM Typical(5) Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line A Compression Chord Member Strength: Chord Force,P= 3060 Ibf Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD Cr CP Stress Load width(b)= 1.5 in. F�= 1150 1.10 1.60 0.55 1108 9141 depth(d)= 5.5 in. F,= 450 1.30 1.60 — — 936 7722 c= 0.8 FC1= 425 — — 425 3506 I./d= 17.5 Emig= 510000 — — 510000 F.E= 1376 Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) F, F, . Connector: Simpson STHD14RJ Holdown: Simpson HDU4-SDS2.5 Strap:(1)Simpson CMST14 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners:(26)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 24 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f�= 2500 psi min. End Distance= 1.5 in.min. H61down Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown R� Strap: (1)Simpson CMST14 Connector:Simpson MSTC66B3 Holdown:Simpson 1-101.14-052.5 Fasteners: (26)0.131"x2.5"Nails Each End Fasteners: (31)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 24 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 1/14/2016 2:34 PM Typical(5) Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3"x0.131"Nail 4 per bay FR= 227 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay F,= 0 Ibf/bay #10x3"Screw 5 per bay f� F2= 340 Ibf/bay 3"x0.131"Nail 6 per bay FR= 340 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 lbflbay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3"x0.131"Nail 3 per bay FR= 227 Ibf/bay _ Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay uti F,= 0 Ibf/bay #100"Screw 3 per bay F2= 340 Ibf/bay 3"x0.131"Nail 3 per bay FR= 340 Ibf/bay Sheathing-to-Roof/Celiing Rall Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-1n.oc (direct uplift carried by strap/clip attached directly Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc to stud) Tensile Strength: 960 pif 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951 pif 7/16"x2.5"x15 Ga.Staple 2 rows 5-in.oc ` Panel CSI= 0.13 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc Min.Panel Width: 8.0 in. I F,= 383 plf ' F2= 0 plf 11 , ° FR= 383 plf ;l r I Sheathing-to-Floor Rim Joist Sheathing Type:OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by strap attached directly to Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc stud) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951.04 plf 7/1 6"x2.5"xl 5 Ga.Staple 2 rows 5-in.oc Panel CSI= 0.13 OK 7/16"x1.5"x%Ga.Staple 2 rows 4-in.oc I ; Min.Panel Width: 8.0 in. F,= 383 plf Fi F2= 0 pif ;1 FR= 383 pif F APPROVED DATE 1/27/1.6 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 1/14/2016 2:52 PM Typical(6) Page 1 of 3 Shearwall Design Client: Apex Homes Inc Job Number: AHI121815-6 Description: A16104 Wall Line: Bracing 1st Story,Longitudinal Wall Line B Design Parameters: Shear OTM Wind Shear= 6519 Ibf 86.0 ft-kip Seismic Shear= 1584 Ibf 21.6 ft-kip Response Factor,R: 6.5 43'-0"Length,41'-5"O/A Height IBC Seismic Design Cat.: D 110 mph(Exp C),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wail Height= 8.0 ft Rough Opening Location Overall Wall Length= 43.0 it Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 44 68.75 65 Window 1 4 8.0 3 Items Supported: Sidewall 2 4 34.375 65 Window 2 4 16.0 11 2nd of 2 Story 3 6052 74.375 66 Window 3 A 24.0 2.25 4 A 38.375 83 Door 4 EDGE 31.0 0 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 43.0 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Shear Panel Length= 34.1 ft Back Panel: None Max.Opening Height= 6.9 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.75 Min.Framing SG: SPF Wind Shear= 191 plf Seismic Shear= 46 pif Anhorage: Uplift Force= -254 pif Chord Force= 2032 Ibf Wall Start:0'-0" Wall End:43'-0" Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Cumulative Length(ft) 34.1 34.1 Back Panel: None Design Shear(plf) 191.3 46.5 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF ,P.tt.,, /, APPROVED Segment Layout:(w.ct reference end of wall 1/27/16 No. Start End No. Start End DATE 1 0'-0" 6'-9" 6 PFS CORPORATION 2 9'-8" 15'-5" 7 Bloomsburg, PA 3 18'-4" 22'-7" 8 4 25'-9" 31'-0" 9 5 31%0" 43'-0" 10 Chord Force= 2032 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 16.9 psf(MWFRS) Wind Zone End 42.5 psf(C&C End) Top-of-Wall -778 plf Out-of-Plane Shear= 68 plf(MWFRS) 0.6 x Wall DL 24 pif 170 psf(C&C) Perf.SW Uplift -254 plf In-Plane Shear= 191 plf(MWFRS) Bottom of Wall -1008 pif Chord Force,P= 2032 Ibf 01�� 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 1/14/2016 2:52 PM Typical(6) Page 2 of 3 Shearwall Design(cont.) Wall Liner Bracing 1st Story,Longitudinal Wall Line B Compression Chord Member Strength: Chord Force,P= 2032 Ibf Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co C, Cp Stress Load width(b)= 1.5 in. F = 1150 1.10 1.60 0.55 1108 9141 depth(d)= 5.5 in. Ft= 450 1.30 1.60 — — 936 7722 c= 0.8 Fu= 425 — — 425 3506 le/d= 17.5 Emrn= 510000 — — 510000 FCE= 1376 koldown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) r F� F� Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS14-R Fasteners: (38)0.148'x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (18)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 20 in. Chord Studs= 2 City Min, Chord Studs= 1 Qty Min. Concrete f,= 2500 psi min. End Distance= 1.5 in.min. Plant-installed koldown Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown iRt Strap: (1)Simpson CS14-R Connector:Simpson MSTC6683 Holdown: Simpson HDU2-SDS2.5 Fasteners: (18)0.131"x2.5"Nails Each End Fasteners: (21)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 20 in. End Length= in. Plate Washer Size Chord Studs= 1_City Min. Chord Studs= 2 City Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA I� �� 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 1/14/2016 2:52 PM Typical(6) Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #1 US'Screw 3 per bay F2= 227 Ibf/bay 3"x0.131"Nail 4 per bay FR= 227 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay �' • F,= 0 Ibf/bay #10x3"Screw 5 per bay F2= 340 Ibf/bay 3"x0.131"Nail 6 per bay FR= 340 Ibf/bay I SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 227 Ibf/bay 3"x0.131"Nail 3 per bay FR= 227 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 340 Ibf/bay 3"x0.131"Nail 3 per bay FR= 340 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 4-in.oc (direct uplift carried by strap/clip attached directly Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 5-in.oc to stud) Tensile Strength: 960 plf 0.131"x2.5"Nail 6-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 44n.oc ` Panel CSI= 0.06 OK 7/16"x1.5"x16 Ga.Staple 4-in.oc Min.Panel Width: 8.0 in. F,= 191 plf F2= 0 plf ° FR= 191 plf 1 Sheathing-to-Floor Rim Joist Sheathing Type:OSB 0.099"x2"Nail 4-in.oc (direct uplift carried by strap attached directly to Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 5-in,oc stud) Tensile Strength: 960 plf 0.131"x2.5"Nail 6-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 4-in.oc Panel CS]= 0.06 OK 7/16"x1.5"x16 Ga.Staple 4-in.oc 1 Min.Panel Width: 8.0 in. F,= 191 plf Fi F2= 0 plf FR= 191 plf F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA i r Shearwall Connections Endwall 1 Endwall 2 2nd floor sw 6464 2nd floor sw 6464 1 st floor sw 13190 1st floor sw 8858 base 21144 base 16061 2nd story to 1 st story Diaphragm Transfer from Shed to Cape Force 9827lb Force 7661 lb width 13.75 ft width 25 ft load 714.7 plf load 306.4 plf Nails toed at Yoc 436 plf nail spacing 4 "oc nail spacing 4 "oc Attach sheathing to outside of gable shed truss top chord Use Lapped Sheathing with 0.131"x2.5"nails at 4"oc with 0.131"x2.5"nails at 4"oc and to top chord of cape AND 0.131"x3"nails toed at 3"oc truss with 0.131"x2.5"nails at 4"oc. Sheathing must extend to bottom of top chord on cape truss 1st story rim to sill Force 21144 lb 1st story rim to sill width 29.5 ft Force 16061 lb load 716.7 plf width 25 ft Nails toed at Yoc 436 plf load 642.4 plf nail spacing 4 "oc nail spacing 2 "oc Use Lapped Sheathing with 0.131"x2.5"nails at 4"oc Use Lapped Sheathing with 0.131"x2.5"nails at 2"oc AND 0.131"0" nails toed at Yoc Sill to Foundation on-site by others Sill to Foundation on-site by others Force 16061 lb Force 21144 lb width 25 ft width 29.5 ft load 642.4 plf load 716.7 plf Sidewall B Sidewall A base 10728 2nd floor sw 3833 1 st floor sw 6519 1st story rim to sill base 10728 Force 10728 lb k length 31 ft 2nd story to 1 st story load 346.1 plf Force 5176 lb nail spacing 3 "oc length 13 ft Use Lapped Sheathing with 0.131"x2.5"nails at Yoc load 398.2 plf nail spacing 3 "oc Sill to Foundation on-site by others Use Lapped Sheathing with 0.131"x2.5'nails at Yoc Force 10728 lb width 31 ft 1 st story rim to sill load 346.1 plf Force 10728 lb length 25 ft Connection of panelized bumpout load 429.1 plf Attach walls, roof,and floor perimeters of panelized nail spacing 3 "oc bumpout to main house with 0.131"x3"nails at 4"oc Use Lapped Sheathing with 0.131"x2.5"nails at Yoc Corner connection Sill to Foundation on-site by others .131 nail= 132lbs Force 10728 lb wall height 8 ft width 25 ft spacing 6 "oc F APPROVED load 429.1 plf capacity 2112 Ibs DATE 1/27/16 PFS CORPORATION Bloomsburg, PA Design Wood Beam Analysis 2015-03-12.xis Timber Beam Analysis 1/26/2016 4:29 PM Dim Output Page 1 of 1 Client: Apex Homes Job Number: AH1121815-6 Description: Endwall 1 2nd story Hold down over 1st story window Member Properties: Material Properties: Grade: #2 plies= 3 Tabulated Co Crb C, Allowable Species: SPF A= 24.8 in.2 Fb= 875 1.60 1.30 1.15 2093 psi b= 1.5 in. Ix= 62.4 in.° F = 135 1.60 -- -- 216 psi d= 5.5 in. Sx= 22.7 in.' Fc1= 425 -- — 425 psi E= 1400000 — 140000D psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL -52201bf 1'-1" L Deflection Limit:L/360 k L+0.5D Deflection Limit:L/240 �! Beam Diagram: LL Load Ca®b 0" 2'-10.4" LL 3248 1975 Flexural Strength: Shear Strength: Unsupported Length,lu= 16 in. Vu= 3248 Ibs Effective Length Factor= 2.06 Vn= 3564 ibs Effective Length,le= 32.96 in. VuNn= 0.91 OK Slenderness Ratio,Rb= 8.98 Fb*= 2093 psi Minimum Bearing at Supports: FbE= 17376 psi FhE/Fb*= 8.3 Pu= 3248 ibs Stability Factor,CL= 0.99 Bearing Width,b= 4.5 in. Min.Length= 1.7 in. Mu= 42221 in:Ibs Mn= 47164 in:ibs Deflection Limits: Mu/Mn= 0.90 OK LL Deflection:U 735 OK LL+0.5DL Deflection:U 735 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. F APPROVED DATE 1/27/16 PFS CORPORATION Bloomsburg, PA • 1y.� OW 16104/MA z U < ------------------------J F.Y < n III VIL Lj 'L�11-1-ILI I I yr cZ —CI,Sll—mac ITI........r, < M ry note this area must be verified N d 0 and approved onsite by the local c') u building official _j Lj C9 APPROVED the 5223#load above is 4732 at 9'10-13/16"so,where DATE 1/27/16 ru LA u did these loads come PFS CORPORATION Bloomsburg,PA from? m u> zo� <ry . .........................- -- .:..-- -- .,T __ U14 L711 Oil k Ph �2 2 :10 NOTES. 1. 6. 2. 7. 3. 13. 4. 14. 5. 10. 15. 'S bir V O cam- S�Q Q;}-- �-p '}`nsS'<-`-'� ��-)-H � l?�� n�; �� '�U �(?.� W C_�>t)•13�k3`� ('12��5 ,., '` ]'-8 5/IG' 6'-ID [T'�� WI �� J O'��1KC/"lS a� VI Y ICI -A' 3 1/4- 2'-0' c Cl 1 T V C�-1 NI 1 L7 I,I'- -- - ---- ---- , nec. Q N 12 U Z ,J F U(_Z, 4i W L OL r o a � w z z L, -- -- C� V I � w lv cZtc� 2 v �3� to sSacNmw u1S w " w off,. �` �Qp ; F APPROVED LOADING I TCL�36PSF.BCIIL 2.4PSF IIAIIrGURY II;E%P f,; IO LORD,STRUCTURAL WOOD SHEATHING DATE 1/27�1, / SPACING I-_. MWFRS GABLE ENll ZONE AND C-f.I.%I I:RI(1R,C ZONE DOTTOM[HORD RIGI➢CEILING BOARD DIRECTLY APPLIED iC L.L. 30 sf 2,1[LL:ASCE ]05=3D'IS'1GRI'IIIND SNOW) COLI-AR TIES 2x4 LONGITUDINAL AT N79 PAINT WiiM Iz> PFS CORPORATION iC D.L. '1 Rsf CATEGORY I1.E%P.C;'Cl-IBC I6-11.2. 12d NAILS OR RIGID CEILING BOARD DIRECTLY APPLIED BC L.L. 2U sf 3.ROOF DESIGN SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE WALLS 2.4 LONGITUDINAL AT MID POINT OF WALL Bloomsburg,PA 4.UNBALANC_O SNOW LOADS HAVE BEEN CONSIDERED FASTENED WITH 121 12d NAILS OR RIGID WALL BC 5.THIS TRUSS HAS DECN DFSIGNED FOR IBC I605.3 LOAD COMBINATIONS BOARD DIRECTLY APPLIED 4 CAN--16104/MA U APPROVED U G ®� DATE 1/27/16 s \ 17 cu PFS CORPORATION < Bloomsburg,PA C2 0 0 \ M I U If) 4 II LJ a Oo l• U i LJ U G1 1 IJO r C3 N D IJ JU Zo d 2 f J LJ N OU>m C� I12 N �¢U Z t N fl' U U¢ N d f Z CI 5 h i 0 � n n I S Z Z O f F N \0 1 - e� 4� V �TIC)C �� ti0H 00� t LOADING 1.WIND ASCE 7-B5 110 MPH; LATE BRACTNG �® SPPf.ING I('o.r.. TCLL=3.6PSF;BC DL=2.aPSr CATEGORY il:EXP.C; TO P CHORD•STRUCTURAL WOOD SHEATHING r NWrRS GABLE END ZONE AND C-C EXTERIOR(2)ZONE Bpi TON CHDRD�RIGID CEILING BOARD DIRECTLY APPLIED iC L.L. 30 sF 2.TCLL ASCE 7-05 30 PST(GRDONE-SNOW) COLLAR TIES 2=1•LDNGITUDINAL AT MID POINT WITH(2) TC D.L. ]L f_ CATEGORY Ii.E%P.C;TCLL'IBC 160].11.2 12tl NAILS DR RIGID CEILING BOARD DIRECTLY APPLIED BC L.I.. PG 3.ROOr DESIGN SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE VALLS•2.1 LONGITUDINAL AT IMIDN POINT Or WALL BC D.L. J sf N.UNBA ANCED SNOW LOADS HAVE BEEN CONSIDERED FASTENER WITH(2l 12N NAILS OR RIGID WALL 5.THIS TRUSS HAS BEEN DESIGNED FOR IBC I605.3 LIlnO CONBINn11ONS BOARD DIRECTLY APPLIED QN-16104/MA -1- u - L.J APPROVED < `. a i 1/27/16 U nl 4 DATE � \ PFS CORPORATION Q ti Bloomsburg,PA CY W 1 CD 51- 12 /(V�J��•c i O h�F m �o- v�ioU iIn I W o U 1 10 G n _..-....._.._ _._ q K Ih S. 12 12 Z U U¢ N O ; a z I o I o i =- Ii .Y __. Q u clC� SPA 13 U 1/2' ...........__. _._.— .. .....__ ._...._. ... ... .__ -_ ............ V t Cv V � h 1 ti4 Q roh # LOADING 1.WIN➢ASCC")-05 110 MPH;H=30'; BRACING SPACING 16'o- ICI-L=3.6PSr;BCUL=2.nPSr CATEGORY II;EXP.C; TOP CHORD STRUCTURAL WOOD SHEATHING ntWrRS 04BIE END TONE AND C-C E%Tr.RIOR<2>ZONE _ BOT1'On CHORD:RIGID CEILING BOARD DIRECTLY APPLIED TC,L.I_ 30 sf 2.'TCLL�ASCE J-00=30 PSF(GROUND SNOW) COLLAR TIES:2.4 LONGITUDINAL AT MID POINT WITH 12> 1� CA I CGORY II•EXP.C,TCI_L�IBC 1G07.11.2 120 NAILS OR RIGID CEILING BOARD DIRECTLY APPLIED BC L.L. 20 sr 3.ROOr DESIGN SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE WALLS:2.4 LONGITUDINAL Al MID POINT❑r WALI. \\ 6C BI. I s 4.UNBALANCED SNOW LOADS HAVE BEEN CONSIDERED FASTENED WITH(2)12d NAILS OR RI GIB WALL 5 THIS TRUSS HAS BEEN DESIGNED rOR IBC 1605.3 LOAD C9MBINA7HJ1S BOARD DIRCCTLY APPLIED ON-16104/MA [..: a d �¢ APPROVED u a DATE 1/27/16 a n PFS CORPORATION 'z L, Bloomsburg,PA LD �� p a N v 3ti � M I 51 12 � ^ Ill\ �UU Rl ti n.. / z 3 % w A u • ~ a< vi i x� sPa 0 2 5 mL;u I 21'-1 1/4' _ �i 1 �12 UJL.I N F_ oUl�lti _- a�� wQ z N i O m V\- m eaa- N1 �P� rya - — f 13 B 1/2' 1�D 1/�" _ V h ON vvw LOADING 1.WIND ASCE 7-05 110 MPH;H=30': SPACING 16'Rc. TCLL=3.6PSF:BCDL=24PSF CAIEGpRY Ii;E%P.C; TOP CHDRD'�STRUCTURAL WOOD SHEATHING �e7 M,KQ�' ��'�V W• M VI-MS GABLE END ZONC AND C-C E%IRIpR T2>2GNE BDTTDM CHORD RIGID CEILING BOARD DIRECTLY APPLIED N/ •-,'- TC LA. 30 sf 2,TCLL nSCC)-05=30 PSI 16IDUND S.011 CGLLAR TIES;2.4 LONGITUDINAL AT MID POINT WITH t2 TC O.L. l sr CATEGORY 11,C%P.C;iCLL�IOC 160'l.11.2 126 NAILS OR RIGID CEILING BOARD DIRECTLY APPLIED BC LL. 20 if 3.ROpI DESIGN$NIIV LOAD HAS D[EN REDUCED FOR SLOPE KNEE WALLS,2:4 LONGITUDINAL AT MID POINT Or VALL BC OL. ) sf 4.UNDALANCED SNOW LOADS HAVE BEEN CONSIDERED 'AST[n[p WITH 21 12tl NAILS OR RIGID WALL S.THIS TRUSS HAS BEEN DESIGNED TOR IBC 16D5.3 I.DID CEIN511ATIONS BOARD DIRECTLY APPLIED , i QN-16104/MA �`� �� CLCGwrn2S 1�(� S�rZS�� \e}CInQS C LYi��' grvZ�UI'�C' °J x AN �s ---- — ' ------ 0 5/16 Z 5 N 12 s �0. — S ZI(910c. S 2 �� W h a I�oU�`i r w I i i I / I I� b-'6.C>�' - - �' 46 -- - --- cJ z2ln e�L -{a o 1 JL"-N . a 4...3. I.__�_6 I —iry^I�TryA11'� Tryu1I� {11y�I�,ry�JTI— �ryM1Ir � N�i W 7 tui 11 ._— II ._—)91-31 0 h �w � �Qo PFSai APPROVED LOADING 1 T�LlD ASCE=36PSE'BCDL-05 1�24PSr I CATO,DRY II;E%P.C; tO HORDi STRUCTURAL WOOD SHEATHING DATE ��Z��1�� SPACING 16'o.c. MWf RS GABLE END ZUNC AND C-C UIERIUR(2)ZONE. AOTTpM CHOR➢�RIGID CEILING BOARD DIRECTLY APPLIED iC L.L. 30 sF 2.TCLL;ASCE 7-05=30 PSE(GROUND SNOW) COLLAR TIES,2.4 LONGITU➢INAL AT MID P01NI WITH(2) PFS CORPORATION iC D.L. Z sr CATEGORY 11.SNOW C:TCI-LOAD SAC 160)RED 1.4 NAILS OR RIGID CEILING HOARD DIRECTLY APPLIED Bloomsburg,PA UC L.L. 20 sE 4 U BE DESIGN SNOW LOAD HAS BE REDUCED rOR SLOPE KNEE 4ntL S�2x4 LONGI TU➢INAL AT 6 N POINT Or WALL 9. BC➢L. .1. 4.UNBALANCED SNOW LOADS HAVE BEEN CONSIDERED BOARD DI WITH(2)12U NAILS OR RIGID WALL S.THIS IRUS$HAS BEEN IIESIGNEO fOR IBC I61F.3 I..UAO COMBINATIONS BOARD DIRECTLY APPLIED ON-16104/MA L a }-� ry �� I APPROVED �v n ja f !- DATE 1/27/16 2 ��J -or (-) n ti PFS CORPORATION ' S { � EJ Bloomsburg,PA ^�LP �' CE !- d < ) U p i o \^tJo ui Wcl ----- ------ -_— 1172 I�'JOC> 2 m ------- -- — — W u ac. CD a C a S v a I I cry 3 Q�I.J U AA oazz CK is 0 i 4 N j 12 ((( - ID• IINN — --- I ----- ------------ 0 �V V ey <h II �;O noo I LOADING 1.WIND ASCE-/-05!ID MPH;H=30'; BAAClNG SPACING 16'or. TCLL=3.6PSI;BP.Dt.=2.d PSF CATEGORY II;E%P.C; TOP CHORD STRUCTURAL WOOD SHEATHING MWFRS GABLE END ZONE.AND C-C ESICRIOR 121 ZONC DOT TOM f.HORD RIGID CEILING BOARD DIRECTLY APPLIED iC L.L. 30 sf 2.'ILL!AS'E 7-O5'-30 PSI«iROUMB SNHW: C01.;.aR iIES1 2xd;.ONGiTV➢INAL AT MID POINT v1TH(2) TC DL, ] sf CATEGORY 11,E%i'.CI !'CI-L..IBC IG0].ILL' l.tl NAILS OR RIGID CEILING'BOARD DIRECTLY APPLIED BC L.L. 2D sf 3 ROOF DESIGN SNOV LOAD HAS SEEN REOUCEO FOR SLOPE KNEE WALLS.2=d LOnGITUDINAL AT MID POINT Of WALL BC D.L. Z sF A.UN BALANCED SNOW LOADS HAWS BEEN CONSIDERED - FASTENED WITH(21 12tl M1'Alli 0R RIGID WALL 5.THIS TRUSS HAS BEEN DESIGNED FOR IBC 1.5.3 LOAD COHBINATICNS BOARD DIRECTLY APPLIED Q-al�2ch vz u wl ��)o.i3��3'' � Qua LIJ ry wa ��9 � �� Q �ZtS �d vail 4v � � � rvs Cz)U.131x3" hail — —_ ______— --_ -— Q U�~ , �' s E — — — - - r ED i C2� 0.13 3' hS �, V as l �v Vtcsv�e Cq)0'1 \x31.nos _ J N J zrd 1�dSes �u h��e wl 0,131�3'. am 20 n S U J W N E t be2ms F ,� o so- o Q Z N I Fri APPROVED - 'DATE 1/27/16 o2n �o e � M1V PFS CORPORATION Bloomsburg,PA `� { N� h� n w �e� ;o �2aU�wS Cc)wM �w 33 p l tp�rf>�- c ho LCAUING 1.WINO ASCE I-05 IID HPH;1-1=3D'; RA SPACING 16'oc ICII.=O SPSF;BCDL-2.e PSF CATEGORY 11;E%P,C; TOP CMORU STRUCTURAL WOOD SHEATHING \\ MWFRS GAOLE END ZONE AND C-C EXTERIOR<2)ZONE. BOTTOM CHURD:RIGID CEILING BOARD DIRECTLY APPLIED 11 TC L.L. 30 RSF 2.IC1.1:ASCE 7-05= 30 PSF(GROUND SNOW) COLLAR TIES:E.4 LONGITUDINAL AT MID POINT WITH(2) TC D.L. % sF CATEGOR"11,E%P.C;TCLL!IBC 1507.11.2 12d NAIL$UR RIGID CEILING BOARD DIRECTLY APPLIED 9C L.L. 20 Psi 3.RDor DESIGN SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE WALLS:2r4 IONGI TU➢INAL AT MID POINT OF WALL n UNBALANCED SNOW LOADS HAVE BEEN CONSIDERED FASTENS➢WITH(2)12d NAILS OR RIGID WALL ➢C D.L. psP 5.1HIS TRUSS HAS BEEN DESIGNED FOR IBC 1605.3 LEAD COMHINn 11ONS BOAR➢DIRECTLY APPLIED rd -16104/MA IIN )ZKcc, --------------- .-E .-----.. .. < S, --- J U MC3 ED —1 < � I- 0� L3 U PLLIA AD"10 .....-. En lk`TTERT&-AV—Y I. A m Cayce UA IL . ..1.... A f7 %:T Iv(- u)0 Z t-!m.t -------------------- T1 o\c5r8 4ueJ- :3"Oc. ............. 3,016 LtEGa1,1 REO D R. ------- .%w Ltv A'6 APPROVED o j ........... iz DATE 1/27/16 > PFS CORPORATION Bloomsburg,PA z ZZ > 0 5-1 I L ---- ------------------ K, c. ----------- C� \'Cp ��2 CCku 2 CbW'fyl vl!S -e Lq- 0�'a Co <�,pV NOTES; l.'MW CLASSIC WJNDDWS BY PLYGEM 6. 2. 7, 3,4. 9, S. 10. 0N-IM04/MA J 0- o n- L J m� Q J _ rwv i U Q €0 5 _ 3 i ..r"=.m s".—v'o.nr.o",ns e s M.CCU[s,z nc.nae d "m:marl v.n,v,z.s•".u:a..ac p-r�.ir"w„cu sw-.,"„r,v.,,.r.:�s,.,n:x z•ac.awe r,:o.c.raco u F— w 1— Wti s IT I' M"I TQ'R"L E'LAXwE,.''Sa'"in LL11.zs".us e z ac /� r�e `°a.rrn"murw�' :aiv.o::i scams ac.cocr.r:•oc.rl— � � � p-°sc..,•c,ren a urw v.aura ">r s e oc.cote,rz ae,race t :D , a YLxrE' rl � 3 y '• ^ " �r�VztS$-D note this area must be verified N L7 p-H c town. o- <no»" and approved onsite by the local M v or v rr ,_4 building official J ae ur."* �,...[7 ",',s r : is O Lo ti �� APPROVED F duo m oN [ 4732 7 DATE v ou i t the 5223#load above is �a PFS CORPORATION at 9'10-13/16"so,where e �.^r a Bloomsburg,PA 2(�' laJ N U did these loads come 1 �� from? O N I �J� �, V I' I U (� p r i O � 3 N N ---- -- —— a Q _ > > > rc 0 4� v h ' �q C a°ti \ 11 f., h w w nh� \w� h oo� O �VZ l NOTES 1. 6. 2. 7. l2. 3. 8. 13. 4. 9. 14. 5. 10. 15. 0N-i6104/MA w > --------- --- - -j E, -------------- ------------------------------ EJ Z 1- 0 0 LD <C O -------- --------------------------------- ---- -------------- --------------- ---- LJ Ci L. ---------- 0 ------ ----- ---------------- ---------- U Lj 0 57 IS O 13 _4-1 o' > ------------ I�z uL z -- -------- > POSt SPICC"G"y v Ry Lo— I.—olo oo or - ---------------------j - ————— caffuL ---------- ---------- �2�2 --------------------------------------- -------- --------------------------------------------------- L Ala f APPROVE -------------------------- - DATE 1/27/16 PFS CORPORATION Bloomsburg,PA FnUNDA I TON DRAWINGS ARE TO BE USCD AS A GUIDE ONLY. APEX HOMES WILL NOT ACCEPT ANY LIABILITY NpQ OR RESPONSIBILITY FOR INCORRECT FOUNDATIONS.NOTES! 6, MAX ANCHOR BOLT SPACING! 6-0' O.C. ',4'-0' 11C. MAX IN AREAS WHERE WIND VELOCITY 1. FOR ADDIIJONAL INFORMA11ON SEE TYPICAL FOUNDATION DRAWING A15,16 OF THIS SET IS R OR EXCEEDS 100 MPH) 2 PERIMETER RAIL ATTACHE SILL WITH 16ot NAILS Al 6' O,C. 7. WINDOWS OR VENTS (INSTALLED BY OTHERS) ARE REQUIRED TO PROVIDE 1/150 OF FLOOR 1) TO AREA AS FREE VENTILATION AND SHAIJ- LOCATED OCATFD AS CLOSE TO CORNERS AS POSSIBLE 3. PIER FOOTINGS B ASED UPON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE 4 CONCRETE COMPRESSIVE STRENGTH: 2500 PSI 8. NOTES ON THIS PAGE TAKE PRECFDENCE EVER NOTES ON TYPICAL FOUNDATION DWG. 5 M OR S TYPE MORTAR To BE USLD A15/A16 Inspection Schedule Request for inspections — two-week lead- Home Energy Raters ILLc time! Building Performance Testing Home Energy Raters will be unable to perform any final, Code Compliance Inspections or Diagnostic Testing on any project that has not had an insulation or duct test. Our third parry quality control process mandated by RESNET is very specific and allows no exceptions. Pre-emptive duct and frame inspection This onsite visit is not a requirement, but can be beneficial to identify any issues that could present a problem at the final inspection. Contact us when you anticipate the duct system being 100% roughed in. (All Duct systems must be tested to receive rebates—maximum total duct leakage is 6%regardless of system location) Mandato insulation inspection Contact our office to arrange for the mandatory insulation inspection. A few days notice is preferable in order for us to schedule a timely inspection and avoid delays with the wallboard installation. An initial LED light bulb order will be placed, based on what fixtu.res`.we see,,,-, during the insulation inspection. Additional LEDs can be ordered up to the ` final inspection Mandatory Final Inspection Includes blower door and duct test (unless ducts had been previously tested) The home does not have to be 100% completed, only the items below. • All insulation and major air sealing details completed • Mechanical systems in place • 24-HR Bath fan control in place and power to bath fans • LEDs installed. Additional bulbs'are available until final paperwork is processed • Energy Star Refrigerator and Dishwasher in place. 6) Permanent utility meter(s) must be in place. Please be aware of the building code that is being enforced in your town. Reaching the mandatory infiltration rates are difficult and require advanced air sealing. We can guide you on some air-sealing details but you should hire a insulation or weatherization contractor that will guarantee you will pass. Re-inspections are invoiced $250 per visit—Failure to comply with all requirements $700 incentive fee repayment. Please call to confirm the status of your project 508-833-3100 Project Address: 60 Yacht Club Insulation • Unfinished Crawl /Basement - ceilings Install R30 Fiberglass Batts — must be in contact with sub-floor • Exterior walls Install High Density R 21 Fiberglass Batts • Flat ceilings Install minimum R-38 Loose blown fiberglass or cellulose. • Vaults/ Sloped ceilings/ roofline — fill rafter depth to capacity with spray foam or blown material ®O NOT use any (ype of "Batt" insulation on any ceiling assembly constructed using- "strappincg" Thermal Bypass/ Air sealing Issues • Tubs/ shower units on outside walls. Install. insulation and an air barrier on the wall prior to installing the shower unit. Air barrier can be house wrap, or rigid insulation, or spray foam. • Basement & attic access Door to basement must be weather-stripped .Install air tight door at base of bulkhead stairs Attic access panel must be insulated and weather-stripped. • Knee walls The backside of all kneewall needs a continuous air barrier installed. ' Options include wrapping the back of the K , sir tW f ti„� kneewall with house wrap or installing a code # � approved rigid insulation board. Note the "!�' building code requires that all 2x4 walls be supplemented with at least one inch of rigid insulation board to meet the new "R-20" ` requirement. • Air sealing In the 2012 IECC code you must achieve a challenging 3 air changes per hour or less. Aggressive air sealing is required. Spray on gasket systems ( like Energy Complete http://www.ocenergycomplete.com/ ) are highly recommended). • Mechanical runs/ chases and penetrations into unconditioned spaces, attics, and/or kneewalls must be sealed • Caulk all bottom plates of exterior walls kneewalls and garage walls • Caulk all top plates of interior walls to unconditioned attics • Duct Boots must be sealed to subfloor and ceiling board • Fireplace Gas Inserts: Install insulation and an air barrier on the wall prior to installing the firebox. Air barrier can be, thermo ply, sheetrock or code approved rigid insulation board. Wood Burning: must have outside combustion air and gasketted doors The first floor work may have been done in the factory a TBC from the factory is desired Mechanicals • Furnaces must be minimum 95 % AFUE • AC condenser must be at least SEER 13 (with a TXV valve) • Total condenser size(s) must not exceed Manual J Calculations HVAC representative must sign Manual J Calculations.Affidavit supplied by Rater • 2012 IECC code requires the aggressive goal of no more than 4% total duct leakage. This will require aggressive duct sealing and early testing. We also recommend keeping ducts inside the thermal envelope where possible. o All ducts sealed and tested. Supply ducts in attic must be R-8 • DHW Hot Water must have an Energy Factor.(EF) of .82 or better. (typically an instant/on-demand type) or a hybrid hot water heat.pump with EF>2.3 • Programmable thermostats (at least one per dwelling) are required Mandatory Mechanical Ventilation One fan in the home has to be an Energy Star rated fan and needs to be controlled by a 24-hour programmable control. Typical strategies Include - 1. Panasonic FV-05-11VKS1 with a built in 24 hour timer. (if the fan does not come with 24 hour programmable timer built in you need to install one ) 2. Fan Tech FR 125 duel ducted exhaust fan, controlled by a 24 hour timer. Mandatory Lighting 80%-100% of each home's lighting needs to be energy efficient. To help make this happen the program will supply a free unlimited supply of LED/CFL energy savings- bulbs. As your project moves forward'we will help you place the order for the most appropriate style bulbs. Mandatory Appliances Refrigerator and dishwasher must be Energy Star labeled fi } Commonwealth of Massachusetts Manufactured Buildings Program-Plan Identification Number Assignment Name of Manufacturer APEX HOMES MC Identification Number 150 Third Party Identification Number 02 Project Title QN-16104 Use Group R3 BBRS\DPS Identification Number 00 5 5- 16 Review by Program All plans are reviewed by MA and should be Director Required stamped as below when approved Date: 02/03/ 16 Manufactured Buildings Program From: Linda Shea Manufactured Buildings Program Re: Confirmation of Receipt of Building Plans &Assignment of BBRS\DPS Identification Number (BBRS\DPS I.D. Number) The Board of Building Regulations and Standards and Department of Public Safety (BBRS\DPS) has received your building plans for the referenc4project and has assigned the identification number noted above (in the block marked BBRS\DPS I.D. Number). This number has been assigned for purposes of internal tracking methods. This number shall be used in reference to this project and on all future correspondences,inquiries and plan revisions. ACCLPTEp `. MASSACHUSETTSMANUPACTURED BUILDINGS PROGRAM STATE BOARD OF ILDINOS REO TIONS"STANDARDS, 8A8 O TNIRD RT CE I PICATION ONLY Thank you for your cooperation with this matter. B.IECT TO FORT ER REVIEW:; Send all correspondences,inquiries and plan revisions to: BBRS/Dept.of Public Safety Linda Shea 50 Maple Street,Suite One Milford,MA 01757-3698 Bbrs\forms2\manufacturedbldgplanid-April 28,2015 �V BE; 29010 Pss327 4-33605 07-14-2015 a 02 -- t 1 P FIDUCIARY DEED 1,Renata Spakevicius, Executrix of the Estate of Alisa Z. Pakstys aka Alisa Pakstys, late of Centerville, Barnstable County, Massachusetts, appointed by the Barnstable Probate Court (Docket No. BA09P 1899EA), under power of sale for consideration paid and in fill consideration of One Hundred Thirty-Five Thousand Dollars($135,000.00), grant to Marius A. Ziaugra and Birute Ziaugra,husband and wife as tenants by the entirety, of 17 Manomet Road, Sharon, Massachusetts 02067, the parcel of vacant land on Yacht Club Road,also known as 21 Little Marsh Road,in Centerville,Barnstable County, Massachusetts, shown as Parcel 1 on a plan entitled Subdivision of land in Centerville, Barnstable, Mass., Property of Alisa and Mykolas Pakstys, Scale 1"=40), June 1, 1962, Ed. Kellogg, Civil Eng'r, Osterville," recorded in Barnstable County Registry of Deeds in Plan Book 170, Page 113. Together with the right to use for boating, bathing and other common beach purposes,the area marked "Reserved"and to a right of way over the area marked"10 ft. Foot Path and Drainage Easement", all as shown on a plan entitled, "Quail Hollow in Centerville, Plan of Land in Centerville,Barnstable, Mass. as surveyed for James J, Taylor, Scale 1 in. =40 ft. Jan. 29, 1965, Nelson Bearse—Richard Law, Surveyors, Centerville, Mass."recorded in Plan Book 191, Page 47 , all in common with the Grantor, her heirs and assigns, and others entitled to use the same. Being a portion of the premises conveyed to Grantor by deeds of Louis B. Rogow recorded with Barnstable County Registry of Deeds in Book 934, Page 461 and Page 464, and deed of Aleksandras Slepavicius and Olga Slepavicius recorded in said Deeds in Book 1160, Page 490. See also the death certificate of Mykolas Pakstis, recorded in said Deeds in Book 12550, Page 38. MASSACHUSETTS STATE EXCISE TAX BARNSTABL.E COUNTY REGISTRY OF DEEDS Date: 07-14-2015 0 02:41Qm Ct1Y: 1244 Doc'! 33605 Fee. $461.70 Cons: $1351000.00 BARNSTABL.E COUNTY EXCISE TAX BARNSTABL_E COUNTY REGISTRY OF DEEDS Date: 07-14-2015 D 02:410m ML: 1264 Dod: 33605 Fee: $364.50 Cons: $135,000.00 r/ WITNESS my hand and seal this 13th day of July, 2015. Renata Spakevicius: Executrix of the Estate of Alisa Z. Pakstys COMMONWEALTH OF MASSACHUSETTS Norfolk, ss. On this 13th day of July, 2015, before me, the undersigned notary public, personally appeared Renata Spakevicius, Executrix of the Estate of Alisa Z. Pakstys, proved to me through satisfactory evidence of identification, which was ►► "72Sc /h t'1 .� a= , to be the person whose name is signed on the preceding or attached document, and acknowledged to me that she signed it voluntarily for its stated purpose. i i MICHAEL J. STARR Notary P tic_ .'Starr i Notary Public My commission expVr s:-9/6N� 01 8(� commonwealth of Massachusetts commission Expires August 28,2020 _ i BARNSTABLE REGISTRY OF DEEDS John F. Meade, Register Town of Barnstable License and Permit Bond Bond No, 08BSBHJ8571 KNOW ALL MEN,BY THESE PRESENT,that we Mod-Tech Homes LLC of Marshfield. Massachusetts as Principal and Hartford Casualty Insurance Company , a corporation authorized under the laws of Indiana and licensed to become surety on bonds and undertakings in the State of Massachusetts, as Surety, are held and firmly bound unto The Town of Barnstable. Massachusetts ,Obligee;in the penal sum of Five Hundred dollars $5'06 lawful money of the United States, for which payment, well and tnily to be made, we bind ourselves, our heirs, executors, administrators,successors and assigns,jointly and severally, firmly by these present. .x WIiEREAS, the said Principal has applied to the`Obligee'for a license or permit for/to Road Permit NOW, THEREFORE, THE CONDITIONS OF.THE OBLIGATION IS SUCH, That if the said Principal shall faithfully perform the duties of such licensee or permitee,-and in all things comply with the ordinances, rules and regulations appertaining thereto, then this obligation shall be void, otherwise to remain in full force and effect. The term ofthis bond is for therperiod beginning on the 23rd day of February 2016 and ending on the.23rd day of 'February , 2017 This bond may be terminated at any time by the Surety upon sending notice in writing, by certified mail,.to the clerk of the municipality with whom this bond is filed and at the expiration of thirty(30)days from the mailing of said notice,the.liability of such'Surety, is thereby terminated and cancelled; and provide further,°that nothing herein shall affect any right or liability which shall have occurred under this bond prior to the date of such termination. SIGNED, sealed and dated this 23ra day of February , 201 ti Hartford Casualty Insurance Comoanv Mod-Tech Homes LLC Surety F�iaslpai Ellen M. Dolan, Attorney In Fact Direct Inquirfes/Claims to: THE HARTFORD Bond T- l POWER OF ATTORNEY One'Hartfod Plaza Hartford,Connecticut 06155 email:bond.claims@thehartford.com call:888-266-3488 1 fax:860-757-5835 KNOW ALL PERSONS BY THESE PRESENTS THAT: Agency Code: 08-080198 Hartford Fire Insurance Company,a corporation duly organized under the laws of the State of Connecticut 0 Hartford Casualty Insurance Company,a corporation duly organized under the laws of the State of Indiana 0 Hartford Accident and Indemnity Company,a corporation duly organized under the laws of the State of Connecticut - Hartford Underwriters Insurance Company,a corporation duly organized under the laws of the State of Connecticut 0 Twin City Fire Insurance Company,a corporation duly organized under the laws of the State of-Indiana Hartford Insurance Company of Illinois,a corporation duly organized under the laws of the State of Illinois Hartford Insurance Company of the Midwest,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of the Southeast,a corporation duly organized under the laws of the State of Florida having their home office in Hartford,Connecticut(hereinafter collectively referred to as the"Companies")do hereby make,constitute and appoint Ellen M. Dolan its true and lawful Attorney-in-Fact,to sign its name as surety(ies)only as delineated above by®,and to execute,seal and acknowledge the following bond, undertaking,contract or written instrument: Bond No. 08BSBHJ8571 - Naming Mod-Tech Homes LLC as Principal, and Town of Barnstable, Regulatory Services,as Obligee,' in the amount of See Bond Form(s)on behalf of Company in its business of guaranteeing the fidelity of persons,guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof,and as authorized by a Resolution of the Board of Directors of the Company on August 1;'2009,the Company,has caused these presents to be signed by its Vice President and its corporate seals to be hereto affixed,duly attested by its Assistant Secretary.Further,pursuant to Resolution of the Board of Directors of the Company the Company hereby unambiguously•affirms that it is and will be bound by any mechanically applied signatures applied to this Power of Attorney. iiav P 1.9 '+� 4 a'�`+r<<en1m �•°r � i'y 1870 o I �87Q ar ♦ •"�&ix:6�J berN�� A a AY • ,fo,s •hat Va• viq John Gray,Assistant Secretary M.Ross Fisher, Vice President STATE OF CONNECTICUT ss.- Hartford COUNTY OFHARTFORD On this 12th day of July,2012,before me personally came M. Ross Fisher,to me known,who being by me duly sworn„did depose and say:that. he resides in the County of Hartford,State of Connecticut;that he is the Vice President of the Companies,the corporations described in and which executed the above instrument;that he knows the seals of the said corporations;that the seals affixed to the said instrument are such corporate seals;that they were so affixed by authority of the Boards of Directors of said corporations and that he signed his name thereto by like authority. Cr A :�1 f 1[: r�Ll tiL Kathleen T.Maynard ' CERTIFICATE Notary Public My Commission Expires July 31,2016 I,the undersigned,Vice President of the Companies,DO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies,which is still in full force effective as of February 23, 20161. Signed and sealed at the City of Hartford. ` 4�7rr•r� � t Firez r eiceye _,yaau �,�11�0yM�^ 4 ,LO IP.riyii F 14� �Yn� a��y ti ao�ti �.r�•.. 8 1997 : � • r ,� S, a�rrci _ � ! aµ► { o�rm aw '" �•araM' 'tr t970 4- '�tg79 � ':3 I T9 .. � • X q.:� bf�fN A o IP R, f1,,CA,�a 'sa,A6o. .• Kevin Heckman,Assistant Vice President ePOA 2014 / r . LAW OFFICES OF THEODORE A. SCHILLING, P.C. 23 WEST BAY ROAD, SUITE F OSTERVILLE,MA 02655 TELEPHONE:(508)775-0700;FAX:(508)775-0792 www.lawcapecod.COM EMAIL: law@cape.com April 5, 2016 Thomas Perry, Building Commissioner Town of Barnstable Building Department 200 Main Street Hyannis, MA 02601 Re: Property owned by Marius Ziaugra and Birute Ziaugra Yacht Club Road aka 21 Little Marsh Road Centerville, MA Parcel 1 - Plan Book 170, Page 113 Assessors' Map 210/155 . Dear Tom:. T have been asked to write a letter concerning buildability of the above-captioned property. The property is located in a RD-1 district. it contains about 1. 43 acres: T have examined the title to this land from November 30, 1938, through July 14, 20..15, which is the date that the above-captioned owners took title. The parcel , of land has been in separate lot ownership with no abutting. land in common ownership since 1962 as shown on the plan in Plan Book 170, Page 113, being Parcel 1 approved by the Barnstable Planning Board acting as a Board of Survey: This parcel is bounded by three (3) roads and on the north by a subdivision shown on a plan . in Plan Book 129, 'Page 55. The northerly abutters, being the said subdivision, abuts locus by four (4) lots, all of which have never been in the same ownership as Parcel 1. `P t6 OV Since this lot has been over an acre from 1962 to date, it remains a buildable lot based on the present zoning by-laws (240-91G) since it is grandfathered on the October 26, 2000, when zoning change to two (2) acres allowing for existing separate one ' acre lots to be buildable. Based on all of the above, it` is my opinion that the above-captioned lot is . a valid buildable lot under the zoning by-laws of the Town of Barnstable. I have attached Exhibit A to this- letter which is a copy of a portion of the plan in Plan. Book 170, Page 113, showing locus as approved in 1962 . Very t . y our r Theodore A. Schilling ' TAS:mcp Exhibit A attached } M . L ( � � I '` `l rJ � ..a .+ ..a •. u "' ... ^'DRIVE^+ .. ,,, ... �.+...,, .agaJ " .r•70.73 _ e. 1a,asrB cd Ees 1;2 PA➢ICHL g I 'PARCEL 5 - �a K LWACc L�LACg6a I ( 11. , D If =' p I 4�ACREsa _ . I I pRCADMt- ~ oacL e �ym 1 i � \\ y•riry a.�� Y� ioi PAQCBLs \\ A• /AN�i/ m P PARCEL, 7 0 I1 yy 1 I Rq i -10, la F3 a O Barrows, Debi From: Barrows, Debi Sent: Tuesday, March 15, 2016 7:46 AM To: 'Francine' Subject: RE: SG Scanned I spoke to the inspector(Paul Roma 508-862-4025), he said he needs a straight line between who the property owner is authorizing and the person applying. Any further questions please call Mr. Roma. Thank you Debi -----Original Message----- From: Francine [mailto:Francine@mod-techhomes.com] Sent: Monday, March 14, 2016 12:30 PM To: Barrows, Debi Cc: 'dana' Subject: FW: SG Scanned Here is the information you requested for the permit at 69Yacht Club Rd. in Centreville. Please email if you need anything else for your files. Thank you l k Francine F.Townsend Mod-TechHomes.com 600 Plain St, Marshfield MA 02050 800-696-1234 or 781-834-0040 1 r RESOURCE MANAGEMENT, INC. Human Resources Outsourcing Services www:nni-solutiow.com * toll free(NO) 508-0048 March 15,2016 Francine Townsend Mod-Tech Homes,LLC 600 Plain St. Marshfield MA 02050 Resouree.Management Inc. is'.a Professional Employer Organization. Employees are.leased to Mod-Tech Homes;LLC.: Resource Management;Inc. is the employer and Mod-Tech Homes,LLC:is the.alternate.employer:� Leased employees of Mod-Tech Homes,LLC are covered for workers compensation insurance, Policy#WC2-3;1;S76Q8j.28-036 with Liberty.Mutual effective 2/8/16.to 2/8/17. , If you have any questions,please let me know. Thank you.. Sincerely; Kathleen E Morgan j Resource Management,Inc. 281 Main Street—Suite 5,Fitchburg,MA 01420 8026:Vantage Drive:—Suite:130D, San Antonio,TX 78.230 SOW NW 79th,Avenue—Suite 56.0,Doral (Miami Dade)FL '331.66 8251 Presidents Drive—Suite 101, Orlando,FL. 32809 58$9,S: Williamson Blvd,—Suite. 13.1.1,.Po-rt Orange, FL.32128' Roma, Paul From: Roma, Paul Sent: Tuesday, March 15, 2016 3:30 PM To: 'francine@mod-tech homes.com' Cc: Barrows, Debi Subject: RE: Permitting authoriazation 60 Yacht Club Rd., Centrevill Dear Ms. Townsend, Applications will be accepted only when there is a clear connection between the owner, HIC, and CSL; this connectivity must also be present/consistent on liability and .workers' comp form. Paul Roma -----Original Message----- From: Barrows, Debi Sent: Tuesday, March 15, 2016 12 :35 PM To: Roma, Paul Subject: FW: Permitting authoriazation 60 Yacht Club Rd. ; Centrevill -----Original Message----- From: Francine [mailto:Francine@mod-techhomes.com] Sent: Tuesday, March 15, 2016 11:09 AM To: Barrows, Debi Cc: 'dana' Subject: Permitting authoriazation 60 Yacht Club Rd. , Centrevill Debi, Please present this document to Mr. Roma. This is the form that our clients sign to allow us to apply for Building Permits in their behalf. James Macomber is the CSL for Mod-Tech Homes and will be on this job once it starts. Please let me know if you need any additional paperwork. Please note corrected address. I think I inadvertently typed 69 Yacht Club on my last email. The proper address is 60 Yacht Club Rd. Thank you, Francine F. Townsend Mod-TechHomes.com 600 Plain St, Marshfield MA 02050 800-696-1234 or 781-834-0040 r 1 ' ' r ^ Red N re`:fa Rini f. 6, Mod AA-e- y A�,Q rid, LLC March 15, 2016 Barnstable Building Department Attention Debbie Barrows Re. Permit application 60 Yacht Club Rd., Centreville This letter is to certify that James Macomber works for Mod-Tech Homes as a Project Manager. Resource Management is the payroll company and I have attached a certificate of Worker's Comp insurance. Please let me know if you need any additional information for your files. Thank you, Francine F. Townsend Managing Member 600 Plain Street • Marshfield, MA 02050 a Tel: 800.696.1234 Y`781.834.9306 • Fax: 781.837.6476 f Town of Barnstable . ° Regulatory Services _ t RATTIVGTA�lt # .Richard V.Scar;Iaterint Director B ildiag Division Tom Perry,Building Commissioner 200 Mai Street Hy=i%MA 02601 www.town_barustable.ma.us Office: 50 8-862-403 8 Fax: 508-790-623 0 _ Property Owner Must Complete.and Sign This Section , If Using A Builder I, IQ�ILI U S lJ ,as Ownet of the Sahject ptopetty hereby authorize wo b - T%zN' 44zma I.u/ to act on my be alb in aE tmatt=.telative to work authorized by ffhis buUding pert Club ltd (Address of fob) Pool fences and alarms ate the responsibility of the applicant. Pools are not to-be filled or utilized before fence is installed aad allfrl inspections afe performed and accepted. Si afire of Ownet Si Mtate of Applicaat Wlg�.1 v s �A-41 Y7 Uei l l f� P at Name PL4N=e b-&,rtw4h wo Date Roma, Paul From: Francine [Francine@mod-techhomes.com] Sent: Tuesday, March 15, 2016 4:17 PM To: Roma, Paul; Barrows, Debi Subject: FW: Permitting authoriazation 60 Yacht Club Rd., Centrevill MX-7040N 201603 15_144232.pdf(... Dear Mr. Roma: I am attaching a letter from the company that provides payroll, insurance and benefit services for Mod-Tech Homes. I am the Managing Member of Mod-Tech Homes. Our clients, the Ziagura's,have signed a contract with Mod-Tech to build their home. James Macomber is the CSL and HIC who works for us and is covered by our policies. We are fully insured for both Worker's Compensation and Liability and have requested a certificate for the Town of Barnstable which will be sent to you directly by the insurance company. I hope this demonstrates the clear connections between the owner and Mod=Tech and James Macomber. If there is a part of this connection that is not clear, please let me know so I can provide the necessary paperwork.. If I am not in the office Dana Anderson is the Client' Manager. Francine F. Townsend , Mod-TechHomes.com 600 Plain St, Marshfield MA-02050 . 800-696-1234 or 781-834-0040 - 1 CENTERVILLE LAKE WEQUAQUET PARCEL ID: , Q 12.0' 210/486j37 N �o ryry /� 6 12.0 �� LOCUS o�• � 4, \ M GRE T BENCHMARK: / / ARSH TOP OF MAGNAIL / � o� EL=52:86 / cso ^�/ ROUTE 28 / o I' J n s� 2g), // ��, "'"� O cn 47 t - PARCEL ID: LOCUS MAP / �' � 210/48 \/ N VN PLAN REF: 170/113 F-3 \ S: TITLE REF: 12550/38 4i /j� \ � 7P� / 63S . PARCEL ID: MAP 210 PAR. 155 p S \ _ 4 Dc$ 620,, NOT IN ZONE .9 ZONING: SETBACKS: 30-10-10 F FLOOD ZONE: "X" WIND EXPOS: "B" �/ \ 4�z- Q� h TO COMMUNITY PANEL- 25001CO561J DATED:07/16/14 51.1 <v- / 3 ��o O � . �� 81TE AND SEPTIC PLAN / W 1q- � i1500 GAL. y TANK O \� LOCATED AT. 9.1 �� ~ 5 0 \ 49 60 YACHT CLUB ROAD s w`�_ 5 �o CENTERVILLE, MA. IV �, 5 / / — w� F� '9�,r�p� '� _ PREPARED FOR g93T - MARIUS & BIRUTE 101.0 ` W Al . OPosE ZI AU GR A / \ 4 BE OOM \h \/10/28/15 REV: 03/02/16 DWELL `� tN OP NHS <\ \IN, FNo \ y 52 SO Boa EDWARD s A. A-O'OO %3. .: _ No. TO 9 y MD.749 00, (1V07' A 00/v S \ \ / / W 51 PARCEL ID: o '''p \ T 210/155 MacDougall Surveying Cp I AREA=1.33 ACRES g y g S8 T Cp 1 5 I 3 I & Associates 5 P.O. .Box 2428 GRAPHIC SCALE BENCHMARK:sT Mashp ee, Ma. 02649 20 0 10 20 ao eo f �L,9 y, TOP OF STAKE PH. , � ' a.."''".-tie �•a'F��. •we°S",4iW,dP_.s"atp",,{.. ,. - EL=51.82 fax �508�419-1086 508419-1087 a,r •: email: IN FEET ) macdougallsurvev@comcast.net 1 inch = 20 ft. SHEET 1 OF 2 J 1777 4 - r ---- _- 2" LAYER OF TOP OF FOUNDATION i PROFILE OF . 1/8" - 1/2" EL= 57.0' 4" SCHEDULE 40 P.V.C. LE MIN. PITCH 1/8" PER FOOT SEWAGE DISPOSAL SYSTEM pOOR ICTERHF�BR coNE (NOT TO SCALE) 10' MINIMUM -� EL= 45.9 EL 45.9 ELF 49.3'(WALKOUT) EL- 49.0' EL 46.0' �, ........... ..�......••..•..... . ••• tt.••...•:.: ...•w..••�1 MA �•�.::...........2•...• ?., •.,:::::..•.............•I'm kk.:;...•..,.,•,::..:: >a:as:,:a 6 MAX. 6" MAX. 6" MAX. MAC: I CLEAN SAND FILL 9" MIN,/ PROP. PROP. PROP. INVERT 4" SCHEDULE 40 P.V.C. 15F'C ' EL= 42.15 '`t�Q' PER 310 CMR 15.255 36" MAX. ,,..•, MIN. PITCH 1/4" PER FOOT RISER RISER RISER EL. 48.00' VEL RS EL= 42:9 Lo 0' So.04 55.0' S® .08 =.01 FLOW LINE c o o ° 0 [<7Q 1 1 ° C� C� =3 ° °° o 110+' 14„ INVERT INVERTINVERT „ ° o° °° �] C� oEL= 7.25' EL=47.00' MIN. EL= 46.75 EL= 42.46' EL®42.29' 2t} o o �� C7 0� °Cb INVERT INVERT 4' GAS 8" BASE OF MECHANICALLY ° o EL=40.15 o ° ° 4.0 4.0' 8.5' BAFFLE COMPACTED SAND PROP. DB3 DISTRIBUTION (TYP.) , 6" BASE OF MECHANICALLY BOX (H-•20) » 33•.5 ko COMPACTED SAND WITH TEE 3/4 TO 1-1/2 ,» , " tV PROPOSED DOUBLE WASHED STONE 3-500 GAL. (H-10) DRY WELLS (5 X 8 --6 X 2 =9 ) SOIL ABSORBTION (TRENCH FORMATION) 1,500 GALLON TANK SYSTEM (S.A.S.) 13' X 33.5' BOTTOM OF TEST HOLE #1 ELEV..= 34.9' if I CERTIFY THAT 1 AM CURRENTLY APPROVED BY THE DEPARTMENT OF CONDUCT (NO GROUND WATER) GENERAL NOTES ENVIRONMENTAL PROTECTION PURSUANT TO 310 CMR 15.017 TO SOIL EVALUATIONS AND THAT THE ABOVE ANALYSIS,HAS BEEN PERFORMED WORKMANSHIP AND MATERIALS SHALL CONFORM TO D.E.P. BY ME CONSISTENT WITH THE REQUIRED TRAINING, EXPERTISE, AND EXPERIENCE 1. ALL RESULTS OF DESIGN DATA: TITLE 5 AND THE TOWN OFBO SEWERAGE. SOIL AND REGULATIONS DESCRIBED I 310 AS INDICATED ON THE ATTACHED SOIL EVALUATION FORM, FOR SUBSURFACE DISPOSAL15.100 THROUGH 15.107. 2. ALL ACCESS PORTS OVER TANK TEES SHALL BE ARE ACCURATE AND IN ACCORDANCE WITH 310 CMR NUMBER OF BEDROOMS......... 4- ACCESSIBLE WITHIN 6" OF FINISH GRADE, WITH ANY REMAINING GARBAGE DISPOSAL.............. ACCESS.PORTS BROUGHT TO WITHIN 12" OF FINISH GRADE. •••�^ 3. ALL COMPONENTS OF THE SANITARY SYSTEM SHALL BE TOTAL ESTIMATED FLOW CAPABLE OF WITHSTANDING H-10 LOADING UNLESS THEY ARE BRUCE G. MURPHY, IRS, CERTIFIED SOIL EVALUATOR ; (110 GAL./BR./DAY X 4 BR-) 440 - UNDER OR WITHIN 10' OF DRIVES OR PARKING AREAS THEN THEY 440GPD X 200% 880 GAL MUST WITHSTAND H-20 LOADING. 4. THE EXCAVATION CONTRACTOR SHALL VERIFY THE LOCATION TEST PIT RESULTS: P#1'4716 USE PROPOSED 1500 GAL. SEPTIC TANK OF ALL UTILITIES PRIOR TO ANY EXCAVATION. 5. ANY MASONRY UNITS USED TO BRING COVERS TO GRADE 2015 INSTALL: 3-500 GAL. DRY WELLS (W/4' CRUSHED STONE OR WITHIN 6 OF GRADE SHALL BE MORTARED IN PLACE. SOIL TEST DATE: JUNE 12, ON THE SIDES, 4' ON THE ENDS) AND BACKFILL 6. FINISH GRADE SHALL HAVE A MINIMUM OF 2% GRADE B.O.H. AGENT: DAVID W. STANTON, RS. OVER THE S.A.S. AND DISTRIBUTION BOX. SOIL EVALUATOR: 7. SEPTIC TANK SANITARY TEES SHAD. BE CONSTRUCTED OF BRUCE G. MURPHY, RS WITH CLEAN SAND OVER PER 310 CMR 15.255 SCHEDULE 40 PVC AND SHALL EXTEND A MINIMUM OF 6 ABOVE BACKHOE: BORTOLOTTI CONSTRUCTION SOIL CLASSIFICATfON.:........•••.•• THE FLOW LINE AND SHALL BE ON THE CENTERIJNE AND - �� DESIGN PERCOLATION RATE•.•. �7�a��-N• . LOCATED DIRECTLY UNDER THE GLEANOUT MANHOLES. _ EFFLUENT LOADING RATE•..•••:••.- 8. THE INLET PIPE INVERT ELEVATION SHALL BE NO LESS THAN TH#1 EL.= 45.9 P ER C TOP @, 42 <2M P I 2 INCHES NOR MORE THAN 3 INCHES ABOVE THE INVERT REQUIRED LEACHING CAPACITY.....440 GAIDAY ELEVATION OF THE OUTLET PIPE. TH#3 EL.-' 45.9 LEACHING CAPACITY PROVIDED.....4 99 .GA DAY 9. THE SEPTIC TANK SHALL HAVE A MINIMUM COVER OF 9 INCHES. 137.6 GAL DAY 10. THE OUTLET SANITARY TEE SHALL BE EQUIPPED WITH A��GAS ELEV. DEPTH IN.) HORIZON TEXTURE COLOR MOTTLING OTHER SIDEWALL:(13' •+ 33.5')x2x;(2 SIDES)(.74)= BAFFLE, 4 INCHES IN DIAMETER AND CONTRUCTED OF 4 PVC, SANDY LOAM 1DYR4/2 BOTTOM: (13' x 33.5')(•74)= 322 GAL/DAY 11, ALL PIPES SHALL BE SCHEDULE 40 PVC SEWER PIPE AND 45.2 0"-�" A FIRST TWO FEET OUT dl THE DISYRIBU910N 90X SHALL 43.4• 8°'=30" 6 SANDY LOAM 1,OYR�/-4 N/A_,__ .__.. Tt�TAL= 439 GAL/DAY BE LEVEL. 12. CHANGES OR REVISIONS TO SEPTIC DESIGN REQUIRE NOTIFICATION 38.9 30„84 '� C1 MED SAND/TR CES SAND TIGHT 10YR7/6 N/A 10%GR/PER TO MACDOUGALL SURVEYING & ASSOC. FOR B.O.H. AND DESIGN 34.9 84 -132 C2 MED 1oyR8/s N/A 459 GP P IDED - 440 GPD REQUIRED = 19 GPD RESERVE ENGINEERS REVIEW AND APPROVAL 13. PROPOSED SEPTIC SYSTEM IS NOT WITHIN STATE APPROVED ZONE I1 NO GROUNDWATER ENCOUNTERED/NO MOTTLES TH#2 8c TH#4 E L.= 49.7 SEPTIC SYSTEM DETAIL PAGE CONSTRUCTIO N NOTES: #60 YACHT CLUB ROAD 1. CONTRACTORS / INSTALLERS SHALL VERIFY GRADES AND ELEV. DEPTH IN. HORIZON TEXTURE 1COLOR MOTTLING OTHER CENTERVILLE, MA. ELEVATIONS AND SITE CONDITIONS PRIOR TO COMMENCING 49.p 0"-8" A SANDY LOAM 10YR4/2 v WORK ON THE SITE. 'I "DIY j` SANDY LOAM 10YR6/4 N/A t = 2. NO DETERMINATION HAS BEEN MADE AS TO COMPLIANCE 47.2 8"-30" B / 10/28/15 REV: 03/02/16 WITH DEEDED OR ZONING REGULATIONS. OWNER / APPLICANT 41.7 30"-96" Cl MED SAND/TRACES TIGHT,10YR7/6 N/A 109�GR/PER IS TO OBTAIN SUCH DETERMINATION FROM APPROPRIATE AUTHORITY. MED SAND 10YR8/6 N/A '' ryv�r1; 38.7 96"-132" C2 t SHEET 2 OF .2 J# 1777 3. ALL SYSTEM COMPONENTS SHALL BE MARKED WITH MAGNETIC MARKING NO GROUNDWATER ENCOUNTERED/NO MOTTLES TAPE OR A COMPARABLE MEANS. t I ON-16104/MA llI/ _ o T�;� � �� I,"��Y�ST�I��.E r C ) PF ` -------------- z• 4 J I , F . Sgo ------ �' 3 / PFS CORPORATION T THESE PLANS HAVE BEEN WI ATE.APPROVED IBUILDING SYSTEMS FILED ) •_ - I^L,� L •i YH THE 57TE. - ! ,. `------------------------------' Approval Limited to Factory Built Portion Only Q W State: Massachusetts V) Ld ... HA.CERTIFICATION FOR MODULARS - ��i' S j�� ryy,,' A�^DYES, x ... NO- _ I b Signature: z Title: Staff Plan Reviewer ¢ o o �. - THE FOLLOWING ELEMENTS OF CERTIFICATION REDUIRED BY THE NAI•AIFACTURER TO EXCLUDE EACH HOME ARE AS:FOLLOWS, - af 1)DESIGNATED ONLY FOR ERECTION ON A SITE-BUILT PERMANENT FOUNDATION Date: - 1/27/1 6 0 o 2)NOT DESIGNED TO BE MOVED DICE INSTALLED. 3)DESIG11:ED AND MANUFACTURED TO COMPLY WITH NATIONALLY RECOGNIZED MODEL .. ... - :. - "BUILDING.CO➢E OR EUUIVALENT TO BUILDING'CODES FOR ON-SITE HOUSING, -- _ - - OR WITH MINIMUM PROPERTY STANDARDS ADAPTED BY THE SECRETARY PURSUANT TO TITLE 11 OF THE NATIONAL HOUSING ACT,AND z 4)TO THE MANUFACTURER'S.KNOWLEDGE IS NOT INTENDED'1'O.BE USED OTHER THAN : .. --I �,07 ON A SITE-BUILT PERMANENT FOUNDATION. - E3 - �!pR N:Ov Oalf IIHG I - — � � � SMOKE DETECT RS EVIEWED ,�, N .,- oe CD � BARNSTABLE BUILDING DEPT. D E o PEI w U W J < y o =H Q 2 0 FIRE DEPARTMENT DATE � BOTH SIGNATURES ARE REQUIRED FOR PERMITTING o a> u r, N -4 w� Gq - o m ' in In 0 _ q N \ CU ~ - PORCH SLAB, STAIRS, ti C ti RAILING, AND POSTS ON-SITE BY OTHERS OMIT SIDINGS ry z z z z * q V _ > ti r > > > > a- W W W W q LC ffi rY � a a_ a O '4z O n g h 1n NOTE: ACTUAL -HOUSE MAY VARY FROM ELEVATION { QN-16104/MA - o Qo ; a BUILD PLANS HAVE ILEn EXTRACTED THE EF E.APPFDVEDI APPROVED - � � i BUILDING SYS7 MS FILED WITH.SHE FATE. F— Q DATE 1/27/16 0 > . :. PFS CORPORATION c~i� Bloomsburg, PA U u � U • N d- 11J CD \ ('7 C)IL 1-3 J � VEl¢ la-u• cu : - 12'OG iFPhIRG - I . - - iWi SR6L 6iiR'rR6 O c Q O �/ (,WW N � . ... J El . > CD N fL Q W Bit U O 2 1 f � 0 9 z z as o m - N ♦D %Dcu PORCH SLAB, STAIRS, q ti N N : RAILING, AND POSTS N ON-SITE BY OTHERS \ z z ¢ a a z o v - z z z z > in E] .. N > CI. U 0 -. 'fRllswCu cseC W W W W Q 7 EL• {C1h•iIT SIDING�1 rt rt M w a a o> O ks NOTE: ACTUAL HOUSE MAY VARY FROM ELEVATION � � �4N ��C QN-16104/MA zLd o 0 J THESE PLANS HAVE BEEN EXTRACTED FP.OM APPROVED4 (BUILDING SYSTEMS FILED WITH THE STATE. - -' J >' L------------------------------J .. .... L W W C rn' W l'i ci C, _J t LIJ T _ VIIH I.'➢et MIM.TE➢S 111➢G(.a➢LE.1. V ® _ TW F[REPLaLE VE1T p T HAWTAIN A Ia- - .. ... .. ... _._ U] v 0 •-� .. T/?to(3 z- (� eO 12.... .._, - .. .. 03 W t-) cj t� Sao Jv _O ~H Q ti o� — i DOUBLE LAYER OF ASPHALT O d ao! SATURATED FELT.. 12 - >-L!oo, > L_ .. 5 - C3 ID i=GT4E01YLLL1?._ _- - - W M nz z of Ir v .. C El a 10 mo J�J J J ` ... - .. o .. - Q 0 z Q z t z a - oa - 7 S Lq El - .. .. i laJ A PORCH SLAB, STAIRS, RAILING, AND POSTS ON-SITE BY OTHERS j w-OHIT SIDING /�FS/_ APPROVED DATE 1/27/16as -Ii PFS CORPORATION `4 a y�� Bloomsburg, PA NOTE: ACTUAL HOUSE MAY VARY FROM ELEVATION Cv:L ��C '4 a .. .... ON-16104/MA z o w o �%D -----------------------=-----=- Q Q -- ITHESE PLANS HAVE BEEN EXTRACTED FRUM APPROVED I - U. \ / ti (BUILDING SYSTEMS FILED WITH THE STATE. - L------------------------------J W a J`r L7 (y) O \ ('� Li o - H U �I El aCL �o� z co 12 U CO Ld i Q OJ Q �C) a � <1 o _J rn o0 _E,' z _ �— :: .. - 1)D7IBLE LAYEP.OF ASPHALT— :. .:' - O Q SATURATED FELT z ne 2.375I— - �5 m .. -.. U C3 Q O N (L W .. —_ -i r�itsiQ62e'LLeic O (__) O O a z Y Y Y Y Y Y O roc. 0 p PORCH SLAB, STAIRS, k tU CU RAILING, AND POSTS ON-SITE BY OTHERS *OMIT SIDING.x V z z z z aJ z o a a Q t I< i- I- Ej a rv_ x UD APPROVED } �YY o DATE 1/27/16 Q� v PFS CORPORATION Bloomsburg, PA C NOTE ACTUAL HOUSE MAY VARY FROM ELEVATION �cY L ON-16104/MA z o w _J % -------------------------=------ =----= Q AMA STATE BUILDING CODE, 8TH EDITION w/ AMENDMENTS, j,HESE PLANS HAVE BEEN EXTRACTED FROM APPa,OVED� INDIVIDUAL DOORS AND WINDOWS ARE SPECIFIED ON - E : IMA FUEL / GAS / PLUMBING CODE i IBUILDING.SYSTEMS FILED WITH THE STATE. ._: PAGE 40-49 (SPECIFICATIONS)-OF APEX HOMES' SUB. SET. F t APPROVED _ O i2OD9 INTERNATIONAL MECHANICAL CODE w/ AMENDMENTS t L------------- ----------J ALL RANGE AND BATH FANS ARE VENTED TO EXTERIOR 12014 NATIONAL ELECTRICAL CODE w/ AMENDMENTS - L 0 - r------STACKS -- ^-------------------------------- ... �2012 INTERNATIONAL ENERGY CONSERVATION CODE �...12' VENT STACKS REPL STD � � � _ .. i 1 7 � J 4d/MA AMENDMENTS - I - IMPORTANT NOTE DATE �/"�/16 � L_________ ____________________________J i 1 i/21 VENT STACKS- PEP. CODE 1 1 I RAISE DOORS, CABINETS, ECT 5/8' IN ALL OMIT FLOORING T ALL EXT.LOAD BEARING HDR'S,WITH SPAN OF 5. 10'OR _ 1 AREAS FOR BUILDERS.ON.SITE FLOORING _- PES CORPORATION LESS WILL BE(3)2-6 SPF 42 ALL OTHERS WILL -_ ------- L. ------ ------ BE SPECIFIE➢.ALL REQUIRED JACK STUDS I-NOTE 1 � � (� �/ � a4 4 _ SHOWN 4FE 2x6 SPF 42. ISEE BRACED/SHEAR WALL AND 1 Bloomsburg, PA 'C SEE CALC•S,PG.3.1 > -.IFOUtJDAT1OH PLAT)PAGES FOR HIGHI :1 WIIJD'DETAILS AND REQUIREMENTS.'( ('/) .L-------------------J ALL M/W HOR'S-WITH SPAN OF 7'-0•OR LESS - _ V ;3- WILL BE(4)2.6 SPF 42 ALL OTHERS WILL - HE SPECIFIED. - e O C SEE CALC'S,PG,?? 13`0' 18'-0'PANELIZED - 4•-4 1/8" 4'-7 Tie• 4'-i 7/8' .. 4'-4 I/8' . RDBWW 6P S.SYD• '-a,2.A SPF.2 � � 4SEE CALCS,PG 321 1 _ I2.<3 21.SPF A2 n :. .. 17•-D• .. F. ____ 'D_O•. ISEE SALES.Pc].I -10'0'OtJ CITE 1 l•'l�" 37_D. a3'FO' i (/: L - jaCKM:eAM!E IRJTR 12'-7 1/2' 12•-0• CRUIUJS AND I]i wSTA2.STRFPS EACH Erg _ .. Z V 0 LIVING ROOM 286.90 SO.FT. Z., - .. .. U r -- 22.95 LIGHT REO'D DINING ROOM - W (L U BEDROOM 41 I1.49 VENT REWD 135.76 SO.FT. 159.36 SO.FT. 4.72 LIGHT PRUV'D - 10,86 LIGHT REO'0 - iu -' - �' Q LL1 N 12.08 VENT PROV'D _ 5-43 VENT REI'D _ '• _ L. I,37 LIGHT REQ•D 53.CD LIGHT PROV'D OJ F _ 637 VENT REO'D' D ,r - - m N N 33.30 LIGHT PROV'D y'b>r�.l 27.36 VEIIT PROV'U iv �. (� � O j � TO 18.12 VENT PRUV'D 1•-• 0"FC`p4 _ _ Q m o w g ELI-TO TER THATE J O CL : TiRDUGN CHASE ABOVE . Z. .. © g' v. ROE FINISHED - (,Li LLI Lv -2„te fLP,JDISI �� /O-SITE BI DINERS O (2 2� -1 J Q ---- T ~ S fweJDARO CASED®E41!JG 6'�•�_ N = (�2 UVU,R EDYDI _ _ , Tr -� Dx11 2'-D•SECT F1 SC CASED mFNiMG @:lT 2'-D•SEL'T :: B 4B : - LJ .. 0 Q �.z iu CLO ..3._2. ND•S NUS m 7 W . ` -- Z,CLO HALL F-s - U ~ Q O .. CLO ❑� - I DATA PLATE.STATE LABEL C.21 Z.O 6•0- 2-D• - 13'-!' 4'-7 I/2' AND PFS LABEL IKD LDCATIIXI m LLf N o 'I �K ❑u 1 S[ o NNIiS•b L'B) Q I 1 KITCHEN _ (7 I I 3._2, 0 I AREAEI J .P, Fy iO FL11T 1 � m BEORODM 42 ID�� .-IwEu m F 1' 11 7 1/2' 133.93 SO FT n�O. ©1 �` I v.•r-.::_'4F v2• y Z 'Z Y Y Y Y ITT 5.35`LENT:P,EO'0 _ 22.20 LIGHT PROV'Dlosi •b vm]B v]Dlze wzo]D vzT]B - 0 1248 VENT PP.OV'D _ ��\\\ FOYERlag 2.W FLAT RIDS vITN A LF-GIST JEx 11r^111 1 Dr g�AT, RUSH CED.IRG&F.A. - - ]•DRAIN L •IIII_(�-R�/JII/I BATH 41 I' In -. . a DIxIL'L Rmrr/NltCrffO 2-]r.•SUPP �� I ' \ FRO- TO SIDRY.. ' 2-:Ui Vr LJUa1ItG c .. ru cuIn tTl P RAGNJ VEN F� fu Q1 9-LITE - to 8_ _,'IO 16 11-1-1.1 24'-2 1/4. fit .a3'-0' - . J -� -J Z z ID.. 31-0' DI 12'-0' V > In I- U L ID - tlL r-------------------------7 � - .. � H l� li L, It IOo -In III I PORCH POSTS PROVIDED-AND INSTALLED : In! 9'-0'-29"-0'PFIP.CH ROOF OVERHANG DI ION-SITE BY BUILDER FOR.THE LOADS LISTED 1 Tn ] 1 �,. p 1p6• 01 L--------------'----------J - W LJ w L:3 �L ILS TO P¢JEN xEA1ERs NA CL 2' �' t O_ d ... III 21 2.10 SPi A2 .. DI - IO ISEE CALLS.PG 103T P142 T-L. 1] T.L. DI --I DRIFT 2H•O• -1660�IFT 126.UPLIFT rt1 CIS I.L - 2T56 i1.1 1-20.9 NLIFT O -13 INSULATION INSTALLED IN INDICATED WALLS r----------- --------c 6'-IO�-6'-l0�4 a�- 3'2 1' 1--BUILDER. TO INSTALL A WHOLE HOUSE 1 _ : ;\ ------------------------- z]O TL -'-��- --�� -- - ------�" .. 1 VENTILATION SYSTEM TO MEET:THE 1 .. `. r 2T01-IF I R 13 INSULATION INSTALLED IN UNDERSIDE OF STAIRS.I - 1- (13 NOTE : - .. ` REQUIREMENTS OF TABLE Ra0-- 1 ALL WINDOWS WITH OPENINGS WHICH OPEN 4 INCHES ��---�� - --�� t------ ---------------� r 1 OR GREATER.,APE 72 INCHES ABOVE THE FINISHED GRAOE 1 1-NOTE 1 r------------- -----I .�C � �03 - - OR SURFACE BELOW AND THE LOWEST PART OF THE CLEAR I i DRYER.VENT DUCT SHALL TERMINATE ON .1 i.w NOTE Y 1 r---------- ------ ----------1 r------ ------------------7 - \LIT I OPENING IS LESS THAN 24 INCHES:ABOVE THE FINISHED I 'I AN OUTSIDE WALL OF A BUILDING NOT -1 (,TUB/SHOWER,CONTROL VALVES ( I.NOTE I I-NOTE 1 \ ` 10 t3 1 FLOOR,WILL REQUIRE WINDOW GUARDS PEP.2009 IRC I :LESS THA14 OUTSIDE, IN ANY DIRECTION FROM T 1T0 HAVE A HIGH STOP LIMIT SET -I ITHE BASEMENT AND/ OR ATTIC DOOR MUST HAVE 1 IDUCT TIGHTNESS AND BLOWER BIQ: TESTING 1 t SECTIONS R6122 TH.RU R612.4. THE WINDOW GUARDS WILL 1 i ANY OPENING INTO THE BUILDING AND MUST I ITO LIMIT WATER TEMPERATURE TO AI :WEATHERSTRIPPING AND A SWEEP PROVIDED AND 7 I WILL HE COMPLETED CN-SITE BY OTHERS BY I t BE PROVIDED A:JD INSTALLED ON-SITE BY OTHERS. t t BE EQUIPPED WITH A,BACKDRAFT DAMPER. t I MAXIUNM OF 12D'F.(49-C). : :INSTALLED.ON-SITE BY OTHERS. _ i I A QUALIFIED PROFESSI(ItAL CERTIFIED BY MA.1 T� -__--J L------------------------J l_----- -_-J L ----------------------- ----------- ---------------- -J t---------------------------0 1'4 NOTES _ 1. BUILDER IS RESPONSIBLE FOR PROVIDING A PROPERLY SIZED 5. 1ST FLOOR SQUARE FOOTAGE = 1287 SO/FT HEATING SYSTEM TO COVER A 45,000 BTU LOSS 6. CLG BEAM @ DINIiNG/KITCHEN TO BE (4) 1 1/2°x9 1/4' M.L. (SEE CALCS, PG. 5.2) 2. HEAT LOSS WAS CALCULATED WITH R-30 FLOOR INSULATION 7. CLG BEAM @ CLOSET TO BE. (4) 2x10 SPF #2 (SEE CALLS, PG 5.2) 3. MW CLASSIC WINDOWS BY PLYGEM B. 4. 12112 STORAGE RAFTER ROOF SYSTEM @ 16' O.C. 9• Oil-16104/MA z o Q CL 0_ v.Q r-----------------------------=i Q .. I BUILDING G SYSTEMS HAVE BEEN EXTRACTED FROM.APPROVED, APPROVED - - S HUILOING SYSTEMS FLED WITH THE STATE. � "'1 ;� �� - 1-------------- --- -------_-J - DATE 1/27/16 0 0 t- I-]_ PFS CORPORATION ry V) Bloomsburg, PA ) � Cu 4 O �2 N - PROPOSED SECOND FLOOR DRAWINGS ARE 70 BE USED iV (� AS A.GOIDE ONLY..BEAM SIZE IS BASED ON SUGGESTED O PLAN SHOWN'.APFX,HOMFS WILL NOT ASSUME'ANY M .� - LIABILITY.00 RESPONSIBLE FOR ALTERED COtJSiRUGT(ptj - OF SECOND FL OOP.LAYOUT. .. .. .. ... Z ALL SHED DORMEP.EXTERRIP HEADER TO BE(3)2.6 SPF 02 a (SEE CALCS,FG 3.1) .. .. .. :. 31'0'SHED - - 12 D ... iL T•aBB.t846. BT4 45.. Li QZ q uf-� p E Rv ]4 3/B'.9a Sae' E Rn ]4]IB'.9a S/B' RBI] ]/B'.9)Sa I �- � '•� y U Qq O n- 12•-7 1/2, 2'-0 14•-7 1/2' In ci.. ... .. W (lT U o BEDROOM N7 ._ .. } Ld - .. I88.30 SO.FT. .. .. m 15.06 LIGHT REO'D _ 11--pp5ss1/2• _ .. — . BEDROOM 04 22,00 LIGHT PP,OV'D _ --_-OINISRPVL ZONn Q O O M c n 220.35 SO.FT.'. iu 9.74 VENT PPOV'D . m 1 8.80 LIGHT ROV* �NO SxED BEa.--(2>I I/2•.IB` N w 121 2ti.SPr�2 W/<41 O W v r� 1r _ e 0.81 VE14T REO'D Z > O 18.80 LIGHT PROV'D ^ 9.74 VENT PROV'D - (z z.4 SPT1z sTAz s R• STUDY U W N - . rc Tm.NMNS ANn 141 N &c) �O� o� . - STRAPS FA[H GNB _ 111.48 SO.FT. RaeS r.ELc 8.92 LIGHT P.EO'D in �d o O .. ■.��ap�■ ■■ ANn RR.BR cxASE 4.46 VENT REO'Il uI T < — •~ a - nR[TnAEE RUE ARnvE cm.LaR I - .Sc 1B.80 LIGHT PROV'D r _ - 9.74 VENT PROV'D- U .> - � TIE ANn M"ERIVR faOLE _ _ 1 ❑ _ - O ¢ QC . . =------:- :- _ -_ z=- _: -------: --- I �RmSE ISLITE 1 - z P ------------------mom- ®-----------y-t— TDR nn-SITE BARN 'J r LJ . N -:�-----T ---=--HALL-m RAMS c®B INsiutilvu - SE v7, m P rEF.BNKON-S �j 1��... L� O vl 12'-7 1/2- II'-6 1/z' .. er OTLLikv�s STO, I _- ]o z.iz sr��O c(LIM------ - - - .�-, 'o W m N a- K K © S[❑I s've' i ----e��vOkS�ET(N6---- () 'i O /2• 5'-0' 2'-0' S'-' - 1 1 T.IS PpINr ,� O RAB- 21 Q4 SPTX2 Y/2> - . .. WALK-IN K e O LLNSITE nsrAz4 STRAPS N - Cb ZID - - CLOSET lu .. .. .. mxERs I 1 } . LItJ - z•vent TRO.J .. m m rm�DBRs�c(YD�m- _ n n . IS PBIN O VALK-INI _ CLOSET r.e STBR'r 1 .. 1 Q _ tl BATH N2 O I ]'RAIDBi1110 T (21 2.In SPT+2 IL—JBISTS (u J J J J Z -T Q Q . a K t,3. C � (NOTES I. MW CLASSIC WIND❑WS BY PLYGEM 6. Z. 7. 3. B. - 4. 9. 10. QN-16104/MA z o r---=----------------- - • ITUESE PUNS HAVE.BEEN TP,ACTED FP E.APPROVED,: APPROVED .y ' IDUILDILDItJG SYSTEMS FILED WITti THE STATE. , L--------------- - -- J. .. �--� ------- - -- --_ --_------ DATE 1/27/16 o W J R _j PES CORPORATION Q E! LL1 Bloomsburg, PA :D U 0z c')---------------- v~si +� -GAS EIJYS IB+-SITE BY iuILBEB — 0 1 �ELECiRWL 9EIIDIRENENii S101N i0i o-� naT�a •:ELIZEO AEEA A4E rB BE SDFT+LIEB BY \• L l .� 1 I OTxENS.fI@1PLE Bi LICF JED 'SED NA 1 I 1 ELEEiWIC1A•J;UJ5PEC1'AND APPY,BVED DV I ' - v mou 1 1 1NE LIIEAL BIfILD— DEEt— o.avvc..a ex..-vr.mv..u dv,.aax,�.,.a<,m.A�Av v na a�s.a m ur en.mc®,Aam wA,r•u m w wxv.vi�a a oi.nam f- 7 00 -------------------- --------------- Ld ---- ---- -- -- -- '� 1-� 5 ... — --- -----------r— -- Eil All ' i 1 L-------------------- . 1 EDR PADtNE EUJ i- - 1 1 r A - 1— r i rV 53 Al 1 1 1 --- ro � __ VCsr ELEC:DROPS _ ----- ; 1 W/ 22'COILS O Q z N - P GQ- .- EDi SNDP.E DETEE T. 1 1 I 1 i 12-2 � In P_ Ii E 1 11 -•J" .�1 - I' ezr7/"iB rA. if q 1 I i E C if . I � j(N � 1 I nm � 1. 1 SB .J �•.- I.l°LK.Lall Sli Jr 1 ¢ Y Y i`f I I. ll. fJ .. - ax anunB�D n•. I 1 ¢ 1 I I-I 1 J .1-- i�l C. DROPS . ItJ J9.2 1 I W/8'COILS 1 I u Emi SNriSD„ in In In N t0 'O fu CNItFSL -i - " III ' v, - .. v u 4 --J� IP .. ... ... III- �.� - 1_ IP J J J J U c III rDD_172AS _EEEMT.___J I D' - y f_ � to rz Or a c�L III . �C Ol C� w b�o .y 1, o� ha ;4z� • - � Tempe �cY NOTES: I 20AI 120 VOLT 12-2 ARC-FAULT 9 1 15A "120 VOLT 14-2 ARC-FAULT 16 20A " 120 VOLT 12-2 1 2512041 120 VOLT 12-2 ARC-FAULT 1. ALL LIVING SPACES ARE ARC-FAULT 2 20A. 120 VOLT 12-2 ARC-FAULT 10 15AI 120.VOLT 14-2 ARC-FAULT 18 20A 120 VOLT 12-2 26 20A 120 VOLT 12-2 ARC-FAULT PROTECTED COMBINATION TYPE 3 20A 120 VOLT 12-2 ARC-FAULT Il 15A 120 VOLT. 14-2 ARC-FAULT 19 20A 120 VOLT 12-2 1 l:774 4 15A 120 VOLT 14-2 ARC-FAULT 12 15AI 120 VOLT 14-2 1 20 20A 120 VOLT I ' 2. SEE 2O14 NEC NOTE ABOVE 5 15A 120 VOLT 14-2 ARC-FAULT 13 20A 120 VOLT { 12-2 21 20A 120 VOLT 12-2 ARC'-FAULT 3. 6 20A 120 VOLT 12-2 ARC-FAULT 14 20A 120 VOLT 12-2 .ARC-FAULT 22 20A 120 VOLT 12-2 ARC-FAUL"f TI .7. 15A 120 VOLT 14-2:.ARC-FAULT 15 �OAI 240 VOLT 10-3 ` - 23 20A 120 VOLT 12-2 8 15A 120"VOLT 14-2 ARC-FAULT 17{ { 24 15A 120 VOLT 1 14-2 {ARC-FSULt { QN-16104/MA Nr 0 -----------------------=-----= E THESE PLANS TE14S BEEN WITH THE FROM APPROVED1 - APPROVED - L---NG SYSTEMS FILED WITH THE STATE. (- HDU4 a THESE LOCATIONS Q- HIMa THESE LOCATIONS DATE 1/27/16 ..o . ] HDU2 @ THESE LOCATIONS - 0 Q- HDUH a THESE LOCATIONS .. PFS CORPORATION .. (s- HDU34 e THESE LOCATIONS - - Bloomsburg, PA L7 ©- FASTEN SIDEWALL TD ENDWALL WITH 0.131'.3'HAILS a 6'O.G. FOP HEIGHT OF WALL .. .. _ .. 13-0'. .. 1H'_D. 12'-0' 2-3 11/16, :•2-3 11/1 _ _ .. .. . . - - 4 5/I 4 5/16" 11-5 15/16' .. ____________ 13/16 - .. _ aco .. :' l 1 - -� 44 E0. Jet. 31)JI. - ]M_V Q9 vp �IJ +�.) O i.i r CM2-LO. i 1 1 L.__ ______ --- ``: (/j - ' a - ayi i a:im ii: +.Tin IL -� cv) ✓JOLT Sml I a (4)2 20 SYP al FLOOD GIP.DER '' a 9'-4•OC.MAX.F(.®P LOAD[DJL'/(SEE CALLS,PG.5.41 a- TOTAL LOAD dYLY 6EE CALLS,PG 5.3J a �.IJ R-I (, ... ... .. �a s1 1 1 pc_ ml 1 ) U W LA .. ... .-1 ._ 1 6'_0. g•_2• 5'_2• 6,_2.... 6'-2' 6'-2' 1 1 6iq!LL. • :• i ' ' . 199 LL 1 B V U / •` .--+ 11 i .. 1 -IlsrldTr.- :--Q ------;--a-- ------'-�--;-- - �-e �--'- -e--:------i-o�---`sruS TL�- i - .. O Q(Y z .. :. .. .. t 1 1 •..Ma TL. •3.Ot13 LL •3AB�Li Z-JW TL. •�.�]§M •.,HBS L.L. I 1 r W<1 Lt_ N 1 I 9,p8v TL. B.S9U'TL 8.190 r � 819p JL. U TL � .t160 TL. CONC.F®TER 1 I - > L .a,A N 1 1 52 V!STEEL COLUMN i 1m -: O U C7 I°ul 1 1 Iv j O ZZ N X Y _______ __ _______J 1 331- 1 1 ___-______ J ]J____ zatJ 41 1 20J2. � xlum In 8' MINIMUM CONCREtE WALLS 4.1/4'I 11'-7 11/16' _ �' N a (U N ni -- . Q (U fU _ aj -------------------------------------_----____- Tao ------------------------------- .. ._ j•6 - loam 1' z � 7 1 [ ` `tb F❑UNDATI❑N DRAWINGS ARE TO BE USED AS A GUIDE ONLY. APEX HOMES WILL NOT ACCEPT ANY LIABILITY [IRRESPONSIBILITY FOR INC❑RRECT FOUNDATIONS. NOTES: ® � N❑TES: 6 MAX ANCHOR BOLT SPACING: 6'-0' O.C. (4'-D" O.C. MAX IN AREAS WHERE WIND VEL❑CITY 1. FOR ADDITI❑NAL INFORMATION SEE TYPICAL F❑UNDATI❑N DRAWING A15,16 OF THIS SET IS Ia OR EXCEEDS 100 MPH) 2. PERIMETER RAIL ATTACHED TO SILL WITH 1601 NAILS AT 6' O.C. 7. WIND❑WS OR VENTS (INSTALLED: BY OTHERS) ARE R_DUIRED TO PROVIDE 1/150 OF FLOOR 3. PIER F❑❑TINGS BASED UPON 2000 PSF ALLOWABLE S❑IL BEARING PRESSURE AREA AS FREE VENTILATI❑N AND SHALL BE LOCATED AS CLOSE TO'CORNERS AS P❑SSIBLE 4. CONCRETE C❑MPRESSIVE STRENGTH: 2500 PSI 8. NOTES ❑N THIS PAGE TAKE PRECEDENCE OVER NOTES ON TYPICAL F❑UNDATI❑N DWG. 5.. M OR S TYPE MORTAR TO BE USED A15/A16 y . QN-161044MA Q C o Q APPROVED -- -- -- _ F Q J. THESE PLANS HAVE:BEEN EXTRACTED FROM APPROVE➢j - ]BUILDING SYSTEMS FLED VRH THE STATE ) a3 -FASTEN 1ST STORY TO SILL W/LAPPED SHEATHING V/6.131x2.5'NAILS 2 3'O.C. Q1 -USE 7/16-RATED SHEATHINS W/0.131x3-NAILS @ 6'-O.C.EDGE-3 12' O.C.FIELD DATE 1/27/16 SILL TO FOUNDATION ON-SITE BY OTHERS FOR 430 PLF - . - : :O Q O-FASTEN IST STORY TO SILL W/LAPPED SHEATHING V/0.131.2.5'NAILS @ 4'OL.: �'USE 7/16'RATED SHEATHDIG W/0.131x2.5' NAILS @ L D.C. .2"O .EDGE B 12- FIELD - pFS CORPORATION cc- �. w - At70 0.131'x3'NAILS.TOED AT 3'O,C. (DOUBLE STUDS AND STAGGER NAILS AT PANEL EDGES) SILL TO FOUN➢AITUN ON-SITE BY OTHERS FOR 717 PLF Q-USE Mi6'RATED SHEATHING W/0.131x3'NAILS E 3' O.C.EDGE E 12' O.C.FIELD -' -3 ®-FASTEN IST STORY TO SILL W/LAPPED SHEATHING W/O.t3Ix25'NAILS @ 2"O.C. - - Bloomsburg, PA 2 SILL TO FOUNDAITUN.ON-SITE BY OTHERS FUR 643 PLF Qs -USE 7/16-RATED SHEATHING W/0.131<3-NAILS @ 4.O.C.EDGE S 12-U.C.FIELD ' .. .... U r'M` HOLM 2 THESE LOCATIONS r---------- ---� - Q-H➢Uil @THESE LOCATIONS - .. IATTACH PANELIZED .I r______________________________,_1 - _. Q > enPau -. .: IANOPPLOOR 7O'ALLSNA7 .: I. I TO BE CON LETEDIBYPL CEMS£D MA CONSTAP.UCTIO'J AREA I' H �-^' Q] -HD62 @ THESE LUCATIUNS 1' I - - - - '- MOUSE W/0.131'x3' 1 I SUPERVISOR,DISPECTED AND APPROVED BY THE LOCAL 1 - -- - (`\f �j- L - Q+-H➢UB @ THESE LOCATIONS INAILS Ai 4'O.C. 1 BUILDING OFFICIAL. ______-_____________J ..C3 OS-H10119 @ THESE LOCATIONS - - ©-FASTEN SIDEWALL TO ENDWALL WITH 0.131'x3"NAILS @ 6'O.C. 2'-10 15/16, 2'-ID 15/16" - - - .- - FOR HEIGHT OF WALL r II Ili 5'-2 5/0' '_f0 3/IIB- 3'-0 3 6� Ot O ]p6p• )321 01 3U . CL0•�13pEL - .. w +J C D t1 iaa� cc%3 P L3J cu v. Q(> w F� 0 cc o � r) m� �� v -A 611512 �� d � a Fj .. ... Q w •- � e � w m u3 -. ` �wm Nam- .. CQ (if CK rd .. 44401 a10 a \ \ \ \ (U N \ F16 ... .. ' - N40 a • L - - - IU "' r I 0 -- Ip6'-9 13/I6' S'-9 5/B` a•-2 13/16' 5'-2 I/Df _ J 1 J J J u Z a a a a a z Q w I� z z z z > y �_ 41 1 E L_ L: E C3 ¢ U 4 nl G7 rn > > > > d: W" o t1 :. .. 111 .. ... .. .. .. .. W W W W OL CC I Q. ill .. .. .... III .. p1 .. i .. ti' �C a tit h p s\� 1 o Jill NOTES 1. 6. :.: 1i• 2. 7. 12. 3. 8. 13. 4. 9. 14. 5. 10. 15. _ ON-16104/MA Q o bi (----------------------- THESE PLANS.HAVE.BEEN EXTRACTED FROM APPROVED/: APPROVED 1 BUILDING SYSTEMS FILED WITH THE STATE. I L- ----------- ____--------J'- DATE 1/27/16 :E CL 0-FASTEtJ IST STORY TO 2ND STORY W/LAPPEO SHEATHING W/0.131x2.5-NAILS @ 3.O.C. Q-USE 7/16'-RATED SHEATHING W/0.131x2.5'NAILS @ 6"O.C.EDGE 6 12'O.C.FIELD O ❑2 -FASTEN 1ST.STORY TO 2140 STUR'T W/LAPPED SHEATHING W/11.13lx2.5'NAILS @'4.OZ..: -Q-'USE 7/16'RATED SHEATHING W/0.13lx2.5'NAILS @ 2'O.C.E➢GE B 12'O.C.FIELD PFS CORPORATION Q AND 0.13I'x3'tIA1LS TOED AT 3'O.C. : CDDNBLE STUDS AND STAGGER NAILS AT PANEL EDGES) �� Bloomsburg, PA U3 :D (� _ r-------- -------------'T ' Q-CMSTIi STRAP @ THESE LOCATIONS. (NOTE` QQ- CS16 @THESE LOCATIONS (ATTACH SHEATHING TO OUTSIDE OF GABLE H (SHED TRUSS TOP CHORD W/0.131"x2.5' U V fA Q- FASTEN SI�WALL TO ENDWALL :NAILS,AT 4'O.C.AHD TO TOP CHORD OF 1" - - -' `JITN 0.131'k3'.NAILS @ 6'OZ, :CAPE TRUSS W/0.131'x3•NAILS AT 4.O.C.: FDR HEIGHT 13F WALL SHEATHING Mt157 EXTEND TO BOTTOM OF VJ ITOP L__CHORD D:d CAPE TRUSS - - ____________________�J .. .. .. co .. .. 6'-0 13/16•. . 5•-2 5/8• 6'-0 5/8• . - 3'-0 13/16' .. :. .. J (U U \ 0 8 16T2x 1'{ 6/1 2_q ___________________�____� Z U U .. .. - .. U n ..: Ld 0J ---- -- -- ------ Q p M ---------- ------ _ -. pq<L.U LJ Ld F......... 1 O <Q rL/ z . 1 I y J--W ty LLJ . t _________ ____ ___ - 0 - z:l � M II ---1 ------- -- --y 0 r - --- I 1 Q Ti O 1 U7 U) a0 ID . ::. .. .: J • I. .. : .. :. ..: N .. ... lL z ¢. z a ¢ z o .. .. U 4 , 0' O Its r, "14'Ai � NOTES: QN-16104/MA 0 APPROVED Q z :THESE PLANS HAVE BEEN EXTRACTED FROM APPROVED: ^7 C, - -- ------------------------------ :THESE SYSTEMS FILED WITH THE STATE. ": _ D A"rE 1/2//16 ~ ` 1------------------��----------J F1 PFS CORPORATION E3 Bloomsburg, PA v) G7 D PLUMBING VENT THRU ROOF � C, vI Q Q 30 YR.ASPHALT SHINGLE H Co 15X ROOF FELT PAPER. CD ... D NOTE: ::. '.: .. : .- .. \ co i . VENT THRU ROOF - - � - WITH ALUMIMPA N"CLISHTPS 31 141N CONNECTION TO BE n rP m PAn A TOP r3ma TO Pw' f VENT STACK COMPLETED IN FIELD t3)R131•.r was CO BY BLUR/CONTRACTOR RIP TD AAn.L r0P �E u m TR CxBPa MAINTAIN 2•alRFtom J E520 new v/AN D.nr.zs•arras EACH - THaRO rx RAIL - ts]Dur.r n4as - IrV_ULATION BAFFLE . z LATER TIGHT sIL�Am�Pr 1m�v: c@UDSnS RIDGE 4Tt`1 .. 1' - l-ETD RUGS A+ID M. FOR tB1V^_•D) ... ev "I AB.4.1.M .WS OR 11,«..5w EAVES FLASHI:_G STR) IF NINLR.AL SHED BE..I I--LWL ... �� - .. SURFACED POLL RUDF TO EXTEND TO � ram• . JJJIII wRAD«F JDt eE D—1.,W,t6)Dnr.J• L Tfm.c+mRn rn.Ran - - - A PO1Nt 24•MIN.14510E TWE ENTEROR �� W C.) [@nz[r EACH 010 4ED REa«r0 n R R-3T FIBERGLASSITHVA `TALL L1Jc(ICE S)F_-ILD) - U U BE R_r ER W/1.1«T520 STRAPS 13 0131 tJAOS - INSULATION A ATIOG WITH VAPOR 1 1 / i)D 3 rLeztas : BARRIEP.. _ -SEE ATTACHED ROOF CROSS 1 ttP_To roa o+DxD _ DL3112.4•_'U.S 'S/B'COP, !SECTIONS FOP ALL REQUIRED- BR1P EDGE WATEP, TIGHT- `OIJ-SITE CQNNECi[ONS 1 2-a1G T11P PLATES - ' 1 Ir i/i - SD..QDI30U - 'J ` _ - ALL EXTEP.IDP•WALLS) STR[ \ <ENTERE ROUF'PEP.INETEPS T s I I/ Q S+FD rm 3-2+t6 HDP 2+6 SUB-FASCIA - 1 IT.CU'_e S - VITH SOLID 1/2' ALUMINUM FASCIA -- I.JJ D)3 ROWS I s .-3g FIB[RGLwSi PLYWOOD FILLER [�C) W . C'mW0IS /TUB RJSIILATIWN WITH .: . STACK TO EXTEND : wJrtSIWE. VpPDP.'9�P.RIER 1110,01.r TA[[)MIL ATTACW«ID SPR,R2ACE - - <E tD r V) . . 12• r4IN. BELOW ROOF - : w BOX AOHESI e_z1 TlaRrewts 11t: SARI Wi - "—PERFORATED VINYL SOFFIT LINE AND BE WATER NOTE: BIS@ATT@J WIT" R 1U 1.m BUirO R-21 FIBERGLASS (TYPICAL ALL EAVE OVERHAtdaS) Q p L VAPOR BARR� IS,E a. n cHoxa —WATER RESISTANT - TIGHT THP.0 ROOF NO REDUCERS ALLOWED .: IS, a...T¢sERLvs /)JSDLaimN WITH - Y ON STACK WITHIN l2' P..DEN REWALL TO _ _ VAPOR BARRIER 7/IbP[ISB - � Q.�- OTTR 10 FIBEEO.ASS OF UNDERSIDE OF ROOF THE A zL ItSLLA IN amn VAPs M EARBIER SHEATHING _ ADD Oat RARHSR M V . UNTT TO Jr BULLS H. att@IDUDE WITH MT, LY.vv000[ArcSEr r0! - J O- .. yr evLn Wn« Z#2 .. `W �l .. WaS.6RS AT 96'OG NIL02..1 i)4:xW9 tkEC �ti2)DIJL•rY TwLE w. .. SPF R2 AT L�LLJ Ir51KLE0 Ix 1( 11 OR - :—SITE aY IONERS) - - 1/z'1AS AT B.•¢- - "I FIBERULA Iv'O.C. J J q L'OTIa«[NORD IO PATf@J C«WD I—ALLEB-IN TILLD Iri`)D.pTOIx VISS EXT.SIDING - III OL3-'r]'x LS PER SIDE LAM.BAPRIER 4/4 VINYL - E- - Q . ... STnOT£AEO AT.•-D'BE. 9/8'GTP.BOARD QR)if9�u STARES t, /� DS,2r. +-T TO x)OT CQt UXT , RWS I)m1.IRC5 - Z R-Jp TIBER1�Ai5 iUP RATE -2.81ILTS WII« V/BP P@ff iVELYI .. r!-•�LV �_ Lf- h,SLLAIRR,W.I. WASHERS AT 96.OG V n.UARRJER [-STALLED.1.—0 UR ITELD 1/r GYP.60AR0 0 l,r 61,WAR. —2..B.. 12 GYP._ 0 Li � 10'CONCRETE MASONRY UNITS UP IS6 OL AT C3 OR POURED CONCRETE WALLS B'.. - ... - . (12 COURSE) - In Ell . /-a4 BUT 11 PLATE . PaRGth'G COVERED D,apE+t // - - ..• � q A Q !Y [Z, t7 WITH BITUMINOUS s Y Y Y Y Y Y COAT BELOW BY 6uD.DER L GRADE- 1/2'.EXPANSION 12T BOLTS Vitt` 2.6 STUDS :. JOINT WASKITS a .R'.OG -_ Q - L'.. LEO In TIELD OR 2.6 BOTTOM PLATE EXT.SHEATHING vz•Lacs T.r¢ 4'PERFORATED BRAIN \ - BBSEALUR SEE F—D WALL I-STALLED IN TIM. 7/16"O.S.B. @+-SITE BY BLDR.SEE ARE DESITN DETAILS AROUND FOOTING - CON E POURED BASEAEe11.5rwiRs ARE DESI@ED S/B' TLG OSB SUB-FLOOR En 1) 111 4'2B b CONCRETE SLAB eASEI m+L2 FLOOR PTUIE DASE)F4+1 WAR - IN 4.BE WII«1S. PB E I @,10 RG6 STONE BED - rov As E 1.tr-MR4 t )E¢[TPx ISTWLIrr 2.10 JOISTS AT t6'O.L. 111 T.IS_.c.TO!eIS UE APE+LSPES MINIMUM 6 MIL.POLY U. 6 - @ THIS PYPLIEwit@+is¢VIwTcO TR@I. ]1/2'BIA PIPE CRU-N _ BARRIER OVER 4.2B STONE 6ED � �[RR BASE«ExT[wxOxHm+s' R-30 FIBERIL ASS IxSULATIM - VITH VAPOR BARRIER MITI.CONCRETE ID" FOOTIr.'0005 a•.F@DJED @SRETE ROOR - - \ CDNCREtE FOOTING _ — .. IOu-SITE ev pr«ERs> 2«8 PRESSURE TREATED - J J J JTO z .. c1w[PSrE Fm PADS SILL PLATE .. .. J c . RATEiS ivR slit[Ar LUCAHO+s G4 4. Z Z Z Z j D'FIBERGLASS ~ ALL FOOTING.UN IS SHALL.BEAR SILL SEALER t7 Orl INUNO. SMALL IN VIRGIN' - L EARTH AND SHALL BE INSTALLED - - - - B£1_OW LOCAL FROST LINE - SOLID BLOCK - : - W LJ Li! O- ry .. OOP COURSE) rY �'I rK )) ( a- a- OESIGN BEARING CAPACITY OF SOIL IS 2000 PSI 112"DIA,15'EMBEDMENT ANCHOR BOLTS - - 12'MIN.FROM EACH CURNEP.AND - B'O'D.C.MAX.THEREAFTER..(MIN.OF � "- TWO PER SILL PLATE) v Cb 11 1 i�Cy. QN-16104/MA U o Q E%a a (_-) 0i APPROVED W DATE 1/27/16 Q PFS CORPORATION L3 Bloomsburg, PA Q \ D ,n a wl _. J ' FLIP TO.RAIL B TOP CHOR➢ TO.P.AIL J C_) � FLIP TO PAIL F 'UP CHORD TO RAIL (3)0131'x3'NAILS f/) .. (6)0131'x3'NAILS FLIP.TO TOP CHORD BINGE T9.SUPPORT CpLUMtt - CS20 STRAP V/(!0)0.131'x2.5'NAILS EACH END - - Ld 1 u_ (3) 45v4' TUE SCFEVS OR CI)H2.SA - - - - - 0 G, Z W � u _ . FLIP TO RAIL& TOP CH})_Rp TQ-B91L' (3)0.131'x3'NAILS RAIL TO RAIL - (3)0.131'x3'NAILS F— Q 1- LaJ .: 5f— :. in FLIP TO TOP CH03D 1 CS20 STRAP V/(ID)0131'x2.5'NAILS EACH END . .. SHED BEAN'1 172'x18"LVL LY]1yJ G3_v ATTACH EACH REAM TO m -A Z T SUPPORT V/III)0.131'x3" - J O Ct_ NAILS. CONNECT EACH END -1 t.J N .. OF SHED BEAM TO HEARING C.) $FgD BDiTOM CH CHORD/f_pLLAR HEADER.V/(4)HTS20 STRAPS O > m Z O TIE TO SHED jr - - C15)0]31'x3"NAILS IN 3 - - F =� IE 3 RDVS /5 COLUMNS V/ BO'/. :.. U U W F ' - ADHESIVE .�. :.: - 2xB SPFD2 .. O Q V) 21•-1 l/4' 12 -4 >-Lj COLLAR T1E TO TDP CHDRD. �12 - C1 C:)C-) Q O (n 0.131'x3'FACE N .. d �: V1 N Q_ - - 80'/.ADHESIVE AIL. +.•o � �Q � ba F') Qq CQ m 7= se m ? Y Y Y Y c. • X-� .. KNELIJALI TU TOP 11 - N UT 12 In ID BOTTOM CHDRD .- •-« HOTTDM CHORD TO.BOTTOM CHORD: C5) A8 x4. 713E SCREWS PLYWOOD GUSSET TO TOi'(301P_D CS)0.131•x3'NAILS PER SIDE (12>.0./31'.3'FACE NAILSQ N o N IF) R3 2.10 SPFg2—� �' Q Q Q Q T Z O 15'-B 1/2' p = O Q U 1 29'-6• 2'APART BOTH SIDES 1 C/) ]Liw> Li n- C7 W/ 90% ADHESIVE COVERAGE n- 1/2' THROUGH BOLTS - .. .. O_' Q-/ p! Of Q 2 n_'.: STAGGERED AT 4'-0'D.C. - - O V - .. tiq S; LOADING 1. WIND ASCE 7-05 110 MPH; H=30'; BRACING 'iCLL=3.GPSF; BCDL=2.4PSF CATEGORY 11; EXP. C; TOP CHORD: STRUCTURAL WOOD SHEATHING SPACING 16' ac ;4WFRS GABLE END ZONE AND C-C EXTERIOR (2> ZONE BOTTOM CHORD: RIGID CEILING BOARD DIRECTLY APPLIED TC L.L. 30 psf 2,TCLL ASCE 7-05 = 30 PSF (GROUND SNOW) COLLAR TIES: 2x4 LONGITUDINAL AT MID POINT VITH (2) TC DL 7 psF CATEGORY 11, EXP. C; TCLL IBC 1607,11.2 12d NAILS OR RIGID CEILING BOARD DIRECTLY APPLIED BC L.L. 20 psF 3.ROOF DESIGN SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE WALLS: 2x4 LONGITUDINAL AT MID.POINT OF WALL - BC D.L- 7 psF 4.UNBALANCED SNOW LOADS HAVE BEEN CONSIDERED u FASTENED WITH (2) 1201 NAILS OR RIGID WALL 5.THIS TRUSS HAS BEEN DESIGNED FOR IBC 1605.3 LOAD COMBINATIONS BOARD DIRECTLY APPLIED • a QN-16104/MA _ c-) o :. .. _ .. Q APPROVED nJ DATE 1/27/16 n: cu PFS CORPORATION Bloomsburg, PA C) .-, v LZ fV d- - c) o 11 -- FLIP:TO RAIL P- TOP CHGRD TO RAIL - 1L TO RAIL 0. TOP CHOP-D TO RAu (3):0.131-x3- NAILS - (6)013I"x3"NAILS - .. .. - LLJ - a . FLIP ST TOP CHORD- �.Z 0 - (n ��SI�PPOaT ram, ., CS20 STP,AP W/CIO)0,131'x2.5'NAILS EACH END .. :. V a)El j n (4)08.4• roL SCREWS DR a>H25A S T W C) ci ' FLIP TO PAIL 0. TOP CHORD 70 P.AIL - -+5� Li(3)D.t31'x3' NAILS _ .. .. .. Oa RAIL TO RAIL 12 ... (3)0.131'x3'NAILS Q m M 5F— - FLIP III TOP CHORD) - EAv Spi p2 - m CS20'STRAP W/(B)0.13I'x2.5'NAILS CA CH ENO -.' - SHED BEAM: 1 1/2"x18"LVL �^ -J J W C3 II- ATTACH-' EACH BEAR 31'.k - U•-- .. SUPPORT V/(6)O.t3l'x3" .. : 7 J HAILS. CONNECT.EACH'END -- O > m - SHED BOTTOM CHGRD�gLL3 O BEAM TO DEARING Q HEADERW1 (4)HTS20 STRAPS =W z O :- - TIE TO SHED TOP CHORD, U (15)0.131"x3'NAILS IN 3 ROWS-/5 COLUMNS W/BOX � _ :. .' O <E z Z ADHESIVE. - J }W V L, 21--1 1/4• - _ 12 U: C,Q N(/) - - COLLAR TIE TO TGP CHORD. CID)0.131'x3-FACE NAIL W/ 00%ADHESIVE z A q im Q' n ]C Y Y Y m a INNER SIDEVALL -(2)2.10 SPF42. ATTACH IST if) IN .�-. - - BEAM TO TRUSS W/(5>0.131"x3"NAILS TOED AND _. � AD➢ITIO JAL:BEAM Wl 0.13i'x3'NAILS AT:4'-D;C..:: :. - (U N. N tll - _ USE HUC210-2 HANGER EACH END - � _ @OTTON CHIIRD TO TOM CHUM. PLYVGGD GVCSET TO TOP CHORD - D N (S)0.131"x3'NAILS PER SIDE' (13)0131'x3'FACE NAILS N . C2)2.10 SPFD2 .. ... .. 16-11 112'.. :. USE HUC210-2 HANGER GN EACH END .. _. '-7 1/ .. J J J J J f - - V Z Z Z Z j Z O y F - l31 .. — -8 1/2' - :IS'-6 1/2' (28) Ifi-n STAPLES vT > > [L r C3 .. .. 'APARI,BOTH -'SIDES w w l' ¢ 0.. .a_ W/80%ADHESIVE COVERAGE THRUST BEAM (1) 1 1/21x9 114'MI.ATTACH C. - - TO EACH TRUSS V/ (10)0.131'x3'(JAILS AND AT EACH END W/Cl2)1/4'x3' SOS SCREWS p .. V C` V , �C � �N -o �fyDo w wb LOADING 1. WIND ASCE 7-05 110 MPH; H=30 BRACING TCLL=36PSF; BCDL=2.4PSF CATEGORY II; EXP. C; TOP CHORD: STRUCTURAL WOOD SHEAT14ING SPACI-%-Gl 16' cL, MWFRS GABLE END ZONE AND C-C EXTERIOR (2) ZONE BOTTOM CHORD RIGID GELLING BOARD DIRECTLY APPLIED TC LL. 30 psF 2.TCLL: ASCE 7-05 = 30 PSF (GROUND SNOW) COLLAR TIES: 2x4 _LONGITUDINAL AT MID POINT_ WITH (2) TC D.L '{ 7 psF CATEGORY II, EXP. C; TCLL+ IBC 1607.11.2 12(A NAILS OR RIGID CEILING BOARD DIRECTLY APPLIED BC L.L 20 psF 3.ROOF DESIGN SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE WALLS: 2x4 LONGITUDINAL AT MID POINT OF WALL BC D.L 7 psF 4.UNBALANCED SNOW LOADS HAVE BEEN CONSIDERED FASTENED WITH (2) 12cl NAILS OR RIGID WALL 5 THIS TRUSS HAS BEEN DESIGNED FOR IBC 1605.3 LOAD COh701NA-1LvS BOARD DIRECTLY APPLIED l w QN-16104/MA TCD U Li t— z iO t- EuQ U � (lJ 0 0\ Q t— c-) I— Q 3 0 0 0 VALLEY RAFTERS 2<9 SPF 02 2 16'O.C.SANE P - - ' RIE CO::t-.CTIO:N AS MLR»R AND.CG;9LECT TO -. LA SHEATHING OVER TRUSS v/(2)05.4' TPY_-SCREWS. .. OVEF.HA;G JOINT _ _ _ .. _ Ld Z i --___— 7'-9 5II6' 6'-SO t/16'.. 1 El �,r J Cy � .. 1'-a' !'-4"' 1-3 IJa• 1'-4• 1'-4' 1'-3 1/a 2'-0' } r t _ ➢ORMEP RAFTERS-HIN 2.8 SPF02 2 16 -O.C. OVERHANG 2x4 SPF"2 7 _ �.+ E16'O.C.ATTACH EACH �' +++ AT:RIDGE ATTACH RAFTER TO RAIL V/(4)013I'x3'BIASES TOED. - BAY ryffO.QP$A 0131'x3'TNAILSISS V1 TOED (4) '! `gyp `y� 269 STRAP W/RAILS4) NAILS EACH En D ACROSS RIDGE.•INTERCONNECT 0.13L'+c25' NAID USE LS W U � Q � v J -AQ d•' `.� = t � pq D� 2x6 SPF02 COLLAR TIE - F, =W •Q y.--. C ATTACH EACH ENO TO RAFTER W/(8)0.131'x3'NAILS U U� DORMER HEADER -(2)1 - 1/2'x9 V4*LVL W/ Qy/ _ \ '✓ ` kD pq N HUC210-2.HANGER EACH ENO USE LUS26 HANGER AT o COLLAR TIE TO HEADER RA)'IER TO WALL OR ATTACH FLIP MEMBER 70 TRUSS FRAMING W/(2) - C4 HEADER W/(5)0.I31"x3' - RBx4' TOE'SCREWS .... .. - NAILS TOED cQ - m q cu -( 4.-3. }._ + III I;I-1 1 I - 1 I.. 1-• (. .1 1 DTI - z z z Z 2 Z o 19'-7' Ti3 N > > > FUSE C3)2*10 SFFM2 .. W W W W Q Q' 11N0EP.OCHER WALLS O_' Q' w Ct 0.. 0- TRIPLE TRUSSES EACH - - - . END OF DORMER .. .. . .. gyp. �PFS/ APPROVED cm DATE 1/27/16 PFS CORPORATION Bloomsburg, PA �( L ZZSoZ�� LOADING 1. WIND ASCE 7-05 110 MPH; H=30'; BRACING SPACING 16' TCLL=3.6PSF; BCDL=2.4PSF CATEGORY 11; EXP. C, TOP CHORD: STRUCTURAL WOOD SHEATHING �. o.c: NWFRS GABLE END ZONE AND C-C EXTERIOR (2) ZONE BOTTOM CHORD: RIGID CEILING BOARD DIRECTLY APPLIED - TC L.L. 30 psF 2.TCLL: ASCE 7-05 = 30 PSF (GROUND SNOW) COLLAR TIES: 2x4 LONGITUDINAL AT MID POINT WiTH (2) TC D.L.. 7 sF CATEGORY IL, EXP. C; TCLL: IBC 1607.11.2 t2ot NAILS OR RIGID CEILING BOARD DIRECTLY APPLIED - BC L.L. 20 psF 3.ROOF DESIGN SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE WALLS: 2x4 LONGITUDINAL AT MID POINT:OF WALL BC D.L. 7 sF 4:UNBALANCED SNOW LOADS HAVE BEEN CONSIDERED FASTENED WITH (2) 12CJ NAILS OR RIGID WALL - p 5 THIS TRUSS HAS BEEN DESIGNED FOR IBC 16053 LOAD C ONB[NATIONS BOARD DIRECTLY APPLIED r QN-16104/M.A c-) w Q FS . APPROVED . DATE 1127/16 Q - PFS CORPORATION q a Bloomsburg, PA M v=1 EV � 0 0 0 U Ln J OJ M L,J L, C Cl LL Cl wV� O "- 1P TU RAIL B TUP CNOR➢TU RAIL 13 (3)0.171',3'x3'MAILS ELIP TO TOP CHOP_g :: U 26go STRAP W/(4)0.131•x25'NAILS EACH.ENO - w C-) > L)J I Q- Q1— N El II q j cv L E ———————————————— MLdU 12' H.C. Ill 5LI�,! �Q4Az J-JW N� _ .. .. .Z+�� CO.31'R3 fLNA1LS P CHORD TO RAIL O U\ O ' DRIFTING AREA I (3)RAIL TOLj .. .. ... L___—__——————__.—_—_—� C <3)0.131'.3'x3'.NAILS FLIP TO TOP CHORD - O R z z .- 2x6 SPF02 26gn STRAP W/(4)0.131'x2.5'NAILS EACH.ENO - - r LJ Z Li o Cq 0 %D pL' COLLAR TIE TO TOP CHORD: -- p CS)0.131'x3'FACE NAIL 12 j- Z (v) °1 a c 4 K(3EEWALL:TO:TOP OR - ::' .. to (U I - .. :PLY WOO➢GLrcCa.ET TO TOLCkiDPD-1 - BUTTIOH CHURO: N (4)D8x4' TOE SCREWS BUTTON CHORD TO BUTTON CHURd (i>3/4• 7HRU BOLT .--. N .- .. (5)0.131'x3'NAILS PER SIDE � - '- � .-. Cq z Z Q El Z Z «-. > to i- �I .� = 2.10 SPFA2 .. VII'.1 2.10 SPi'p2- -1�' _ - _ .. � F- L- L4 Li L, C7 7 1tttttt ED 8II9S�i ST'-7-CuCT 11S 13'-8 1/2' T - 11'-2 1/2' _ _ _ W W W W ¢ D � 25 a r i APA.TR.T. '-0. 1 a'. re CK CL� a: a_ W/8D1.ADHESIVE COVERAGE - _ O <i e� o C'3 o` LOADING ! s`1ND ASCE 7-05 110 MPH; H=30'; BRACING T1 L=36PSF; BCDL=2.4PSF CATEGORY 11; EXP. C; TOP CHORD: STRUCTURAL WOOD SHEATHING SPACING 16' o.c. t)7FRS GABLE END ZONE AND C-C EXTERIOR (2) ZONE BOTTOM CHORD, RIGID CEILING BOARD DIRECTLY APPLIED TC L.L. 30 psF 2 TCLL- ASCE 7-05 = 30 PSF (GROUND SNOW) COLLAR TIES: 2.0 LONGITUDINAL AT MID POINT WITH (2) TC D.L. 7 Ms�;F7, CATFG1 RY it, EXP. C; TCLL: IBC 1607.11.2 12d NAILS OR RIGID CEILING BOARD DIRECTLY APPLIED 3 ROOFDE-SIG SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE WALLS: 2R4 LONGITUDINAL AT MID:.POINT.OF WALLBC D.L. 74 UNBALANCED SNOW LOADS HAVE BEEN CONSIDERED FASTENED WITH (2) 12d NAILS OR R[GID WALL 5 THIS TRUSS 4AS BEEN DESIGNED FOR IBC 1605.3 LOAD COMBINATIONS BOARD DIRECTLY APPLIED - QN-16104/MA o o <E APPROVED o.. DATE 1/27/1.6 czof _ . . wPFS CORPORATION .Bloomsburg, PA C7. N v o x \ M o 0 I V � C, Ld U_ Q -t- E-1 f%l�ry 0 a- �¢ _ Eoa () LA U F7 r Ld 0 0 0 Pn _j o Q ID-r J-J W N Z 1.-,. 1 4 i 4 1 4 C-) J . .. .. < W Zo -- HIP BEAM[2)2x6 SPFd2 ATTACH PEAK TO WALL W/111 114'x3' SDS DE Ld�- - SCREWS TOED AND BEAM TO EXTERIOR WALL U U N W/(2)N8x4' TOE SCREWS J W t14 C3 N CL Cq RAFTER. TO RAIL OR TO HIP BEAM W1(3) q 0.131•x3'NAILS TOED - - -- - - AND RAIL TO WALL W! - - . (3)D.13t'x3'NAILS Ifi N �p - RAFTERS -2.4 - .. ti I- (u N SPFp2 2 16'O.C. .. q \ \ N \ fU w 12 z z z z a V- 1 I5�1 IL (tI 1 I I 1 -I I 1 1 frJ _ �'— - 18'-p• RAFTER TO EXTERIOR 3-11 1/2' - > > > > 2 w O .. WALL V/(1) 88.4' W W L.1 W Q :D w TOE SCREWS OC af O_ a_ C� y Eli �c � L � kS oo` ® moo LOADING 1. WIND ASCE 7-05 110 MPH; H=30'; BRACING TCLL=3,6PSF; BCDL=2.4PSF CATEGORY II; EXP. C; TOP CHORD: STRUCTURAL `ROOD SHEATHING SPACING1 161,0.c. ,,IVFRS GABLE END ZONE AND C-C EXTERIOR (2) ZONE BOTTOM CHORD: RIGID CEILING BOARD DIRECTLY APPLIED TC L.L. 30 psf 2 TCLL ASCE 7-05 = 30 PSF (GROUND SNOW) COLLAR TIES: 2x4 LONGITUDINAL. AT MID POINT -WITH (2) TC D.L. 1 7 psF CATEGORY I1, EXP. C; TCLL; IBC 1607.11.2 12c[ NAILS OR RIGID CEILING BOARD DIRECTLY APPLIED BC L.L.' 20 psa -.ROOF DESIGN SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE WALLS: 2x4 LONGITUDINAL AT MID POINT OF WALL BC D.L. 4 UNBALANCED SNOW LOADS HAVE BEEN CONSIDERED FASTENED WITH (2) 12d NAILS OR RIGID WALL 5.THIS TRUSS HAS BEEN DESIGNED FOR IBC 1605.3 LOAD COMBINATIONS BOARD DIRECTLY APPLIED QN-16104/MA 0 � o 0 0 I L�J 0 Z _-.------------------------ PRDVlDE SUPPDRT UNDER V BEAH(2)2x4 SPF42 . e��••®`®� �'a AND ATTACH B Q EAM V/(U �'.. . - LTS12$TRAP Z ..cl ED cl 1 - Q 1 Dol- U r---) 4 O O60 p � W U a cis > ti Q U o C7 � .V as - Z WV¢ o . PRDVIDE S4PPDRT UNDER HIP 6FATTI(t2) W.SP 02 Z ' L ... _ -- - - AND 1 BEAN EAU :.. 6p - -- - : LTS12 STRAP. (__) s _. LTJ C� LLA 29•_B• �.Q (A t � p _j ci... U J W N .. -. - > pq ... _ 5.25/12 RAFTERS TO.HIP BEAM W/ (3) 0.131'x3' NAILS TOED 2.5/12. RAFTERS TO HIP BEAM W/ (4) 0.131'x3' NAILS TOED - V Q W ry -W - U UQ O{� v' q � m v .... - ! .. .yo ' O ATTACH RAFTER TO RAIL 1J/ (2) ' 1 0.131"x3' NAILS TOED AND RAIL TO 'a TRUSS W/ (2) 0.131'x3` NAILS 3a'. O RAFTER TO SUPPORT, SUPPORT TO Z � i 2 BOTTOM CHORD, AND RAFTER TO - - - - - - A z A m m v BOTTOM CHORD W/ (a) #8x4' TOE ¢ Y Y Y Y Y SCREWS O O BOTTOM CHORD TO RAIL W/ (1) A34 3 AND (2) 0.131'x3" NAILS TOED, RAIL � o i - TO HOUSE W/ (4) 0.131':<3" NAILS .� ' AND LEDGER TO HOUSE W/ 0:131'x3' tv ^ to N , D \ \ \ \ \ NAILS AT "4" ❑.0 •� ti to � � l ® BOTTOM CHORD TO HEADERS,i•// (1) H2.5A ~ (EACH RAFTER) J J W z z z z > rn tz 2x10 SPF #2 @ t6' O.C. 2x4 SPF #2 @ 16' ❑.0 V C V 2x6 Sp # 2s s.25['z - APPROVED N C N M 2 F 2 1 2 _ L �� C DATE 1/27/16 2x6 SPF#2 @ 16' O.C. a .� 2x6 SPF #2 @ 16" O.C. i 3 B-ll )/� " !D 4 " 2x6 SPF#2 @ 16. O.C. PFS CORPORATION hY� ATTACH HEADERS, TO COLUMNS Bloomsburg, PA IN w n'�Z- FOR 337 PLF UPLIFT ZS� COLUMNS TO BE MINIMUM (2) O 0 2x4 SPF #2 p O LOADING 1. WIND ASCE 7-05 110 MPH; H=30'; BRACING TELL=3.6PSF; BCDL=2.4PSF CATEGORY 11; EXP. C; TOP CHORD: STRUCTURAL WOOD SHEATHING - - - SPACING IG' o.c.: ,IWFRS GABLE END ZONE AND C-C EXTERIOR (2) ZONE BOTTOM CHORD: RIGID CEILING-BOARD DIRECTLY APPLIED - TC L.L.130 psF 2.TCLL. ASCE 7-05 = 30 PSF (GROUND SNOW) COLLAR TIES: 2.4 LONGITUDINAL AT MID POINT WITH (2) TC D.L. 7 psF CATEGORY II, EXP. C; TCLL• IBC 1607.11.2 12d NAILS OR RIGID CEILING BOARD DIRECTLY APPLIED BC L.L. 120 psF 3.ROOF DESIGN SNOW LOAD HAS BEEN REDUCED FOR SLOPE KNEE WALLS: 2x4 LONGITUDINAL AT MID POINT OF WALL BC D.L. 7 psF ;-UNBALANCED SNOW LOADS HAVE BEEN CONSIDERED s FASTENED WITH (2) 12d NAILS OR RIGID WALL - 5.THIS TRUSS HAS BEEN DESIGNED FOR [BC 1605.3 LOAD COMBIhATiONS BOARD DIRECTLY APPLIED CENTERVILLE. ek LAKE WEQUAQUET / 39g�' PARCEL ID: 461 210/48 LOCUS / RSH / ROUTE 28 PARCEL ID. V � 210/48 FOCUS MAP PLAN REF: 170/1 13 3 TITLE REF: 12550/38 i� 63S PARCEL ID: MAP 210 PAR. 155 QQ/ry 62�„ NOT IN ZONE II F ZONING: "RD-1" SETBACKS: 30-10-10 /Z FLOOD ZONE: "X" WIND EXPOS: "B" p/ 50 9' TD COMMUNITY PANEL: 25001CO561J DATED:07/16/14 � o FOUNDATION . CERTIFICATION LOCATED AT: 60 YACHT CLUB ROAD 98.0' 29s, CEN TER VI LLE, M A.- �/ N PREPARED FOR M° ' MARIUS & BIRUTE ZIAUGRA b EXISTING i' o APRIL 28, 2016, C� -FOUNDATION A0,I �Q°, o O �J° �911 �� P�,N O F Amf �qy ��P� �� EDWARD yG� A. �/T SS63g ��O STO H T001, 01 .2 01- ' '�`V s CO 35:3 A L L ANC NIS�� PARCEL ID: cTF�J��'9 I AREA110313 ACRES 55 MacDougall Surveying & Associates P. O. Box 2428 GRAPHIC SCALE STtic Mashpee, Ma. 02649' 20 0 10 20 40 go �'q PH. fax �508�419-1086 508419-1087 email: ( IN FEET ) N'Zk`16 macdougallsurvey©comcast.net t 1 inch = 20 Pt. . SHEET 1 OF 1 J 1777 FND I I 13'-0" 18'-0" 12'-0 ol I 15 15 11'-9" 4'-4" 8'-8" 2-7 /s 2-7 /s „ I INSTALL FLASHING UNDER 1�_0 101-0" 1-B I HOUSEWRAP&DECKING 3„ 3" 2'-10" 1'-6" A 2'-9 3 8" 12"DIA,CONIC SONOTUBES 0 O O _� DECKING T_/I — — — — — — — — — — 5'-0" 5'-0" TO 4'0"BELOW GRADE.USE I • SIMPSON ABU44 POST BASE FLOOR JOISTS 4'-11 /8" I I 2-P.T.2 x 10lo ' — — — — — N 3° o I I P.T.2 x 8's 16"o.c. M _ 28 2DH I v I I 3" l m o O r ih P.T.2 x 10's @ 16"o.c. O W NDO 0 + I 1 0 — —'� I F I F � - r • M +— � � � I � INSTALL PEEL&STICK — — - . J� N RUBBER MEMBRANE — — — — — — BETWEEN LEDGER& �- O I iv SHEATHING 7 M I 3 0 x 6'8 6 0 6 0 6'-0" • N I 12 P.T.2 x 10 LEDGER BOARD LAG BOLTED TO O SOLID BLOCKING W/(2)LEDGERLOK BOLTS o0 16"o.c.W/JOISTS HANGERS II M M I DECK DETAIL Y M iv V N F WALL M co I I-1-DROP TOP O A M „ 15 INSTALL 5/8 ANCHOR BOLTS AT 48 o.c.MAX. - OS AT WALKOUT WALL I I W/SIMPSON BPS 5/8-3 BEARING PLATES II PLACE BOLTS WITHIN 6"-15"OF EACH 6 9 2842DH CORNER AND TO A 8"MINIMUM DEPTH I WINDOW I I • - I ,d, 10 I � 6-8 5-6" 6'-2" 6'-2" 6-2 6'-2" 6-2 m ❑ 1011 48"O.C. I 4" I I O I P.T.2 x 8 SILL rr' 4" "• W/SEALER L_ L— l_ L— � L_ J N 00 2842DH I I I I z WINDOW FOUNDATION DROP °° TO FIT WINDOW.. �� I I I M TYPICAL 3 1/2 DIA. «� STEEL LALLY COLUMNS N E V V UNDER 2-2 x 10 RIM JOIST BASEMENT �+ ON MODULAR STRUCTURE BA`7 E M E NT I I 2817 BASEMENT 4"CONIC.SLAB W/6 MIL POLY ih WINDOW VAPOR BARRIER TYPICAL 30 x 30 x 12 �- _ I i N I I CONCRETE FOOTINGS ANCHOR BOLT DETAIL ao co . ...NOTE. MODULAR HOME TO BE PLACED i I SCALE. 1/2n - 1r-0n ®I I UPON THIS FOUNDATION.VERIFY 0 • I ALL DETAILS IN THE FIELD&W/ TR R T INSTALLATION _ CONTRACTOR PRIG O 10"CONCRETE FOUNDATION WALLS � 281 r 7 BAR AT TOP - - -- - - - - - - - � 12 v�/(1)#4 HORIZONTAL E , � N BASEMENT &BOTTOM OF WALL W/10"x 20" _o WINDOW • o _ 'CONCRETE FOOTINGS I I � 287 1 <,� 3 BASEMENT 3 P.T.2 x 10 LEDGER BOARD LAG BOLTED TO O r I I HOLDDOWN LIST SOLID BLOCKING W/(2)LEDGERLOK BOLTS I WINDOW o - 3 to 16 o.c.W/JOISTS HANGERS I 6 0 6 0 - v v - - - — — — — — — — — — - -� „ 1 ol SIMPSONSTAD14RJ r II � . 2 SIMPSON HDU11 :; ; 3 0 3 D t SIMPSON STA 14RJ 4 ,. N AD SIMPSO ST 14RJ 5 HDU14 flo o � P.T.2 x 8 s @ 16 o.c. - Q ao � - a _ rn W/MID SPAN BLOCKING rn ,m 6 FASTEN SIDEWALL TO ENDWALL � W/ .0131 x 3 NAI LS @ 6 o.c. FOR HEIGHT OF WALL Ilk to 3-P.T.2 x 10 BEAM " „ NOTES. P.T.6 x 6 POSTS ON 10 DIA. CONCRETE SONOTUBES W/ " IA.CONCRETE BIGFOOT 7 0 7 0 7 0 7 0 FASTEN JOISTS TO BEAM 1 CONTRACTOR 24 D c ) S TO VERIFY ALL EXISTING CONDITIONS FOOTINGS UNDERNEATH TO W SIMPSON H2.5 TIES & DIMENSIONS IN THE FIELD 40 BELOW GRADE. USE SIMPSON ABU66 POST BASE 1-6 A 28-0 1-6 12'-0" OS&AC6 OR ACE6 POST A2 2.) CONTRACTOR TO VERIFY ALL INTERIOR & EXTERIOR MATERIALS, ` DETAILS, & FINISHES IN THE FIELD WITH OWNER 43'-0" 3. ALL CONSTRUC TION TION TO CONFORM TO 780 CMR MASSACHUSETTS STATE BUILDING G CODE, 8TH EDITION AMENDEMENT & IRC2009 4. FOLLOW ALL MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION OF ALL SIMPSON COMPONENTS r ., 5.i ALL CONCRETE USED FOR FOUNDATION WALLS FOOTINGS& SLABS FOUNDATION PLAN > , TO BE 3000 PSI 6.) INSTALL SMOKE AND CARBON MONOXIDE DETECTORS IN THE NEW BASEMENT PER CODE REQUIREMENTS THE DESIGNER SHALL BE NOTIFIED IF ANY. ERRORS OR OMISSIONS ARE FOUND ON SCALE . ' DRAWING NO. : cOTUiT BAY DESIGN LLC NEW FOUNDATION FOR : S THESE DRAWINGS PRIOR TO START OF THE CONSTRUCTION.THE BUILDING CONTRACTOR 11 111 , WILL BE RESPONSIBLE FOR THE CONTENT 1/4 1 —O 43 BREWST ROAD ER IN THESE DRAWINGS IF CONSTRUCTION - OMMENCES WITHOUT NOTIFYING THE DESIGNER OF ANY ERRORS OR OMISSIONS. MA. 02649 MASHPEE 1 ZIAUGRA RESIDENCE THESE DRAWINGS ARE SOLELY FOR THE USE OF THE OWNER NOTED.ANY OTHER USE OF DATE THESE HE E DRAWINGS REQUIRESTHE WRITTEN PH. 508 274 66 s RA CONSENT OF THE DESIGNER UNDER THE 2/12/2016 Al ARCHITECTURAL COPY IGHT PROTECTION FAX 508 539 9402 R 60 YACHT CLUB ROAD CEN�TERVILLE MA ACT OF1990. BUILT-UP CORNER STUDS (PER DETAIL. ) PORCH POSTS,ATTACH TO BEAM BELOW W/SIMPSON BC POST BASE MODULAR HOUSE TO BE FASTENED THE P.T.SILL W/SIMPSON HDU ' OUTLINE OF MODULAR TO _ HOME ABOVE HOLDDOWNS FASTEN JOISTS TO BEAM INSTALL RAILINGS IF DECK W/SIMPSON H2,5 TIES HEIGHT IS 30"OR HIGHER HDU H❑LD❑WN ABOVE ADJACENT GRADE o - P.T.2 x 8 s 16 ac. x 1o's THREADED R❑D P.T.2 x 8 SILL W/SEALER 3-1/2"DIA.STEEL ANCHOR BOLTS TO BE LALLY COLUMN PLACED 4"IN FROM OUTSIDE UNDER 2-2 x 10 RIM JOIST ON MODULAR STRUCTURE FACE OF WALL II it 1171 11 1V1 IV1 IV P.T.6 x 6 POSTS ON 10"DIA. IAI IAI I n 0 10"CONCRETE FOUNDATION WALLS If 11 II 11 II 1 c, CONCRETE SONOTUBES W/ W/(1)#4 HORIZONTAL BAR AT TOP, 24"DIA.CONCRETE BIGFOOT &BOTTOM OF WALL BASEMENT FOOTINGS UNDERNEATH TO 4 CONC.SLAB W/6 MIL POLY 4'0"BELOW GRADE. USE DAMPPROOF BELOW GRADE VAPOR BARRIER SIMPSON ABU66 POST BASE &AC6 OR ACE6 POST CAPS 0 1 If--30"x30"x12" L--- -- CONC. FOOTINGS CNW COUPLE YP. 10"x 20"CONCRETE FOOTINGS W/2 x 4 KEY TO 4'0 BELOW GRADE HOLD DOWN @ SECTION BASEMENT ENDWAL L TO BASEMENT WALL A2 BUILT-UP CORNER STUDS BUIL MODEL NO, ' DIA, MIN. EMBED; MIN. REBAR LENGT 2x6 WALL (PER DETAIL. ) SSTB16 5/8 12 50' , - SSTB20 5/8 w 58' 6x6 D❑UG FIR PE$T O.C. 4 ❑.C, SSTB 24 5/8 66 IF a SSTB28 7/8 74 a SSTB34 7/8 82 + DU ❑LD�WN a a H H SBIx30 1 96 0 II NOTE #4 REBAR' TO BE CENTERED ON H❑LD❑WN HOLD DOWN + AND LOCATED 3 T❑ 5 DOWN FROM TAP ❑F (PER PLAN) + THREADED ROD AND + FOUNDATI❑N WALL + + + PER SIMPS❑N M UFACTURER'S SPECIFICATI❑NS. nn nn of . PLAN VIEW ELEVATI❑N VIEW IVI ]VI _ IV Inl In IAI a uu uu U1 NOTES: #4 REBAR ❑ SSTB H❑LD❑WN ANCHOR (PLACE SSTB ARROW a TOGETHER ITH . 1, ATTACH- .STUDS AT BUILT-UP CORNER ❑GETH W ON TOP OF DIAGONAL IN CORNER (2) ROWS OF 16d (0.162 x 3,5 ) NAILS AT 6 O.C. FOR W Q 14 REBAR 2ND :STORY SHEARWALLS, 3 T❑ ,, . . a APPLICATION) a z CNW C❑URLE ;, , .., w ^:: :: PLATE a �SILL TE 1 2. ATTACH STUDS AT BUILT UP CORNER TOGETHER WITH J ` ANCHOR BOLT a N N SSTB H❑.LDOWN ANCH❑ < ) ( x ) NAILS AT 4 O.C. (PER GSN) , EDGE DISTANCE 2 ROWS ❑F 16d 0.162 3.5 NA L a N L75 FOR 2X4 ' WALL 2,75# FOR 2X6 WALL STAGGERED FOR 1ST STORY SHEARWALLS. MIN, REBAR HOLD DOWN N 5 MIN. PLAN VIEW EXTERI ❑R BUILDING CORNE R THE DESIGNER SHALL BE NOTIFIED IF ANY , E: C I _RRORS OR OMISSIONS ARE FOUND ON SCALE , DRAWING NO. . I ITHESE DRAWINGS PRIOR TO START OFN LLCFOR : I N.THE B ILDIN C NTRACTOR 11 111 coTu T eAY DEs � NEW FOUNDATION GQNSTRUCT D U G Q _ WILL BE RESPONSIBLE FOR THE CONTENT 1/4, �O 43 BREWSTER ROAD IN THESE DRAWINGS IF CONSTRUCTION COMMENCES WITHOUT NOTIFYING THE MAS H P E E MA. 02649 ZIAUGRA RESIDENCE DESIGNER OF ANY ERRORS OR OMISSIONS: \E I D E'N E THESE DRAWINGS ARE SOLELY FOR THE USE DATE D u Q � OF THE OWNER NOTED.ANY OTHER USE OF 1 1 I. (5 0 V) 2 74 1 1 V 6' THESE DRAWINGS REQUIRES THE WRITTEN CONSENT OF THE DESIGNER UNDER THE 2/12/201 V FAX ARCHITECTURAL 539_9402A2 ARCHITECTURAL COPYRIGHT PROTECTION > 60 YACHT CLUB ROAD CENTERVILLE , MA ACT OF